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HomeMy WebLinkAboutC-3897(D) - Marina Park Project - Marina DocksFebruary 9, 2017 Bellingham Marine Industries, Inc. Attn: James R. Puder 8810 Sparling Lane Dixon, CA 95620 Subject: Marina Park Project — Marina Docks — C -3897(D) Dear Mr. Puder: CITY OF NEWPORT BEACH 100 Civic Center Drive Newport Beach, California 92660 949-644-3005 1 949-644-3039 FAx newportbeachca.gov On February 9, 2016, the City Council of Newport Beach accepted the work for the subject project and authorized the City Clerk to file a Notice of Completion, to release the Labor & Materials Bond 65 days after the Notice of Completion had been recorded in accordance with applicable portions of the Civil Code, and to release the Faithful Performance Bond one year after Council acceptance. The Notice of Completion was recorded by the Orange County Recorder on February 19, 2016 Reference No. 2016000069910. The Surety for the contract is Western Surety Company and the bond number is 929609763. Enclosed is the Faithful Performance Bond. Sincere , Leilani I. Brown, MMC City Clerk Enclosure EXHIBIT B Re: Marina Park Project- Marina Docks Contract No. 3897-D CITY OF NEWPORT BEACH BOND NO. 929609763 FAITHFUL PERFORMANCE BOND The premium charges on this Bond is $ $24,846.00 , being at the rate of $ Sliding Rate Scale thousand of the Contract price. WHEREAS, the City of Newport Beach, State of California, has awarded to Bellingham Marine Industries, Inc. hereinafter designated as the "Principal," a contract for the work necessary to complete this contract consisting of construction and related services required by the Contract Documents, including all labor, material, equipment, and supervision as required for preparing shop drawing; obtaining the required permits; constructing the contract -specified marina dock system and utilities; installing a boat hoist, marina accessories, and appurtenances; and all other items to complete the work prescribed in these Contract Documents, in the City of Newport Beach, in strict conformity with the Contract on file with the office of the City Clerk of the City of Newport Beach, which is incorporated herein by this reference. WHEREAS, Principal has executed or is about to execute the Contract and the terms thereof require the furnishing of a Bond for the faithful performance of the Contract. NOW, THEREFORE, we, the Principal, and western Surety Company , duly authorized to transact business under the laws of the State of California as Surety (hereinafter "Surety"), are held and firmly bound unto the City of Newport Beach, in the sum of Two Million Nine Hundred Thirty Seven Thousand Six Hundred Sixty One Dollars and 001100 ($2,937,661.00) lawful money of the United States of America, said sum being equal to 100% of the estimated amount of the Contract, to be paid to the City of Newport Beach, its successors, and assigns; for which payment well and truly to be made, we bind ourselves; our heirs, executors and administrators, successors, or assigns, jointly and severally, firmly by these present. THE CONDITION OF THIS OBLIGATION IS SUCH, that if the Principal, or the Principal's heirs, executors, administrators, successors, or assigns, fail to abide by, and well and truly keep and perform any or all the Work, covenants, conditions, and agreements in the Contract Documents and any alteration thereof made as therein provided on its part, to be kept and performed at the time and in the manner therein specified, and in all respects according to its true intent and meaning, or fails to indemnify, defend, and save harmless the City of Newport Beach, its officers, employees and agents, as therein stipulated, then, Surety will faithfully perform the same, in an amount not exceeding the sum specified in this Bond; otherwise this obligation shall become null and void. Bellingham Marine Industries, Inc. Page B-1 As a part of the obligation secured hereby, and in addition to the face amount specified in this Performance Bond, there shall be included costs and reasonable expenses and fees, including reasonable attorneys fees, incurred by City, only in the event City is required to bring an action in law or equity against Surety to enforce the obligations of this Bond. Surety, for value received, stipulates and agrees that no change, extension of time, alterations or additions to the terms of the Contract or to the Work to be performed thereunder shall in any way affect its obligations on this Bond, and it does hereby waive notice of any such change, extension of time, alterations or additions of the Contract or to the Work or to the specifications. This Faithful Performance Bond shall be extended and maintained by the Principal in full force and effect for one (1) year following the date of formal acceptance of the Project by City. In the event that the Principal executed this bond as an individual, it is agreed that the death of any such Principal shall not exonerate the Surety from its obligations under this Bond. IN WITNESS WHEREOF, this instrument has en n dut executed by the Principal and Surety above named, on the 4th dayAf ro 20 15 . Bellingham Marine Industries, Inc. Name of Contractor (Principal) Western Surety Company Name of Surety P.O. Box 3018, Bothell, WA 98041-3018 Address of Surety (425) 489-4500 Telephone 0 Aup6rized Agent Signature Julie M. Glover, Attomey-in-Fact Print Name and Title NOTARY ACKNOWLEDGMENTS OF CONTRACTOR AND SURETY MUST BE ATTACHED Bellingham Marine Industries, Inc. Page B-2 ACKNOWLEDGMENT A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document. State of 138tikx U Washington County of King ) ss. On March a 20 is before me, Theresa A. Lamb Notary Public, personally appeared Julie M, Glover who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(les), and that by his/her/their signatures(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and official seal C Signature (seal) ACKNOWLEDGMENT A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document. State of California / County of _ ! � )ss. OAA / On March 20 is fore me, - 4-. Notary Public, personally appeared Jit LC f� u✓ proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signatures(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the fo oing paragraph is true and correct. III NE S y hand and tial seal. UEl10RAM CO LT commblGon I fYj�B Signature " NetarySo�Nnao�'al) Bellingham Marine Industries, Inc. Page B-3 V Jestern Surety Corr pany POWER OF ATTORNEY APPOINTING INDIVIDUAL ATTORNEY-IN-FACT Know AB Men By These Presents, That WESTERN SURETY COMPANY, a South Dakota corporation, is a duly organized and existing corporation having its principal office in the City of Sioux Falls, and State of South Dakota, and that it does by virtue of the signature and seal herein affixed hereby make, constitute and appoint Steve Wagner, Michael A Murphy, Darlene Jakielski, Julie M Glover, S M Scott, Theresa A Lamb, Jim W Doyle, Andy D Prill, Jim S Kuich, Chad M Epple, Individually of Bothell, WA, its true and lawful Attorney(s)-in-Fact with fidl power and authority hereby conferred to sign, seal and execute for and on its behalf bonds, undertakings and other obligatory instruments of similar nature - In Unlimited Amounts - and to bind it thereby as fully and to the same extent as if such instruments were signed by a duly authorized officer of the corporation and all the acts of said Attorney, pursuant to the authority hereby given, are hereby ratified and confirmed. This Power of Attorney is made and executed pursuant to and by authority of the By -Law primed on the reverse hereof, duly adopted, as indicated, by the shareholders of the corporation. In Witness Whereof, WESTERN SURETY COMPANY has caused these presents to be signed by its Vice President and its corporate seal to be hereto affixed on this 14th day of July, 2014, ATF WESTERN SURETY COMPANY �EA�'fF aul T. Bndlat, Vice President State of South Dalmta 1 JCounty of Mimehaha as On this 14th day of July, 2014, before me personally came Paul T. Bruflat, to me known, who, being by me duly sworn, did depose and say; that he resides in the City of Sioux Falls, State of South Dakota; that he is the Vice President of WESTERN SURETY COMPANY described in and which executed the above instrument; that he knows the seal of said corporation; that the seal affixed to the said instrument is such corporate seal; that it was so affixed pursuant to authority given by the Board of Directors of said corporation and that he signed his name thereto pursuant to like authority, and acknowledges same to be the act and deed of said corporation. My commission expirestom"'"'"" J. MORR June 23, 2015 N fAm ruetJc �lIOUTM DAKOTA V J. Mohr, Notary Public CERTIFICATE 1, L. Nelson, Assistant Secretary of WESTERN SURETY COMPANY do hereby certify that the Power of Attorney hereimbove set forth is still in force, and further certify that the By -Law of the corporation printed on the reverse hereof is still in force. In testimony whereof I have hereunto subscribed my name and affixed the seal of the said corporation d is._, day of li?A,>°"t!'../ J �+"e" WESTERN SURETY COMPANY .5��a OjJ�/t ys�tl°\rFron�J' l Jf /t/ / 1 A irf/!� / `• L. Nelson, Assistant Secretary Form F4280-7-2012 Authorizing By -Law ADOPTED BY THE SHAREHOLDERS OF WESTERN SURETY COMPANY This Power of Attorney is made and executed pursuant to and by authority of the following By -Law duly adopted by the shareholders of the Company. Section 7. All bonds, policies, undertakings, Powers of Attorney, or other obligations of the corporation shall be executed in the corporate name of the Company by the President, Secretary, and Assistant Secretary, Treasurer, or any Vice President, or by such other officers as the Board of Directors may authorize. The President, any Vice President, Secretary, any Assistant Secretary, or the Treasurer may appoint Attorneys in Fad or agents who shall have authority to issue bonds, policies, or undertakings in the name of the Company. The corporate seal is not necessary for the validity of any bonds, policies, undertakings, Powers of Attorney or other obligations of the corporation. The signature of any such officer and the corporate seal may be printed by facsimile. CITY OF NEWPORT BEACH OFFICE OF THE CITY CLERK Leilani Brown, CMC April 25, 2016 Bellingham Marine Industries, Inc. Attn: James R. Puder 8810 Sparling Lane Dixon, CA 95620 Subject: Marina Park Project - Marina Docks C -3897(D) Dear Mr. Puder: On February 9, 2016 the City Council of Newport Beach accepted the work for the subject project and authorized the City Clerk to file a Notice of Completion, to release the Labor & Materials Bond 65 days after the Notice of Completion had been recorded in accordance with applicable portions of the Civil Code, and to release the Faithful Performance Bond one year after Council acceptance. The Notice of Completion was recorded by the Orange County Recorder on February 19, 2016, Reference No. 2016000069910. The Surety for the bond is Western Surety Company and the bond number is 929609763. Enclosed is the Labor & Materials Payment Bond. Sincerel , Leilani I. Brown, MMC City Clerk Enclosure 100 Civic Center Drive • Post Office Box 1768 • Newport Beach, California 92658-8915 Telephone: (949) 644-3005 • Fax: (949) 644-3039 • www.newportbeachca.gov EXHIBIT A Re: Marina Park Project - Marina Docks CITY OF NEWPORT BEACH Contract No. 3697(D) BOND NO. 929609763 LABOR AND MATERIALS PAYMENT BOND WHEREAS, the City of Newport Beach, State of California, has awarded to Bellingham Marine Industries, Inc. hereinafter designated as the °Principal," a contract for the work necessary to complete this contract consisting of construction and related services required by the Contract Documents, including all labor, material, equipment, and supervision as required for preparing shop drawing; obtaining the required permits; constructing the contract -specified marina dock system and utilities; installing a boat hoist, marina accessories, and appurtenances; and all other items to complete the work prescribed in these Contract Documents, in the City of Newport Beach, in strict conformity with the Contract on file with the office of the City Clerk of the City of Newport Beach, which is Incorporated herein by this reference. WHEREAS, Principal has executed or is about to execute the Contract and the terms thereof require the furnishing of a bond, providing that if Principal or any of Principal's subcontractors, shall fail to pay for any materials, provisions, or other supplies used in, upon, for, or about the performance of the Work agreed to be done, or for any work or labor done thereon of any kind, the Surety on this bond will pay the same to the extent hereinafter set forth. NOW, THEREFORE, We the undersigned Principal, and, western Surety Company duly authorized to transact business under the laws of the State of California, as Surety, (referred to herein as "Surety') are held and firmly bound unto the City of Newport Beach, in the sum of Two Million Nine Hundred Thirty Seven Thousand Six Hundred Sixty One Dollars and 001100 ($2,937,661.00) lawful money of the United States of America, said sum being equal to 100% of the estimated amount payable by the City of Newport Beach under the terms of the Contract; for which payment well and truly to be made, we bind ourselves, our heirs, executors and administrators, successors, or assigns, jointly and severally, firmly by these present. THE CONDITION OF THIS OBLIGATION IS SUCH, that if the Principal or the Principal's subcontractors, fail to pay for any materials, provisions, or other supplies, implements or machinery used in, upon, for, or about the performance of the Work contracted to be done, or for any other work or labor thereon of any kind, or for amounts due under the Unemployment Insurance Code with respect to such work or labor, or for any amounts required to be deducted, withheld and paid over to the Employment Development Department from the wages of employees of the Principal and subcontractors pursuant to Section 13020 of the Unemployment Insurance Code with respect to such work and labor, then the Surety will pay for the same, in an amount not exceeding the sum specified in this Bond, and also, in case suit is brought to enforce the obligations of this Bond, a reasonable attorneys' fee, to be fixed by the Court as required by the provisions of Section 9554 of the Civil Code of the State of California. Bellingham Marine Industries, Inc. Page A-1 The Bond shall inure to the benefit of any and all persons, companies, and corporations entitled to file claims under Section 9100 of the California Civil Code so as to give a right of action to them or their assigns in any suit brought upon this Bond, as required by and in accordance with the provisions of Sections 9500 et seq. of the Civil Cade of the State of California. And Surety, for value received, hereby stipulates and agrees that no change, extension of time, alterations or additions to the terms of the Contract or to the Work to be performed thereunder shall in any wise affect its obligations on this Bond, and it does hereby waive notice of any such change, extension of time, alterations or additions to the terms of the Contract or to the Work or to the specifications. In the event that any principal above named executed this Bond as an individual, it is agreed that the death of any such principal shall not exonerate the Surety from its obligations under this Bond. IN WITNESS WHEREOF, this instrument has been duly executed by the above named Principal and Surety, on the 4th day of r -c Bellingham Marine industries, Inc. Lam' Name of Contractor (Principal) Authorized Signature/Title Western Surety Company Name of Surety A � orized Agent Signature . P.O. Box 3018, Bothell, WA 98041-3018 Julie M. Glover. Attorney -in -Fact Address of Surety Print Name and Title (425) 489-4500 Telephone NOTARY ACKNOWLEDGMENTS OF CONTRACTOR AND SURETY MUST BE ATTACHED Bellingham Marine Industries, Inc. Page A-2 ACKNOWLEDGMENT A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate Is attached, and not the truthfulness, accuracy, or validity of that document. State of OMftM x Washington County of King )Ss. On March 4 20 15 before me, Theresa A. Lamb Notary Public, personally appeared _Julie M. Glover who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) Is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signatures(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and official seal. Signature ACKNOWLEDGMENT A notary public or other officer completing this certificate verifies only the Identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document. State of California r � [, County of nlA3�3 ) SS. On March a 20 15 fore me, Notary Public, personally appeared r,vL s5 proved to me on the basis of satisfactory evidence to be tt subscribed to the within instrument and acknowledged to same in his/her/their authorized capacity(ies), and that by instrument the person(s), or the entity upon behalf of which instrument. (seal) me that he/she/they executed the his/her/their signatures(s) on the the person(s) acted, executed the I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. ITNES my hand a ioffiaai segil C 1 L I W CN�rMNM i 11TJ8 7•� Notes PvfL� * QN & Mi Signature p e SolrleCauiq (sea My Comm. 15.1014 Bellingham Marine Industries, Inc. Page A-3 CO ELT Commlaabn • 107IS71 Notary Public. CMifmnio Solaro County MY Comm. Expirts Jun 15.2016 Jestern Surety Con pany POWER OF ATTORNEY APPOINTING INDIVIDUAL ATTORNEY-IN-FACT Know All Men By These Presents, That WESTERN SURETY COMPANY, a South Dakota corporation, is a duly organized and existing corporation having its principal office in the City of Sioux Falls, and State of South Dakota, and that it does by virtue of the signature and seal herein affixed hereby make, constitute and appoint Steve Wagner, Michael A Murphy, Darlene Jakielski, Julie M Glover, S M Scott, Theresa A Lamb, Jim W Doyle, Andy D Prill, Jim S Kuich, Chad M Epple, Individually of Bothell, WA, its true and lawful Attomey(s)-in-Fact with full power and authority hereby conferred to sign, seal and execute for and on its behalf bonds, undertakings and other obligatory instruments of similar nature - In Unlimited Amounts - and to bind it thereby as fully and to the same extent as if such instruments were signed by a duly authorized officer of the corporation and all the acts of said Attorney, pursuant to the authority hereby given, are hereby ratified and confirmed. This Power of Attorney is made and executed pursuant to and by authority of the By -Law primed on the reverse hereof, duly adopted, as indicated, by the shareholders of the corporation. In Witness Whereof, WESTERN SURETY COMPANY has caused these presents to be signed by its Vice President and its corporate seal to be hereto affixed on this 14th day of July, 2014. WESTERN SURETY COMPANY 0 @cAy jjr aul T. Bruflat, Vice President State of South Dakota 1 County of Minnehahe 3 ss On this 14th day of July, 2014, before me personally came Paul T. Bruflat, to me known, who, being by me duly sworn, did depose and say. that he resides in the City of Sioux Falls, State of South Dakota; that he is the Vice President of WESTERN SURETY COMPANY described in and which executed the above instnunenk that he knows the seal of said corporation; that the seal affixed to the said instrument is such corporate seal; that it was so affixed pursuant to authority given by the Board of Directors of said corporation and that he signed his name thereto pursuant to like authority, and acknowledges same to be the act and deed of said corporation. My commission expiresJ. MOHMOH"""'^"""' J. R June 23, 2015 XOTAnr runtm 9pVTX GAKOnx---_---+ 4w.w.Ynwwe+nwww�1 J. Mohr, Notary Public CERTIFICATE L L. Nelson, Assistant Secretary of WESTERN SUkETY COMPANY do hereby certify that the Power of Attorney hereinabove set forth is still in force, and further certify that the By -Law of the corporation�pri(nlgd on the reverse hereof is still in force. In testimony whereof I have hereunto subscribed my name and affixed the seal of the said co_rporatios this. `7 T Jam' , day of / 1/�t l'6{✓ �� WESTERN SURETY COMPANY I� L. Nelson, Assistant Secretary Form F4280-7-2012 RECORDING REQUESTED BY AND WHEN RECORDED' RETURN -TO: -r City Clerk `' °- City of Newport Beach 100 Civic Center Drive Newport Beach, CA 92660 Recorded in Official Records, Orange County Hugh Nguyen, Clerk -Recorder �'IIII! IIII�IIIIIIIIIIIIIIIIIIII!!IIIIiiII�iIIIII!I!IIIIII6� IIIIII NCS FEE *$ R 0 0 0 8 1 6 k 9 8 0$ 2016000069910 3:40 pm 02119/16 143 408 N 9 2 9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 "Exempt from recording fees pursuant to Government Code Section 27383" NOTICE OF COMPLETION NOTICE IS HEREBY GIVEN that the City of Newport Beach, 100 Civic Center Drive, Newport Beach, California, 92660, as Owner, and Bellingham Marine Industries, Inc., Dixon, CA, as Contractor, entered into a Contract on March 4, 2015. Said Contract set forth certain improvements, as follows. - Marina Park Project — Marina Docks C -3897(D) Work on said Contract was completed, and was found to be acceptable on February 9, 2016 by the City Council. Title to said property is vested in the Owner and the Surety for said Contract is Western Surety Company. BY Public Works Director City of Newport Beach VERIFICATION I certify, under penalty of perjury, that the foregoing is true and correct to the best of my knowledge.1A I /J Executed on Vi l D W at Newport Beach, California. BY City Cler o\�Fvk�P CITY OF NEWPORT BEACH CITY CLERK'S OFFICE Leilani Brown, MMC February 10, 2016 Orange County Recorder P.O. Box 238 Santa Ana, CA 92702 RE: Notice of Completion for the following projects: • Marina Park Project — Marina Docks - Contract No. 3897(D) • Police Facility Carpet Replacement Project - Contract No. 6105 Please record the enclosed documents and return to the City Clerk's Office. Thank you. Sincerely, r c ll�Ur� Leilani I. rown, MMC City Clerk Enclosures 100 Civic Center Drive • Post Office Box 1768 • Newport Beach, California 92658-8915 Telephone: (949) 644-3005 . Fax: (949) 644-3039 • www.newportbeachca.gov RECORDING REQUESTED BY AND WHEN RECORDED RETURN TO: City Clerk City of Newport Beach 100 Civic Center Drive Newport Beach, CA 92660 "Exempt from recording fees pursuant to Government Code Section 27383" NOTICE OF COMPLETION NOTICE IS HEREBY GIVEN that the City of Newport Beach, 100 Civic Center Drive, Newport Beach, California, 92660, as Owner, and Bellingham Marine Industries, Inc., Dixon, CA, as Contractor, entered into a Contract on March 4, 2015. Said Contract set forth certain improvements, as follows: Marina Park Project — Marina Docks C -3897(D) Work on said Contract was completed, and was found to be acceptable on February 9, 2016 by the City Council. Title to said property is vested in the Owner and the Surety for said Contract is Western Surety Company. BYE/ , a ) ublic Works Director City of Newport Beach VERIFICATION I certify, under penalty of perjury, that the foregoing is true and correct to the best of my knowledge. l l Executed on Yid I D%! at Newport Beach, California. V1/�� •1� Iii <C SEW Pp�T CITY OF O � z NEWPORT BEACH i FO City Council Staff Report < RN February 9, 2016 Agenda Item No. 10 TO: HONORABLE MAYOR AND MEMBERS OF THE CITY COUNCIL FROM: David A. Webb, Public Works Director - 949-644-3311, dawebb@newportbeachca.gov PREPARED BY: Iris Lee, Senior Civil Engineer, ilee@newportbeachca.gov PHONE: 949-644-3323 TITLE: Marina Park Project — Marina Docks (Bid Package 4) — Notice of Completion of Contract No. 3897 (15P14) ABSTRACT: On February 10, 2015, City Council awarded Contract No. 3897-D, Marina Park Project — "Marina Docks" to Bellingham Marina Industries, Inc. (BMI) for a total contract cost of $2,937,661.00 plus a 10 percent contingency allowance. The required work is now complete and staff requests City Council acceptance and contract close out. RECOMMENDATIONS: a) Accept the completed work and authorize the City Clerk to file a Notice of Completion for the project; b) Authorize the City Clerk to release the Labor and Materials Bond sixty-five (65) days after the Notice of Completion has been recorded in accordance with applicable portions of the Civil Code; and c) Release the Faithful Performance Bond one (1) year after acceptance by the City Council. FUNDING REQUIREMENTS: The current adopted budget includes sufficient funding for this request. It will be expensed to the Tidelands Capital Fund account in the Public Works Department, 10101-980000-15P14. Unused project funds will be returned to the Tidelands Capital Fund account. 10-1 DISCUSSION: Marina Park Project — Marina Docks (Bid Package 4) — Notice of Completion of Contract No. 3897 (15P14) February 9, 2016 Page 2 Overall Contract Cost/Time Summary Awarded Final Cost at Contingency Actual % Due to % Due to Contract Amount Completion Allowance Contract Directed Unforeseen Change Change Change $2,937,661.00 $2,926,852.00 10% or less 0% -0.37% -0.37% Allowed Contract Time (days) = 183 Actual Time 0 Approved Extensions Under (-) or Over (+) The contract has now been completed to the satisfaction of the Public Works Department. A summary of the construction contract cost is as follows: Original Bid Amount: $2,937,661.00 Actual Cost of Bid Items Constructed: $2,937,661.00 Total Change Orders: -$10,809.00 Final Contract Cost: $2,926,852.00 The 10 -acre Marina Park project is located on the bay side of the Balboa Peninsula between 15th Street and 19th Street. This long awaited project includes construction of a new 23 -slip visitor marina and sailing program basin, 10,500 -square -foot community center, 11,000 -square -foot sailing center, nautical -themed children's playground and picnic area, two half -court basketball surfaces, a fitness circuit, a restaurant operated privately under lease, reconstruction of the 19th Street public restroom facility, frontage beach improvements, and 177 on-site parking spaces. Due to the complex and prominently different types of construction operations needed to build this new facility, the Marina Park project was divided into four (4) general construction plan sets and bid packages. The first two (2) construction bid packages, 1) demolishing and removal of the prior mobile home park; and 2) dredging and construction of the new marina basin, as well as the deep foundation work for the new buildings, are complete. The third construction bid package, which includes multiple new buildings, surface parking lots, park amenities, and landscaping is substantially complete, pending final close-out items. The fourth and final construction package, which staff is now requesting City Council accept and close-out, is for the constructed marina docks and associated amenities. The final construction contract cost for the Marina Docks was approximately 0.37 percent below the original bid amount. One (1) additive and two (2) deductive change orders were issued for a net credit of $10,809.00. The majority of the deductive change 10-2 Marina Park Project — Marina Docks (Bid Package 4) — Notice of Completion of Contract No. 3897 (15P14) February 9, 2016 Page 3 order work was the result of value engineering the basins guide pile design without compromising the design and operational intent. A summary of the project schedule is as follows: Estimated Completion Date Per 2015 Baseline Schedule January 15, 2016 Project Awarded for Construction February 10, 2015 Contract Completion Date With Approved Extensions November 30, 2015 Actual Substantial Construction Completion Date November 30, 2015 The project was substantially complete as of November 30, 2015 with all marina docks and appurtenances ready for public use. All training and close-out items are now complete, and therefore, a Notice of Completion action is recommended. ENVIRONMENTAL REVIEW: All significant environmental effects for the Marina Park project have been adequately addressed in the previously certified Environmental Impact Report No. (SCH No. 2008051096) (EIR). Said EIR also included mitigation, monitoring & reporting program, and statement of overriding considerations, and the City of Newport Beach intends to use said document for this approval. Copies of the previously prepared environmental document are available for public review and inspection on the City of Newport Beach website at www.newportbeachca.gov/cegadocuments. NOTICING: This agenda item has been noticed according to the Brown Act (72 hours in advance of the meeting at which the City Council considers the item). ATTACHMENTS: Attachment A — Location Map Attachment B — Project Summary Budget 10-3 ATTACHMENT A NEWPORT CHANNEL _PROJECT LOCATION BAY AVENUE w ~ w w w w w (n _ c/)co rn x c x .i W. BALBOA BOULEVARD W W WXm OCEAN FRONT WEST PACIFIC OCEAN MARINA PARK - PACKAGE 4 MARINA DOCKS LOCATION MAP NTS LEGEND MARINA PARK PACKAGE 4 BOUNDARIES CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT C -3897-D 2/09/16 10-4 MARINA PARK MASTER BUDGET ATTACHMENT B Items noted in R o are unconfirmed costs Last Updated 2-2-16 10-5 TASK DESCRIPTION BUDGETED BUDGETED DETAIL COST TOTAL ACTUAL DETAIL COST ACTUAL TOTAL COMMENTS 1 CONCEPTUAL DESIGN/PERMITTING $ 1,680,441 $ 1,680,441 Complete 2 LAND ACQUISITION $ 600,000 $ 605,116 $600k cash plus closing fees 3 SOFT COSTS $ 5,035,156 $ 5,007,567 Total Includes $30,303 Design Contingency 4 HARD COSTS $ 29,543,281 $ 28,725,355 Total Includes $981,508 Construction Contingency 5 FIXTURES, FURNISHINGS, & EQUIPMENT (FF&E) $ 560,000 $ 560,000 6 CITY RESERVE $ 2,081,000 $ -$39,814.00 7 Credits and Reimbursements $ PROJECT TOTAL i $ 39,500,000 $ 36,538,666 Items noted in R o are unconfirmed costs Last Updated 2-2-16 10-5 CITY OF NEWPORT BEACH NOTICE INVITING BIDS Sealed bids may be received at the office of the City Clerk, 100 Civic Center Drive, Newport Beach, CA 92660 ( until 2:30 PM on the 15th day of January, 2015, at which time such bids shall be opened and read for MARINA PARK PROJECT . MARINA DOCKS Contract No. 3897(D) $ 2,380,000.00 Engineer's Estimate Public Works Director Prospective bidders may obtain Bid Documents, Project Specifications and Drawings by contacting Santa Ana Blue Print at (949)756-1001 Located at 2372 Morse Avenue, Irvine, CA 92614 Mandatory Pre -Bid Meeting at 9:00 AM On December 17, 2014, to be held at the Marina Park Construction Trailer (Northeast corner of 18th Street at W. Balboa Boulevard) 1770 W. Balboa Boulevard, Newport Beach, CA 92663 Contractor License Classification(s) required for this project. "A" For further information, call Glenn Estrella, Project Manager at (562) 307-7564 BID INFORMATION IS AVAILABLE ON THE CITY WEBSITE: htl a/vrww.New ortBea CA. ov CLICK: Mine Services l Bidding & Bid Results City of Newport Beach MARINA P4121ir PROJECT - W4UX*q4CKS Contract No. 3897-D TABLE OF CONTENTS NOTICEINVITING BIDS .................__ ....................... ............................... __ .........Cover INSTRUCTIONS TO BIDDERS., ....... _ ....... 3 BIDDER'S BOND ............. 5 DESIGNATION OF SUBCONTRACTOR(S).... ... ................. ............. 8 TECHNICAL ABILITY AND EXPERIENCE REFERENCES............................................9 NON -COLLUSION AFFIDAVIT ................ 15 DESIGNATION OF SURETIES .............. ................................. .......... .......16 CONTRACTOR'S INDUSTRIAL SAFETY RECORD ....................................................17 ACKNOWLEDGEMENT OF ADDENDA ................................. ....... ......... ................ 19 INFORMATION REQUIRED OF BIDDER............................................ .. ............ 20 NOTICE TO SUCCESSFUL BIDDER.. ........ .......... __ ....... _ .......... - ........... ............ 23 CONTRACT....................... __ ..... .......... .................... ............... ............ 24 INSURANCE REQUIREMENTS ............................ LABOR AND MATERIALS PAYMENT BOND .......................................................B-1 FAITHFUL PERFORMANCE BOND ......... ................ _ ............ - ....... ........ C-1 PROPOSAL.. ...... _ ......... ...... ................. ............. ......... ........ __ ............ __ ....... PR -1 SPECIAL PROVISIONS ................ ........... ....... __ ............ ........ _ ............. _ SP -1 2 City of Newport Beach :4191114A, Contract No. 3897-D INSTRUCTIONS TO BIDDERS The following documents shall be completed, executed and received by the City Clerk in accordance with NOTICE INVITING BIDS: ,INSTRUCTIONS TO BIDDERS ,BIDDER'S BOND ®DESIGNATION OF SUBCONTRACTORS ,CONTRACTOR'S INDUSTRIAL SAFETY RECORD ;AFORMATION REQUIRED OF BIDDER -ALL ADDENDA TO PLANS AND SPECIFICATIONS AS .BID OPENING DATE (if any) ,TECHNICAL ABILITY AND EXPERIENCE REFERENCES ,ION -COLLUSION AFFIDAVIT ;DESIGNATION OF SURETIES PROPOSAL 2. Bid Schedule: • Invitation to Bid • Pre -Bid Meeting • Final Day to Submit Substitutions • Final Day to Submit Bidder Questions • Bid Opening • Shop Drawings/Permitting Tentative Start • Construction Tentative Start ISSUED BY AGENCY PRIOR TO December 10, 2014 December 17, 2014, 9:00a.m. December 22, 2014, 5:00p.m. January 7, 2015, 5:00p.m. .January 15, 2015, 2:30p.m. March 2015 August 2015 3. Cash, certified check or cashier's check (sum not less than 10 percent of the total bid price) may be received in lieu of the BIDDER'S BOND. The title of the project and the words "Sealed Bid" shall be clearly marked on the outside of the envelope containing the documents. 4. The City of Newport Beach will not permit a substitute format for the Contract Documents listed above. Bidders are advised to review their content with bonding and legal agents prior to submission of bid. 5. BIDDER'S BOND shall be issued by an insurance organization or surety (1) currently authorized by the Insurance Commissioner to transact business of insurance in the State of California, and (2) listed as an acceptable surety in the latest revision of the Federal Register Circular 570. The successful bidder's security shall be held until the Contract is executed. 6. The estimated quantities indicated in the PROPOSAL are approximate, and are given solely to allow the comparison of total bid prices. 7. Bids are to be computed upon the estimated quantities indicated in the PROPOSAL multiplied by unit price submitted by the bidder. In the event of discrepancy between wording and figures, bid wording shall prevail over bid figures. In the event of error in the multiplication of estimated 3 quantity by unit price, the correct multiplication will be computed and the bids will be compared with correctly multiplied totals. The City shall not be held responsible for bidder errors and omissions in the PROPOSAL. 8. The City of Newport Beach reserves the right to reject any or all bids and to waive any minor irregularity or informality in such bids. Pursuant to Public Contract Code Section 22300, at the request and expense of the Contractor, securities shall be permitted in substitution of money withheld by the City to ensure performance under the contract. The securities shall be deposited in a state or federal chartered bank in California, as the escrow agent. 9. In accordance with the California Labor Code (Sections 1770 et seq.), the Director of Industrial Relations has ascertained the general prevailing rate of per diem wages in the locality in which the work is to be performed for each craft, classification, or type of workman or mechanic needed to execute the contract. A copy of said determination is available by tailing the prevailing wage hotline number (415) 7034774, and requesting one from the Department of Industrial Relations. All parties to the contract shall be governed by all provisions of the California Labor Code — including, but not limited to, the requirement to pay prevailing wage rates (Sections 1770-7981 inclusive). A copy of the prevailing wage rates shall be posted by the Contractor at the job site. 10. The Contractor shall be responsible for insuring compliance with provisions of Section 1777.5 of the Labor Code Apprenticeship requirements and Section 4100 et seq. of the Public Contracts Code, "Subletting and Subcontracting Fair Practices Act". 11. All documents shall bear signatures and titles of persons authorized to sign on behalf of the bidder. For corporations, the signatures shall be of a corporate officer or an individual authorized by the corporation. For partnerships, the signatures shall be of a general partner, For sole ownership, the signature shall be of the owner. The signature below represents that the above has been reviewed. 442499 - A,C 10 & C16 Contractor's License No. & Classification Bellingham Marine Industries, Inc. ZL�'Z Z49nmmes R. Puder, Vice President Authorized Signature/Title January 20, 2015 Date 4 City of Newport Beach MARINA PARK PROJECT - MARINA DOCKS Contract No. 3897-D BIDDER'S BOND We, the undersigned Principal and Surety, our successors and assigns, executors, heirs and administrators, agree to be jointly and severally held and firmly bound to the City of Newport Beach, a charter city, in the principal sum of Ten Percent (10%) of Total Bid Amount ----- Dollars ($ _10%----- ), to be paid and forfeited to the City of Newport Beach if the bid proposal of the undersigned Principal for the construction of MARINA PARK PROJECT - MARINA DOCKS, Contract No. 3897-D in the City of Newport Beach, is accepted by the City Council of the City of Newport Beach and the proposed contract is awarded to the Principal, and the Principal fails to execute the Contract Documents in the form(s) prescribed, including the required bonds, and original insurance certificates and endorsements for the construction of the project within thirty (30) calendar days after the date of the mailing of "Notification of Award", otherwise this obligation shall become null and void. If the undersigned Principal executing this Bond is executing this Bond as an individual, it is agreed that the death of any such Principal shall not exonerate the Surety from its obligations under this Bond. Witness our hands this 15tH day of J nu 015. (6 IJBellingham Marine Industries, Inc. B Name of Contractor (Principal) uthorized Signature/Title Western Surety Company Name of Surety P.O. Box 3018, Bothell, WA 98041-3018 Address of Surety (425) 489-4500 Telephone uthorized Agent Signature Julie M. Glover, Attorney -in -Fact Print Name and Title (Notary acknowledgment of Principal & Surety must be attached) ACKNOWLEDGMENT State of 0WV04 Washington County of King }ss. On January 15, 2015 before me, Darlene P. Jakielski Notary Public, personally appeared Julie M. Glover ,who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within Instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signatures(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument, I certify under PENALTY OF PERJURY under the laws' tem '�* ornia that the foregoing paragraph is true and correct. WITNESS my ha d nd official;8eal. PUSUC ' .11 : AZ Signature Da ne P. Jakielski lipA :qpq L 6 . \� OF W P'Z 1 1 OPTIONAL. INFORMATION Date of Document Type or Title of Document Number of Pages in Document Document in a Foreign Language Type of Satisfactory Evidence: Personally Known with Paper Identification Paper Identification Credible Witness(es) Capacib/ of Signer: Trustee Power of Attorney CEO / CFO / CCO President / Vice -President / Secretary / Treasurer Other: Other Information: Thumbprint of Signer [j C7ecR here if no !humbprint or Bngerprnt is available. ACKNOWLEDGMENT State of California County of4�. ss. On January 15, 2015 „_bpefore me, f Notary Public, personally appeared ,who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within Instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signatures(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument, certify under PENALTY OF PERJURY agoing paragraph is true and correct. WITNE55 my handkrld nature under the laws of the State of California that the DEBORAH COFFELY Commiealon # 1978673 Z _ Notary Public - California Solano County My Comm.Excires n 15, 2016 (seal) OPTIONAL INFORMATION Date of Document Type or Title of Document Number of Pages in Document Document in a Foreign Language Type of Satisfactory Evidence: Personally Known with Paoer Identification Pa)er Identification Credible Witness(es) Capacity of Signer: Trustee Paver of Attorney CEO/CFO/COO President / Vice-Presidant / Secretan/ / Treasurer Other: Other Information' Thumbprint of Signer ❑ i;•1Pck here if no !I,,,rr;bpnr.t or frgerpr,nt is available. � Vestern Surety Cori pany POWER OF ATTORNEY APPOINTING INDIVIDUAL ATTORNEY-IN-FACT Know All Men By These Presents, That WESTERN SURETY COMPANY, a South Dakota corporation, is a duly organized and existing corporation having its principal office in the City of Sioux Falls, and State of South Dakota, and that it does by virtue of the signature and seal herein affixed hereby make, constitute and appoint Steve Wagner, Michael A Murphy, Darlene Jakielski, Julie M Glover, S M Scott, Theresa A Lamb, Jim W Doyle, Andy D Prill, Jim S Kuich, Chad M Epple, Individually of Bothell, WA, its true and lawful Attomey(s)-in-Fact with full power and authority hereby conferred to sign, seal and execute for and on its behalf bonds, undertakings and other obligatory instruments of similar nature - In Unlimited Amounts - and to bind it thereby as fully and to the same extent as if such instruments were signed by a duly authorized officer of the corporation and all the acts of said Attorney, pursuant to the authority hereby given, are hereby ratified and confirmed. This Power of Attorney is made and executed pursuant to and by authority of the By -Law printed on the reverse hereof, duly adopted, as indicated, by the shareholders of the corporation. In Witness Whereof, WESTERN SURETY COMPANY has caused these presents to be signed by its Vice President and its corporate seal to be hereto affixed on this 14th day of July, 2014. �jllETyc WESTERN SURETY COMPANY ogq°s aWiV f{wiD5 1111100, J;; 4iry�ofyd� aur T. Bruflat, Vice President State of South Dakota 1 Jl County of Minnehaha ss On this 14th day of July, 2014, before me personally came Paul T. Bruflat, to me known, who, being by me duly swom, did depose and say: that he resides in the City of Sioux Falls, State of South Dakota; that he is the Vice President of WESTERN SURETY COMPANY described in and which executed the above instrument; that he knows the seal of said corporation; that the seal affixed to the said instrument is such corporate seal; that it was so affixed pursuant to authority given by the Board of Directors of said corporation and that he signed his name thereto pursuant to like authority, and acknowledges same to be the act and deed of said corporation. My commission expires +%" F { J. MOHR I June 23, 2015 }f e � NOTARY PUBLICj_�bj J�30UTH DAKOTA fI� /] J. Mohr, Notary Public CERTIFICATE 1, L. Nelson, Assistant Secretary of WESTERN SURETY COMPANY do hereby certify that the Power of Attorney hereinabove set forth is still in force, and further certify that the By -Law of the corporation printed on the reverse hereof is still in force. In testimony whereof I have hereunto subscribed my name and affixed the seal of the said corporation This HL" day of J / . L ,��•-•••�••..;. WESTERN SURETY COMPANY >,��avo9a :ls 217 .a s •..._ L. Nelson, Assistant Secretary Form F4280-7-2012 CRY of Newport Beach MARINA PARK PROJECT - MARINA DOCKS Contract No. 3897-D DESIGNATION OF SUBCONTRACTOR(S) State law requires the listing of all subcontractors who will perform work in an amount in excess of one-half of one percent of the Contractor's total bid. If a subcontractor is not listed, the Contractor represents that he/she is fully qualified to and will be responsible for performing that portion of the work. Substitution of subcontractors shall be made only in accordance with State law and/or the Standard Specifications for Public Works Construction, as applicable. Pursuant to Public Contract Code Section 22300 appropriate securities may be substituted for any monies to be withheld to ensure performance under the Contract. The Bidder, by signing this designation, certifies that bids from the following subcontractors have been used in formulating the bid for the project and that these subcontractors will be used subject to the approval of the Engineer and in accordance with State law. No changes may be made in these subcontractors except with prior approval of the City of Newport Beach. (Use additional sheets if needed.) Subcontractor's Information Bid Item Description of Work %of Number Total Bid Name: Address: Y 73� �,v l� ��� % / Phone: 9 3/•7,V-63�73 State License Number: Email Address: T-11-1 Name: G�4NY'Myc� � _ Address: (s �pQ 7Z v } �l 73� Phone: State License Numbe` y V,6 Email Address; Name:��`�Q l �� Address: G *_' G 5 Phone:?,61� State License NumbeL��6 Email Address Bellingham Marine Industries, Inc. James R. Puder Bidder Aut ized Signature/Title Vice President City of Newport Beach MARINA PARK PROJECT - MARINA DOCKS Contract No. 3897-D DESIGNATION OF SUBCONTRACTOWS) State law requires the listing of all subcontractors who will perform work in an amount in excess of one-half of one percent of the Contractor's total bid. If a subcontractor is not listed, the Contractor represents that he/she is fully qualified to and will be responsible for performing that portion of the worts. Substitution of subcontractors shall be made only in accordance with State law and/or the Standard Specifications for Public Works Construction, as applicable. . Pursuant to Public Contract Code Section 22300 appropriate securities may be substituted for any monies to be withheld to ensure performance under the Contract. The Bidder, by signing this designation. certfes that bids from the following subcontractors have been used in formulating the bid for the project and that these subcontractors will be used subject to the approval of the Engineer and in accordance with State law. No changes may be made in these subcontractors except with prior approval of the City of Newport Beach. (Use additional sheets if nor riorl � Subcontractor's Information Bid item Description of Work %ot Number Total Bid Name: Address: I Phone: I State License Number: Email Address: Name: Address: Phone: State License Number: Email Address: Name: Address: Phone: State License Number: Email Address Bellingham Marine Industries Inc. _��d7r�LN' James R Puder Bidder Autitof(zed Signature/Title vice President City of Newport Beach Contract No. 3897-D DESIGNATION OF SUBCONTRACTOR(S) State law requires the listing of all subcontractors who will perform work in an amount in excess of one-half of one percent of the Contractor's total bid, If a subcontractor is not listed, the Contractor represents that he/she is fully qualified to and will be responsible for performing that portion of the work. Substitution of subcontractors shall be made only in accordance with State law and/or the Standard Specifications for Public Works Construction, as applicable. , Pursuant to Public Contract Code Section 22300 appropriate securities may be substituted for any monies to be withheld to ensure performance under the Contract. The Bidder, by signing this designation, certifies that bids from the following subcontractors have been used in formulating the bid for the project and that these subcontractors will be used subject to the approval of the Engineer and in accordance with State law, No changes may be made in these subcontractors except with prior approval of the City of Newport Beach. (Use additional sheets if needed.) Subcontractor's Information Bid Item Description of Work -./.Of Number Total Bid Name: Address: Phone: State License Number: Email Address: Name: Address: Phone: State License Number: Email Address: Name: Address: Phone: State License Number: Email Address Bellingham Marine Industries Inc. f James R Prader Bidder Autthofized SignaturWTitle vice President 0 City of Newport Beach MARINA PARK PROJECT - MARINA DOCKS Contract No. 3897-D DESIGNATION OF SUBCONTRACTORISI State law requires the listing of all subcontractors who will perform work in an amount in excess of one-half of one percent of the Contractor's total bid. If a subcontractor is not listed, the Contractor represents that he/she is fully qualified to and will be responsible for performing that portion of the work. Substitution of subcontractors shall be made only in accordance with State law and/or the Standard Specifications for Public Works Construction, as applicable. . Pursuant to Public Contract Code Section 22300 appropriate securities may be substituted for any monies to be withheld to ensure performance under the Contract. The Bidder, by signing this designation, certifies that bids from the following subcontractors have been used in formulating the bid for the project and that these subcontractors will be used subject to the approval of the Engineer and in accordance with State law. No changes may be made in these subcontractors except with prior approval of the City of Newport Beach. (Use additional sheets if needed.) Subcontractor's Information Bid item Description of Work %oP Number Total Bid Name: Address: Phone: State License Number. Email Address: Name: Address: Phone: State License Number: Email Address: Name: Address: Phone: State License Number: Email Address Bellingham Marine Industries Inc. (__( _� U�;� James R. ruder Bidder Authofized Signature/Title Vice President City of Newport Beach Contract No. 3897-D DESIGNATION OF SUBCONTRACTOR(S) State law requires the listing of all subcontractors who will perform work in an amount in excess of one-half of one percent of the Contractor's total bid. If a subcontractor is not listed, the Contractor represents that he/she is fully qualified to and will be responsible for performing that portion of the work. Substitution of subcontractors shall be made only in accordance with State law and/or the Standard Specifications for Public Works Construction, as applicable. Pursuant to Public Contract Code Section 22300 appropriate securities may be substituted for any monies to be withheld to ensure performance under the Contract. The Bidder, by signing this designation, certifies that bids from the following subcontractors have been used in formulating the bid for the project and that these subcontractors will be used subject to the approval of the Engineer and in accordance with State law. No changes may be made in these subcontractors except with prior approval of the City of Newport Beach. (Use additional sheets if needed.) Subcontractor's Information Bid Item Description of Work °roof Number Total Bid Name: - - --- I Address: Phone: State License Number: Email Address: Name: Address: Phone: State License Number: Email Address: Name: Address: Phone: State License Number: Email Address Bellingham Marine Industries Inc. I 6]`-'d James R Puder U(_,.( Bidder Authofized Signature/Title Vice President City of Newport Beach ffA- Contract No. 3897-D TECHNICAL ABILITY AND EXPERIENCE REFERENCES Contractor must use this form!II Please print or type. Bidder's Name Bellingham Marine Industries, Inc. FAILURE OF THE BIDDER TO PROVIDE ALL REQUIRED INFORMATION IN A COMPLETE AND ACCURATE MANNER MAY BE CONSIDERED NON-RESPONSIVE. Attach to this Bid the experience resume of the person who will be designated as General Construction Superintendent or on-site Construction Manager for the Contractor. For all public agency projects you have worked on (or are currently working on) in the past 2 years in excess of $15,000, provide the following information: No. 1 Project Name/Number Alamitos Bay Marina Rebuild Project Description _Design/Build New Marina Approximate Construction Dates: From 3/15/11 To: Ongoing Agency Name City of Long Beach Contact Person Elvira Hallinan Telephone (562) 570-3215 Original Contract Amount $82,000,00OFinal Contract Amount $ _Project Not Complete If final amount is different from original, please explain (changge orders, extra work, etc.) This project is being phased. Ph IA; Basin 1, Ph 2 B, C. Dock 1&2;Yh 2C- Docks 3, 4 & 5; Phase 3: Basin 5. Basin 1, Ph 2 demolition existing docks. Archer Row Center Dock - Dredging & Repair. Did you file any claims against the Agency? Did the Agency file any claims agaoinst you/Contractor? If yes, briefly explain and indicate outcome of claims. N No. 2 Project Name/Number Burton Chace Park Transient Dock Project Description Design/Build Trans_ Dock Replacement Approximate Construction Dates: From 7/2013 To: 5/1/2014 Agency Name County of Los Angeles, Public Works Contact Person Salim B. Sioufi Telephone (626) 458-5100 Original Contract Amount $ 4,470,252.00 Final Contract Amount $_!,010,012 00 If final amount is different from original, please explain (change orders, extra work, etc.) Change Orders Did you file any claims against the Agency? Did the Agency file any claims against you/Contractor? If yes, briefly explain and indicate outcome of claims. No No. 3 Project Name/Number Fiddler's cove Project Description Design / Build Upgrade & Expand Fiddler's Cover Marina Approximate Construction Dates: From 7/17/13 To: 1/22/14 Agency Name US Dept of Navy CNIC Facilities & Acquisition Contact Person Al R. Miller Telephone (901) 874-6685 Original Contract Amount $2.097,596.00 Final Contract Amount $ 2,121,955.22 If final amount is different from original, please explain (change orders, extra work, etc.) Change Order; New Transition Float Did you file any claims against the Agency? Did the Agency file any claims against you/Contractor? If yes, briefly explain and indicate outcome of claims. No No. 4 Project Name/Number Boating Instructional Safety Center Dock Project Description Supply/Install Disc Dock Piers, Gangways & Floats Approximate Construction Dates: From 8/1/12 To; 1/19/13 Agency Name California State University Channel Islands Contact Person Lyn Krieger Telephone (805) 382-3002 Original Contract Amount $1,326,000.00 Final Contract Amount $ 1,336.932.00 If final amount is different from original, please explain (change orders, extra work, etc.) Change Orders Did you file any claims against the Agency? Did the Agency file any claims against you/Contractor? If yes, briefly explain and indicate outcome of claims. No. 5 Project Name/Number Santa Cruz Project Description Demolition and Reconstruction of Santa Cruz South Harbor Approximate Construction Dates: From 2/2013 To: 11/16/13 Agency Name Portof Santa Cruz Contact Person Mike Hopper Telephone (831) 475-6161 Original Contract Amount $6,165,000.00 Final Contract Amount $ 6,112,690.00 If final amount is different from original, please explain (change orders, extra work, etc.) Change Orders Did you file any claims against the Agency? Did the Agency file any claims against you/Contractor? If yes, briefly explain and indicate outcome of claims. 11 No. 6 Project Name/Number Marina del Rey Boat Launch Docks Project Description Replace existing decking and Flotation Approximate Construction Dates: From 6/10/2013 Agency Name ISD LA County, Beaches & Harbors To: 7/25/2013 Contact Person Brad Hawk Telephone (310) 305-9572 Original Contract Amount $ 172.601.0o Final Contract Amount $ 172,601.00 If final amount is different from original, please explain (change orders, extra work, etc.) N/A Did you file any claims against the Agency? Did the Agency file any claims against you/Contractor? If yes, briefly explain and indicate outcome of claims. No (Attach additional sheets if necessary.) Upon request, the Contractor shall attach a financial statement and other information sufficiently comprehensive to permit an appraisal of the Contractor's current financial conditions. I, the undersigned, certify and declare that I have read all the above questionnaire and know its content. The matters stated above are true to the best of my own knowledge and belief, expect as to those matters stated on information and belief, and as to those matters I believe them to be true. I declare under perjury the law of the State of California, that the foregoing is correct. Bellingham Marine Industries, Inc. Bidder January 20, 2015 Date 12 Authorized Signature/Title James R. Peder Vice President Bellingham Edward Heaton Senior Construction Manager, Bellingham Marine Southwest Division As Construction Manager, Mr. Heaton is responsible for directing all equipment, labor and construction activities on several key marina projects for Bellingham Marine. Mr. Heaton joined BMI in 1998 with two years experience in the manufacturing industry. He had been responsible for overall direction and coordination of BMI-SW construction projects as Project Manager since April 2000, and has been promoted to his current position in 2010. He has a Bachelor of Science from the University of California, Davis and several certified construction management continuing- education courses. Project Experience • Alamitos Bay Marina- 1,900 slip design/build project (Long Beach, CA) • Bair Island Marina -100 -slip design/build project (Redwood City, CA) • Pelican Harbour -100 -slip design/build project (Sausalito, CA) • Loyola Marymount University Floating Boathouse -55' x 75' floating boathouse, including design/build floating docks and piling system (Marina del Rey, CA) • Port of San Diego, Police and Transient Dock—Design/build project, including police dock designed for a 3' maximum wave (San Diego, CA) • Heritage Ranch—Homeowners association marina for new construction utilizing a glu-lam beam dock system (Lake Nacimiento, CA) • Pier 32 Marina- 250+ slip design/build project. (National City, CA) • Seaforth Boat Rental Docks- Design/build rental slips, including retail and rental floating building. (Coronado, Ca) • Sun Harbor Marina- 100 —slip design/build project with custom stamped deck pattern (San Diego, CA) • US Coast Guard Dock- Design/build replacement dock. (San Diego, CA) • Chollas Creek- Design/build US Navy small craft dock. (San Diego, CA) • Sacramento Marina -190+ covered slip design/build project (Sacramento, CA) • Naval Amphibious Base Dock- Design/build small craft wood dock. (Coronado, CA) Education BS, Biotechnology, University of California - Davis, Davis, CA. Project Management, Construction Estimating Institute, Sarasota, FL Construction Scheduling, Construction Estimating Institute, Sarasota, FL Improving Construction Productivity, Construction Estimating Institute, Sarasota, FL Construction Administration, American Society of Civil Engineers, Sacramento, CA Cal/OSHA Train -The -Trainer, American Safety Association, Sacramento, CA Business & Project Management, World of Concrete, Las Vegas, NV City of Newport Beach MARINA PARK PROJECT - MARINA DOCKS Contract No. 3897-D SUBCONTRACTOR'S EXPERIENCE AND CERTIFICATION Floating Dock Contractor Name & Phone Number of Floating Dock Contractor Bellingham Marine Industries, Inc. - 707-678-2385 Number of Years in Business -50+ Years List similar concrete floating dock projects that that have been furnished and installed in a salt water environment within the past ten (10) years, minimum: No. 1 Project Name/Number Alamitos Bay Marina Rebuild Location Long Beach, CA Client Contact Elvira Hallinan Address & Valid Phone Number 205 Marina Drive, Long Beach CA 90803 - 562-570-3215 Contract Value 82.000.000 Estimated Completion Date Current Phase, 4/2015 Actual Completion Date Current Phase, 4/2015 No. 2 Project Name/Number Burton Chace Park Transient Dock Location Marina del Rev. CA Client Contact Salim B. Sioufi Address & Valid Phone Number 13650 Mindanao Way Marina del Ray, CA 90292 - 626-458-5100 Contract Value Orip-inal: $4,970,252.00 Final: $5,050,082.00 Estimated Completion Date N/A No. 3 Project Name/Number Fiddler's Cove Actual Completion Date 5/1/2014 Location Design/Build Upgrade & Expand Fiddler's Cove Marina 13 Client Contact Al A. Miller Address & Valid Phone Number Naval Base Coronado, CA 901-874-6685 Contract Value Original: $2,097,596.00 Final: $2,121,955.22 Estimated Completion Date N/A Actual Completion Date 1/22/2014 No. 4 Project Name/Number Boating Instructional Safety Center Location Oxnard, CA Client Contact Lyn Krieger Address & Valid Phone Number CSU Channel Islands, 3880 Harbor Blvd., Oxnard, CA 93035 Contract Value Original: 1,326,000 Final: $1,336,932 Estimated Completion Date N/A Actual Completion Date 1/15/13 No. 5 Project Name/Number Marina City Club Location Marina del Rey, CA Client Contact Richard Wurzelbacher, Essex Property Trust, 650-849-1695 Address & Valid Phone Number 4333 Admiralty Way, Marina del Rey, CA 90292 Contract Value Original: $12,574,943 Final: $12,814,445 Estimated Completion Date N/A (Attach additional sheets if necessary.) Actual Completion Date 7/2/14 I, the undersigned, certify and declare that I have read all the above questionnaire and know its content. The matters stated above are true to the best of my own knowledge and belief, expect as to those matters stated on information and belief, and as to those matters I believe them to be true. I declare under perju e aw of the State of California, that the foregoing is correct. Bellingham Marine Industries, Inc. O Bidder Authorized Signature/Title James R. Puder January 20, 2015 Vice President Date 14 City of Newport Beach MARINA PARK PROJECT - MARINA DOCKS Contract No. 3897-D NON -COLLUSION AFFIDAVIT State of California ) ) ss. County of Solano ) James R. Puder being first duly sworn, deposes and says that he or she is Vice President of Bellingham Marine Industries, Inc. , the party making the foregoing bid; that the bid is not made in the interest of, or on behalf of, any undisclosed person, partnership, company, association, organization, or corporation; that the bid is genuine and not collusive or sham; that party making the foregoing bid; that the bid is not made in the interest of, or on behalf of, any undisclosed person, partnership, company, association, organization, or corporation; that the bid is genuine and not collusive or sham; that the bidder has not directly or indirectly induced or solicited any other bidder to put in a false or sham bid, and has not directly or indirectly colluded, conspired, connived, or agreed with any bidder or anyone else to put in a sham bid, or that anyone shall refrain from bidding; that the bidder has not in any manner, directly or indirectly, sought by agreement, communication, or conference with anyone to fix the bid price of the bidder or any other bidder, or to fix any overhead, profit, or cost element of the bid price, or of that of any other bidder, or to secure any advantage against the public body awarding the contract of anyone interested in the proposed contract; that all statements contained in the bid are true; and, further, that the bidder has not, directly or indirectly, submitted his or her bid price or any breakdown thereof, or the contents thereof, or divulged information or data relative thereto, or paid, and will not pay, any fee to any corporation, partnership, company association, organization, bid depository, or to any member or agent thereof to effectuate a collusive or sham bid. declare under penalty of perjury of the laws of the State f C i rnia th he f eg ing is true and correct. Bellingham Marine Industries, Inc. Bidder Authorized Signature/Title James R. Puder, Vice President Subscribed sworn to ( r affirmed) before me on this 20 day of January "2015 Y proved to me on the basis of satisfactory evidence to be the person(s) who appeared before me. certify under PENALTY OF PERJURY under th aws of the State of California that t e foregoing paragraph is true and correct. Notary Public [SEAL] DEBORAH COIF ELT Commission 0 1976673 Z :'� Notary Public - California Z Soiano Coenty M1 Comm.Expires ion t 016 15 My Commission Expires: /✓d �) City of Newport Beach MARINA PARK PROJECT - MARINA DOCKS Contract No. 3897-D DESIGNATION OF SURETIES Bidder's name Bellingham Marine Industries, Inc. Provide the names, addresses, and phone numbers for all brokers and sureties from whom Bidder intends to procure insurance and bonds (list by insurance/bond type): HUB International Northwest, LLC PO Box 3018, 12100 NE 195th Street, Suite 200, Bothell, WA 98041-3018 425-489-4500 / Fax 425-486-2136 16 City of Newport Beach MARINA PARK PROJECT - MARINA DOCKS Contract No. 3897-D CONTRACTOR'S INDUSTRIAL SAFETY RECORD TO ACCOMPANY PROPOSAL Bidder's Name Bellingham Marine Industries, Inc. Record Last Five (5) Full Years Current Year of Record The information required for these items is the same as required for columns 3 to 6, Code 10, Occupational Injuries, Summary --Occupational Injuries and Illnesses, OSHA No. 102. 17 Current Record Record Record Record Record Year of for for for for for Record 2014 2013 2012 2011 2010 Total 2015 No. of contracts kV r � Sp 1> '5p >50 i 50 7 s 0 7 Z50 Total dollar 100T Amount of Contracts (in PVPA L. �Z�, M) � aS�000 �ZSoDn >2��� ?15,00 � 1I51000 Thousands of $) No. of fatalities O 0 0 0 0 0 AIRF �. No. of lost Workday Cases DoT Z 5 3 a 140 No. of lost PDT - cases involving involving , I 5 1,5 permanent transfer to another job or termination of employment The information required for these items is the same as required for columns 3 to 6, Code 10, Occupational Injuries, Summary --Occupational Injuries and Illnesses, OSHA No. 102. 17 Legal Business Name of Bidder Business Address: Business Tel. No.: State Contractor's License No. and Classification: Title Bellingham Marine Industries, Inc. 8810 Sparling Lane, Dixon, CA 95620 707-678-2385 442499; A C 10, C 16, HAZ The above information was compiled from the records that are available to me at this time and I declare under penalty of perjury that the information is true and accurate within the limitations of those re-Ords. Signature of bidde �� James R. Puder Date January 20, 2015 Title Vice President Signature of bidder Christopher Scott Date January 20, 2015 Title Assistant Secretary Signature of bidder Date Title Signature of bidder Date Title Signature Requirements: If bidder is an individual, name and signature of individual must be provided, if doing business under a fictitious name, the fictitious name must be set fort along with the County. If bidder is a partnership or joint venture, legal name of partnership/joint venture must be provided, followed by signatures of all of the partners/joint ventures or if fewer than all of the partners/joint ventures submit with evidence of authority to act on behalf of the partnership/joint venture. If bidder is a corporation, legal name of corporation must be provided, followed by signatures of the corporation President or Vice President or President and Secretary or Assistant Secretary, and the corporate seal, or submit with evidence of authority to act on behalf of the corporation. All must be acknowledged before a Notary Public, who must certify that such individuals, partners/joint ventures, or officers were proven on the basis of satisfactory evidence to be the persons whose name are subscribed to and acknowledged that they executed the same in their authorized capacities. [NOTARY ACKNOWLEDGMENT and CORPORATE SEAL MUST BE ATTACHEDI in CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California County o 7 On �� before me:_� personally appeared ED ARAN COFFELT Commission * 1918873 ZSolono Notary Public - California 9M Comm. raa Jun 15 2016 Here Inspa Name and Mile of the Name(s) of CIVIL CODE § 1189 MEW who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS y nd and official seal. Signatur Place Notary Seal Above OPTIONAL Signature ol*M a P b Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: Number of Pages: Document Date: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) Signer's Name: ❑ Corporate Officer — Title(s): ❑ Individual ❑ Partner — ❑ Limited ❑ General Top of thumb here ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: Signer's Name: ❑ Corporate Officer — Title(s): ❑ Individual ❑ Partner — ❑ Limited ❑ General Top of thumb here ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: © 2010 National Notary Association • NationalNotary.org • 1 -800 -US NOTARY (1-800-876-6827) Item #5907 ACTION BY WRITTEN CONSENT OF THE BOARD OF DIRECTORS OF BELLINGHAM MARINE INDUSTRIES, INC., a Washington Corporation The undersigned, being the all of the members of the board of directors (the 'Board" or "Board of Directors") of Bellingham Marine Industries, Inc., a Washington Corporation (the "Company"), acting pursuant to the authority of Section 23B.08.210 of the Washington Business Corporation Act, do hereby adopt, ratify and approve the following resolutions by written consent as of the date set forth below and directs the Secretary of the Company to place a copy hereof in the Company's book of minutes: RATIFICATION OF APPOINTMENT OF OFFICER WHEREAS, the Board of Directors wishes to appoint an additional officer of the Company. NOW, THEREFORE, BE IT RESOLVED, that, effective as of August 22, 2014, the following person is appointed to the office of the Company designated below, to have the powers, duties and responsibilities in such offices as are specified by the Bylaws of the Company and by applicable law, and to serve at the pleasure of the Board of Directors: Name Office Chris Scott Assistant Secretary THEREFORE, THE OFFICERS OF THE COMPANY ARE, J. Everett Babbitt President & CEO Phillip A. Greenman Executive Vice President Paul J. Chapman Chief Financial Officer Tina M. Jeffcoat Secretary & Vice President of Administration James R. Puder Vice President, Southwest Division Manager Chris Scott Assistant Secretary Jesse L. Ellenz Vice President of Special Projects GENERAL CORPORATE AUTHORITY RESOLVED FURTHER, that the officers of the Company is authorized, directed and empowered, in the name and on behalf of the Company and under its corporate seal or otherwise, to execute and deliver any and all such further documents, applications, certificates, agreements or any other instruments or documents or amendments thereto, to pay all such expenses, and to do and to cause to be done any and all other acts and things as such officers may, in their discretion, deem necessary or appropriate to carry out the purposes of the foregoing resolutions; and that the taking of each such action shall be conclusive evidence of its necessity or advisability. RESOLVED FURTHER, that the officers and directors of the Company be, and each of them hereby is, authorized and directed, on behalf of the Company, to take such other and further action and to execute such other and further documents and instruments as may be necessary of advisable or appropriate to carry out the intent of the foregoing resolutions. IN WITNESS WHEREOF, the undersigned, being all of the members of the Board of Directors of the Company, do hereby adopt the foregoing resolutions by Written Consent as of August 22, 2014, to memorialize and ratify the foregoing actions that occurred effective as of the dates referenced herein. AJEverett Babbitt Paul Chapman City of Newport Beach MARINA PARK PROJECT - MARINA DOCKS Contract No. 3897-D ACKNOWLEDGEMENT OF ADDENDA Bidder's name Bellingham -Marine Industries, Inc. The bidder shall signify receipt of all Addenda here, if any, and attach executed copy of addenda to bid documents: Addendum No. Date Received Si nature -1- 1/06/15 — - Chris Scott Assistant Secr -2- 1/12/15 Chris Scott Assistant Sec -3- 1/16/15 Chris Scott Assistant Secr -4- 1/16/15 Chris Scott Assistant Secr —5— 1/16/15 Chris S Assista 19 -tary etary !tary �tary ;Ott it Secretary Page: 1 of 2 CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT ADDENDUM NO. 1 MARINA PARK PROJECT - MARINA DOCKS CONTRACT NO. 3897 - DATE: BY: / All Public Works Director TO: ALL PLANHOLDERS The following changes, additions, deletions, or clarifications shall be made to the Contract Documents — all other conditions shall remain the same. A. GENERAL 1. The final day to submit bidder questions has changed to 5:00p.m. on January 8, 2015, B. CONTRACT 1. EXHIBIT C INSURANCE REQUIREMENTS — PUBLIC WORKS AND CONSTRUCTION. Add as an alternative bid item: "Section 3E - Installation Floater Insurance. Contractor shall provide Installation Floater insurance with replacement value coverage for this contract. The deductabile for this insurance should not exceed $25,000." B.PROPOSAL 1. Replace "Proposal' in its entirety, with "Proposal (1/5/2015)." i:\users\pbMshared\contracts\c3897(cap09-0070) - marina park\package 4 construction\bid items\addendum 1\addendum - no.t.doc Page: 2 of 2 C. PLANS 1. Replace Sheet F1.03 with sheet F1.03 Addendum 1. 2. Replace Sheet W1.04 with sheet W1.04 Addendum 1. 3. Insert Exhibit A (January 6, 2015 — ADDENDUM 1). D. SPECIFICATIONS 1. Replace Section 31 6237 in its entirety, with Section 31 6237 (January 6, 2015 — ADDENDUM 1). E. REQUEST FOR INFORMATION 1. A compilation of all RFI's is provided to planholders as "Bidder's Questions and Answers." (1/6/15) Bidders must sign this Addendum No. 1 and attach it to the bid proposal. Bid may not be considered unless this signed Addendum No. 1 is attached. I have carefully examined this Addendum and have included full payment in my Proposal. Bellingham Marine Industries, Inc. Bidder's Name (Please Print) 1/20/2015 Date Chris Scott, Assistant Secretary Authorized Signature & Title I:\users\pbw\shared\contracts\c3897(cap09.0070) - marina park\package 4 cons truction\bld items\addendum 1\addendum - no.1,doc Page: 1 of 1 CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT PO�T F _ n ADDENDUM NO. 2 MARINA PARK PROJECT - MARINA DOCKS CONTRACT NO. 3897-D DATE: BY: ( u Public Works Director TO: ALL PLANHOLDERS The following changes, additions, deletions, or clarifications shall be made to the Contract Documents — all other conditions shall remain the same. A. GENERAL 1. The bid opening date and time has changed to 2:30p.m. on Tuesday, January 20, 2015. Bidders must sign this Addendum No. 2 and attach it to the bid proposal. Bid may not be considered unless this signed Addendum No. 2 is attached. I have carefully examined this Addendum and have included full payment in my Proposal. Bellingham Marine Industries, Inc. Bidder's Name (Please Print) 1/20/15 Date Chris Scott, Assistant Secretary Authorized Signature & Title is\users\pbw\shared\contracts\c3897(cap09-0070) - marina park\package 4 construction\bid items\addendum 2\addendum - no.2.doc Page; 1 of 2 CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT ADDENDUM NO. 3 MARINA PARK PROJECT - MARINA DOCKS CONTRACT NO. 3897-D DATE: BY: �—w/,—,; � /) /"/ , e ) Public Wor - Dae or TO: ALL PLANHOLDERS The following changes, additions, deletions, or clarifications shall be made to the Contract Documents — all other conditions shall remain the same. A. PLANS 1. Replace Sheet S1.06 with sheet S1.06 Addendum 3. 2. Replace Sheet S1.07 with sheet S1.07 Addendum 3. B. REQUEST FOR INFORMATION 1. A compilation of all RFPs is provided to planholders as "Bidder's Questions and Answers." (1/15115) 1:\users\pbw\shared\contracts\c3897(cap09.0070) - marina parMpackage 4 cons truction\bid Items\addendum 3\addendum - no.3.doc Page: 2 of 2 Bidders must sign this Addendum No. 3 and attach it to the bid proposal. Bid may not be considered unless this signed Addendum No. 3 is attached. I have carefully examined this Addendum and have included full payment in my Proposal. Bellingham Marine Industries, Inc. Bidder's Name (Please Print) 1/20/15 Date ®�/ 110��' Chris Scott, Assistant Secretary Authorized Signature & Title is\users\pbw\shared\contracts\c3897(cap09-0070) - marina paMpackage 4 construction\bid items\addendum 3\addendum - no.3.doc Page: 1 of 2 CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT ADDENDUM NO. 4 MARINA PARK PROJECT - MARINA DOCKS CONTRACT NO. 3897-D DATE: �'' /' `�� 6' BY: Public Works Director TO: ALL PLANHOLDERS The following changes, additions, deletions, or clarifications shall be made to the Contract Documents — all other conditions shall remain the same. A. PLANS 1. Replace Sheet F1.03 with sheet F1.03 Addendum 4. B. SPECIFICATIONS 1. Replace Section 33 0510 with Section 33 0510 Addendum 4 (January 16, 2015) is\users\pbw\shared\contracts\c3897(cap09-0070) - marina park\package 4 constructionlbid Items\addendum 4\addendum - no.4.doc Page: 2 of 2 Bidders must sign this Addendum No. 4 and attach it to the bid proposal. Bid may not be considered unless this signed Addendum No. 4 is attached. I have carefully examined this Addendum and have included full payment in my Proposal. Bellingham Marine Industries, Inc. Bidder's Name (Please Print) 1/20/15 Date /� © Chris Scott, Assistant Secretary At horized Signature & Title is\users\pbw\shared\contracts\c3897(cap09-0070) - marina park\package 4 construct! on\bid items\addendum 4\addendum - no.4.doc Page: 1 of 1 CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT Po� ADDENDUM NO. 5 MARINA PARK PROJECT - MARINA DOCKS CONTRACT NO. 3897-D DATE: BY: � A<pwPublic Works Director TO: ALL PLANHOLDERS The following changes, additions, deletions, or clarifications shall be made to the Contract Documents — all other conditions shall remain the same. B. SPECIFICATIONS 1. Replace Section 35 5135 with Section 35 5135 Addendum 5 (January 16, 2015) Bidders must sign this Addendum No. 5 and attach it to the bid proposal. Bid may not be considered unless this signed Addendum No. 5 is attached. I have carefully examined this Addendum and have included full payment in my Proposal. Bellingham Marine Industries, Inc. Bidder's Name (Please Print) 1/20/15 Date Gv 1� Chris Scott, Assistant Secretary Authorized Signature & Title i:\users\pbw\shared\contracts\c3897(cap09-0070) - marina park\package 4 constrUction\bid items\addendum 5\addendum - no.5.doc City of Newport Beach MARINA PARK PROJECT - MARINA DOCKS Contract No. 3897-D INFORMATION REQUIRED OF BIDDER Bidder certifies under penalty of perjury under the laws of the State of California that the following information is true and correct: Name of individual Contractor, Company or Corporation: Bellingham -Marine Industries Inc. Business Address: 8810 Sparling Lane Dixon CA 95620 Telephone and Fax Number: 707-678-2385 / 707- 678-1760 Email: jpuder@bellingham-marine.com California State Contractor's License No. and Class: 442499; A, C10, C16, HAZ (REQUIRED AT TIME OF AWARD) Original Date Issued: 7/06/1983 Expiration Date: 7/31/2015 List the name and title/position of the person(s) who inspected for your firm the site of the work proposed in these contract documents: rn < Y. Eric Noeeel W111 IA A i A. ,6-1 d rr, I The following are the names, titles, addresses, and phone numbers of all individuals, firm members, partners, joint ventures, and company or corporate officers having a principal interest in this proposal: Name Title Address Telephone See attached list of BMI Corporate Officers. Corporation organized under the laws of the State of Washington 20 The dates of any voluntary or involuntary bankruptcy judgments against any principal having an interest in this proposal are as follows: None All company, corporate, or fictitious business names used by any principal having interest in this proposal are as follows: N/A For all arbitrations, lawsuits, settlements or the like (in or out of court) you have been involved in with public agencies in the past five years (Attach additional Sheets if necessary) provide: Provide the names, addresses and telephone numbers of the parties; None Briefly summarize the parties' claims and defenses; N/A Have you ever had a contract terminated by the owner/agency? If so, explain. No Have you ever failed to complete a project? If so, explain. No For any projects you have been involved with in the last 5 years, did you have any claims or actions by any outside agency or individual for labor compliance (i.e. failure to pay prevailing wage, falsifying certified payrolls, etc.)?YDS / No 21 Are any claims or actions unresolved or outstanding? Yes / If yes to ny of the above, explain. (Attach additional sheets, if necessary) PY lO�OA A. Ann .,_AL. L _ L J YJ Failure of the bidder to provide ALL requested information in a complete and accurate manner may be considered non-responsive. Bellingham Marine Industries, Inc. Bidder James R. Puder (Print name o wn esident of Cor orati om ny) Authorized Signature/Title Vice President title January 20, 2015 Date On _January 20, 2015 before me, �, Nota Public appeared Puder, Vice President Notary personally basis of satisfactory evidence to be the person(s) whose name(s) is/areho proved t to onhe h in e instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paWraph is true and correct. my hand and official seal. Notary Public in and for said My Commission Expires: 22 (SEAL) DEBORAH COFFELT Commission #t 1976673 Notary Public - California Solano County .. MY Comm.Eggirls 5 2 Jun 1016 "Information Required of Bidder" Additional Information — Bellingham Marine Industries, Inc. On 11/15/11 a claim was filed via the FCC in connection with the Santa Cruz Port District Project involving the misclassification of prevailing wage involving one employee. The matter was resolved and closed. A prior FFC inquiry in connection with the Santa Cruz Port District Project was not upheld by the labor Commissioner of the State of California and was closed. BELLINGHAM MARINE INDUSTRIES, INC. State of Incorporation: Washington Corporate Officers: J. Everett Babbitt, President 1323 Lincoln Street Bellingham, WA 98229 (800)733-5679 Paul Chapman, Chief Financial Officer 1323 Lincoln Street Bellingham, WA 98229 (800)733-5679 Tina M. Jeffcoat, Secretary and VP of Administration 1323 Lincoln Street Bellingham, WA 9822 (800)733-5679 Chris Scott, Assistant Secretary 8810 Sparling Lane Dixon, CA 95620 (707)678-2385 James R. Puder, Vice President 8810 Sparling Lane Dixon, CA 95620 (707)678-2385 Jesse Ellenz, Vice President 5500 Nordic Way Ferndale, WA 98248 (360)380-2142 City of Newport Beach - , . - 9 , . .. t:• Contract No. 3897-D NOTICE TO SUCCESSFUL BIDDER The following Contract Documents shall be executed and delivered to the Engineer within ten (10) days (not including Saturday, Sunday and Federal holidays) after the date shown on the "Notification of Award" to the successful bidder: • CONTRACT WITH REQUIRED INSURANCE CERTIFICATES AND ENDORSEMENTS • LABOR AND MATERIALS PAYMENT BOND • FAITHFUL PERFORMANCE BOND The City of Newport Beach will not permit a substitute format for these Contract Documents. Bidders are advised to review their content with bonding, Insuring and legal agents prior to submission of bid. Original Certificate(s) of Insurance, General Liability Insurance Endorsement, and Automobile Liability Insurance Endorsement shall be provided as required by the Contract documents and delivered to the Public Works Department within ten (10) working days after the date shown on the Notification of Award to the successful bidder. The Labor and Materials Payment Bond and Faithful Performance Bond shall be issued by an insurance organization or surety (1) currently authorized by the Insurance Commissioner to transact business of insurance in the State of California, and (2) listed as an acceptable surety in the latest revision of the Federal Register Circular 570. Pursuant to Public Contract Code Section 22300, appropriate securities may be substituted for any monies to be withheld to ensure performance under the Contract. Insurance companies affording coverage shall be (1) currently authorized by the Insurance Commissioner to transact business of insurance in the State of California, and (2) assigned Policyholders' Rating A (or higher) and Financial Size Category Class VII (or larger) in accordance With the latest edition of Bests Key Rating Guide Property -Casualty. Coverages shall be provided as specified in the Standard Soecifications for Public Works Construction, except as modified by the Special Provisions. Certificates of Insurance and additional insured endorsements shall be on the insurance company's forms, fully executed and delivered with the Contract. The Notice to Proceed will not be issued until all contract documents have been received and approved by the City. 23 CONTRACT • THIS CONTRACT FOR PUBLIC WORKS ("Contract") is entered into this 4th day of March, 2015 ("Effective Date"), by and between the CITY OF NEWPORT BEACH, a California municipal corporation and charter city ("City"), and BELLINGHAM MARINE INDUSTRIES, INC., a Washington corporation ("Contractor"), whose address is 8810 Sparling Lane, Dixon, California 95620, and is made with reference to the following: RECITALS A. City is a municipal corporation duly organized and validly existing under the laws of the State of California with the power to carry on its business as it is now being conducted under the statutes of the State of California and the Charter of City. B. City has advertised for bids for the following described public work: The work necessary for the completion of this contract consists of construction and related services required by the Contract Documents, including all labor, material, equipment, and supervision as required for preparing shop drawing; obtaining the required permits; constructing the contract -specified marina dock system and utilities; installing a boat hoist, marina accessories, and appurtenances; and all other items to complete the work prescribed in these Contract Documents (the "Project" or "Work"). C. Contractor has been determined by City to be the lowest responsible bidder and Contractor's bid, and the compensation set forth in this Contract, is based upon Contractor's careful examination of all Contract documents, plans and specifications. NOW, THEREFORE, it is mutually agreed by and between the undersigned parties as follows: 1. CONTRACT DOCUMENTS The complete Contract for the Project includes all of the following documents: Notice Inviting Bids, Instructions to Bidders, Proposal, Bidder's Bond, Non -Collusion Affidavit, Notice to Successful Bidder, Labor and Materials Payment Bond (Exhibit A), Faithful Performance Bond (Exhibit B), Permits, Standard Special Provisions and Standard Drawings, Plans and Special Provisions for Contract No. 3897(D), Standard Specifications for Public Works Construction (current adopted edition and all supplements), and this Contract, and all modifications and amendments thereto (collectively the "Contract Documents"), all of which are incorporated herein by reference. The Contract Documents comprise the sole agreement between the parties as to the subject matter therein. Any representations or agreements not specifically contained in the Contract Documents are null and void. Any amendments must be made in writing, and signed by both parties in the manner specified in the Contract Documents. Contractor shall perform everything required to be performed, and shall provide and furnish all the labor, materials, necessary tools, expendable equipment and all utility and transportation services required for the Project. All of the Work to be performed and materials to be furnished shall be in strict accordance with the provisions of the Contract Documents. Contractor is required to perform all activities, at no extra cost to City, which are reasonably inferable from the Contract Documents as being necessary to produce the intended results. •TNT ► _ e► 3.1 As full compensation for the performance and completion of the Project as required by the Contract Documents, City shall pay to Contractor and Contractor accepts as full payment the sum of Two Million Nine Hundred Thirty Seven Thousand Six Hundred Sixty One Dollars and 00/100 ($2,937,661.00). 3.2 This compensation includes: 3.2.1 Any loss or damage arising from the nature of the Work; 3.2.2 Any loss or damage arising from any unforeseen difficulties or obstructions in the performance of the Work; and 3.2.3 Any expense incurred as a result of any suspension or discontinuance of the Work, but excludes any loss resulting from earthquakes of a magnitude in excess of 3.5 on the Richter Scale and tidal waves, including tsunamis, and which loss or expense occurs prior to acceptance of the Work by City. Contractor shall designate a Project Manager, who shall coordinate all phases of the Project. This Project Manager shall be available to City at all reasonable times during the term of the Contract. Contractor has designated Eric Noegel to be its Project Manager. Contractor shall not remove or reassign the Project Manager without the prior written consent of City. City's approval shall not be unreasonably withheld. r •r This Contract shall be administered by the Public Works Department. City's Public Works Director, or designee, shall be the Project Administrator and shall have the authority to act for City under this Contract. The Project Administrator or designee shall represent City in all matters pertaining to the Work to be rendered pursuant to this Contract. Bellingham Marine Industries, Inc. Page 2 Unless a shorter time is specified elsewhere in this Contract, before making its final request for payment under the Contract Documents, Contractor shall submit to City, in writing, all claims for compensation under or arising out of this Contract. Contractor's acceptance of the final payment shall constitute a waiver of all claims for compensation under or arising out of this Contract except those previously made in writing and identified by Contractor in writing as unsettled at the time of its final request for payment. The Contractor and City expressly agree that in addition to all claims filing requirements set forth in the Contract and Contract Documents, Contractor shall be required to file any claim Contractor may have against City in strict conformance with the Government Claims Act (Government Code 900 et seq.). 7. WRITTEN NOTICE 7.1 All notices, demands, requests or approvals, including any change in mailing address, to be given under the terms of this Contract shall be given in writing, and conclusively shall be deemed served when delivered personally, or on the third business day after the deposit thereof in the United States mail, postage prepaid, first- class mail, addressed as hereinafter provided. 7.2 All notices, demands, requests or approvals from Contractor to City shall be addressed to City at: Attention: Public Works Director City of Newport Beach Public Works Department 100 Civic Center Drive P.O. Box 1768 Newport Beach, CA 92658 7.3 All notices, demands, requests or approvals from City to Contractor shall be addressed to Contractor at: Attention: James R. Puder Bellingham Marine Industries, Inc. 8810 Sperling Lane Dixon, CA 95620 City has retained Contractor as an independent contractor and neither Contractor nor its employees are to be considered employees of City. The manner and means of conducting the Work are under the control of Contractor, except to the extent they are limited by statute, rule or regulation and the express terms of this Contract. No civil service status or other right of employment shall accrue to Contractor or its employees. Contractor shall have the responsibility for and control over the means of performing the Bellingham Marine Industries, Inc. Page 3 Work, provided that Contractor is in compliance with the terms of this Contract. Anything in this Contract that may appear to give City the right to direct Contractor as to the details of the performance or to exercise a measure of control over Contractor shall mean only that Contractor shall follow the desires of City with respect to the results of the Work. 9.1 Contractor shall obtain, provide and maintain at its own expense during the term of this Contract both of the following: (1) a Faithful Performance Bond in the amount of one hundred percent (100%) of the total amount to be paid Contractor as set forth in this Contract in the form attached as Exhibit B and incorporated herein by reference; and (2) a Labor and Materials Payment Bond in the amount of one hundred percent (100%) of the total amount to be paid Contractor as set forth in this Contract and in the form attached as Exhibit A and incorporated herein by reference. 9.2 The Faithful Performance Bond and Labor and Materials Payment Bond shall be issued by an insurance organization or surety (1) currently authorized by the Insurance Commissioner to transact business of insurance in the State of California, (2) listed as an acceptable surety in the latest revision of the Federal Register Circular 570, and (3) assigned a Policyholders' Rating A- (or higher) and Financial Size Category Class VII (or larger) in accordance with the latest edition of Best's Key Rating Guide: Property -Casualty. 9.3 Contractor shall deliver, concurrently with execution of this Contract, the Faithful Performance Bond and Labor and Materials Payment Bond, and a certified copy of the "Certificate of Authority" of the Insurer or Surety issued by the Insurance Commissioner, which authorizes the Insurer or Surety to transact surety insurance in the State of California. Consultant agrees to work closely and cooperate fully with City's designated Project Administrator and any other agencies that may have jurisdiction or interest in the Work to be performed. City agrees to cooperate with the Consultant on the Project. 11. PROGRESS Consultant is responsible for keeping the Project Administrator informed on a regular basis regarding the status and progress of the Project, activities performed and planned, and any meetings that have been scheduled or are desired. 12. INSURANCE Without limiting Contractor's indemnification of City, and prior to commencement of Work, Contractor shall obtain, provide and maintain at its own expense during the term of this Contract or for other periods as specified in the Contract Documents, policies of insurance of the type, amounts, terms and conditions described in the Bellingham Marine Industries, Inc. Page 4 Insurance Requirements attached hereto as Exhibit C, and incorporated herein by reference. Except as specifically authorized under this Agreement, the services to be provided under this Agreement shall not be assigned, transferred contracted or subcontracted out without the prior written approval of City. Any of the following shall be construed as an assignment: The sale, assignment, transfer or other disposition of any of the issued and outstanding capital stock of Consultant, or of the interest of any general partner or joint venturer or syndicate member or cotenant if Consultant is a partnership or joint -venture or syndicate or co -tenancy, which shall result in changing the control of Consultant. Control means fifty percent (50%) or more of the voting power or twenty-five percent (25%) or more of the assets of the corporation, partnership or joint -venture. 14. PREVAILING WAGES In accordance with the California Labor Code (Sections 1770 et seq.), the Director of Industrial Relations has ascertained the general prevailing rate of per diem wages in the locality in which the work is to be performed for each craft, classification, or type of workman or mechanic needed to execute the contract. A copy of said determination is available by calling the prevailing wage hotline number (415) 703-4774, and requesting one from the Department of Industrial Relations. All parties to the contract shall be governed by all provisions of the California Labor Code — including, but not limited to, the requirement to pay prevailing wage rates (Sections 1770-7981 inclusive). A copy of the prevailing wage rates shall be posted by the Contractor at the job site. 15. SUBCONTRACTING The subcontractors authorized by City, if any, to perform the Work on this Project are identified in the Contractor's Proposal and are attached as part of the Contract Documents. Contractor shall be fully responsible to City for all acts and omissions of any subcontractors. Nothing in this Contract shall create any contractual relationship between City and subcontractor, nor shall it create any obligation on the part of City to pay or to see to the payment of any monies due to any such subcontractor other than as otherwise required by law. City is an intended beneficiary of any Work performed by the subcontractor for purposes of establishing a duty of care between the subcontractor and City. Except as specifically authorized herein, the Work to be performed under this Contract shall not be otherwise assigned, transferred, contracted or subcontracted out without the prior written approval of City 16. RESPONSIBILITY FOR DAMAGES OR INJURY 16.1 City and its elected or appointed officers, agents, officials, employees and volunteers shall not be responsible in any manner for any loss or damage to any of the materials or other things used or employed in performing the Project or for injury to or Bellingham Marine Industries, Inc. Page 5 death of any person as a result of Contractor's performance of the Work required hereunder, or for damage to property from any cause arising from the performance of the Project by Contractor, or its subcontractors, or its workers, or anyone employed by either of them. 16.2 Contractor shall be responsible for any liability imposed by law and for injuries to or death of any person or damage to property resulting from defects, obstructions or from any cause arising from Contractor's Work on the Project, or the Work of any subcontractor or supplier selected by Contractor. 16.3 To the fullest extent permitted by law, Contractor shall indemnify, defend and hold harmless City, its elected or appointed officers, agents, officials, employees and volunteers (collectively, the "Indemnified Parties") from and against any and all claims (including, without limitation, claims for bodily injury, death or damage to property), demands, obligations, damages, actions, causes of action, suits, losses, judgments, fines, penalties, liabilities, costs and expenses (including, without limitation, attorneys' fees, disbursements and court costs) of every kind and nature whatsoever (individually, a Claim; collectively, "Claims"), which may arise from or in any manner relate (directly or indirectly) to any breach of the terms and conditions of this Contract, any Work performed or Services provided under this Contract including, without limitation, defects in workmanship or materials or Contractor's presence or activities conducted on the Project (including the negligent, reckless, and/or willful acts, errors and/or omissions of Contractor, its principals, officers, agents, employees, vendors, suppliers, subconsultants, subcontractors, anyone employed directly or indirectly by any of them or for whose acts they may be liable for any or all of them). 16.4 Notwithstanding the foregoing, nothing herein shall be construed to require Contractor to indemnify the Indemnified Parties from any Claim arising from the sole negligence or willful misconduct of the Indemnified Parties. Nothing in this indemnity shall be construed as authorizing any award of attorneys' fees in any action on or to enforce the terms of this Contract. This indemnity shall apply to all claims and liability regardless of whether any insurance policies are applicable. The policy limits do not act as a limitation upon the amount of indemnification to be provided by Contractor. 16.5 Contractor shall perform all Work in a manner to minimize public inconvenience and possible hazard, to restore other work areas to their original condition and former usefulness as soon as possible, and to protect public and private property. Contractor shall be liable for any private or public property damaged during the performance of the Project Work. 16.6 To the extent authorized by law, as much of the money due Contractor under and by virtue of the Contract as shall be considered necessary by City may be retained by it until disposition has been made of such suits or claims for damages as aforesaid. Bellingham Marine Industries, Inc. Page 6 16.7 Nothing in this Section or any other portion of the Contract Documents shall be construed as authorizing any award of attorneys' fees in any action to enforce the terms of this Contract, except to the extent provided for above. 16.8 The rights and obligations set forth in this Section shall survive the termination of this Contract. 17. CHANGE ORDERS 17.1 This Contract may be amended or modified only by mutual written agreement of the parties. 17.2 The Contractor shall only commence work covered by a change order after the change order is executed and notification to proceed has been provided by the City. 17.3 There shall be no change in the Contractor's members of the project team, as listed in the approved proposal, which is a part of this contract without prior written approval by the City. 18. CONFLICTS OF INTEREST 18.1 Contractor or its employees may be subject to the provisions of the California Political Reform Act of 1974 (the "Act"), which (1) requires such persons to disclose any financial interest that may foreseeably be materially affected by the Work performed under this Contract, and (2) prohibits such persons from making, or participating in making, decisions that will foreseeably financially affect such interest. 18.2 If subject to the Act, Contractor shall conform to all requirements of the Act. Failure to do so constitutes a material breach and is grounds for immediate termination of this Contract by City. Contractor shall indemnify and hold harmless City for any and all claims for damages resulting from Contractor's violation of this Section. 19. TERMINATION 19.1 In the event that either party fails or refuses to perform any of the provisions of this Contract at the time and in the manner required, that party shall be deemed in default in the performance of this Contract. If such default is not cured within a period of two (2) calendar days, or if more than two (2) calendar days are reasonably required to cure the default and the defaulting party fails to give adequate assurance of due performance within two (2) calendar days after receipt of written notice of default, specifying the nature of such default and the steps necessary to cure such default, the non -defaulting party may terminate the Contract forthwith by giving to the defaulting party written notice thereof. 19.2 Notwithstanding the above provisions, City shall have the right, at its sole discretion and without cause, of terminating this Contract at any time by giving seven (7) calendar days prior written notice to Contractor. In the event of termination under this Bellingham Marine Industries, Inc. Page 7 Section, City shall pay Contractor for Services satisfactorily performed and costs incurred up to the effective date of termination for which Contractor has not been previously paid. On the effective date of termination, Contractor shall deliver to City all materials purchased in performance of this Contract. 20. STANDARD PROVISIONS 20.1 Recitals. City and Contractor acknowledge that the above Recitals are true and correct and are hereby incorporated by reference into this Contract. 20.2 Compliance with all Laws. Contractor shall at its own cost and expense comply with all statutes, ordinances, regulations and requirements of all governmental entities, including federal, state, county or municipal, whether now in force or hereinafter enacted. In addition, all Work prepared by Contractor shall conform to applicable City, county, state and federal laws, rules, regulations and permit requirements and be subject to approval of the Project Administrator. 20.3 Integrated Contract. This Contract represents the full and complete understanding of every kind or nature whatsoever between the parties hereto, and all preliminary negotiations and agreements of whatsoever kind or nature are merged herein. No verbal agreement or implied covenant shall be held to vary the provisions herein. 20.4 Conflicts or Inconsistencies. In the event there are any conflicts or inconsistencies between this Contract and any other attachments attached hereto, the terms of this Contract shall govern. 20.5 Interpretation. The terms of this Contract shall be construed in accordance with the meaning of the language used and shall not be construed for or against either party by reason of the authorship of the Contract or any other rule of construction which might otherwise apply. 20.6 Amendments. This Contract may be modified or amended only by a written document executed by both Contractor and City and approved as to form by the City Attorney. 20.7 Severability. If any term or portion of this Contract is held to be invalid, illegal, or otherwise unenforceable by a court of competent jurisdiction, the remaining provisions of this Contract shall continue in full force and effect. 20.8 Controlling Law and Venue. The laws of the State of California shall govern this Contract and all matters relating to it and any action brought relating to this Contract shall be adjudicated in a court of competent jurisdiction in the County of Orange, State of California. 20.9 Equal Opportunity Employment. Contractor represents that it is an equal opportunity employer and it shall not discriminate against any subcontractor, employee Bellingham Marine Industries, Inc. Page 8 or applicant for employment because of race, religion, color, national origin, handicap, ancestry, sex, age or any other impermissible basis under law. 20.10 No Attorney's Fees. In the event of any dispute or legal action arising under this contract, the prevailing party shall not be entitled to attorneys' fees. 20.11 Counterparts. This Contract may be executed in two (2) or more counterparts, each of which shall be deemed an original and all of which together shall constitute one (1) and the same instrument. 21. EFFECT OF CONTRACTOR'S EXECUTION Execution of this Contract and all other Contract Documents by Contractor is a representation that Contractor has visited the Project site, has become familiar with the local conditions under which the Work is to be performed, and has correlated all relevant observations with the requirements of the Contract Documents. 22. WAIVER A waiver by City or any term, covenant, or condition in the Contract Documents shall not be deemed to be a waiver of any subsequent breach of the same or any other term, covenant or condition. 23. RECITALS City and Contractor acknowledge that the above Recitals are true and correct and are hereby incorporated by reference into this Contract. [SIGNATURES ON NEXT PAGE] Bellingham Marine Industries, Inc. Page 9 IN WITNESS WHEREOF, the parties hereto have caused this Contract to be executed on the day and year first written above. APPROVED AS TO FORM: CITY ATTORNE OFFICE Date: By: w V'C/ Aar n C. Harp (,Am 447.;115 - City Attorney ATTEST: Date: 3, lR Ib CITY OF NEWPORT BEACH, a California municipal coloration Date: 3 - t8- lAz� By: Edward D. Selich Mayor CONTRACTOR: Bellingham Marine Industries, Inc., a Washington Corporation Date: ;3 By:9a 0' B Leilani I. Brown City Clerk '-ALL r-01" ,erett Babbitt ident Date: :& - 5 -- -,� /"T i' By: Paul Chapma Chief Financial Officer [END OF SIGNATURES] Attachments: Exhibit A -- Labor and Materials Payment Bond Exhibit B -- Faithful Performance Bond Exhibit C — Insurance Requirements Bellingham Marine Industries, Inc. Page 10 CORPORATE ACKNOWLEDGMENT STATE OF Washington ) COUNTY OFWhatcom SS: ) On this 5th day of March P20 15 Before me personally came Everett Babbitt to me known, who, being by me duly sworn, did depose and say that (s)he resides in: Bellingham, Washington that (s)he is the President of the Bellingham Marine the corporation which executed the foregoing instrument; as the act of the said corporation. LQ i, LL,�,uj, P\I\E D.�%�'�%, NOTARY PUB I PUBLIC �� ��.�..14;2Q..• G'� \�� My commission expires 8/14/2018 CORPORATE ACKNOWLEDGMENT STATE OF Washington ) COUNTY OFWhatcom SS: ) On this 5th day of March 20 15 Before me personally came Paul Chapman to me known, who, being by me duly sworn, did depose and say that (s)he resides in: Bellingham, Washington that (s)he is the CFO ofthe Bellingham Marine the corporation which executed the foregoing instrument; as the act of the said corporation. ��`\ni n \\`��� vtIE D ''% NOTARY PUBLI \.� JP.••��ssionF.C'y'% N;.A PUB Lw My commission expires 8/14/2018 Re: Marina Park Project - Marina Docks CITY OF NEWPORT BEACH Contract No. 3897(D) BOND NO. 929609763 LABOR AND MATERIALS PAYMENT BOND WHEREAS, the City of Newport Beach, State of California, has awarded to Bellingham Marine Industries, Inc. hereinafter designated as the `Principal," a contract for the work necessary to complete this contract consisting of construction and related services required by the Contract Documents, including all labor, material, equipment, and supervision as required for preparing shop drawing; obtaining the required permits; constructing the contract -specified marina dock system and utilities; installing a boat hoist, marina accessories, and appurtenances; and all other items to complete the work prescribed in these Contract Documents, in the City of Newport Beach, in strict conformity with the Contract on file with the office of the City Clerk of the City of Newport Beach, which is incorporated herein by this reference. WHEREAS, Principal has executed or is about to execute the Contract and the terms thereof require the furnishing of a bond, providing that if Principal or any of Principal's subcontractors, shall fail to pay for any materials, provisions, or other supplies used in, upon, for, or about the performance of the Work agreed to be done, or for any work or labor done thereon of any kind, the Surety on this bond will pay the same to the extent hereinafter set forth. NOW, THEREFORE, We the undersigned Principal, and, western surety Company duly authorized to transact business under the laws of the State of California, as Surety, (referred to herein as "Surety') are held and firmly bound unto the City of Newport Beach, in the sum of Two Million Nine Hundred Thirty Seven Thousand Six Hundred Sixty One Dollars and 001100 ($2,937,661.00) lawful money of the United States of America, said sum being equal to 100% of the estimated amount payable by the City of Newport Beach under the terms of the Contract; for which payment well and truly to be made, we bind ourselves, our heirs, executors and administrators, successors, or assigns, jointly and severally, firmly by these present. THE CONDITION OF THIS OBLIGATION IS SUCH, that if the Principal or the Principal's subcontractors, fail to pay for any materials, provisions, or other supplies, implements or machinery used in, upon, for, or about the performance of the Work contracted to be done, or for any other work or labor thereon of any kind, or for amounts due under the Unemployment Insurance Code with respect to such work or labor, or for any amounts required to be deducted, withheld and paid over to the Employment Development Department from the wages of employees of the Principal and subcontractors pursuant to Section 13020 of the Unemployment Insurance Code with respect to such work and labor, then the Surety will pay for the same, in an amount not exceeding the sum specified in this Bond, and also, in case suit is brought to enforce the obligations of this Bond, a reasonable attorneys' fee, to be fixed by the Court as required by the provisions of Section 9554 of the Civil Code of the State of California. Bellingham Marine Industries, Inc. Page A -t The Bond shall inure to the benefit of any and all persons, companies, and corporations entitled to file claims under Section 9100 of the California Civil Code so as to give a right of action to them or their assigns in any suit brought upon this Bond, as required by and in accordance with the provisions of Sections 9500 of seq. of the Civil Code of the State of California. And Surety, for value received, hereby stipulates and agrees that no change, extension of time, alterations or additions to the terms of the Contract or to the Work to be performed thereunder shall In any wise affect its obligations on this Bond, and it does hereby waive notice of any such change, extension of time, alterations or additions to the terms of the Contract or to the Work or to the specifications. In the event that any principal above named executed this Bond as an individual, it is agreed that the death of any such principal shall not exonerate the Surety from its obligations under this Bond. IN WITNESS WHEREOF, this instrument has been duly executed by the above named Principal and Surety, on the 4th day of Ms -ch—, 20_`. Bellingham Marine Industries, Inc. Name of Contractor (Principal) Authorized SignatureMtle Western Surety Company Name of Surety P.O. Boz 3018, Bothell, WA 98041-3018 Address of Surety (425) 489-4500 Telephone f}oorized Agent Signature Julie M. Glover, Attorney -in -Fact Print Name and Title NOTARY ACKNOWLEDGMENTS OF CONTRACTOR AND SURETY MUST BE ATTACHED Bellingham Marine Industries, Inc. Page A-2 ACKNOWLEDGMENT A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document. State of Qai' gf4YKW Washington County of King ) SS. On March a 20 15 before me, Theresa A. Lamb Notary Public, personally appeared Julie M Glover who proved to me on the basis of satisfactory evidence to be the person(s) whose name($) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signatures(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and official seal Signature (seal) ACKNOWLEDGMENT A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document. State of California _e "? County of �/�/>�� ) ss. _ � r{? On Mancha 2015 before me31 Notary Public, personally appeared �'% us jQ , A-Ewce,: proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) Is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signatures(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. iTfVEy hand an ,official se —#E8 997 73 f rlt� Signature01 ` (sea My Comm. Jun 95 2o90 Bellingham Marine Industries, Inc. Page A-3 IT t39f®rgisWM 15.2095 a Know Ali Men By These Presents, That WESTERN SURETY COMPANY, a South Dakota corporation, is a duly organized and existing corporation having its principal office in the City of Sioux Falls, and State of South Dakota, and that it does by virtue of the signature and seal herein affixed hereby make, constitute and appoint Steve Wagner, Michael A Murphy, Darlene Jakielski, Julie M Glover, S M Scott, Theresa A Lamb, Jim W Doyle, Andy D Prill, Jim S Kuich, Chad M Epple, Individually of Bothell, WA, its true and lawful Attomey(s)-in-Fact with full power and authority hereby conferred to sign, seal and execute for and on its behalf bonds, undertakings and other obligatory instruments of similar nature - In Unlimited Amounts - and to bind it thereby as fully and to the same extent as if such instruments were signed by a duly authorized officer of the corporation and all the acts of said Attorney, pursuant to the authority hereby given, are hereby ratified and confirmed. This Power of Attorney is made and executed pursuant to and by authority of the By -Law printed on the reverse hereof, duly adopted, as indicated, by the shareholders of the corporation. In Witness Whereof, WESTERN SURETY COMPANY bas caused these presents to be signed by its Vice President and its corporate seal to be hereto affixed on this 14th day of July, 2014, 0,,WESTERN SURETY COMPANY OPaul T. Bruflat, Vice President State of South Dakota ss County of Minnehaha On this 14th day of July, 2014, before me personally came Paul T. Braflat, to me known, who, being by me duly swom, did depose and say: that he resides in the City of Sioux Falls, State of South Dakota; that he is the Vice President of WESTERN SURETY COMPANY described in and which executed the above instrument; that he knows the seal of said corporation; that the seal affixed to the said instrument is such corporate seal; that it was so affixed pursuant to authority given by the Board of Directors of said corporation and that he signed his name thereto pursuant to like authority, and acknowledges same to be the act and deed of said corporation. My commission expires ° s I J. MOHR June 23, 2015 fd y�NOTARY PUBLIC {{ SOUTH IIANOTA J. Mohr, Notary Public CERTIFICATE I, L. Nelson, Assistant Secretary of WESTERN SURETY COMPANY do hereby certify that the Power of Attorney hereinabove set forth is still in force, and further certify that the By -Law of tine corporation printed on the reverse hereof is still in force. In testimony whereof I have hereunto subscribed my name and affixed the seal of the said comoratior. this =-1 day of "°' WESTERN SURETY COMPANY �0 Y®N4A w:y dpi L. Nelson, Assistant Secretary Form 114280-7-2012 EXHIBIT B Re: Marina Park Project - Marina Docks Contract No. 3897-D CITY OF NEWPORT BEACH BOND NO, 929609763 The premium charges on this Bond is $ $24,845.00 , being at the rate of $ Sliding Rate Scale thousand of the Contract price. WHEREAS, the City of Newport Beach, State of California, has awarded to Bellingham Marine Industries, Inc. hereinafter designated as the "Principal," a contract for the work necessary to complete this contract consisting of construction and related services required by the Contract Documents, including all labor, material, equipment, and supervision as required for preparing shop drawing; obtaining the required permits; constructing the contract -specified marina dock system and utilities; installing a boat hoist, marina accessories, and appurtenances; and all other items to complete the work prescribed in these Contract Documents, in the City of Newport Beach, in strict conformity with the Contract on file with the office of the City Clerk of the City of Newport Beach, which is incorporated herein by this reference. WHEREAS, Principal has executed or is about to execute the Contract and the terms thereof require the furnishing of a Bond for the faithful performance of the Contract. NOW, THEREFORE, we, the Principal, and Western Surety Company , duly authorized to transact business under the laws of the State of California as Surety (hereinafter "Surety"), are held and firmly bound unto the City of Newport Beach, in the sum of Two Million Nine Hundred Thirty Seven Thousand Six Hundred Sixty One Dollars and 00/100 ($2,937,661.00) lawful money of the United States of America, said sum being equal to 100% of the estimated amount of the Contract, to be paid to the City of Newport Beach, its successors, and assigns; for which payment well and truly to be made, we bind ourselves; our heirs, executors and administrators, successors, or assigns, jointly and severally, firmly by these present. THE CONDITION OF THIS OBLIGATION IS SUCH, that if the Principal, or the Principal's heirs, executors, administrators, successors, or assigns, fail to abide by, and well and truly keep and perform any or all the Work, covenants, conditions, and agreements in the Contract Documents and any alteration thereof made as therein provided on its part, to be kept and performed at the time and in the manner therein specified, and in all respects according to its true intent and meaning, or fails to indemnify, defend, and save harmless the City of Newport Beach, its officers, employees and agents, as therein stipulated, then, Surety will faithfully perform the same, in an amount not exceeding the sum specified in this Bond; otherwise this obligation shall become null and void. Bellingham Marine Industries, Inc. Page B-1 As a part of the obligation secured hereby, and in addition to the face amount specified in this Performance Bond, there shall be included costs and reasonable expenses and fees, including reasonable attorneys fees, incurred by City, only in the event City is required to bring an action in law or equity against Surety to enforce the obligations of this Bond. Surety, for value received, stipulates and agrees that no change, extension of time, alterations or additions to the terms of the Contract or to the Work to be performed thereunder shall in any way affect its obligations on this Bond, and it does hereby waive notice of any such change, extension of time, alterations or additions of the Contract or to the Work or to the specifications. This Faithful Performance Bond shall be extended and maintained by the Principal in full force and effect for one (1) year following the date of formal acceptance of the Project by City. In the event that the Principal executed this bond as an individual, it is agreed that the death of any such Principal shall not exonerate the Surety from its obligations under this Bond. IN WITNESS WHEREOF, this instrument has been du executed by the Principal and Surety above named, on the 4th day f Mar .2015 . r t , Bellingham Marine Industries, Inc. Name of Contractor (Principal) AutFiorized Signature/Title Western Surety Company Name of Surety P.O. Box 3018, Bothell, WA 98041-3018 Address of Surety (425) 489-4500 Telephone Auto rized Agent Signature ill Julie M. Glover, Attorney -in -Fact Print Name and Title NOTARY ACKNOWLEDGMENTS OF CONTRACTOR AND SURETY MUST BE ATTACHED Bellingham Marine Industries, Inc. Page B-2 n0y.Tei_.1 .ti_Tk A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document. State of (&sMomft Washington County of King ]ss. On March 4 20 15 before me, Theresa A. Lamb Notary Public, personally appeared Julie M. Glover who proved to me on the basis of satisfactory evidence to be the person(s) whose name($) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signatures(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and official seal. r Signature (seal) ACKNOWLEDGMENT A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document. State of California County of = €' �" ) ss. 1 u On March 4 20 15 fore me, Ft:' - , Notary Public, personally appearedf proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signatures(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. TNESS my hand -and (ficial seal. f n DEBORAH�:.«.. c1ORAlo ®won 12 Nolaiy PuWj t Signature f ""° $al) ®coa Bellingham Marine Industries, Inc. Page B-3 Know All Men By These Presents, That WESTERN SURETY COMPANY, a South Dakota corporation, is a duly organized and existing corporation having its principal office in the City of Sioux Falls, and State of South Dakota, and that it does by virtue of the signature and seat herein affixed hereby make, constitute and appoint Steve Wagner, Michael A Murphy, Darlene Jakielski, Julie M Glover, S M Scott, Theresa A Lamb, Jim W Doyle, Andy D Prill, Jim S Kuich, Chad M Epple, Individually of Bothell, WA, its true and lawful Aflomey(s)-in-Fact with full power and authority hereby conferred to sign, seal and execute for and on its behalf bonds, undertakings and other obligatory instruments of similar nature - In Unlimited Amounts - and to bind it thereby as fully and to the same extent as if such instruments were signed by a duly authorized officer of the corporation and all the acts of said Attorney, pursuant to the authority hereby given, are hereby ratified and confirmed. This Power of Attorney is made and executed pursuant to and by authority of the By -Law printed on the reverse hereof, duly adopted, as indicated, by the shareholders of the corporation. In Witness Whereof, WESTERN SURETY COMPANY has caused these presents to be signed by its Vice President and its corporate seal to be hereto affixed on this 14th day of July, 2014. yeaETy� WESTERN SURETY COMPANY �w90�P�,i �j\SEAv;.p 4,p�yfi aul T. Bmflat, Vice President State of South Dakota ss County of Minnehaha On this 14th day of July, 2014, before me personally came Paul T. Bruflat, to me known, who, being by me duty sworn, did depose and say: that he resides in the City of Sioux Falls, State of South Dakota; that he is the Vice President of WESTERN SURETY COMPANY described in and which executed the above instrument; that he knows the seal of said corporation; that the seal affixed to the said instrument is such corporate seal; that it was so affixed pursuant to authority given by the Board of Directors of said corporation and that he signed his name thereto pursuant to like authority, and acknowledges more to be the act and deed of said corporation. My commission expires °HR MORR June 23, 2015 gi7{ Na, RY PUSLl6 f e sourN DAKO...... J. Mohr, Notary Public CERTIFICATE 1, L. Nelson, Assistant Secretary of WESTERN SURETY COMPANY do hereby certify that the Power of Attorney hereinabove set forth is still in force, and further certify that the By -Law of the corporation printed on the reverse hereof is still in force. in testimony whereof 1 have hereunto subscribed °'G � da of i11l✓✓i ,.. C/ � � my name and affixed the seat of the said corporation i!±is -_ y ��/�. `P* WESTERN SURETY COMPANY Wpj'enAq,��� r�+a oto" L. Nelson, Assistant Secretary Form F4280-1-2012 INSURANCE REQUIREMENTS — PUBLIC WORKS AND CONSTRUCTION 1. Provision of Insurance. Without limiting Contractors indemnification of City, and prior to commencement of Work, Contractor shall obtain, provide and maintain at its own expense during the term of this Contract, policies of insurance of the type and amounts described below and in a form satisfactory to City. Contractor agrees to provide insurance in accordance with requirements set forth here. If Contractor uses existing coverage to comply and that coverage does not meet these requirements, Contractor agrees to amend, supplement or endorse the existing coverage. 2. Acceptable Insurers. All insurance policies shall be issued by an insurance company currently authorized by the Insurance Commissioner to transact business of insurance in the State of California, with an assigned policyholders' Rating of A- (or higher) and Financial Size Category Class VII (or larger) in accordance with the latest edition of Best's Key Rating Guide, unless otherwise approved by the City's Risk Manager. 3. Coverage Requirements. A. Workers' Compensation Insurance. Contractor shall maintain Workers' Compensation Insurance providing statutory benefits and Employer's Liability Insurance with limits of at least one million dollars ($1,000,000) each employee for bodily injury by accident and each employee for bodily injury by disease in accordance with the laws of the State of California, Section 3700 of the Labor Code. In addition, Contractor shall require each subcontractor to similarly maintain Workers' Compensation Insurance and Employers Liability Insurance in accordance with California law for all of the subcontractors employees. The insurer issuing the Workers' Compensation insurance shall amend its policy by endorsement to waive all rights of subrogation against City, its elected or appointed officers, agents, officials, employees and volunteers. Contractor shall submit to City, along with the certificate of insurance, a Waiver of Subrogation endorsement in favor of City, its elected or appointed officers, agents, officials, employees and volunteers. B. General Liability Insurance. Contractor shall maintain commercial general liability insurance, and if necessary umbrella liability insurance, with coverage at least as broad as provided by Insurance Services Office form CG 00 01, in an amount not less than one million dollars ($1,000,000) per occurrence, two million dollars ($2,000,000) general aggregate and two million dollars ($2,000,000) completed operations aggregate. The policy shall cover liability arising from premises, operations, products -completed operations, personal and advertising injury, and liability assumed under an 0 insured contract (including the tort liability of another assumed in a business contract), C. Automobile Liability Insurance. Contractor shall maintain automobile insurance at least as broad as Insurance Services Office form CA 00 01 covering bodily injury and property damage for all activities of Contractor arising out of or in connection with Work to be performed under this Contract, including coverage for any owned, hired, non -owned or rented vehicles, in an amount not less than one million dollars ($1,000,000) combined single limit for each accident. D. Pollution Liability Insurance. Contractor shall maintain a policy providing contractor's pollution liability ("CPL") coverage with a total limit of liability of no less than $1,000,000 per loss and $1,000,000 in the aggregate per policy period. Claims -made policies require a 10 -year extended reporting period. The CPL policy shall include coverage for cleanup costs, third - party bodily injury and properly damage, including loss of use of damaged property or of property that has not been physically injured or destroyed, resulting from pollution conditions caused by contracting operations. Coverage as required in this paragraph shall apply to sudden and non - sudden pollution conditions resulting from the escape or release of smoke, vapors, fumes, acids, alkalis, toxic chemicals, liquids, or gases, waste materials, or other irritants, contaminants, or pollutants. The CPL shall also provide coverage for transportation and off -Site disposal of materials. The policy shall not contain any provision or exclusion (including any so- called "insured versus insured" exclusion or 'cross -liability" exclusion) the effect of which would be to prevent, bar, or otherwise preclude any insured or additional insured under the policy from making a claim which would otherwise be covered by such policy on the grounds that the claim is brought by an insured or additional insured against an insured or additional insured under the policy. Other Insurance Requirements. The policies are to contain, or be endorsed to contain, the following provisions: A. Waiver of Subrogation. All insurance coverage maintained or procured pursuant to this Contract shall be endorsed to waive subrogation against City, its elected or appointed officers, agents, officials employees and volunteers or shall specifically allow Contractor or others providing insurance evidence in compliance with these requirements to waive their right of recovery prior to a loss. Contractor hereby waives its own right of recovery against City, and shall require similar written express waivers and insurance clauses from each of its subcontractors. B. Additional Insured Status. All liability policies including general liability, products and completed operations, excess liability, pollution liability, and automobile liability, if required, shall provide or be endorsed to provide that City, its elected or appointed officers, agents, officials employees and volunteers shall be included as additional insureds under such policies. C. Primary and Non Contributory. Contractor's insurance coverage shall be primary insurance and/or the primary source of recovery with respect to City, its elected or appointed officers, agents, officials, employees and volunteers. Any insurance or self-insurance maintained by City shall be excess of Contractor's insurance and shall not contribute with it. D. Notice of Cancellation. All policies shall provide City with thirty (30) calendar days notice of cancellation or nonrenewal of coverage (except for nonpayment for which ten (10) calendar days notice is required) for each required coverage except Builders Risk Insurance, which shall contain an endorsement with said required notices. 5. Additional Agreements Between the Parties. The parties hereby agree to the following: A. Evidence of Insurance. Contractor shall provide certificates of insurance to City as evidence of the insurance coverage required herein, along with a waiver of subrogation endorsement for workers' compensation and other endorsements as specified herein for each coverage. All of the executed documents referenced in this Contract must be returned to City within ten (10) regular City business days after the date on the "Notification of Award". Insurance certificates and endorsements must be approved by City's Risk Manager prior to commencement of performance. Current certification of insurance shall be kept on file with City at all times during the term of this Contract. City reserves the right to require complete, certified copies of all required insurance policies, at any time. B. City's Right to Revise Requirements. The City reserves the right at any time during the term of the Contract to change the amounts and types of insurance required by giving Contractor ninety (90) calendar days advance written notice of such change. If such change results in substantial additional cost to Contractor, City and Contractor may renegotiate Contractor's compensation. C. Right to Review Subcontracts. Contractor agrees that upon request, all agreements with subcontractors or others with whom Contractor enters into contracts with on behalf of City will be submitted to City for review. Failure of City to request copies of such agreements will not impose any liability on City, or its employees. Contractor shall require and verify that all subcontractors maintain insurance meeting all the requirements stated herein, and Contractor shall ensure that City is an additional insured on insurance required from subcontractors. For CGL coverage, subcontractors shall provide coverage with a format at least as broad as CG 20 38 04 13. D. Enforcement of Contract Provisions. Contractor acknowledges and agrees that any actual or alleged failure on the part of City to inform Contractor of non-compliance with any requirement imposes no additional obligations on City nor does it waive any rights hereunder. E. Requirements not Limiting. Requirements of specific coverage features or limits contained in this Exhibit A are not intended as a limitation on coverage, limits or other requirements, or a waiver of any coverage normally provided by any insurance. Specific reference to a given coverage feature is for purposes of clarification only as it pertains to a given issue and is not intended by any party or insured to be all inclusive, or to the exclusion of other coverage, or a waiver of any type. If the Contractor maintains higher limits than the minimums shown above, the City requires and shall be entitled to coverage for higher limits maintained by the Contractor. Any available proceeds in excess of specified minimum limits of insurance and coverage shall be available to the City. F. Self -Insured Retentions. Contractor agrees not to self -insure or to use any self-insured retentions on any portion of the insurance required herein and further agrees that it will not allow any indemnifying party to self - insure its obligations to City. If Contractors existing coverage includes a self-insured retention, the self-insured retention must be declared to City. City may review options with Contractor, which may include reduction or elimination of the self-insured retention, substitution of other coverage, or other solutions. Contractor agrees to be responsible for payment of any deductibles on their policies. G. City Remedies for Non Compliance. If Contractor or any subcontractor fails to provide and maintain insurance as required herein, then City shall have the right but not the obligation, to purchase such insurance, to terminate this Contract, or to suspend Contractor's right to proceed until proper evidence of insurance is provided. Any amounts paid by City shall, at City's sole option, be deducted from amounts payable to Contractor or reimbursed by Contractor upon demand. H. Timely Notice of Claims. Contractor shall give City prompt and timely notice of claims made or suits instituted that arise out of or result from Contractor's performance under this Contract, and that involve or may involve coverage under any of the required liability policies. City assumes no obligation or liability by such notice, but has the right (but not the duty) to monitor the handling of any such claim or claims if they are likely to involve City. I. Coverage not Limited. All insurance coverage and limits provided by Contractor and available or applicable to this Contract are intended to apply to the full extent of the policies. Nothing contained in this Contract or any other agreement relating to City or its operations limits the application of such insurance coverage. J. Coverage Renewal. Contractor will renew the coverage required here annually as long as Contractor continues to provide any Work under this or any other Contract or agreement with City. Contractor shall provide proof that policies of insurance required herein expiring during the term of this Contract have been renewed or replaced with other policies providing at least the same coverage. Proof that such coverage has been ordered shall be submitted prior to expiration. A coverage binder or letter from Contractor's insurance agent to this effect is acceptable. A certificate of insurance and/or additional insured endorsement as required in these specifications applicable to the renewing or new coverage must be provided to City with five (5) calendar days of the expiration of the coverages. K. Maintenance of General Liability Coverage. Contractor agrees to maintain commercial general liability coverage for a period of ten (10) years after completion of the Project or to obtain coverage for completed operations liability for an equivalent period. CERTIFICATE OF INSURANCE CHECKLIST City of Newport Beach This checklist is comprised of requirements as outlined by the City of Newport Beach. * Date Received: 3/9/15 Dept./Contact Received From: Raymund Date Completed: 3/10/15 Sent to: Raymund By: Chris/Alicia Company/Person required to have certificate: Bellingham Marine Industries Inc. Type of contract: Public Works I. GENERAL LIABILITY EFFECTIVE/EXPIRATION DATE: 11/15/14 to 11/15/15 A. INSURANCE COMPANY: Travelers Indemnity Company of America B. AM BEST RATING (A-: VII or greater): A++;XV AM BEST RATING (A-: VII or greater) A++;XV C. ADMITTED Company (Must be California Admitted): ADMITTED COMPANY (Must be California Admitted): Is Company admitted in California? ❑ Yes N No D. LIMITS (Must be $1M or greater): What is limit provided? 1,000,000/2,000,000 E. ADDITIONAL INSURED ENDORSEMENT — please attach N Yes ❑ No F. PRODUCTS AND COMPLETED OPERATIONS (Must LIMITS Waiver of Auto Insurance / Proof of coverage (if individual) include): Is it included? (completed Operations status does N/A F. not apply to Waste Haulers or Recreation) N Yes ❑ No G. ADDITIONAL INSURED FOR PRODUCTS AND N N/A ❑ Yes ❑ No G. COMPLETED OPERATIONS ENDORSEMENT (completed ❑ N/A ❑ Yes N No H. Operations status does not apply to Waste Haulers) N Yes ❑ No H. ADDITIONAL INSURED WORDING TO INCLUDE (The City its officers, officials, employees and volunteers): Is it included? N Yes ❑ No I. PRIMARY & NON-CONTRIBUTORY WORDING (Must be included): Is it included? ® Yes ❑ No J. CAUTION! (Confirm that loss or liability of the named insured is not limited solely by their negligence) Does endorsement include "solely by negligence" wording? ❑ Yes N No K. ELECTED SCMAF COVERAGE (RECREATION ONLY): N N/A ❑ Yes ❑ No L. NOTICE OF CANCELLATION: ❑ N/A N Yes ❑ No II. AUTOMOBILE LIABILITY EFFECTIVE/EXPIRATION DATE: 11/15/14 to 11/15/15 A. INSURANCE COMPANY: The Phoenix Insurance Company B. AM BEST RATING (A-: VII or greater) A++;XV C. ADMITTED COMPANY (Must be California Admitted): Is Company admitted in California? ❑ Yes N No D. LIMITS - If Employees (Must be $1M min. BI & PD and $500,000 UM, $2M min for Waste Haulers): What is limits provided? 1,000,000 E LIMITS Waiver of Auto Insurance / Proof of coverage (if individual) (What is limits provided?) N/A F. PRIMARY & NON-CONTRIBUTORY WORDING (For Waste Haulers only): N N/A ❑ Yes ❑ No G. HIRED AND NON -OWNED AUTO ONLY: ❑ N/A ❑ Yes N No H. NOTICE OF CANCELLATION: ❑ N/A N Yes ❑ No M. WORKERS' COMPENSATION EFFECTIVE/EXPIRATION DATE: 11/15/14 to 11/15/15 A. INSURANCE COMPANY: Alaska National Insurance Company B. AM BEST RATING (A-: VII or greater): A; IX C. ADMITTED Company (Must be California Admitted): X Yes ❑ No D. WORKERS' COMPENSATION LIMIT: Statutory ® Yes ❑ No E. EMPLOYERS' LIABILITY LIMIT (Must be $1M or greater) 1,000,000 F. WAIVER OF SUBROGATION (To include): Is it included? ® Yes ❑ No G. SIGNED WORKERS' COMPENSATION EXEMPTION FORM: ® N/A ❑ Yes ❑ No H. NOTICE OF CANCELLATION: ❑ N/A ® Yes ❑ No ADDITIONAL COVERAGE'S THAT MAYBE REQUIRED IV. PROFESSIONAL LIABILITY V POLLUTION LIABILITY V BUILDERS RISK X N/A ❑ Yes ❑ No HAVE ALL ABOVE REQUIREMENTS BEEN MET? ® Yes ❑ No IF NO WHICH ITEMS NEED TO BE COMPLETED? Approved: eo�Atk 3/10/15 Agent of Alliant Insurance Services Date Broker of record for the City of Newport Beach RISK MANAGEMENT APPROVAL REQUIRED (Non -admitted carrier rated less than _ Self Insured Retention or Deductible greater than $ ) ❑ N/A ❑ Yes ❑ No Reason for Risk Management approval/exception/waiver: Risk Management approval needed for the non -admitted status of the GL and Auto carrier. Approved by Sheri 3/10/15. Approved: Risk Management * Subject to the terms of the contract. Date .-..O PROJECTMARINA PARK MARINA • CONTRACT NO. 3897-91 To the Honorable City Council City of Newport Beach 100 Civic Center Drive Newport Beach, California 92660 Gentlemen: The undersigned declares that he has carefully examined the location of the work, has read the Instructions to the Bidders, has examined the Plans and Special Provisions, and hereby proposes to furnish all materials except that material supplied by the City and shall perform all work required to complete Contract No. 3897-D in accordance with the Plans and Special Provisions, and will take in full payment therefore the following unit prices for the work, complete in place, to wit: ITEM QUANTITY ITEM DESCRIPTION AND UNIT UNIT TOTAL AND UNIT PRICE WRITTEN IN WORDS PRICE PRICE 1. Lump Sum General Conditions: 7 r y v Ep Ove @ rPyk Yv 5� F Dollars and Cents Per Lump Sum 2. Lump Sum Mobilization: Dollars and Cents Per Lump Sum $ 3011 y� y $ 2 �0, CPQ 1of5 ITEM QUANTITY ITEM DESCRIPTION AND UNIT UNIT AND UNIT PRICE WRITTEN IN WORDS PRICE PRICE 3. Lump Sum Cast -In -Place Concrete: @ TWO NvAVtrP Dollars and Cents � Cents $ Per Lump Sum 4. Lump Sum Handrails and Railings: @�/x Xv✓#ca�brf /bollars and `7—eZ 0 Cents $ 576? Per Lump Sum 5, Lump Sum Signage: @.. / ,f tcL z h�VtY,.f-C' F/"7` ffollBtJ and -z-C410 Cents $ 8 Per Lump Sum 6. Lump Sum Marina Electrical: P4112102 -AP i/-<7-€ @a F16oIIars and Zk'! Cents $ id Per Lump Sum Lump Sum Marine Precast Concrete Piles: i�tc � yrtz�o 1'.er� 7-4.0 Two hr p�,ry 7w p ars and k�o Cents $ t ?` Per Lump Sum 8. Lump Sum Marina Piping and Equipment Systems: 013,2 �1eb SEv: v� d i% 7 ftP�g4 bla @7dreEC ; 6-P F,P11 6ollars and 0 Cents $ -1 3 62 Per Lump Sum 2of5 ITEM QUANTITY ITEM DESCRIPTION AND UNIT UNIT TOTAL AND UNIT PRICE WRITTEN IN WORDS PRICE PRICE 9. Lump Sum Floating Docks: CIIVW- @ Oyr "Arp AaOrDollars and Cents Per Lump Sum 10. Lump Sum Gangways: 62,,, Al-*-, eWV @ Alm" Doll ars and E� Cents Per Lump Sum 11. Lump Sum Boat Hoist and Ladder (per Drawing S1.03): pe,_ys-¢- yz�dgfq� "lW 04,34vp and - f? Cents Per Lump Sum 12. Lump Sum Project Close Out and Record / As -Built Drawings: nTen Thousand Dollars and Zero Cents Per Lump Sum $P37t; Ity $ 1 V $ 10.000.00 3of5 TOTAL CONTRACT AMOUNT (BASIS OF AWARD) IN WRITTEN WORDS ��+e- ✓,dsD�/�� �, /�?'� ��l/r��� �yh" "dollars S/xr p p� U~ and `Z� Cents otal Price (Figures) January 20, 2015 Date 707-678-2385/707-678-1760 Bidder's Telephone and Fax Numbers 442499; A, C 10, C 16, HAZ Bidder's License No(s). and Classifications) Bellingham Marine Industries, Inc. Bidd aures R. Puder, Vice President Bidder's Authorized Signature and Title 810 S arling Lane Dixon CA 95620 Bidder's Address Bidder's email address: il2tider@bellipgham-marine.com 4of5 The selection of lowest responsible bidder shall be based on the Total Base Bid amount above. The bid amount entered for the additive bid item below is for the sole purpose of City information. The City may, during construction, elect to construct one, all, or none of these additive bid items through Change Order(s). Al. Lump Sum A2. Lump Sum Operation and Maintenance of Marine Construction Five years (1,825 Calendar Days) maintenance of marine docks per Section 35 0150. @ Dollars and j ¢*ppm Cents $ $ I t F/C� Per Lump Sum Installation Floater Insurance @22'2�flfllf5'f�Dollars s� and et/ Cents $ $ 4 Per Lump Sum 5of5 Page: 1 of 2 MARINA DOCKS DATE Pub it cfr (f Works Director TO: ALL PLANHOLDERS The following changes, additions, deletions, or clarifications shall be made to the Contract Documents — all other conditions shall remain the same. A.GENERAL 1. The final day to submit bidder questions has changed to 5:00p.m. on January 8, 2015. & CONTRACT 1. EXHIBIT C INSURANCE REQUIREMENTS — PUBLIC WORKS AND CONSTRUCTION. Add as an alternative bid item: "Section 3E - Installation Floater Insurance. Contractor shall provide Installation Floater insurance with replacement value coverage for this contract. The deductabile for this insurance should not exceed $25,000." 1. Replace "Proposal' in its entirety, with `Proposal (115/2015)." i:\userslpbMshared\contracts1c3897(cap09-0070) -mad na park package 4 construction bid items\addend um 1\addendum -no. t.doc Page: 2 of 2 1. Replace Sheet F1.03 with sheet F1.03 Addendum 1. 2. Replace Sheet W1.04 with sheet W1.04 Addendum 1. 3. Insert Exhibit A (January 6, 2015 —ADDENDUM 1). D. SPECIFICATIONS 1. Replace Section 31 6237 in its entirety, with Section 31 6237 (January 6, 2015 — ADDENDUM 1). E. REQUEST FOR INFORMATION 1. A compilation of all RFI's is provided to planholders as "Bidder's Questions and Answers." (116115) Bidders must sign this Addendum No. 1 and attach it to the bid proposal, Bid may not be considered unless this signed Addendum No. 1 is attached. I have carefully examined this Addendum and have included full payment in my Proposal. Bidder's Name (Please Print) Date Authorized Signature & Title 1:\users\pbwishared\contracts\c3897(cap09-0070) - marina park\package 4 construction\bid itemsladdendum 1\addendum - no.l .doc SECTION 31 6237 MARINE PRECAST CONCRETE PILES K _._ ' 1.1 WORK INCLUDED MARINA PARK PACKAGE 4 MARINA DOCKS A. MARINE PRECAST CONCRETE PILES consists of furnishing all labor, equipment, materials, and incidentals necessary to furnish and install marina dock guide piles, gangway platform bearing piles, pile caps and other related Work complete, as indicated on the Drawings and as specified. RELATED WORK Section 02 0001 - Basic Site Materials and Methods Section 05 5000 — Metal Fabrications Section 35 5135 — Floating Docks MEASUREMENT AND PAYMENT A. The contract lump sum price paid for MARINE PRECAST CONCRETE PILES shalt include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in furnishing and installing the marina dock guide piles and caps, gangway platform bearing piles, boat hoist platform bearing piles, and shall include concrete strength and performance testing, finishing and repair or replacement of piling as shown on the Drawings, as specified in the Reference Standards, specified herein, and as directed by the Engineer. Payment will be made under MARINE PRECAST CONCRETE PILES bid item. B. No payment will be made for installation when piles are driven out of tolerance until the piles are placed in the correct position and within the specified tolerances. A. American Concrete Institute (ACI): ACI 543R Recommendations for Design, Manufacture, and Installation of Concrete Piles ACI 347 Recommended Practice for Concrete Form Work B. American Society for Testing and Materials (ASTM International): ASTM A36 Standard Specification for Carbon Structural Steel ASTM A53 Standard Specification for Pipe, Steel, Black and Hot -Dipped Zinc -Coated (Galvanized) Welded and Seamless ASTM A82 Standard Specification for Steel Wire, Plain for Concrete Reinforcement ASTM A416 Standard Specification for Steel Strand, Uncoated Seven -Wire Stress Relieved Strand for Prestressed Concrete ASTM A615 Standard Specification for Deformed and Plain Billet— Steel Bars for Concrete Reinforcement November 21, 2014 January 6, 2015 -ADDENDUM 1 31 6237-1 Marine Precast Concrete Piles MARINA PARK PACKAGE 4 MARINA DOCKS ASTM A706 Specification for Low -Alloy Steel Deformed Bars for Concrete Reinforcement ASTM A775 Standard Specification for Epoxy -Coated Steel Reinforcing Bars ASTM A934 Standard Specification for Epoxy -Coated Prefabricated Steel Reinforcing Bars ASTM C31 Practices for Making and Curing Concrete Test Specimens in the Field ASTM C33 Standard Specification for Concrete Aggregates ASTM C39 Test Method for Compressive Strength of Cylindrical Concrete Specimens ASTM C88 Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate ASTM C136 Standard Test Method for Sieve analysis of Fine and Coarse Aggregates ASTM C143 Standard Test Method for Slump of Hydraulic Cement Concrete ASTM C150 Standard Specification for Portland Cement ASTM C289 Test Method for Potential Reactivity of Aggregates (Chemical Method) ASTM C309 Standard Specification for Liquid Membrane -Forming Compounds for Curing Concrete ASTM C470 Standard Specification for Molds for Forming Concrete Test Cylinders Vertically ASTM C494 Standard Specification for Chemical Admixtures for Concrete ASTM D1785 Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe, Schedules, 40, 80, and 120 ASTM D3963 Standard Specification for Fabrication and Jobsite Handling of Epoxy Coated Reinforcing Steel Bars C. Prestressed Concrete Institute (PCI): PCI MNL -116 Manual for Quality Control for Plants and Production of Precast and Prestressed Concrete Products PCI MNL -120 PCI Design Handbook - Precast and Prestressed Concrete PCI MNL -123 Design and Typical Details of Connections for Precast and Prestressed Concrete PCI MNL -135 Tolerance Manual for Precast and Prestressed Concrete Construction D. Reference Specifications (RS) are the 2009 Edition of the "Greenbook", Standard Specifications for Public Works Construction. 1.5 DESIGN REQUIREMENTS A. For the marina guide piles, the applied lateral wind and impact loads shall be calculated for not lower than a +7.5 foot MLLW water surface, and a load height acting upon the piles at no lower than +8,5 foot MLLW. November 21, 2014 January 6, 2015 - ADDENDUM 1 31 6237-2 Marine Precast Concrete Piles MARINA PARK PACKAGE 4 MARINA DOCKS B. Loads imposed on the dock framing system as previously noted in this loading criteria, shall be imposed in -like kind to the piles providing the lateral load resistance for the docks. C. Pile penetration shall not be less than 15 feet, nor the calculated penetration plus 3 feet. D. Marina guide pile typical cutoff elevation shall not be lower than +13.0 feet,MLLW. E. Piles are to be round and include jet tube assembly as depicted on the drawings. Jet tube shall be PVC SCH80 Pipe. The jet tube couplings, nipple, elbow, and nozzle shall be SCH40 steel. F. Half (50%) of the production piles shall be fitted with stingers as depicted on the project drawings. 1.6 MIX DESIGN A. Mix shall be designed to produce a concrete that has maximum density, minimum shrinkage, and maximum smoothness of surface. B. Concrete mix design shall have a compressive strength, when tested in accordance with ASTM C39 at 28 days of 6,000 psi, conforming to RS Subsection 201-1.1.4. C. Water -Cement Ratio: Maximum 0.38 by weight. D. Total Air Content: 3 percent, determined in accordance with ASTM C173. E. Maximum Aggregate Size: 1 inch, in accordance with ACI 318 Section 3.3 for congested areas unless noted otherwise on the Drawings F. Proportion concrete in conformance with ACI 318, Chapter 4, Durability Requirements. 1.7 SUBMITTALS A. Submit concrete mix design conforming to RS Subsections 201-1.1 and 201-1.1.4 to Engineer for approval. B. Submit shop drawings for piles and reinforcing steel in conformance with ACI 318. Provide bending diagrams and assembly diagrams. Indicate splicing, laps of bars, shapes, dimensions, and details of bar reinforcing, accessories, and concrete cover. Do not scale dimensions from structural Drawings to determine lengths of reinforcing rods. Reproductions of Drawings are unacceptable. C. Manufacturer's Data and Certificates of Compliance 1. Certificates of compliance, mill certificates, samples, and test results for prestressing steel, non -prestressed reinforcing steel, pile anchorage steel, PVC jetting tube, and all other embedded items. 2. Certificates of compliance, samples, and test results for cement, aggregates, and admixtures. 3. Certificates of jack calibration curves used in prestressing. Certificates shall be traceable to the NIST. November 21, 2014 January 6, 2015 - ADDENDUM 1 31 6237-3 Marine Precast Concrete Piles MARINA PARK PACKAGE 4 MARINA DOCKS 4. Fabrication Reports: The Contractor shall furnish a written report, including steam -curing data, on each pile approved source, certifying the pile conforms to the Drawings and to the Specification. 5. Submit six (6) copies of precasting manufacturers quality control procedures established in accordance with PCI MNL116. This may include current IAS "Accredited Fabricator' or PCI "Plant Certification Program" certification for manufacturer of Group C3 products. D. Submit certification that aggregates meet the requirements of ASTM C33 Appendix XI for reactivity when tested in conformance with ASTM C289. E. Submit certification that the aggregates meet the soundness requirements of ASTM C33 when tested in accordance with the requirements of ASTM C88 using a sodium sulfate solution. Project Record Documents: Accurately record the following: 1. Sizes, lengths, and locations of piles. 2. Sequence of driving. 1.8 QUALITY ASSURANCE A. Fabricate in accordance with requirements of PCI MNL -116. B. Design and select pile components under direct supervision of a Professional Engineer experienced in design of this Work and licensed in the State of California. C. Installer Qualifications: Company specializing in performing the work of this section with minimum five years of experience. D. Manufacturer and Fabricator Qualifications: Company specializing in manufacturing products specified in this Section, with not less than three years of documented experience. E. Piles shall not be driven for at least fourteen (14) days after casting, and until the compressive strength of the concrete has reached at least 6,000 psi as determined by standard test cylinders obtained at the Contractors expense and cured under the same conditions as the piles. 1.9 SITE CONDITIONS A. Sub -soil conditions are generally described in the geotechnical boring logs and geotechnical reports as referenced in Section 02 0001 BASIC SITE MATERIALS AND METHODS, 1.3.C. Geotechnical Reports. The responsibility of interpreting this data rests with the Contractor, and the City makes no representation as to the accuracy or consistency of the data provided. PART2-PRODUCTS 2.1 MATERIALS A. Portland cement concrete shall conform to RS Subsection 201 1 unless shown otherwise on Drawings. Portland cement shall be Type II, low alkali (0.6 percent, maximum), in conformance with ASTM C150. November 21, 2014 January 6, 2015 -ADDENDUM 1 31 6237-4 Marine Precast Concrete Piles MARINA PARK PACKAGE MARINA DOCKS B. Prestressing steel tendons shall meet ASTM A416, Grade 270, seven -stranded steel cable, low - relaxation type, full length without splices, uncoated and as indicated on Drawings. C. Reinforcing steel shall be Grade 60 in conformance with ASTM A615, RS Subsection 201-2 and ACI 318. Bars shall be fusion bonded epoxy coated (purple) conforming to the provisions in ASTM A775 and ASTM A934, except thickness shall be 7 mils minimum. Repairs to damaged coating shall be as described in ASTM D3963, except all visible cracks shall be repaired. D. Aggregate shall be normal weight in conformance with RS Subsection 200 1.4, and shall conform to ASTM C33, and ACI 318, except where concrete is specified by Class on Drawings in conformance with RS Subsection 201-1.1.2. E. Non -shrink grout shall be chosen by Contractor and closely match the color of the new bulkhead cap, with samples to be provided to the City / Engineer prior to final grouting. Other non -masonry grouts shall conform to RS Subsection 201-7 and as indicated on Drawings. F. Chemical admixtures shall conform to RS Subsection 201-1.2.4 1. Calcium chloride shall not be used. 2. Strength of concrete with admixture shall be, at 48 hours and more, not less than similar concrete without the admixture. G. Stingers shall be made from H -pile steel at the dimensions and embedment as depicted on the drawings. 2.2 PILE CAPS A. Pile caps shall be conical molded fiberglass reinforced plastic, with a minimum thickness of 1/8 inch and a white gel coat finish and attached to the guide pile with a marine grade epoxy adhesive. PART 3 - EXECUTION 3.1 PREPARATION A. Use driving method that will not cause damage to nearby structures or concrete sheet piling. 3.2 INSTALLATION A. Piles shall be hammer driven full length. Jetting may be used to assist in the hammer driving. jetting is used, it must terminate 5' above tip elevation. Exception: Jetting or pre -jetting W1.04) without explicit permission from the Engineer. B. Drive piles in the presence of the Engineer. Provide facilities for the Engineer to inspect and record pile data. C. Marking of Piles: Mark each pile at 1 -foot intervals for the purpose of recording the penetration resistance and depth of penetration of the pile. The marks shall be clearly visible. D. Protect pile head during driving, using cushion cap with full bearing on pile butt for even distribution of hammer blow. November 21, 2014 January 6, 2015 -ADDENDUM 1 31 6237-5 Marine Precast Concrete Piles MARINA PARK PACKAGE MARINA DOCKS E. Do not damage piles during driving operations. Location of top of pile shall be within two inches of the location shown on the Drawings. Piles shall be driven with an inclination of not more than 1/8 per foot from vertical. To determine location, the piles shall not be pulled from their natural (freestanding) location. The natural (freestanding) location shall be determined without constraint, support, or movement of the leads against the piles. 3.3 UNACCEPTABLE PILES A. Unacceptable Piles: Piles that are placed out of position that affect other design elements, are below cut-off elevations, or are damaged. B. Replace piles to conform to specified requirements. I��Z�l�yx�tf[�Pl November 21, 2014 January 6, 2015 -ADDENDUM 1 31 6237-6 Marine Precast Concrete Piles MARINA PARK PACKAGE 4 MARINA DOCKS L;- TF . a - n EE ET -1L i!�1i111_11111�111�'[1J�ILLIJ1t1111�i` 11i111111L�1i`� I -I r E. .,U HE­ 'ILE SPESEE DETAIL .— _ AN Air, f i \ -ILE L.;.YQLIT PLAN wl.cu ; :LE j .E L.,t,r (E)—T, tFT Three guide piles within stone column area — no jetting allowed: guide pile #22, 23, and 24. - _ ..4 i . L. TF:: Exhibit A: Pile Locations indicating no jetting allowed per Specification 316237, 3.2A, 1. January 6, 2015 -ADDENDUM 1 M a't : 4 . Stone Column Area -0 v 0 I -- Six bearing piles within stone column # �'� •' t `' area — no jetting ! allowed: bearing pile I #5, 6, 7, 8, 9, and 10. I' 1-1 �I -f t—�®. fib. .,.. • Y I ,.a: df @ f i \ -ILE L.;.YQLIT PLAN wl.cu ; :LE j .E L.,t,r (E)—T, tFT Three guide piles within stone column area — no jetting allowed: guide pile #22, 23, and 24. - _ ..4 i . L. TF:: Exhibit A: Pile Locations indicating no jetting allowed per Specification 316237, 3.2A, 1. January 6, 2015 -ADDENDUM 1 M v 2 O i a e @ $e IU ms Q � of3 s� a � •xg s m � � %. ��% a x � s r u Gg'm m c `moi ngg y pp £ yy a� mm $ Q3 O Page: 1 of 2 W91a].I► u ► • '. a r 4: r + r • • ;. MARINA i a l JJiI%� TO: •, a r The following changes, additions, deletions, or clarifications shall be made to the Contract Documents — all other conditions shall remain the same. 1. Replace Sheet S1.06 with sheet S1.06 Addendum 3. 2. Replace Sheet S1.07 with sheet S1.07 Addendum 3. h#:7xelll��iar+7�I�17i7: ti _ r 1. A compilation of all RFFs is provided to planholders as `Bidder's Questions and Answers." (1/15115) i:tuserslpbwlshared\contracts\c3897(capo9.o070) • marina parMpackage 4 constructiontid Items\addendum 3Wdendum - no.3.doc Page; 2 of 2 Bidders must sign this Addendum No. 3 and attach It to the bid proposal. Bid may not be considered unless this signed Addendum No. 3 is attached. 1 have carefully examined this Addendum and have included full payment in my Proposal. 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A. PLANS 1. Replace Sheet F1.03 with sheet F1.03 Addendum 4. B. SPECIFICATIONS 1. Replace Section 33 0510 with Section 33 0510 Addendum 4 (January 16, 2015) !:\usersipbw\shared\contracts\c3897(cap09-0070) - marina park\package 4 construction\bid items\addendum 4\addendum - no.4.doc Page: 2 of 2 Bidders must sign this Addendum No. 4 and attach it to the bid proposal. Bid may not be considered unless this signed Addendum No. 4 is attached. I have carefully examined this Addendum and have included full payment in my Proposal. Bidder's Name (Please Print) Date Authorized Signature & Title 1:\users\pbMshared\contracts\c3897(cap09-0070) - marina park\package 4 constructionWd Items\addendum 4\addendum - noA.doc MARINA PARK PACKAGE MARINA DOCKS SECTION 33 0510 MARINA PIPING AND EQUIPMENT SYSTEMS PART1- GENERAL 1.1 WORK INCLUDED A. MARINA PIPING AND EQUIPMENT SYSTEMS consists of furnishing transportation, labor, materials, and equipment to furnish, install, and test the dock potable water, fire water and sewer pump out system(s), including piping, valves, hose bibbs, fire hose and fire extinguisher cabinets, gangway piping, hose connections, and sewage equipment as specified and as indicated on the mechanical Drawings for the docks. 1.2 RELATED WORK A. Section 26 2005 — Marina Electrical B. Section 35 5135 — Floating Docks C. Section 35 5140 - Gangways 1.3 MEASUREMENT AND PAYMENT A. The contract lump sum price paid for MARINA PIPING AND EQUIPMENT SYSTEMS shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in furnishing and installing the marina mechanical and fire system as shown on the Drawings, as specified in the Reference Standards, specified herein, and as directed by the Engineer. Payment will be made under MARINA PIPING AND EQUIPMENT SYSTEMS unit price bid item. 1.4 REFERENCES A. American National Standards Institute (ANSI) B. American Society of Mechanical Engineers (ASME): ASME 816.3 Malleable -Iron Threaded Fittings, Classes 150 and 300 ASME B16.5 Pipe Flanges & Flanged Fittings ASME B16.9 Factory -Made Wrought Steel Buttwelding Fittings ASME B16.18 Cast Copper Alloy Solder Joint Pressure Fittings ASME 816.22 Wrought Copper and Copper Alloy Solder Joint Pressure Fittings ASME 816.24 Cast Copper Alloy Pipe Flanges and Flanged Fittings Class 150, 300, 400, 600, 900, 1500, and 2500 C. American Society for Testing and Materials (ASTM International) ASTM A53 Standard Specification for Pipe, Steel, Black and Hot -Dipped Zinc -Coated Welded and Seamless ASTM A105 Standard Specification for Carbon Steel Forgings for Piping Applications ASTM A183 Standard Specification for Carbon Steel Track Bolts and Nuts November 12, 2014 330510-1 January 16, 2015 —ADDENDUM 4 Marina Piping and Equipment Systems D. American Water Works Association (AWWA): AWWAC110 Ductile -Iron and Gray -Iron Fittings, 3in. through 48in. for Water and Other Liquids ASME/AWWA C151/A21.51 Ductile -Iron Pipe, Centrifugally Cast, for Water or Other Liquids ASME/AWWA C206 Field Welding of Steel Water Pipe AWWA C500 Metal -Seated Gate Valves for Water Supply Service AWWA C651 Disinfecting Water Mains AWWA M23 PVC Pipe - Design and Installation E. Factory Mutual (FM) F. Manufacturers Standardization Society Of The Valve And Fittings Industry, Inc. (MSS): MSS SP -58 Pipe Hangers and Supports — Materials, Design and Manufacture MSS SP -69 Pipe Hangers and Supports — Selection and Application MSS SP -80 Bronze Gate, Globe, Angle and Check Valves MSS SP -110 Ball Valves Threaded, Socket -Welding, Solder Joint, Grooved and Flared Ends G. National Fire Protection Association (NFPA): NFPA 14 Installation of Standpipe and Hose Systems NFPA 303 Marinas and Boatyards November 12, 2014 330510-2 January 16, 2015—ADDENDUM 4 Marina Piping and Equipment Systems MARINA PARK PACKAGE MARINA DOCKS ASTM A234 Standard Specification for Piping Fittings of Wrought Carbon Steel and Alloy Steel for Moderate and High Temperature Service ASTM B32 Standard Specification for Solder Metal ASTM B42 Standard Specification for Seamless Copper Pipe, Standard Sizes ASTM B88 Standard Specification for Seamless Copper Water Tube ASTM B584 Standard Specification for Copper Alloy Sand Castings for General Applications ASTM D1784 Standard Specification for Poly (Vinyl Chloride) PVC Compounds and Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds ASTM D1785 Standard Specification for Polyvinyl Chloride (PVC) Plastic Pipe, Schedules 40, 80, and 120 ASTM D2241 Standard Specifications for Polyvinyl Chloride (PVC) Pressure -Rated Pipe (SDR Series) ASTM D2467 Standard Specification for Polyvinyl Chloride (PVC) Plastic Pipe Fittings, Schedule 80 ASTM D2564 Standard Specification for Solvent Cements for Polyvinyl Chloride (PVC) Plastic Piping System ASTM D3035 Standard Specification for Polyethylene (PE) Plastic Pipe (DR- PR) Based on Controlled Outside Diameter ASTM F714 Standard Specification for Polyethylene (PE) Plastic Pipe (SDR- PR) Based on Outside Diameter D. American Water Works Association (AWWA): AWWAC110 Ductile -Iron and Gray -Iron Fittings, 3in. through 48in. for Water and Other Liquids ASME/AWWA C151/A21.51 Ductile -Iron Pipe, Centrifugally Cast, for Water or Other Liquids ASME/AWWA C206 Field Welding of Steel Water Pipe AWWA C500 Metal -Seated Gate Valves for Water Supply Service AWWA C651 Disinfecting Water Mains AWWA M23 PVC Pipe - Design and Installation E. Factory Mutual (FM) F. Manufacturers Standardization Society Of The Valve And Fittings Industry, Inc. (MSS): MSS SP -58 Pipe Hangers and Supports — Materials, Design and Manufacture MSS SP -69 Pipe Hangers and Supports — Selection and Application MSS SP -80 Bronze Gate, Globe, Angle and Check Valves MSS SP -110 Ball Valves Threaded, Socket -Welding, Solder Joint, Grooved and Flared Ends G. National Fire Protection Association (NFPA): NFPA 14 Installation of Standpipe and Hose Systems NFPA 303 Marinas and Boatyards November 12, 2014 330510-2 January 16, 2015—ADDENDUM 4 Marina Piping and Equipment Systems MARINA PARK PACKAGE 4 MARINA DOCKS H. Reference Specifications (RS) are the 2009 Edition of the "Greenbook", Standard Specifications for Public Works Construction I. The Society for Protective Coatings (SSPC): SSPC-PS 12.00 Guide to Zinc Rich Coating Systems J. Underwriters Laboratories Incorporated (UL) 1.5 SUBMITTALS A. Provide manufacturer's data including but not limited to drawings, connection details, manuals, UL listings, FM approvals, disinfection reports, bacteriological reports, installation instructions and/or catalog cut sheets for the following: 1. Pipe, fittings and valves 2. Joints and couplings 3. Hoses and hose connections, including stainless steel outer helix wire 4. Central vacuum pump -out unit 5. Sewer hose cart enclosure 6. Sewer hydrants 7. Fire extinguisher cabinets 8. Fire extinguishers 9. Pipe hangers and supports 1.6 DELIVERY, STORAGE, AND HANDLING A. Inspect materials delivered to site for damage. Unload and store with minimum handling. Store materials on site in enclosures or under protective covering. Store plastic piping under cover out of direct sunlight. Do not store materials directly on the ground. Keep inside of pipes, fittings and equipment free of dirt and debris. B. Pipes: 1. Store pipe in stock piles built on a flat base. 2. Keep rubber gaskets from excessive heat and free from oil and grease. C. Store fittings, cabinets, pump out units, sewer hydrant equipment, and valves on wooden platforms above ground. D. Handle pipe, fitting, valves, and other accessories in such manner as to ensure delivery to the docks and installation location in a sound undamaged condition. PART 2 -PRODUCTS 2.1 WATER SYSTEMS MATERIALS A. The materials and equipment to be furnished under this Section shall be standard products of the manufacturer. Where two or more units of the same equipment are required, units shall be November 12, 2014 330510-3 January 16, 2015 — ADDENDUM 4 Marina Piping and Equipment Systems MARINA PARK PACKAGE 4 MARINA DOCKS the product of a single manufacturer, Materials shall be delivered to the jobsite new and unused. All materials shall be weatherproof and suitable for a corrosive marine environment, including UV resistance. No ferrous materials shall be used unless specified or indicated on the plans. B. Hangers, straps, brackets, fasteners, and appurtenances above the water line shall be type 316 stainless steel as detailed on the Drawings. Other hangers and supports shall be as indicated on Drawings or required to maintain indicated support spacing. C. Hangers, straps, and brackets below the water line shall be type 316 stainless steel as detailed on the Drawings. Other hangers and supports shall be as indicated on Drawings or required to maintain indicated support spacing. D. Potable Water Piping: The pipe material for installation is noted on Drawings. Fittings, flanges, and appurtenances shall be compatible with the pipe. Copper Tubing: a. ASTM B88, Type K with ASME 816.18 or ASME B16.22 solder joint fittings. Provide ASTM B42 copper pipe nipples with threaded end connections. Provide approved lead-free solder. b. Ball Valves shall be, copper alloy with threaded ends. Ball Valves shall be full port have quarter turn lever handles and be rated for 600 psi. Ball valves shall comply with MSS SP -110, while check valves shall comply with MSS SP -80 and be rated for 300 psi. 2. Stainless Steel (SS) Piping: a. SS piping shall be Schedule 40, Type 316 Stainless Steel. 3. Polyvinyl Chloride (PVC) Piping UVR: a. PVC piping shall be Schedule 80 Plain end UVR, ASTM D1784 and ASTM D1785 pipe and ASTM D2467 Schedule 80 fittings with solvent weld joints. Solvent shall conform to ASTM D2564. Where threaded joints are noted, Schedule 80 pipe and fittings shall be used in conformance with ASTM D 2467. b. Shut off valves in dock potable water system shall be copper alloy ball valves as noted above in the "Potable Water Piping" Article above. C. Plastic pipe and fittings shall bear the seal of the National Sanitation Foundation for potable water service. 4. High Density Polyethylene (HDPE) Piping: a. HDPE piping shall be SDR -11, per ASTM D3035 and ASTM F714. b. Joints shall be butt fuse welded. C. HDPE pipe shall include carbon black for UV Resistance. 5. Flexible Hose: a. Flexible Hose and fitting materials shall be compatible with potable water and suitable for 24 hour contact with chlorine sterilization solution in the hose interior, and with seawater and sunlight on the hose exterior. November 12, 2014 330510-4 January 16, 2015 — ADDENDUM 4 Marina Piping and Equipment Systems MARINA PARK PACKAGE 4 MARINA DOCKS b. Factory assembled lengths with 200 psi working pressure and marine stainless steel (SS316) couplings each end, including stainless steel (SS316) outer helix wire 6. Hose Bibbs: a. Dock hose bibb stations shall be 3/4 -inch Henderson Marine Supply Hose Bibb No. 30219 and Vacuum Breaker No. 11850 as approved equivalent. E. Firewater Piping: The pipe material for installation on the docks is noted on Drawings. Fitting, flanges, and appurtenances shall be compatible with the pipe. 1. High Density Polyethylene (HDPE) Piping: a. HDPE piping shall be SDR -11, per ASTM D3035 and ASTM F714. b. Joints shall be butt fuse welded. 2. Stainless Steel (SS) Piping: a. SS piping shall be Schedule 40, Type 316 Stainless Steel. 3. Copper Tubing: a. Copper Tubing shall be ASTM B88, Type K with ASME B16.18 or ASME B16.22 solder joint fittings. Provide ASTM B42 copper pipe nipples with threaded end connections. Provide ASTM B32, 95-5 tin -antimony solder, or provide approved lead-free solder. Fire Extinguishers and Cabinets: 1. Fire extinguishers shall be as noted on the Drawings. Fire extinguisher cabinets shall be Item No. 11-020 Y (Yellow), as distributed by Henderson Marine at (800) 523-1586, or approved equal, and shall be installed as noted on Drawings. 2.2 SEWER SYSTEM MATERIALS A. Sewer Systems Pump -out Units: 1. Dock sanitary sewer system shall include a central vacuum pump Masterline CV5400 unit as manufactured by EMP industries, telephone number (800) 355-7867or approved equal. All units shall have a minimum 5 horsepower motor, 60 gallon per minute capacity, and 29 inches of mercury vacuum. 2. Each unit shall be capable of evacuating sewage from boats holding tanks and delivering to an atmospheric sewer system as noted on Drawings. The systems shall also be provided with a 1-1/2 inch hose connections. The pump -out unit manufacturer shall provide the hoses and hose cart. Hose shall be 1-1/2 inch size, flexible polypropylene, vacuum rated, UV resistant with quick -release fittings at each end. Controls for unit shall be mounted on or immediately adjacent to unit and also be mounted on the hose reel cart. Manual controls are required. Remote controls are specifically excluded. Unit shall be base mounted, provided with a marine grade aluminum or stainless steel enclosure, with powder coating finish. Final finish coat shall be white. Each unit shall be provided with the recommended spare parts for commissioning and two years of operation, including all required special tools. 3. Manufacturer's warranty for pump out unit shall be a minimum of 3 years after installation. November 12, 2014 330510-5 January 16, 2015 — ADDENDUM 4 Marina Piping and Equipment Systems MARINA PARK PACKAGE MARINA DOCKS 4. Hose reel cart enclosure shall be provided for storage of hose reel cart. Enclosure shall be located adjacent to pump -out unity and be of similar construction to pump -out unit steel enclosure: base mounted, marine grade aluminum or stainless steel, with powder coating finish. Final finish coat shall be white. B. Sewer piping and appurtenances: 1. Rigid sewer piping on the suction side of the dock sanitary sewer system shall be 2" diameter Yelomine Restrained Joint PVC pipe, SDR -17,. Suction piping shall be able to withstand a full vacuum of 29 inches of mercury, and a working pressure of 20 psi. 2. Rigid sewer piping on the discharge side of the dock sanitary sewer system shall be 3" Yelomine Restrained Joint PVC pipe, SDR -17. Piping shall be hydrotested at 75 psi for 15 minutes. 3. Flexible sewer piping on the discharge side of the dock sanitary sewer system shall be factory assembled lengths of Goodall Rubber Co., Cyclone Series with stainless steel outer helix wire, ferrules, and couplings, or approved equal, with 150 psi minimum working pressure marine stainless steel Dixon "Boss" couplings each end, or approved equal. Hose assemblies at gangways on sanitary sewer force main shall be factory assembled, lengths as required to allow docks to rise and fall with tidal movement without undue stress to hose assembly. 4. All valves shall be full port. 5. Sewer pipe shall be labeled "Sewer" on every delivered joint of pipe. 6. All fittings, flanges, and hardware shall be per manufacturer's specifications. 7. Hangers and supports shall be type 316 stainless steel, and as specified on Drawings. 8. Pipe supports at the docks shall conform to MSS SP -58 and MSS SP -69. Support materials may be stainless steel or as noted on Drawings. A 1/16 inch thick sheet of polyethylene or other electrically isolating material shall be placed between the pipe and support, where the pipe and support are of dissimilar metal. The sheet shall extend 2 inches beyond the edge on both sides of the support. Manufacturer's listed maximum load ratings shall not be exceeded. Pipe shall not exceed spacing noted on Drawings or manufacturer's recommendation, whichever is smaller. 9. A portable hose cart shall be supplied to connect between the vessel and sewer hydrant. The hose cart shall have a 75' long, 1-1/2" diameter hose able to withstand a full vacuum of 29 inches of mercury, and a working pressure of 20 psi. Hose cart shall be provided from the same manufacturer as the marine pump -out system. PART 3 - EXECUTION 3.1 INSTALLATION A. Material and equipment shall be worked into a complete, convenient, and economical system or systems; all apparatus, parts, materials, and accessories which are necessary to accomplish this result shall be furnished and worked into place. Manufacturer's instructions, written or otherwise, shall be followed, unless superseded herein. B. Piping shall follow the general arrangement shown on Drawings. Provision for expansion and contraction of pipe lines shall be made where necessary. Piping shall be run essentially as indicated on Drawings, care being taken to avoid interference with other piping, conduit, or equipment. The location of piping to be run on gangways and docks shall be carefully coordinated with electrical conduits specified, other utility piping and equipment location. Before November 12, 2014 330510-6 January 16, 2015 —ADDENDUM 4 Marina Piping and Equipment Systems MARINA PARK PACKAGE MARINA DOCKS jointing and erection of piping, thoroughly clean interiors of pipe, and components. Maintain cleanliness by closure of pipe openings with caps or plugs. Before making final equipment connections, blow out each system with compressed air at 100 psig or more. C. The fire water system material, equipment and installation shall comply with NFPA 14 and NFPA 303. Signage for the fire department connections shall be as indicated on the Drawings and as approved by the Engineer and the City of Newport Beach Fire Department. D. Pipe, fittings, valves, and accessories will be carefully inspected by the Contractor before and after installation and those found defective shall be replaced. Remove fins and burrs from pipe and fittings. Before placing in position, clean pipe, fittings, valves, and accessories and maintain in a clean condition. Cut pipe accurately to measurements established at the site and work into place without springing or forcing. Replace by one of the proper dimension any pipe or fitting that does not allow sufficient space for proper installation of jointing material. Provide proper facilities for positioning piping into installation location. Provide anchors and supports where necessary for fastening work into place. Make proper provision for expansion and contraction of piping. At the end of each day's work, close open ends of pipe temporarily until pipe is to be worked on. E. Solder End Valves: Remove stems and washers and other item subject to damage by heat during installation. Reassemble valve after soldering is completed. Valves without heat sensitive parts do not require disassembly but shall be opened at least two turns during soldering. 3.2 FIELD TESTS AND INSPECTIONS A. The potable water, firewater and sewer systems shall be subjected to hydrostatic test. Each system may be tested as a unit or in sections, subject to approval by the Engineer. Prior to application of the test pressure, install a calibrated test pressure gage in each system to indicated any loss in pressure occurring during the test. Apply and maintain the test pressure as noted on the Drawings and in conformance with the agencies having jurisdiction, during which time there shall be no evidence of leakage as detected by a reduction in test pressure. Should a reduction occur, leaks shall be located, repaired, and the test repeated. Test pressure shall be as stated on Drawings. All equipment and apparatus required for the tests shall be furnished by the Contractor. B. The Engineer will conduct field inspections and witness field tests specified in this section. The Contractor shall perform field tests and provide labor, equipment, and incidentals required for testing, except that water and electric power needed for field tests will be furnished as set forth in the utility applicable section. Contractor shall be able to produce evidence, when required, that each item of work has been constructed in accordance with the Drawings and Specifications. 3.3 STERILIZATION OF POTABLE WATER SYSTEMS A. Contractor shall sterilize potable water systems per City disinfection and flushing standards. END OF SECTION November 12, 2014 330510-7 January 16, 2015 — ADDENDUM 4 Marina Piping and Equipment Systems Page: 1 of 1 f •01 ,. ... ..! DOCKSMARINA DATE: tP " i BY: jlG tpuly Public Works Dir ctor TO: ALL PLANHOLDERS The following changes, additions, deletions, or clarifications shall be made to the Contract Documents — all other conditions shall remain the same. B. SPECIFICATIONS 1. Replace Section 35 5135 with Section 35 5135 Addendum 5 (January 16, 2015) Bidders must sign this Addendum No. 5 and attach it to the bid proposal. Bid may not be considered unless this signed Addendum No. 5 is attached. I have carefully examined this Addendum and have included full payment in my Proposal. Bidder's Name (Please Print) Date Authorized Signature & Title 1:tuserslpbw\shared\contracts\c3897(cap09.0070) - marina park\package 4 mnstruction%id items\addendum 5\addendum - no.5.doc SECTION 35 5135 FLOATING DOCKS PART1- GENERAL 1.1 WORK INCLUDED A. FLOATING DOCKS consists of furnishing transportation, labor, design, fabricate and install a concrete floating dock system, including precast concrete floats, connection hardware, and bumpers, timber wales, rub rail, pile guide frames, dock boxe routing utility conduits and pipelines). MARINA PARK PACKAGE 4 MARINA DOCKS materials, and equipment to complete and ready to use, dock accessories, (cleats, s, utilities and provisions for B. The layout and functional dimensions of the floating dock system are indicated on Drawings. The floating dock system shall be designed by Contractor to meet requirements of Drawings and this Section. Materials shall be compatible and suited for their intended use in a marine environment. 1.2 A. B. C. D. E. IRCI RELATED WORK Section 05 5000 — Metal Fabrications Section 26 2005 — Marina Electrical Section 31 6237 — Marine Precast Concrete Piles Section 33 0510 — Marina Piping and Equipment Systems Section 35 0150 — Operation and Maintenance of Marine Construction Section 35 5140 - Gangways MEASUREMENT AND PAYMENT A. The contract lump sum price paid for FLOATING DOCKS shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in furnishing and installing the floating docks, waterside utilities, and dock appurtenances (including the low -profile modular docks, bull rail, cleats, dock boxes, dinghy racks, collapsible ladders, and other related items) as shown on the Drawings, as specified in the Reference Standards, specified herein, and as directed by the Engineer. Payment will be made under FLOATING DOCKS unit price bid item. 1.4 REFERENCES A. American Concrete Institute (ACI): ACI 211.2 Standard Practice for Selecting Propositions for Structural Lightweight Concrete ACI 212.3R Chemical Additives for Concrete ACI 318 Building Code Requirements for Structural Concrete B. American Institute of Steel Construction, Inc. (AISC): November 21, 2014 January 16, 2015 — ADDENDUM 5 355135-1 Floating Docks MARINA PARK PACKAGE 4 MARINA DOCKS AISC Manual Steel Construction Manual — 13th Edition C. American Society for Testing and Materials (ASTM International): ASTM A36 Standard Specification for Carbon Structural Steel ASTM A123 Standard Specification for Zinc (Hot -Dip Galvanized) Coatings on Iron and Steel Products ASTM At 53 Standard Specification for Zinc Coating (Hot -Dip) on Iron and Steel Hardware ASTM A185 Standard Specification for Steel Welded Wire Reinforcement, Plain, for Concrete ASTM A325 Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength ASTM A416 Standard Specification for Steel Strand, Uncoated Seven -Wire for Prestressed Concrete ASTM A615 Standard Specification for Deformed and Plain Carbon Steel Bars for Concrete Reinforcement ASTM A775 Standard Specification for Epoxy -Coated Steel Reinforcing Bars ASTM A884 Standard Specification for Epoxy -Coated Steel Wire and Welded Wire Reinforcement ASTM C33 Standard Specification for Concrete Aggregates ASTM C39 Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens ASTM C150 Standard Specification for Portland Cement ASTM C173 Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method ASTM C260 Standard Specification for Air -Entraining Admixtures for Concrete ASTM C330 Standard Specification for Lightweight Aggregates for Structural Concrete ASTM C494 Standard Specification for Chemical Admixtures for Concrete ASTM C578 Standard Specification for Rigid, Cellular Polystyrene Thermal Insulation ASTM C1107 Standard Specification for Packaged Dry, Hydraulic -Cement Grout (Nonshrink) ASTM D1785 Standard Specification for Poly Vinyl Chloride (PVC) Plastic Pipe, Schedules 40, 80, and 120 ASTM D3963 Standard Specification for Fabrication and Jobsite Handling of Epoxy -Coated Reinforcing Steel Bars ASTM F436 Standard Specification for Hardened Steel Washers ASTM F593 Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs ASTM F594 Standard Specification for Stainless Steel Nuts D. American Welding Society (AWS): AWS D1.1 Structural Welding Code - Steel November 21, 2014 January 16, 2015 — ADDENDUM 5 355135-2 Floating Docks MARINA PARK PACKAGE 4 MARINA DOCKS E. American Wood Preservers Association (AWPA): AWPA M4 Standard for the Care of Preservative -Treated Wood Products F. California Department of Boating and Waterways (DBW): Layout and Design Guidelines for Marina Berthing Facilities, July 2005 G. City of Newport Beach: Waterfront Project Guidelines and Standards, 2008 Edition, Harbor Design Criteria Commercial & Residential Facilities H. West Coast Lumber Inspection Bureau (WCLIB): Standard No.17 Grading and Dressing Rules for Lumber Reference Specifications (RS) are the 2009 Edition of the "Greenbook", Standard Specifications for Public Works Construction: 1.5 SYSTEM DESCRIPTION: DESIGN CRITERIA FOR FLOATING DOCKS A. Final calculations shall demonstrate that the concrete floating dock system and guide piles, using the criteria specified in this Section as a minimum standard, are designed to withstand the required loading, singularly or in combination, without damage to the dock or pile system, throughout the systems specified design life. The design loads shall be applied at the locations and in the combinations described in this Section. B. The layout and principal dimensions of the concrete floating dock system are indicated on the Drawings. Contractor shall provide a system that conforms to the layout and dimensions indicated on the Drawings and conforms to the provisions of this Section. C. The dock system shall be made of modular reinforced concrete floats designed in such a manner that modules may be replaced with similar modules in case of repairs. Modules shall consist of a concrete deck and fully encased polystyrene foam core. The foam core shall be encapsulated in concrete or an approved equal product to prevent any contact between the foam and seawater, and protect it from damage. Modules shall be connected to form continuous sections of floating dock by structural members or bolted connections capable of transmitting all loads imposed upon individual dock modules, or combinations of dock modules, to the floating dock restraint system. D. Freeboard under dead load only shall not be less than 18 inches or more than 24 inches at the end of 1 year from the date of Notice of Completion. Sufficient floatation shall be provided to support a dead load plus live load freeboard of not less than 8 inches. E. The floating dock system shall be designed to float level under dead load. The deck of the float modules shall be level and flush upon completion within the following tolerances. 1. Dead load only, and dead load and live load deck surface slope: a. Transverse Direction: Not more than 1/4 inch per foot, 1" maximum. b. Longitudinal Direction: Not more than 1 inch per 10 feet of length. November 21, 2014 January 16, 2015 —ADDENDUM 5 355135-3 Floating Docks MARINA PARK PACKAGE 4 MARINA DOCKS 2. Dead load and point live load: a. Transverse Direction: Not more than 1/2 inch per foot, 2" maximum. b. Longitudinal Direction: Not more than 1/4 inch per foot, 2" in 10 feet maximum. 3. Assembly gap between adjoining concrete floats: a. Minimum 1/4 -inch, Maximum 1/2 -inch 4. Vertical height difference between adjoining concrete floats, wafers and deck panels: a. Maximum 1/4 -inch F. Special floats shall be designed to support the superimposed dead loads imposed by gangways, ramps, utilities dinghy racks, or other dock accessories. Float modules with special loading shall have the same freeboard as floats with no such loading, so that there will be no residual stresses or tilting when the floats are interconnected and to ensure that the dock system deck is level within the specified tolerance. Individual float module depth shall be varied to provide sufficient support for concentrated loads and ensure that the floating dock system maintains the specified freeboard within the required tolerance. G. The floating dock system shall be designed so that conduit sleeves and piping for all utilities except the fire water system shall remain a minimum of 4 inches above the water surface under dead load conditions, and to facilitate installation, removal and servicing of the utilities. Access openings shall be provided at convenient locations as required for access to service utilities. H. The floating dock system, including all structural and accessory components of the system, shall be designed for a 50 year life expectancy. The floating dock system shall be designed to be restrained by the marine precast concrete guide piles as indicated on Drawings. The guide pile section, length, tip elevation and location shall be determined by the contractor's geotechnical engineer from the environmental conditions and the estimated design loads. Dock system shall be adjustable to guide pile X -Y location tolerances within a minimum of 4 inches in any direction, at the elevation of the guides at MHHW. 1.6 DESIGN REQUIREMENTS - DESIGN LOADS A. Dead load shall consist of the weight of float modules, framing, wale system, attachment steel, miscellaneous connection devices, and all other permanently attached accessories such as utilities, dock boxes, dinghy racks, fire protection equipment, cleats, and ramps. Contractor shall exercise care to ensure that all dead loads are accurately determined and accounted for, including superimposed gangway loads, consideration of weight gain due to water absorption, and manufacturing tolerances that affect the final freeboard. B. Minimum Live Loads shall consist of: 1. Uniform Live Load (LILL) of 50 pounds per square foot of dock, including the area of landings and ramps supported by the dock. 2. Concentrated Live Load (CLL) of 400 Pounds applied at any location on the floating dock greater than 12 -inches from an edge. 3. Wind Load (WL) on the projected "sail area' of a vessel/dock combination applied as discussed in the DBAW Guidelines, the City of Newport Beach, Waterfront Project Guidelines and Standards, and the following: November 21, 2014 January 16, 2015 — ADDENDUM 5 355135-4 Floating Docks MARINA PARK PACKAGE 4 MARINA DOCKS a. Wind load on the lateral area of vessels or structures shall not be less than 15 pounds per square foot acting on the projected area of the docks as well as the "sail area" of the berthed vessels. b. Lateral area of vessels for wind load calculations acting on the "sail area' of the vessel shall be as per Graph No. 1 in the City of Newport Beach, Waterfront Project Guidelines and Standards, or the actual sail area of the anticipated vessel, as shown in the following table: Overall Length — ft. 40 55 87 Coast Guard Cutter Effective Profile Height — ft. 9 11.5 17.5 Effective Beam Width — ft. 15 18 19.5 C. Wind Load Application: 1) 100 percent berth occupancy. 2) 100 percent applied to vessels in the front unshielded berth or row of berths. 3) Ten percent (10%) of the full wind load for an unshielded vessel shall be applied to each vessel in the lee of the unshielded vessel. 4) Transverse Load of design vessel applied at midship to the dock finger or mainwalk. 4. Wave Load (WL) applied as discussed in the DBAW Guidelines and the following: a. Wave height of 1 foot. b. Wave length equal to 55 feet, or the length of a finger for fingers less than 55 feet. C. Wave direction (propagation) parallel to longitudinal axis of the dock or finger. 5. Impact Load (IL) due to impact of a vessel applied as discussed in the DBAW Guidelines and the following: a. Vessel docking weight: Overall Length —ft. 40 55 87 Coast Guard Cutter Effective Weight — kips 30 60 200 b. Typical recreational vessel approach at a speed of 2 fps and an angle of 10 degrees from the dock or finger face, 87 foot Coast Guard Cutter approach speed of 1 fps and an angle of 5 degrees from the face of the long dock. C. Impact load applied to fingers at the outboard end (cantilever fingers) or at the midpoint (pile supported fingers) 6. Gangway Load (GL) is a superimposed load consisting of: a. Dead load weight of gangway structure tributary to dock b. Uniform Live Load of 50 pound per square foot on the gangway deck area transferred to the dock 7. Current Load (CL) is considered negligible in this location. November 21, 2014 January 16, 2015 — ADDENDUM 5 355135-5 Floating Docks MARINA PARK PACKAGE MARINA DOCKS C. Combined loading cases for design: 1. Case 1 — Dead Load + Uniform Live Load 2. Case 2 — Dead Load + 400 Ib Concentrated Live Load 3. Case 3 — Dead Load + 650 Ib Concentrated Live Load (along ADA Path of Travel shown on the Drawings) 4. Case 4 — Dead Load + Wind Load + Wave Load + Impact Load D. Special Load Case: 1. Combined loading cases shall be applied to the long dock along the main channel considering a visiting 87 foot Coast Guard Cutter berthed at any location along the dock. E. Design Calculations: 1. Calculations shall be provided for loads imposed by the Contractor's handling and lifting methods based on the concrete strength expected at the time of lifting or moving of the float modules. 2. A 1/3 increase in allowable stresses can be used when in combination with either wind, current, wave or impact loads. For all wood stresses, the allowable stress shall be reduced in accordance with the California Building Code for wet conditions, and then the 1/3 increase in allowable stress applied. 3. The design calculations shall include but not be limited to the following: a. Determination of extreme fiber stresses in all structural members, including guide piles, for all load cases. b. Stresses in the dock system connections for all load cases. C. Transfer of moored vessel forces to cleats and to the dock system. d. Transfer of dock system loads to guide piles that consider the difference in the structural stiffness of the dock system and the guide piles of various lengths and sections. e. Transfer of forces at guide pile frames and connections. f. Transfer of forces at dock modules and dock module connections. g. Freeboard calculations for all float modules h. Transfer of guide pile loads to soil, including analysis of pile -soil interaction (requiredif Contractor elects to revise the guide pile design indicated on the Drawings). 1.7 REQUIREMENTS FOR DOCK SYSTEM GUIDE PILES A. Dock system guide piles shall be fabricated and installed in conformance with MARINE PRECAST CONCRETE PILES Section. 1.8 SUBMITTALS A. Prior to the fabrication of the dock system components, submit final design calculations signed and sealed by a State of California registered engineer. The calculations shall demonstrate that November 21, 2014 January 16, 2015 — ADDENDUM 5 355135-6 Floating Docks MARINA PARK PACKAGE MARINA DOCKS the floating dock system, using the criteria specified herein as minimum requirements, is designed to withstand the specified loads without damage throughout the design life of the system (50 years). B. Prior to the fabrication of the dock system components, submit shop drawings signed and sealed by a State of California registered engineer. Shop drawings shall indicate the proposed berth layout and dock and float module dimensions, dock and float module construction details, connection details, and location and methods for attaching utilities and accessories. Submit shop drawings for all specially fabricated items including pile guides, connections, railing, curbing, cleat installation and include catalog sheets for all standard manufactured items that are to be incorporated into the floating dock system. C. Prior to the fabrication of dock system components, submit certified test reports: 1. Timber and Timber Treatment 2. Float Module Materials and Concrete Mix Design 3. Fasteners 4. Portland Cement 5. Aggregates 6. Admixtures 7. Reinforcement Steel 8. Structural Steel 9. Foam Water Absorption D. Prior to the fabrication of float system components, submit catalog cut' sheets: 1. Cleats 2. Dock bumper 3. Pile cap 4. Dock boxes 5. Trash receptacles 6. Dock carts 7. Modular floating docks and accessories E. Submit experience data verifying the dock system supplier's required years of experience in the manufacture and installation of concrete floating docks including the project location, date of installation, and Owner (including the name, address, phone number of a person who can be contacted for verification). A previous installation of the proposed system for this project shall be included. F. Submit quality control plan to be used during the manufacture and installation of the floating dock system. G. Submit complete data, covering details of operation and maintenance procedures for all floating dock system components. The manual shall include instructions, recommended frequencies of November 21, 2014 January 16, 2015 — ADDENDUM 5 355135-7 Floating Docks MARINA PARK PACKAGE 4 MARINA DOCKS maintenance and maintenance procedures and materials by brand name and specification. All data shall be on 8 1/2 by 11 inches sheets of paper bound together in a book with a protective cover. The binder external cover shall be identified as "Floating Dock System Operation and Maintenance Procedures'. H. Submit a complete and accurate record of all float modules manufactured. The record shall include float identification, date cast, related concrete cylinder strength tests and all quality assurance tests and inspection items performed on the float module. 1.9 CONTRACTOR'S QUALIFICATIONS A. The Contractor's proposed dock system shall be furnished and installed by a firm having a minimum of 10 years experience in the manufacture and installation of concrete floating dock systems in a salt water environment. The dock design being proposed for this project shall have been successfully installed for a minimum of 5 years at another location. 1.10 DELIVERY, STORAGE, AND HANDLING A. Use all means necessary to protect materials before, during, and after delivery to the Work site, and to protect the installed work and materials of all other trades. Use extreme care in the off- loading of materials to prevent damage. B. Deliver the materials to the Work site and store, all in a safe area, out of the way of traffic, and shored up off the ground surface. C. Identify all float modules, hardware and framing lumber and store separately from each other. Protect all metal products with adequate weatherproof outer wrappings. D. In the event of damage, immediately make all repairs and replacements necessary to the approval of the Engineer and at no additional cost. 1.11 WARRANTY A. The floating dock system, including all structural components, shall carry warranty against defects in materials and workmanship for 10 years from the date of Notice of Completion. All other dock system components including accessory items shall carry a warranty against defects in materials and workmanship for 5 years from the date of Notice of Completion or the manufacturer's warranty, whichever is more. PART2-PRODUCTS 2.1 CONCRETE FLOATING DOCKS A. Portland cement shall conform to ASTM C150 Type II modified, and low alkali. B. Chemical admixtures shall conform to ASTM C494. Air entrainment admixture shall conform to ASTM C260. C. Water for mixing and curing, including the moisture and water in the aggregates, shall be fresh, clean and potable. November 21, 2014 January 16, 2015 —ADDENDUM 5 355135-8 Floating Docks MARINA PARK PACKAGE 4 MARINA DOCKS D. Coarse and fine aggregates shall conform to ASTM C33, and ASTM C330 where lightweight aggregates are used. Size designation shall be nominal 3/4 -inch maximum. Lightweight aggregate shall consist of expanded and coated shale or equivalent material of sufficient strength and durability to provide concrete of the required strength. E. Bar reinforcement shall conform to ASTM A615 Grade 60, all bar reinforcement shall be epoxy coated in conformance with ASTM A775 and ASTM D3963. F. Pre -stressing Tendons shall be 7 wire low relaxation strand and shall conform to ASTM A416, Grade 270. G. Welded wire mesh shall conform to ASTM A185 and shall be galvanized, with all visible defects and cut ends repair coated. Wires used to tie reinforcing steel shall be stainless steel or epoxy coated. H. Anchor bolts, threaded inserts and embedments in concrete shall be ASTM F593, Group 2, (316) stainless steel with a welded loop or horizontal bar hook. Nuts shall conform to ASTM F594, Group 2. I. Foam core for floats shall be a rigid block of closed cell expanded polystyrene. The polystyrene foam shall have a unit weight between 0.95 pounds per cubic foot and 1.20 pounds per cubic foot. Properties of the foam shall conform to ASTM C578, with maximum water absorption less than 3.0 percent as determined by ASTM C272, Method C. The foam core shall not have more than 10 percent reground material, and reground foam pieces shall not exceed 3/8 inch diameter. J. PVC pipe shall be ASTM D1785, embedded as required for through rods, piping systems, and electrical raceways. K. Pull boxes for electrical raceways shall conform to City of Newport Beach adopted codes, and shall be set flush with the walking surface, and self -draining. All bolts for lids on pull boxes shall be ASTM F593, Group 2, (316) stainless steel. Boxes shall have a 1 -inch nominal concrete bottom and bottom shall not be lower than the inverts of the PVC sleeves. L. Concrete Mix: Design in conformance with ACI 211.2 or ACI 318. Concrete for floats shall have a minimum compressive strength of 5,000 psi at 28 days in conformance with ASTM C94; the minimum cement content shall be 658 pounds (7 sacks) per cubic yard. The maximum water -cement ratio shall be 0.40. 2. Concrete shall be air -entrained freshly mixed concrete shall be conformance with ASTM C173. M. Formwork: in conformance with ACI 212.3R. The air content of between 4 percent and 7 percent when tested in Float modules shall be cast in forms of sufficient strength and rigidity to maintain the intended size and shape during the casting process. 2. Forms shall be so constructed and braced that all principal planes will be either true horizontal or true vertical and dimensions of the units will not vary more than 1/8 -inch from the dimensions shown on the shop drawings, including diagonal distances corner to corner. November 21, 2014 January 16, 2015 —ADDENDUM 5 355135-9 Floating Docks MARINA PARK PACKAGE MARINA DOCKS 3. Forms shall be so constructed that floats can be cast without construction joints. 4. Forms shall be thoroughly cleaned after each use and coated with oil, paraffin, or other applications, as may be necessary to prevent bonding of the concrete and to leave clean, smooth and hard surfaces. 5. Forms may be removed 18 hours after placing concrete, provided concrete will not be injured and provided specified curing procedures are adhered to. 6. The foam core shall be pre -formed to the interior configuration as a solid block with an allowable variation of 1/8 -inch from the dimensions shown on the shop drawings. The use of cores formed by joining small blocks of foam together is not permitted unless the material and method for joining such blocks has been approved by the Engineer. Cores shall be securely anchored in place during the casting of concrete. Displacement that results in loss of minimum concrete cover over reinforcement of 1 inch or less than 1-1/2 inches wall thickness or less than 2 inches deck thickness shall be cause for rejection. 7. Through -rod tubes shall be placed true to location shown in the shop drawings with a tolerance of plus or minus 1/8 inch and shall not exhibit a deflection greater than 1/4 inch in any direction. N. Concrete Mixing and Placing: 1. Before handling concrete materials, all handling equipment and forms shall be thoroughly cleaned of concrete splashings, dirt, debris and other foreign matter and forms shall be coated as herein elsewhere specified. One person, as approved by the Engineer, shall be designated to be responsible for maintaining consistent, uniform concrete. 2. Size of batches shall be so controlled that concrete is placed in forms within one hour after materials have been placed in the mixer. Mixing and casting shall be performed under cover and the casting area screened from sun, wind and other elements. 3. Concrete shall be conveyed from the mixer and deposited in its final position in a manner to prevent separation and segregation of materials. Flowing shall be avoided as it causes segregation. Floats shall be cast monolithically and the placing of concrete shall be a continuous operation from the start to the completion of a float module. 4. The plastic concrete shall be thoroughly compacted to fill all form cavities and by surrounding all reinforcement and embedment, which shall be forms with a powered vibrator, and secured against displacement during the placing of concrete. O. Concrete Finishing: 1. Concrete deck surfaces shall be broom finished in the direction perpendicular to the long axis of the dock as approved by the Engineer to give a coarse, non -slip surface. Edges shall be finished uniformly 3 inches back onto the deck with a smooth finishing tool that will give a bull -nosed edge to 1/2 inch radius. 2. Exterior surfaces shall be hard, dense, and as smooth as finished lumber. 3. Surfaces to receive contacting timber shall be smooth and true to within 1/32 inch. 4. Each float module shall be permanently marked in an accessible place on the exterior surface by a stamp, of a type and design approved by the Engineer, embedded approximately 1/8 inch, but not more than 3/16 inch, into the concrete surface, identifying the manufacturer and showing casting date and lot number. Such information shall be imprinted on the concrete before it has hardened and shall not be altered thereafter. November 21, 2014 January 16, 2015 —ADDENDUM 5 355135-10 Floating Docks MARINA PARK PACKAGE MARINA DOCKS 5. Voids up to 112 inch diameter or 118 inch depth shall be patched with an approved epoxy grout. Larger voids shall be cause for rejection of the float. 6. Precast concrete containing hairline cracks which are visible but not measurable by ordinary means may be accepted. Precast concrete containing cracks 0.02 inch wide and over will be rejected by the Engineer unless the Engineer approves the Contractor's proposed repair plan. P. Curing, Handling and Storage: Except as otherwise approved, floats shall be cured for a minimum period of 7 days before transporting or assembling. Curing may be effected by any of the following methods: a. Spraying with "Hunt's Process" or equal as soon as exposed surfaces are firmly set and as soon as forms are removed from formed surfaces. b. Covering with burlap or other suitable material and keeping constantly wet. C. Immersing in water. 2. Contractor shall select the method of curing and be responsible for the result, except that all curing shall be with complete protection from sun, wind, and freezing temperatures. 2.2 MODULAR FLOATING DOCKS A. Modular floating docks shall be a combination of G2 (model #LK 703026G) and G2 low -profile (model #LK 703023G) cubes, as manufactured by Candock at 1-888-547-2599, or approved equal, with varying depth to achieve a moderate slope from the concrete floating dock surface to the water. B. Interior corners and locations adjacent to pile brackets shall be filleted with G2 (model #LK 703034G) corner cubes. C. Modular units (cubes) shall be approximately 19 inch wide by 19 inch long, grey color with an anti-skid surface, and shall be installed per manufacturer's recommendations with all associated connection hardware. D. Modular floating docks shall be equipped with reinforced cleats (model #ST 014) at the intersection of every other module along the interior edge of the basin. 2.3 DOCK CLEATS A. Dock cleats shall be cast iron, hot dipped galvanized open base cleats Type 504H as supplied by Henderson Marine Supply, or approved equal. Cleat locations and sizes shall be as indicated on Drawings; attach cleats to the docks in accordance with the dock manufacturers' recommendation. A. Dock bull rail shall be cast iron, hot dipped galvanized pipe with continuous galvanized steel base plate. Bull rail shall be manufactured and hot dipped as a single unit (rail, verticals, and base plate) prior to delivery to the job site. Field welds will not be accepted. Bull rail locations November 21, 2014 January 16, 2015 — ADDENDUM 5 355135-11 Floating Docks MARINA PARK PACKAGE MARINA DOCKS and sizes shall be as indicated on the Drawings; attach bull rail to the docks in accordance with the Drawings and dock manufacturer's recommendation. 2.5 DOCK BUMPERS A. Dock bumpers shall be extruded or molded from grey color marine grade vinyl, Model No. RR - 5005 Grey as supplied by Premier Materials at 1-800-262-2275, or approved equal, and shall be applied to edges of all walkways and fingers, except along the north, south, east and west bulkheads and where modular floating docks are connected. 2.6 DOCK RUB RAIL A. Dock rub rail shall be provided at end of all rounded -edge dock fingers for 1" larger than the full height of the waler and for the length of rounded surface, terminating at the point where the dock transitions to a straight section. Rub rail shall be V thick UHMW material and extend 0.5" above and 0.5" below the wafer and fastened in the center utilizing recessed through -rods on the wafers. 2.7 DOCK TRANSITION MATS A. Dock Transition mats shall be extruded rubber or molded from grey color marine grade vinyl, and shall be applied to locations where modular docks are adjacent to concrete floating docks. 2.8 DOCK BOXES A. Triangular dock boxes shall be Model 432 lockable, white fiberglass, 1/8 inch minimum thickness with stainless steel hardware, as supplied by Dock Boxes Unlimited, or approved equal. B. Rectangular dock boxes shall be Model 725 XX -Large, 85 inch wide by 22 inch deep by 24.5 inch high, lockable with lid lifts, white fiberglass, 1/8 inch minimum thickness with stainless steel hardware, as supplied by Dock Boxes Unlimited, or approved equal. 2.9 TRASH RECEPTACLES A. Trash receptacles shall be Model C-5 Trash Containers, white fiberglass, 1/8 inch minimum thickness with stainless steel hardware, as supplied by American Dock Boxes, or approved equal. Contractor to also provide heavy duty 32 gallon trash can inserts. 2.10 WOOD CONSTRUCTION MATERIALS A. Each piece of lumber shall be identified by grade stamp of the Western Wood Products Association or the WCLIB. Lumber shall be S4S select structural douglas fir -larch. B. Lumber and plywood shall be pressure treated for marine (saltwater) exposure with water borne salt preservative ACQ. Treatment shall be in conformance with AWPA C18 with a minimum net retention of 0.6 pound per cubic foot, by assay procedure. Provide certification by an independent laboratory, acceptable to the Engineer, of material used and retention rate. Wood members shall be fabricated to length and drilled before treatment as much as practicable. Field working of treated lumber shall be kept to a minimum. Field cutting and drilling shall require treatment of exposed surfaces in conformance with AWPA M4. November 21, 2014 January 16, 2015 — ADDENDUM 5 355135-12 Floating Docks MARINA PARK PACKAGE MARINA DOCKS 2.11 HARDWARE A. Structural steel shall conform to ASTM A36 and be a minimum 1/4 inch thick. Design, fabrication and erection of structural steel shall conform to AISC Manual. Hot -dip galvanize after fabrication in accordance with ASTM A123. B. Standard bolts and nuts shall conform to ASTM A307. Washers shall be used with nuts and bolts. Round plate washers shall be used for bearing on wood; cut washers shall be used for bearing on steel. Secure fasteners with helical spring type lock washers. Hot -dip galvanize steel fasteners in conformance with ASTM A153. C. Stainless steel hardware shall be Type 316 unless otherwise noted. Bolts shall be ASTM F593 Group 2. Nuts shall be ASTM F594 Group 2. D. Fasteners for dock accessories shall be stainless steel unless otherwise noted on the Drawings. 2.12 DINGHY RACKS A. Dinghy racks shall be manufactured from marine grade aluminum, and with not less than the strength and durability properties of alloy and temper designated below for each aluminum form required. 1. Extruded Bar and Tube: ASTM B221, alloy 6063-T5/T52. 2. Extruded Structural Pipe and Tube: ASTM B429, alloy 6063-T6. 3. Drawn Seamless Tube: ASTM 8210, alloy 6063-T832. 4. Plate and Sheet: ASTM 8209, alloy 6061-T6. 5. Die and Hand Forgings: ASTM B247, alloy 6061-T6. 6. Castings: ASTM B26, alloy A356 -T6. B. Fasteners: Bolts, nuts, screws, clips, washers, anchors, sleeves, setting templates, and any other fasteners necessary for proper erection of items shall be aluminum, unless otherwise indicated. C. Welding Materials, Fasteners, and Anchors: 1. Welding Electrodes and Filler Metal: Provide type and alloy of filler metal and electrodes as recommended by producer of metal to be welded and as required for color match, strength, and compatibility in fabricated items. D. Dinghy racks shall be designed to hold a 500 Ib dinghy with minimal deflection of L/240 transversely for the width of the dinghy and L/240 longitudinally for the length of the dinghy. E. Dinghy racks shall be installed in locations and orientation shown on the Drawings and be able to store three dinghies high. F. Typical dinghies to be loaded into the racks include Flying Juniors, Lasers, Sabots and 420 model sailboat hulls and the typical size rack shall be able to accept all of these hull dimensions. G. Dinghy racks shall be fitted to accommodate the storage of one small sailboat mast per hull stored on the racks. H. Dinghy racks shall be firmly secured to the dock without compromising the integrity of the dock structure. November 21, 2014 January 16, 2015 — ADDENDUM 5 355135-13 Floating Docks MARINA PARK PACKAGE MARINA DOCKS 2.13 COLLAPSIBLE SAFETY LADDERS A. Collapsible safety ladders shall be provided and installed in the marina in the locations shown on the Drawings. B. Ladders shall be stainless steel model "UP -N -OUT' marine safety ladders as manufactured by Scandia Marine Products, at website: http://www.scandiamarineproducts.com and phone number: (651) 464-5058, or approved equal. 2.14 POWER CORD CLIPS A. Power cord clips shall be provided and installed in the marina. Provide 3 clips per slip (6 per double slip). Clips shall be fastened to wafer in an arrangement that would allow a shore power cord to run from the power pedestal to the end of the finger along the walking surface of the wafer. B. For double slips, clips should be located midway between the power pedestal and dockbox and midway between cleats. C. For single slips, clips should be located midway between cleats. D. Power cord clips shall be "Cord Clips for 30A cords" as manufactured by MARINCO, or approved equal. 2.15 PLASTIC LUMBER A. Plastic lumber shall be manufactured with HDPE and grey in color. Lumber shall be molded in one piece per specified size. All materials will have UV additives to prevent deterioration of the plastic lumber from exposure to UV light. Finished plastic lumber will not rot, crack or splinter for a minimum of 50 years. It shall be resistant to termites, marine borers, salt spray, oil, and fungus. PART 3 -EXECUTION 3.1 PREPARATION A. Installation shall conform to approved shop drawings with connections tightened as required after complete installation of each unit of the work in the water and before final inspection. B. Welding shall be performed by properly certified welders and shall conform to the current specifications of the American Welding Society. C. Fasteners shall not protrude beyond the fascia into the berthing area. Fasteners protruding above the surface of the deck shall have a low, rounded profile. D. Bolts shall be of the size required, with adequate thread length. All lag bolts and screws shall be prebored and turned into place. Driving is not allowed. E. Lumber shall be fabricated accurately to provide uniform gaps and butt joint connections. Lumber splices shall not exceed 1/2 inch between adjoining ends. November 21, 2014 January 16, 2015 — ADDENDUM 5 355135-14 Floating Docks MARINA PARK PACKAGE MARINA DOCKS F. Walers, fascia, spacers, panels, or other members, which are subject to foot traffic, shall be flush with the concrete walking surface. G. Bolts used for connectors contained within the float modules shall be double -nutted. 3.2 DOCK ACCESSORIES A. Install dock accessories in accordance with Drawings, Specifications and manufacturer's recommendations. B. Schedule installation of dock accessories to avoid damage from other work. 3.3 DOCK SYSTEM TOLERANCES A. Install floating dock system to the following tolerances from the planned dimensions as shown on Drawings. Floats exceeding specified tolerances shall be removed and replaced. B. Float Fabrication Tolerances (allowable variation of construction dimension from nominal dimension shown on the Drawings): C. Float Width: Plus or minus 2 inches from nominal float width. D. Float Depth: As required to satisfy freeboard requirements. E. Fillets at the connection of walkways to fingers shall not have less than a 4 -foot side. 3.4 ONE-YEAR MAINTENANCE A. Following the Notice of Completion, Contractor shall be responsible for maintenance per Section 35 0150 for one year (365 Calendar Days). The maintenance shall be performed at two dates, one at 180 days from NOC, and one at 365 days from NOC. END OF SECTION November 21, 2014 January 16, 2015 —ADDENDUM 5 355135-15 Floating Docks PUBLIC WORKS DEPARTMENT INDEX FOR SPECIAL PROVISIONS IIT, F101kiI_\7_1 0:d7�11T_ S10/7T�It7 t.9 CONTRACT NO. C -3897-D PART 1 - GENERAL PROVISIONS SECTION 2 - SCOPE AND CONTROL OF THE WORK 2-5 PLANS AND SPECIFICATIONS 2-5.2 Precedence of Contract Documents 2-6 WORK TO BE DONE 2-9 SURVEYING 2-9.1 Permanent Survey Markers 2-9.2 Line and Grade SECTION 3 - CHANGES IN WORK 3-3 EXTRA WORK 3-3.2 Payment 3-3.2.3 Markup Replace this section with the following: SECTION 4 - CONTROL OF MATERIALS 4-1 MATERIALS AND WORKMANSHIP 4-1.3 Inspection Requirements 4-1.3.4 Inspection and Testing SECTION S - UTILITIES 5-1 LOCATION 5-2 PROTECTION 5-7 ADJUSTMENTS TO GRADE SECTION 6 - PROSECUTION, PROGRESS AND ACCEPTANCE OF THE WORK 6-1 CONSTRUCTION SCHEDULE AND COMMENCEMENT OF WORK 6-1.1 Construction Schedule 6-1.1.1 Scheduling Considerations 6-7 TIME OF COMPLETION 6-7.1 General 6-7.2 Working Days 6-7.4 Working Hours 6-9 LIQUIDATED DAMAGES SECTION 7 - RESPONSIBILITIES OF THE CONTRACTOR 7-1 THE CONTRACTOR'S EQUIPMENT AND FACILITIES 7-1.2 Temporary Utility Services 7-5 PERMITS 7-7 COOPERATION AND COLLATERAL WORK 7-8 WORK SITE MAINTENANCE 7-8.4.3 Storage of Equipment and Materials in Public Streets 7-8.6 Water Pollution Control 7-8.6.2 Best Management Practices (BMPs) 7-10 PUBLIC CONVENIENCE AND SAFETY 7-10.1 Traffic and Access 1 1 1 1 1 2 2 2 2 2 2 2 3 3 3 3 3 3 3 3 4 4 4 4 5 5 5 6 6 7 7 7 7 7 8 8 8 8 10 10 7-10.3 Street Closures, Detours and Barricades 10 7-10.4 Safety 11 7-10.4.1 Safety Orders 11 7-10.6 Notices to Residents and Businesses 11 7-15 CONTRACTOR'S LICENSES 12 7-16 CONTRACTOR'S RECORDS/AS-BUILT DRAWINGS 12 7-18 WATER MAIN PRESSURE TESTING, DISINFECTION AND FLUSHING 12 7-18.1 General 13 SECTION 9 - MEASUREMENT AND PAYMENT 13 9-3 PAYMENT 13 9-3.1 General 13 9-3.2 Partial and Final Payment. 14 PART 2 - CONSTRUCTION MATERIALS 14 SECTION 201- CONCRETE, MORTAR, AND RELATED MATERIALS 14 201-1 PORTLAND CEMENT CONCRETE 14 201-1.1 Requirements 14 201-1.1.2 Concrete Specified by Class and Alternate Class 14 201-2 REINFORCEMENT FOR CONCRETE 14 201-2.2 Steel Reinforcement 14 201-2.2.1 Reinforcing Steel 14 201-7 NON -MASONRY GROUT 15 201-7.2 Quick Setting Grout 15 SECTION 207 - PIPE 15 207-2 REINFORCED CONCRETE PIPE (RCP) 15 207-2.1 General 15 207-2.5 Joints 15 207-9 IRON PIPE AND FITTINGS 15 207-9.2 Ductile Iron Pipe for Water and Other Liquids 15 207-9.2.2 Pipe Joints 15 207-9.2.3 Fittings 16 207-9.2.6 Polyethylene Encasement for External Corrosion Protection 16 207-9.4 AWWA Butterfly Valves 16 207-9.4.1 General 16 PART 3 - CONSTRUCTION METHODS 17 SECTION 300 - EARTHWORK 17 300-1 CLEARING AND GRUBBING 17 300-1.3 Removal and Disposal of Materials 17 300-1.5 Solid Waste Diversion 18 CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT MARINA PARK — MARINA DOCKS CONTRACT NO. C -3897-D INTRODUCTION All work necessary for the completion of this contract shall be done in accordance with (1) these Special Provisions; (2) the Plans (Drawing No. C -3897-D Marina Park — Marina Docks Construction Document Package 4); (3) the City's Standard Special Provisions and Standard Drawings for Public Works Construction, (2004 Edition), including Supplements; (4) Standard Specifications for Public Works Construction (2009 Edition), including supplements. Copies of the City's Standard Special Provisions and Standard Drawings may be purchased at the Public Works Department. Copies of the Standard Specifications for Public Works Construction may be purchased from Building News, Inc., 1612 South Clementine Street, Anaheim, CA 92802, 714-517- 0970. The following Special Provisions supplement or modify the Standard Specifications for Public Works Construction as referenced and stated hereinafter: SECTION 2 - SCOPE AND CONTROL OF THE WORK 2-5 PLANS AND SPECIFICATIONS 2-5.2 Precedence of Contract Documents Add to this section, "If there is a conflict within any one specific Contract Document, the more stringent requirement as determined by the Engineer shall control." FX,TZr*TzR9fffflR,9 Add to this section, "The work necessary for the completion of this contract consists of construction and related services required by the Contract Documents, including all labor, material, equipment, and supervision as required for preparing shop drawing; obtaining the required permits; constructing the contract -specified marina dock system, piles, and utilities; installing a boat hoist, marina equipment and accessories, and Page 1 of 20 appurtenances; and all other items to complete the work prescribed in these Contract Documents. 2-9 SURVEYING 2-9.1 Permanent Survey Markers Delete this section and replace with the following: "The Contractor shall, prior to the beginning of work, inspect the project for existing survey monuments and then schedule a meeting with the City Surveyor to walk the project to review the survey monuments. The Contractor shall protect all survey monuments during construction operations. In the event that existing survey monuments are removed or otherwise disturbed during the course of work, the Contractor shall restore the affected survey monuments at his sole expense. The Contractor's Licensed Surveyor shall file the required Record of Survey or Corner Records with the County of Orange upon monument restoration. Existing street centerline ties and property corner monuments are to be preserved. The Contractor shall be responsible for the cost of restoring all survey ties and/or monuments damaged by the Work." 2-9.2 Line and Grade Add to this section: "The Contractor's California Licensed Land Surveyor shall utilize/follow the existing City survey records used for the project design to provide all construction survey services that are required to construct the improvements." SECTION 3 - CHANGES IN WORK 3-3.2 Payment 3-3.2.3 Markup Replace this section with the following: "(a) Work by Contractor. The following percentages shall be added to the Contractor's costs and shall constitute the markup for all overhead and profits: 1) Labor ............................................ 15 2) Materials ....................................... 15 3) Equipment Rental ........................... 15 4) Other Items and Expenditures ........... 15 To the sum of the costs and markups provided for in this subsection, one (1) percent shall be added for compensation for bonding. (b) Work by Subcontractor. When all or any part of the extra work is performed by a Subcontractor, the markup established in 3-3.2.3(a) shall be applied to the Subcontractor's actual cost (prior to any markups) of such work. A Page 2 of 20 markup of 10 percent on the first $5,000 of the subcontracted portion of the extra work and a markup of 5 percent on work added in excess of $5,000 of the subcontracted portion of the extra work may be added by the Contractor." 6iX71iNRI I[whir.i11741061Ai</_iitx:7/_1 1 GlSi � Ji lei i � :71_1 �.Y,1 `�.I_Rl►+l�li'SiriT,LF� it( 4-1.3 Inspection Requirements Add Section 4-1.3.4 Inspection and Testing 4-1.3.4 Inspection and Testing "All material and articles furnished by the Contractor shall be subject to rigid inspection, and no material or article shall be used in the work until it has been inspected and accepted by the Engineer. The Contractor shall furnish the Engineer full information as to the progress of the work in its various parts and shall give the Engineer timely (48 - hours minimum) notice of the Contractor's readiness for inspection. Submittals are required for all construction material. The Engineer shall select an independent testing laboratory and pay for all testing as specified in the various sections of the Standard Special Provisions and these Special Provisions. When, in the opinion of the Engineer, additional tests and retesting due to failed tests or inspections are required because of unsatisfactory results in the manner in which the Contractor executed the work, such tests and inspections shall be paid for by the Contractor." SECTION 5 - UTILITIES M111111161ISITA11191ZI Add the following after the 3rd paragraph: "Within seven (7) Calendar days after completion of the work or phase of work, the Contractor shall remove all USA utility markings. Removal by sand blasting is not allowed. Any surface damaged by the removal effort shall be repaired to its pre -construction condition or better." 5-2 PROTECTION Add the following: "in the event that an existing pull or meter box or cover is damaged by the Work and is not re -useable, the Contractor shall provide and install a new pull or meter box or cover of identical type and size at no additional cost to the City." Add Section 5-7 ADJUSTMENT TO GRADE 5-7 ADJUSTMENTS TO GRADE Page 3 of 20 "The Contractor shall adjust or replace to finish grade of City -owned water meter boxes, water valve covers, sewer manholes, sewer cleanouts and survey monuments. The Contractor will be required to contact Southern California Edison, The Gas Company, AT&T Telephone, cable television, and any other utility facilities to have their existing utilities adjusted to finish grade. The Contractor shall coordinate with each utility company for the adjustment of their facilities in advance of work to avoid potential delays to the Project Schedule." SECTION 6 - PROSECUTION PROGRESS AND ACCEPTANCE OF THE WORK 6-1 CONSTRUCTION SCHEDULE AND COMMENCEMENT OF WORK Add to this section: "The time of completion as specified in Section 6-7, shall commence on the date of the `Notice to Proceed'." 6-1.1 Construction Schedule Add the following between the first and second paragraphs of this section: No work shall begin until a "Notice to Proceed" has been issued, a pre -construction meeting has been conducted, and a schedule of work has been approved by the Engineer. The Contractor shall submit a construction schedule to the Engineer for approval a minimum of five working days prior to the pre -construction meeting. Schedule may be bar chart or CPM style. The Engineer will review the schedule and may require the Contractor to modify the schedule to conform to the requirements of the Contract Documents. If work falls behind the approved schedule, the Contractor shall be prohibited from starting additional work until Contractor has exerted extra effort to meet the original schedule and has demonstrated that the ability to maintain the approved schedule in the future. Such stoppages of work shall in no way relieve the Contractor from the overall time of completion requirement, nor shall it be construed as the basis for payment of extra work because additional personnel and equipment were required on the job. 6-1.1.1 Scheduling Sequencing Add the following section: Dock installation shall take place prior to pile installation. 6-1.1.2 Scheduling Considerations Add the following section: 1. All pile installation work, or any work deemed to create elevated levels of vibration as determined by the Engineer, shall be coordinated with the Package 3 Building & Site Development General Contractor to ensure improvements are not compromised. 2. Contractor shall work cooperatively with other City -retained contractors and City staff in the general Marina Park project site. 2. Contractor should anticipate accessing the project site and installing improvements primarily from the "water -side" of the project site. Use of "land -side" for access and construction may be permitted upon the Engineer's approval of the Contractor's site usage plan. It should be noted that area for "land -side" operations is limited. 3. Work impacting the public right-of-way shall be coordinated where (1) public access is maintained; and (2) construction activities in the vicinity are sequenced by the Engineer and does not cause delay to the Package 3 contractor.. See Architect's Specifications and plans for additional scheduling considerations. 6-7 TIME OF COMPLETION 6-7.1 General Add to this section: Two (2) Notice to Proceed will be issued as part of this contract. At the discretion of the Engineer, the First Notice to Proceed and Second Notice to Proceed may overlap. First Notice to Proceed — Shop Drawings, Permitting, and Fabrication: The Contractor shall prepare all necessary shop drawings and submittals required, submit for plan check, obtain permit approval, and start fabrication in anticipation of the Second Notice to Proceed within 70 consecutive working days after the date on the First Notice to Proceed. 2. Second Notice to Proceed — Construction: The Contractor shall construct the balance of the contract work within 60 consecutive working days after the date on the Second Notice to Proceed. The Contractor shall complete all work under the Contract within 130 consecutive working days after the date on the First Notice to Proceed. The Contractor shall ensure the availability and delivery of all material prior to the start of work. Unavailability of material will not be sufficient reason to grant the Contractor an extension of time for 100 percent completion of work. 6-7.2 Working Days Revise 3) to read: "any City holiday, defined as January 1 s` (New Year's Day), the third Monday in January (Martin Luther King Day), the third Monday in February (President's Day), the last Monday in May (Memorial Day), July 4" , the first Monday in September (Labor Day), November 11th (Veterans Day), the fourth Thursday and Friday in November (Thanksgiving and Friday after), December 24`h, (Christmas Eve), December 25ffi (Christmas), and December 31st(New Year's Eve). If the holiday falls on a Sunday, the following Monday will be considered the holiday. If the holiday falls on a Saturday, the Friday before will be considered the holiday." Page 5 of 20 Add the following Section 6-7.4 Working Hours 6-7.4 Working Hours Normal working hours are limited to 7:00a.m. to 4:30p.m. Monday through Friday. The Contractor, subcontractors, suppliers, etc., shall not generate any noise at the work site, storage sites, staging areas, etc., before or after the normal working hours prescribed above. Should the Contractor elect to work outside normal working hours, Contractor must first obtain special permission from the Engineer. The request may be for 4:30p.m. to 6:30 p.m. on weekdays or 8:00 a.m. to 6:00 p.m, on Saturday only. A request for working outside the normal working hours must be made at least 72 hours in advance of the desired time period. A separate request must be made for each work shift. The Engineer reserves the right to deny any or all such requests. Additionally, the Contractor shall pay for supplemental inspection costs of $146 per hour when such time periods are approved. 6-9 LIQUIDATED DAMAGES Revise sentence three to read: For each consecutive calendar day after the time specified in Section 6-7-1 for completion of the work, the Contractor shall pay to the City or have withheld from moneys due it, the daily sum of $1000.00. Revise paragraph two, sentence one, to read: Execution of the Contract shall constitute agreement by the Agency and Contractor that the above liquidated damages per day is the minimum value of the costs and actual damage caused by the failure of the Contractor to complete the Work within the allotted time. The intent of this section is to emphasize to the Contractor the importance of prosecuting the work in an orderly preplanned continuous sequence so as to minimize inconvenience to residences, businesses, vehicular and pedestrian traffic, and the public as a result of construction operations. 6-11 PRE-BID MEETING. The City will conduct a Pre -Bid site meeting on the date and at the time specified in the Invitation to Bid. Bidder attendance at this meeting is MANDATORY. Bids received from bidders that fail to attend the pre-bid meeting may be deemed non-responsive. Bidders shall meet at the Marina Park Construction Manager's Trailer, located at the northeast corner of 18`h Street and W. Balboa Boulevard. The purpose of the Pre -Bid Site Meeting is to acquaint prospective bidders with the site, local physical features, site logistics, obstructions, utilities, coordination with other on/off-site contractors, and security conditions and issues. The conditions and requirements of these Specifications will govern over any information presented at the Page 6 of 20 Pre -Bid Site Meeting. Addenda will be prepared and issued, as necessary, to effect any changes to these specifications. SECTION 7 - RESPONSIBILITIES OF THE CONTRACTOR 7-1 THE CONTRACTOR'S EQUIPMENT AND FACILIITIES 7-1.2 Temporary Utility Services Add to the end of this section: If the Contractor elects to use City water, he shall arrange for a meter and tender a $1,073.21 meter deposit with the City. Upon return of the meter to the City, the deposit will be returned to the Contractor, less a $90 monthly charge for meter use, a charge for water usage and any repair charges for damage to the meter. Water used during construction shall be paid for by the Contractor. This includes water for flushing and pressure testing water lines, compaction, irrigation during maintenance period for landscaping, etc. City shall designate to the Contractor the location of the fire hydrant or other connection acceptable for drawing of construction and temporary water. City reserves the right to limit the location, times and rates of drawing of such water. 7-5 PERMITS Add to this section the following: The Contractor shall submit plans and substantiating documents to obtain an approved City of Newport Beach Building permits necessary for the work and associated operations. This will be a "no -fee" City of Newport Beach plan check and permit to the Contractor. Fees associated with this effort shall not be included in the contract price. 7-7 COOPERATION AND COLLATERAL WORK Add to this section: City forces will perform all shut downs of water facilities as required. The Contractor shall provide the City advanced notice a minimum of seven calendar days prior to the time he desires the shutdown of water and/or sewer facilities to take place. A four-hour shut down of water facilities during the daytime hours of 10:00 a.m. to 2:00 p.m. or a six -hour shut down between the nighttime hours of 11:00 p.m. to 5:00 a.m. will be allowed. The Contractor will be responsible for completing all water connections within the time period allowed. The times and dates of any utility to be shut down must be coordinated with the Engineer. The City must approve any nighttime work in advance. It is the Contractor's responsibility to notify the affected business and Page 7 of 20 residents of the upcoming water shutdown with a form provided by the Engineer at least 48 hours minimum in advance of the water shut down. The Contractor shall provide and install new water meter and valve boxes. Existing water meter or valve box frames and covers shall be salvaged. Salvaged meter or valve boxes and water pipe shall be delivered to the City's Utilities Yard at 949 West 16th Street. The Contractor shall make arrangements for the delivery of salvaged materials by contacting the City of Newport Beach Utilities Division at (949) 644-3011. V& Y11TO1 1:F9if:1111it-\Prr:1 r_1.14i Add Section 7-8.4.3 Storage of Equipment and Materials in Public Streets 7-8.4.3 Storage of Equipment and Materials in Public Streets Delete the first paragraph and add the following: Construction materials and equipment may not be stored in streets, roads, or sidewalk. It is anticipated that all Contractor's equipment and material storage will be accommodated on site. It is the Contractor's responsibility to coordinate with the Package 3 Building & Site Development General Contractor (land -side) for on-site storage. The Contractor shall obtain the Engineer's approval of a site for storage of equipment and materials prior to arranging for or delivering equipment and materials to the site. Prior to move -in, the Contractor shall take photos of the laydown area. The Contractor shall restore the laydown area to its pre -mobilization condition. The Engineer may require new base and pavement if the pavement condition has been compromised during construction. 7-8.6 Water Pollution Control Add to this section: Surface runoff water, including all water used during sawcutting operations, containing mud, silt or other deleterious material due to the construction of this project shall be treated by filtration or retention in settling basin(s) sufficient to prevent such material from migrating into any catch basin, Newport Harbor, the beach, or the ocean. The Contractor shall also comply with the Construction Runoff Guidance Manual which is available for review at the Public Works Department or can be found on the City's website at www.newportbeachca.gov/publicworks and clicking on permits, then selecting the link Construction Runoff Guidance Manual. Additional information can be found at www.cieanwaternewport.com." 7-8.6.2 Best Management Practices (BMPs) Add to this section: The Contractor shall submit a Best Management Practice (BMP) plan for containing any wastewater or storm water runoff from the project site including, but not limited to the following: a. No placement of construction materials where they could enter storm drain system, which includes gutters that lead to catch basins. b. Checking construction vehicles for leaking fluids. Page 8 of 20 c. Providing a controlled area for cleaning or rinse -down activities. d. Monitoring construction activities. e. Minimizing usage of water when saw -cutting and vacuum the residue. f. Providing measures to capture or vacuum -up water contaminated with construction debris. g. Removing any construction related debris on a daily basis. h. Protecting work areas from erosion. The BMP will be approved by the Engineer prior to any work. The City of Newport Beach will monitor the adjacent storm drains and streets for compliance. Failure of the Contractor to follow BMP will result in immediate cleanup by City and back -charging the Contractor for all costs plus 15 percent. The Contractor may also receive a separate Administrative Citation per Section 14.36.030A23 of the City's Municipal Code. 7-8.6.3 Storm Water Pollution Prevention Plan (SWPPP) Add to this section: "For this project, the City has prepared the application for coverage under the Construction General Permit (CGP) as specified by the State Water Resource Control Board (State Water Board) Order No. 2009-0009-DWQ. The Contractor shall comply with the provisions and requirements of the CGP. A copy of this permit and related documents/attachments may be found on the internet at: http://www.swrcb.ca.gov/water issues/programs/stormwater/constpermits.shtml The Contractor shall prepare and submit a Construction Site Monitoring Program (CSMP) to the Engineer. The CSMP shall include the information needed to demonstrate compliance with all the requirements of the CGP and SWPPP. The Contractor shall amend the SWPPP and CSMP as needed during the course of work to reflect actual construction progress and construction practices. The Contractor shall designate a Qualified SWPPP Practitioner (QSP), as defined be the CGP, who will be responsible for compliance with CGP requirements on the project at all times. The SWPPP shall not be construed to be a waiver of the Contractor's obligation to review and understand the CGP before submitting a bid. By submitting a bid, the Contractor acknowledges that he has read and understands the requirements of the CGP and SWPPP. The Contractor shall be responsible for providing all reports required by the CGP and SWPPP (monitoring, inspection, Rain Event Action Plans, annual reports, etc.) to the Engineer for review. Time sensitive reports involving monitoring data shall be provided as soon as the information is available. All other reports shall be provided to the Engineer a minimum of two weeks prior to their deadline for submittal to the State Water Board. The CSMP shall include, but not be limited to, the following: Administer, implement, maintain, and ensure adequate functioning of the various water quality control measures identified within the SWPPP during construction Page 9 of 20 including all Numeric Action Level (NAL) and Numeric Effluent Limitation (NEL) sampling, monitoring and reporting requirements statutorily required for the determined Risk Level of the PROJECT site. These tasks must be performed by the QSP. 2. Provide and maintain all documentation at the jobsite and administration for the entire Contract period. 3. Perform all work required for compliance with the requirements of the CGP including preparation of all Rain Event Action Plans and construction of effective treatment control BMPs. 4. Provide all labor, tools, equipment, and materials for any additional BMPs which may be required to comply with the requirements of the CGP. Failure of the Contractor to follow BMP will result in immediate cleanup by City and back -charging the Contractor for all costs plus 15 percent. The Contractor may also receive a separate Administrative Citation per Section 14.36.030A2,3 of the City's Municipal Code. 7-10 PUBLIC CONVENIENCE AND SAFETY 7-10.1 Traffic and Access Add to this section: The Contractor shall provide traffic control and access in accordance with Section 7-10 of the Standard Specifications and the Work Area Traffic Control Handbook (WATCH), also published by Building News, Inc. Pedestrian access to all storefronts, offices, residences, etc., within the limits of work must be maintained at all times. Waterway access to all docks, moorings, and basins within the project vicinity must be maintained at all times. The Contractor shall cooperate with the Engineer to provide advance notice to any and all establishments whose access will be impacted by construction operations. The Contractor shall furnish and install signage, barricades, delineators, yellow safety ribbon, and any other measures deemed necessary by the Engineer to safely direct the public around areas of construction, and into (and out of) the affected establishments. Such measures shall be shown on the Detailed Traffic Control Plans (see Section 7-10.3) 7-10.3 Street Closures, Detours and Barricades The Contractor shall provide traffic control and access in accordance with Section 7-10 of the Standard Specifications and the WORK AREA TRAFFIC CONTROL HANDBOOK (W.A.T.C.H), Latest Edition. Traffic control and detours shall incorporate the following items: 1. Emergency vehicle access shall be maintained at all times. 2. The locations and wordings of all barricades, signs, delineators, lights, warning devices, parking restrictions, and any other required details shall ensure that all Page 10 of 20 pedestrian and vehicular traffic will be handled in a safe manner with a minimum of inconvenience to the public. 3. All advanced warning sign installations shall be reflectorized and/or lighted. 4. The Contractor shall accommodate the City's trash collection. If the Contractor elects to work on a street during its trash collection day, it shall be the Contractor's responsibility to make alternative trash collection arrangements by contacting the City's Refuse Superintendent, at (949) 718- 3468 and all affected property owners. 5. Sidewalk closures in non-residential areas, or as determined by the City, shall be set with barricades and SIDEWALK CLOSED signs on barricades at the closure and SIDEWALK CLOSED USE OTHER SIDE signs on barricades at the closest crosswalk or controlled intersection. 6. Sidewalk closures in residential areas, or as determined by the City, shall be set with barricades and SIDEWALK CLOSED signs on barricades at the closure 7. Bike lane closures shall have BIKE LANE CLOSED AHEAD, BIKE LANE CLOSED, and SHARE THE ROAD/BICYCLE WARNING (combination) signs mounted on barricades in order on the approach and at the closure." 7-10.4 Safety 7-10.4.1 Safety Orders Add to this section: The Contractor shall be solely and completely responsible for conditions of the job -site, including safety of all persons and property during performance of the work, and the Contractor shall fully comply with all State, Federal and other laws, rules, regulations, and orders relating to the safety of the public and workers. The right of the Engineer or the City's Representative to conduct construction review or observation of the Contractor's performance shall not include review or observation of the adequacy of the Contractor's safety measures in, on, or near the construction site. Add the following Section 7-10.5 "No Parking" Signs Add the following Section 7-10.6 Notice to Residents and Businesses 7-10.6 Notices to Residents and Businesses Ten working days prior to starting work, the Contractor shall deliver a construction notice to residents and businesses within 500 feet of the project, describing the project and indicating the limits of construction. The City will provide the notice. Page 11 of 20 Forty-eight hours prior to the start of construction, the Contractor shall distribute to the residents a second written notice prepared by the City clearly indicating specific dates in the space provided on the notice when construction operations will start, what disruptions may occur, and approximately when construction will be complete. An interruption of work at any location in excess of 14 calendar days shall require re - notification. The Contractor shall insert the applicable dates and times at the time the notices are distributed. The written notices will be prepared by the City, but shall be completed and distributed by the Contractor. Errors in distribution, false starts, acts of God, strikes or other alterations of the schedule will require Contractor re -notification using an explanatory letter furnished by the City. Add the following Section 7-15 Contractor's Licenses: 7-15 CONTRACTOR'S LICENSES At the time of the award and until completion of work, the Contractor shall possess a "A" license. At the start of work and until completion of work, the Contractor and all Sub -contractors shall possess a valid Business License issued by the City of Newport Beach. Add the following Section 7-16 Contractor's Records/As-built Drawings: 7-16 CONTRACTOR'S RECORDS/AS-BUILT DRAWINGS A stamped set of approved plans and specifications shall be on the job site at all times. In addition, the Contractor shall maintain "As -Built" drawings of all work as the job progresses. A separate set of drawings shall be maintained for this purpose. These drawings shall be up-to-date and reviewed by the Engineer at the time each progress bill is submitted. Any changes to the approved plans that have been made with approval from the Engineer shall be documented on the "As -Built" drawings. The "As -Built" shall be submitted and approved by the Engineer prior to final payment or release of any bonds. The Contractor shall maintain books, records, and documents in accord with generally accepted accounting principles and practices. These books, records, and documents shall be retained for at least three years after the date of completion of the project. During this time, the material shall be made available to the Engineer. Suitable facilities are to be provided for access, inspection, and copying of this material." Add the following Section: 7-18 WATER MAIN PRESSURE TESTING, DISINFECTION AND FLUSHING 7-18.1 General As a part of this project, the Contractor will be responsible for pressure testing, disinfection and flushing of the new water mains. The Contractor shall adhere to the following special provisions for pressure testing, disinfection and flushing of new water mains and services and Sections 207-21.7, 207- 21.7.1, 207-21.7.2, 306-1.4.5 (Water pressure test) and 306-1.4.7 (Water main Disinfection) of the Standard Special provisions: 1. Water service shall be maintained to all customers at all times except as necessary to transfer service from the old main to the new main. The Contractor's method of providing such continuous service shall be approved by the City prior to construction. 2. Contractor shall pressure test new main lines including any services prior to disinfection. 3. The Contractor shall make arrangements for disinfection and bacteriological testing and certification of the new main and services from the Municipal Operations Department, at (949) 644-3011. The Contractor shall be responsible for disinfection and flushing the main and services as well as pulling the bacteriological samples and running the incubations tests for coliform bacteria. 4. Upon successful completion of the pressure testing and disinfection, the Contractor shall thoroughly flush all mains and services prior to connection to customers. Flushing of services shall be done at the new angle stop and fittings shall be utilized such that the meter box is not flooded by the flushing operation." SECTION 9 - MEASUREMENT AND PAYMENT 9-3 PAYMENT 9-3.1 General Revise paragraph two to read: The unit and lump sum prices bid for each item of work shown on the proposal shall include full compensation for furnishing the labor, materials, tools, and equipment and doing all the work, including restoring all existing improvements, to complete the item of work in place and no other compensation will be allowed thereafter. Payment for incidental items of work not separately listed shall be included in the prices shown for the other related items of work. The items of work for the purposes of payment will be determined by the Schedule of Values described below:" Add to this Section: Page 13 of 20 9.3.1.1 Schedule of Values. "Within ten (10) days after execution of the Contract, Contractor shall submit for Engineer's review and approval a schedule of values for all of the Work. The Schedule of Values will (i) subdivide the Work into its respective parts, (ii) include values for all items comprising the Work and (iii) serve as the basis for monthly progress payments made to Contractor throughout the Work. Monthly Progress Payments: On or before the date established in the Contract, Contractor shall submit for Engineer's review and approval its Application for Payment requesting payment for all Work performed as of the date of the Application for Payment. The Application for Payment shall be accompanied by all supporting documentation required by the Contract Documents and/or established at the meeting. The Application for Payment shall constitute Contractor's representation that the Work has been performed consistent with the Contract Documents, has progressed to the point indicated in the Application for Payment, and that title to all Work will pass to Engineer as free and clear of all claims, liens, encumbrances, and security interests upon the incorporation of the Work into the Project, or upon Contractor's receipt of payment, whichever occurs earlier." 9-3.2 Partial and Final Payment. Delete the third paragraph and replace with the following: From each progress estimate, five (5) percent will be retained by the Agency, and the remainder less the amount of all previous payments will be paid. Add to this section: Partial payments for mobilization and traffic control shall be made in accordance with Section 10264 of the California Public Contract Code, SECTION 201 - CONCRETE MORTAR AND RELATED MATERIALS 201-1 PORTLAND CEMENT CONCRETE 201-1.1 Requirements 201-1.1.2 Concrete Specified by Class and Alternate Class Add to this section: Portland Cement concrete for construction shall be Class 560-C- 3250, unless otherwise shown on Contract drawings or technical specifications. 201-2 REINFORCEMENT FOR CONCRETE 201-2.2 Steel Reinforcement 201-2.2.1 Reinforcing Steel Page 14 of 20 Add to this section: Reinforcing steel shall be epoxied Grade 60 steel conforming to ASTM A 615 with 2 -inch minimum cover unless shown otherwise on the plans, unless otherwise shown on Contract drawings or technical specifications. 201-7 NON -MASONRY GROUT 201-7.2 Quick Setting Grout Add to this section: The Contractor shall grout the area between an existing reinforced concrete structure and the new storm drain pipe with a quick setting grout, unless otherwise shown on Contract drawings or technical specifications. SECTION 207 - PIPE 207-2 REINFORCED CONCRETE PIPE (RCP) 207-2.1 General These specifications apply to reinforced concrete pipe intended to be used for the construction of storm drains, sewers, and related structures. 207-2.5 Joints Add to this section: Unless otherwise shown on Contract drawings or technical specifications, all storm drain joints shall be sealed with an external joint sealer for pre- cast concrete. The joint sealer shall consist of a reinforced collar composed of rubberized mastic formulated to bond into the pores of the concrete. The joint sealer shall also have embedded steel straps. The Contractor shall use Mar Mac "Mac Wrap" or approved equal. Mar Mac Manufacturing Company may be contacted at (800) 845- 6962." 207-9 IRON PIPE AND FITTINGS 207-9.2 Ductile Iron Pipe for Water and Other Liquids 207-9.2.2 Pipe Joints Add to this section: Unless otherwise shown on Contract drawings or technical specifications, all flanged pipe joints shall be joined utilizing Type 316 Stainless Steel nuts, washers and hex -head bolts. Gasket shall be full-faced, cloth reinforced Buna-N rubber. Flex and Transition coupling used to join pipe in water main construction shall have all threaded parts and joining hardware fabricated from Type 316 Stainless Steel. Page 15 of 20 Pipe hardness assemblies, valve and fitting restraints and shackle -clamp assemblies shall be joined utilizing Type 316 Stainless Steel all -thread rod, nuts, bolts and washers. Clamps, shackles and other hardware may be carbon steel or ductile iron where appropriate, but must be coated liberally with corrosion protective mastic compound. Bolted connectors fabricated from Stainless Steel shall have threaded parts coated liberally with an approved anti -seize compound. All bolted and threaded fasteners shall be manufactured in the United States of America and shall conform to the minimum requirements for strength, material construction and dimension as established by the ASTM and the ANSI Specifications. All Fasteners shall be accompanied by written certification from the manufacturer stating compliance with the appropriate specification. All mechanical joints shall be restrained joints 207-9.2.3 Fittings Add to this section: "Unless otherwise shown on Contract drawings or technical specifications, water main fittings shall be manufactured in accord with AWWA C110 (ANSI A21-10) and shall be ductile iron. Cast Iron fittings shall not be accepted. Compact body fittings (AWWA C153) will not be permitted unless otherwise specified. Mechanical joint fittings shall be manufactured in accord with AWWA C110 and shall have retainer glands. All flanged pipe and fitting shall be shop fabricated, not field fabricated. Adapter flanges shall be ANSI 816.5 pattern, Class 150 flanges. Bolts and nuts for all installations shall be Type 316 stainless steel. Threads shall be coated with a liberal amount of anti -seize compound. Flange gaskets shall be full-faced Buna-N, nylon impregnated rubber." 207-9.2.6 Polyethylene Encasement for External Corrosion Protection Revise this section to read: "Unless otherwise shown on Contract drawings or technical specifications, ductile iron pipe fittings and valves buried underground shall be protected with plastic film wrap in accord with AWWA C105 (ANSI A 21.5). Wrap shall be loose 8 -mil thick polyethylene. Add the following Section: 207-9.4 AWWA Butterfly Valves 207-9.4 AWWA Butterfly Valves 207-9.4.1 General Unless otherwise shown on Contract drawings or technical specifications: All butterfly valves shall be of the tight -closing, rubber -seat type, conforming to the design standards of ANSI/AWWA C504 latest revision, except where noted herein. Valves shall be bubble -tight at the rated pressure in either direction and shall be suitable for throttling service and/or operation after longs periods of inactivity. Page 16 of 20 Manufacturer shall be ISO 9001 Certified or have similar certification up and above AWWA. All butterfly valves shall be from the same manufacturer. Valves shall be manufactured by the Henry Pratt Co. or approved equal prior to bidding. All valve bodies shall be constructed of cast iron ASTM A126, Class B with ANSI 816.1 flange drilling. All valves to have Type 316 stainless steel exterior body bolts. Discs shall be of the concentric design. Valve discs shall be constructed of ductile iron ASTM A536, Grade 65-45-12 with a 316 stainless steel edge. Valves shall have a one piece through shaft of 18-8 stainless steel, corresponding to the requirements of AWWA C504, latest revision. The shafts shall fasten to the disc by means of a threaded disc pin or through pin providing a positive leak proof connection of the shaft to the disc. Seats shall be simultaneously bonded and vulcanized to the body of the valve. All interior surfaces in contact with water, excluding stainless steel and disc shall be rubber lined or epoxy coated. Valves with the rubber seat located on the valve disc will not be permitted. Seats shall be designed so that no adjustments or maintenance is required. All shaft bearings shall be of the self-lubricating, corrosion -resistant, sleeve type. Bearings shall be designed for horizontal and/or vertical shaft loading. Shaft packing shall be self-adjusting and suitable for pressure or vacuum service. The flow path for valves shall be fully rubber lined. The valve disc shall be Fusion Bonded Epoxy Coated with an AWWA NSF -61 coating system or liquid epoxy on wetted interior surfaces 16 mils, holiday free. Exterior coating shall have 16 mils of liquid epoxy. All valves to be painted at the factory by the valve manufacture. All valves shall be hydrostatic and leak tested in accordance with ANSI/AWWA C504, latest revision with the following modification: Valves shall be tested and rated at 200 PSI to facilitate field system hydro -test. All valves to be tested with the actuator installed as a complete unit by the valve manufacture. Provide certified test reports with all valve shipments. Manufacturer furnishing valves shall present proof of compliance with ANSI/AWWA C504, latest revision. The valve actuators are to be installed and tested at the factory by the valve manufacture. All actuators to be provided with 316 stainless steel exterior body bolts. PART 3 - CONSTRUCTION METHODS SECTION 300 - EARTHWORK 41 e�fZe]Ull-i 7 ILICci 300-1.3 Removal and Disposal of Materials Add to this Section: Removal and disposal of material shall be done by City approved Licensed and Franchised Commercial Solid Waste Haulers. A current list of approved haulers can be provided upon request or be found on the City's website at: Page 17 of 20 http://newportbeachca.gov/index.aspx?paqe=157 and then selecting the link Franchised Haulers List. Add the following Section 301.5 Solid Waste Diversion 300-1.5 Solid Waste Diversion Non -reinforced concrete and asphalt wastes generated from the job site shall be disposed of at a facility that crushes such materials for reuse. Excess soil and other recyclable solid wastes shall not be disposed of at a sanitary landfill. The Contractor shall maintain monthly tonnage records of total solid wastes generated and solid wastes disposed of at a sanitary landfill. The Contractor shall report said tonnage monthly to the Engineer and provide appropriate confirmation documentation from the recycling facility. All material disposal manifests shall be provided to the Engineer prior to release of final retention. Page 18 of 20 MARINA PARK PACKAGE 4 MARINA DOCKS CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT SUPPLEMENTAL PROVISIONS MARINA PARK PROJECT — MARINA DOCKS CONTRACT NO. 3897-D Owner City of Newport Beach 100 Civic Center Drive Newport Beach, CA 92660 (949)644-3311 Construction Manager Griffin Structures 385 Second Street Laguna Beach, CA 92651 (949)497-9000 Project Manager Rabben/Herman design office 833 Dover Drive Suite 9 Newport Beach, CA 92663 (949)548-3459 Marine(Civil) Engineer Moffatt & Nichol 3780 Kilroy Airport Way Long Beach, CA 90806 (562)426-9551 MARINA PARK PACKAGE 4 MARINA DOCKS PROFESSIONAL SEALS RESPONSIBLE DESIGN PROFESSIONAL/ LANDSCAPE ARCHITECT CIVIL ENGINEER November 21, 2014 Professional Seals MARINA PARK PACKAGE 4 MARINA DOCKS SUPPLEMENTAL PROVISIONS TABLE OF CONTENTS Introductory Sections 00-0001 Title Page...............................................................................November 21, 2014 00-0005 Table of Contents....................................................................November 21, 2014 Information Available to the contractor 003320 Coastal Development Permit................................................................................. 003340 California Regional Water Quality Board 401 Permit .............................................. 003350 Army Corp of Engineers 404 Permit....................................................................... Division 1- General Reauirements 01 1100 Summary of the Project...........................................................November 21, 2014 01 2500 Contract Modification Procedures ...........................................November 21, 2014 01 2900 Measurement and Payment Procedures.................................November 21, 2014 01 3100 Project Management and Coordination...................................November 21, 2014 01 3200 Construction Progress Documentation....................................November 21, 2014 01 3300 Submittals...............................................................................November 21, 2014 01 3400 Requests For Information........................................................November 21, 2014 01 3500 Special Procedures.................................................................November 21, 2014 01 3543 Environmental Management Procedures................................November 21, 2014 014100 Regulatory Requirements.......................................................November 21, 2014 01 4200 References, Standards and Abbreviations..............................November 21, 2014 01 4500 Quality Control........................................................................November 21, 2014 01 5100 Temporary Utilities.. . ............................................................... November 21, 2014 ^v 1 52vv Construction Facilities.............................................................November 21, 2014 01 5400 Construction Aids....................................................................November 21, 2014 01 5500 Construction Vehicular Access and Parking............................November 21, 2014 01 5529 Construction Staging Area ......................................................November 21, 2014 01 5600 Temporary Barriers and Enclosures........................................November 21, 2014 01 5623 Security Measures..................................................................November 21, 2014 01 5700 Temporary Controls................................................................November 21, 2014 01 5723 Temporary Control of Stormwater and Erosion.. ..................... November 21, 2014 01 5731 Temporary Control of Noise and Acoustics.............................November 21, 2014 01 7123 Surveying and Layout Data .....................................................November 21, 2014 01 7410 Cleaning Requirements...........................................................November 21, 2014 01 7419 Construction Waste Management and Disposal ......................November 21, 2014 01 7700 Contract Closeout Procedures.. .............. .......................... November 21, 2014 August 31, 2014 000005-1 Table of Contents MARINA PARK PACKAGE 4 MARINA DOCKS Division 2- Existing Conditions 020001 Basic Site Material and Methods.............................................November 21, 2014 Division 3- Concrete 033300 Cast In Place Concrete...........................................................November 21, 2014 Division 5- Metals 055000 Metal Fabrications...................................................................November 21, 2014 055220 Handrails and Railing..............................................................November 21, 2014 Division 9- Painting 099000 Painting and Coating...............................................................November 21, 2014 Division 10- Specialties 101400 Signage..................................................................................November 21, 2014 Division 26 — Electrical 262005 Marina Electrical.....................................................................November 21, 2014 Division 31 — Earthwork 31 6237 Marine Precast Concrete Piles................................................November 21, 2014 Division 33 — Mechanical 330510 Marina Piping and Equipment Systems...................................November 21, 2014 Division 35 — Marine Construction 350150 Operation and Maintenance of Marine Construction ...............November 21, 2014 355135 Floating Docks........................................................................November 21, 2014 355140 Gangways...............................................................................November 21, 2014 Appendix A Geotechnical Report .....................................................................................September 6, 2013 Summary of Elevations of Upper Contact of Older Alluvium Soils ....................... August 29, 2013 August 31, 2014 000005-2 Table of Contents MARINA PARK PACKAGE MARINA DOCKS SECTION 00 3320 COASTAL DEVELOPMENT PERMIT PART 1 -GENERAL 1.1 DESCRIPTION: A. This project is done under the conditions of a Coastal Development Permit issued by the California Coastal Commission. A copy of the permit is attached. PART 2 - PRODUCTS — Not Applicable PART 3 - EXECUTION — Not Applicable END OF SECTION November 21, 2014 003320-1 Coastal Development Permit STATE OF CALIFORNIA COASTAL COMMISSION South Coast Area Office Page 1 of 22 Loong 00 Seaerh, Crt9OW2a�z Date; August 13, 2013 (562) ssa-sore Permit No: 5.10-229 t + P s . il. On June 13, 2012, the California Coastal Commission granted to City of Newport Beach Coastal Development Permit 5-10-229, subject to the attached Standard and Special Conditions, for development consisting of: Construct new bayfront public park with new public marina on 10.45 acres of lanai, including removal of mobile home park, various community buildings and recreational facilities, and construction of 23,632 sq. ft., 35 -ft high multl-purpose and sailing program building with 71-k high architectural design feature presenting a lighthouse (non- functioning); 5,500 sq. ft. twirl Scout building; 157 -space public parking area; public park amenities including new restroom with 34 -ft. high lighthouse (non- functioning); and new public marina (including bulkhead and groin) consisting of 23 slips and 200 -ft. long side tie area, to be partly excavated from dry land (total 68,000 eu.yrds.); and tentative parcel map to combine 35 lots into 4 lots. More specifically described in the application file in the Commission offices, The development is within the coastal zone in Orange County at: 1600 West Balboa Boulevard, Newport Beach. Issued on behalf of the California Coastal Commission August 13, 2013, CHARLES LESTER 4a4,_ Executive Director Title: The undersigned permittee acknowledges receipt of this permit and agrees to abide by all terms and conditions thereof. The undersigned permittee acknowledges that Government Code Section 818.4 which states in pertinent part, that: "A public entity is not liable for injury caused by the issuance , . , of any permit, .:' applies to the Issuance of this permit. IMPORTANT: THIS PERMIT IS NOT VALID UNLESS AND UNTIL A COPY OF THE PERMIT WITH THE SIGNED ACKNOWLEDGMENT HAS BEEN RETURNED TO THE COMMISSION OFFICE. 14 CAL; ADMIN. CODE SECTION 13158(a). Signature of Permi e Please sign and return one copy of this form to the Commission office at the above address, No.5-10-229 1' of 22 Notice of Receipt and Acknowledgment. The permit is not valid and development shall not commence until a copy of the permit, signed by the permittee or authorized agent, acknowledging receipt of the permit and acceptance of the terms and conditions, is returned to the Commission office. 2. Exolratfon. If development has not commenced, the permit will expire two years from the date on which the Commission voted on the application. Development shall be pursued in a diligent manner and completed in a reasonable period of time. Application for extension of the permit must be made prior to the expiration date. 3, interpretation. Any questions of intent or interpretation of any condition will be resolved by the Executive Director or the Commission. 4. Assignment, The permit may be assigned to any qualified person, provided assignee files with the Commission an affidavit accepting all terms and conditions of the permit. 5. "terms and Conditions Run witb. the Land These terms and conditions shall be perpetual, and it is the intention of the Commission and the permlttee to bind all future owners and possessors of the subject property to the terms and conditions. REVISED FINAL PROJECT PLAN A. PRIOR TO THE ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the applicant shall submit, for the Executive Directors review and approval, two (2) full size sets of a Revised Final Project Plan, including floor, elevation, grading, foundation, bulkheads, docks, groin, etc. The Revised Final project Plan shall be in substantial conformance with the plans received by South Coast District staff on October 7, 2010, September 27, 2011 and December 22, 2011, except they shall be modified as follows: 1) the proposed 71 -foot high lighthouse -shaped architectural feature that is part of the proposed Balboa Center Complex shalt be reduced in height and shall be no higher than the allowed maximum height of 35 -feet or eliminated from the plan; 2) to minimize bird - strike hazards, any proposed glass railings will be replaced with frosted or etched glass screens or will be replaced with a different type of material (i.e. metal fence, etc); and a) as proposed, remove two tennis courts from the lawn area adjacent to the American Legion building. COASTAL DEVELOPMENT PERMIT No. 5-10-228 Page 3 of 22 B. The permittee shall undertake development in accordance with the approved final plans, Any proposed changes to the approved final plans shall be reported to the Executive Director, No changes to the approved final plans shall occur without a Commission amendment to this Coastal Development Permit unless the Executive Director determines that no amendment is legally required. 2. FINAL DREDGING PLANS A. PRIOR TO ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the permittee shall submit for the review and approval of the Executive Director, two (2) sets of a Final Dredging Plan, The Final Dredging Pian shall be in substantial conformance with the Dredging Plan submitted with the project application received by Commission staff on October 7, 2010, except it shall be modified as follows: 1) identification of the final dredge depositlbeach nourishment locations from the Identified five (5) potential locations; 2) identification of the quantity of dredge deposlVbearh nourishment material to be placed at each dredge deposit/beach nourishment location; 3) identification of the method of dredge deposit/beach nourishment at each locations; 4) the duration of the dredge depositlbeach nourishment activity; 5) require that any dredge deposit/beach nourishment location be a minimum 15 -feet away from any eelgrass beds; and 6) require that any dredge depositfbeaeh nourishment activity must avoid sensitive aquatic or terrestrial habitat. B. The permittee shall undertake development in accordance with the approved final plans. Any proposed changes to the approved final plans shall be reported to the Executive Director. No changes to the approved final plans shall occur without a Commission amendment to this Coastal Development Permit unless the Executive Director determines that no amendment is legally required. 3. PARKING MANAGEMENT PLAN A. PRIOR TO ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the permittee shall submit for the review and approval of the Executive Director, two (2) sets of a Final Parking Management Plan. The Final Parking Management Plan shall be in substantial conformance with the Parking Management Alan received September 21, 2011, except it $hail be modified as follows: ,1) provide a more specific description of the "various parking management affemat/ves" to operate the Main Parking Lot that the applicant has proposed; 2) identify that the minimum length of parking time duration of the proposed on -street parking meters Is 6 hours; 3) document that the fees charged by the City for the proposed parking meters (on -street and on-site) shall be comparable and also not exceed the public parking meter fees of the surrounding area (Balboa Peninsula); 4) if the Final Parking Management Plan for the 157 on-site parking COASTAL DEVELOPMENT PERMIT No. 5-10-229 Page 4 of 22 spaces shows that parking spaces exist in excess of the on-site demands during any time period, those spaces shall be made available during the identified time period for the general public on a first come, first serve basis; and 5) clarify that the "parking control system" for the Main Parking Lot currently does not include gating the parking lot and that gating the parking lot cannot occur without a,Coastal Development Permit. B. The permittee shall undertake development in accordance with the approved final plans. Any proposed changes to the approved final plans shall be reported to the Executive Director. No changes to the approved final plans shall occur without a Commission amendment to this Coastal Development Permit unless the Executive Director determines that no amendment is legally required. 4. FUTURE DEVELOPMENT This permit Is only for the development described in Coastal Development Permit No. 5- 10-229. Pursuant to Title 14 California Code of Regulations Section 13253(b)(6), the exemptions otherwise provided in Public Resources Code Section 30610(b) shall not apply to the development governed by Coastal Development Permit No. 5-10-229. Accordingly, any future improvements to the Marina Park facilities authorized by this permit, including repair and maintenance identified as requiring a permit in Public Resources Section 3061 Old) and Title 14 California Code of Regulations Sections 13252(x) -(b), shall require an amendment to Permit No. 5-10-229 from the Commission or shall require a separate coastal Development Permit from the Commission. F1w The applicant shall retain the services of a qualified biologist or environmental resources specialist (hereinafter, "environmental resources specialist") with appropriate qualifications acceptable to the Executive Director, to monitor the site during construction activities and conduct sensitive species pre -construction surveys, PRiOR TO COMMENCEMENT OF CONSTRUCTION, the applicant shall submit the contact information of all monitors with a description of their duties and their on-site schedule to the Executive Director for review and approval. The applicant shall ensure that the Environmental Specialist shall perform all of the following duties, and the applicant shall observe the following requirements: A. The environmental resource specialists shelf (1) conduct a survey of the project site to determine presence and behavior of sensitive species one day prior to commencement of any activities related to sediment deposit (beach nourishment), (2) immediately report the results of the survey to the applicant and the Commission, and (3) monitor the site during all sediment deposit (beach nourishment) activities. CtaAIMIT Na, 5-10-229 Page S of 22 B. In the event that the environmental resources specialist reports finding that any sensitive wildlife species (including but not limited to California least tem, western snowy plover, California grunion, Beldings savannah sparrow) exhibit reproductive or nesting behavior, the applicant shall cease work and immediately notify the Executive Director and local resource agencies, Project activities shall resume only upon written approval of the Executive Director, C. Prior to the commencement of any sediment deposit (beach nourishment) activities, the applicant shall have the environmental, resource specialist conduct a survey of the sediment deposit (beach nourishment) sites, to determine presence of California grunion during the seasonally predicted run period and egg incubation period, as identified by the California Department of Fish and Game (CDF&G), if the environmental resources specialist determines that any grunion spawning activity Is occurring and/or that grunion are present in or adjacent to the project site, then no beach nourishment activities shall occur on, or adjacent to, the area of the bead where grunion have been observed to spawn until the next predicted run in which no grunion are observed. Surveys shall be conducted for all seasonally predicted run periods in which material Is proposed to be placed at any of the sites. If the applicant is in the process of placing material, the material shall be graded and groomed to contours that will enhance the habitat for grunion prior to the run period. Furthermore, placement activities shall cease in order to determine whether grunion are using the beach during the following run period. The applicant shall have the environmental resource specialist provide inspection reports after each grunion run observed and shall provide copies of such reports to the Executive Director and to the California Department of Fish and Game (CDF&G). D. Prior to initiation of daily project activities, the resource specialist shall examine the beach area to preclude impacts to sensitive species. Project activities, including sediment deposit (beach nourishment), shell not occur until any sensitive species (e.g., California least tern, western snowy plovers, Belding's savannah sparrows, etc.) have left the sediment deposit (beach nourishment) sites or its vicinity. In the event that the environmental resource specialist determines that any sensitive wildlife species (including but not limited to California least tern, western snowy plover, Belding's savannah sparrow, California grunion) exhibit reproductive or nesting behavior, the applicant shall cease work, and shall immediately notify the Executive Director and local resource agencies. Project activities shall resume only upon written approval of the Executive Director. The applicant shall cease work should any breach in permit compliance occur or if any unforeseen sensitive habitat issues arise. The environmental resource specialists) shall require the applicant to cease work should any breach in permit compliance occur or if any unforeseen sensitive habitat issues arise. The environmental resource specialist(s) No.5-10-229 g 6 of 22 - shall also immediately notify the Executive Director if development activities outside of the scope of Coastal Development Permit No. 5-10- 229 occur. if significant impacts or damage occur to sensitive wildlife species, the applicant shall be required to submit a revised, or supplemental program to adequately mitigate such impacts. E. The environmental resource specialist will conduct surveys of trees and sediment deposit (beach nourishment) sites on and adjacent to the project site (within 5DO feet of any construction activities), just prior to any construction activities and once a week upon commencement of construction activities including sediment deposit (beach nourishment) will be carried out between December 1st and September 3oth, inclusive. Such surveys shall identify the presence, nests, and eggs or young, of California least tern, western snowy plovers, Belding's savannah sparrows, etc. or other sensitive species in or near the project site. All surveys shall be submitted to the Executive Director of the Coastal Commission. F. The environmental resource specialist shall be present at all weekly construction meetings and during ali significant construction activities including pile sediment deposit (beach nourishment) activities to ensure that nesting birds are not disturbed by construction related noise. The environmental resources specialist shall be onsite monitoring birds and noise every day at the beginning of the project during heavy equipment use. The environmental resources specialist must review the 2006 guidance issued by the United States Fish and Wildlife Service (USFWS) for estimating the effects of auditory and visual disturbance to northern spotted owls and marbled murrelets. The USFWS document provides guidance for making determinations with regard to potential effects of construction noise on owls and murrelets. While these two species are not expected to be impacted by this project, the guidelines and procedures apply to the herons and egrets that potentially could be impacted. G. The applicant shall submit documentation prepared by the environmental resource specialist which indicates the results of each pre -construction surrey, including if any sensitive species were observed and associated behaviors or activities. Location of any nests observed shall be mapped. 6. CONSTRUCTION STAGING PLAN A. PRIOR TO ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT the permittee shall submit for the review and approval of the Executive Director, two (2) full size sets of a Construction Staging Plan, which indicates that the construction staging area(s) and construction corridor(s) Y411 minimize public access impacts to the sandy public beach. 5-10-229 .s 7 of (t) The pian shall demonstrate that: (a) Construction equipment, materials or activity shall not occur outside the staging area and construction corridor identified on the site plan required by this condition; (b) Construction equipment, materials, or activity shall not be placed on the sandy beach outside of the immediate construction zone; (c) The construction staging area will gradually be reduced as less materials and equipment are necessary; (d) The construction access route will only be intermittently closed for transport of equipment and materials. When not in use for transportation of equipment and materials, it will be made available for undisrupted public access; and (e) That public access to the beach fronting the Marina Park project site, not including the public beach area impacted by the construction of the new marina, will remain open to the public during the course of the project construction. (2) The plan shall include, at a minimum, the following components: (a) A site plan that depicts: t. limits of the staging area(s); 2. construction corridor(s); S. construction site; and 4. location of construction fencing and temporary job trailers with respect to the existing parking lot, day use area and the sandy beach. 8. The permittee shall undertake development In accordance with the approved final plans. Any proposed changes to the approved final plans shall be reported to the Executive Director. No changes to the approved final plans shall occur without a Commission amendment to this Coastal Development Permit unless the Executive Director determines that no amendment is legally required. W 1 'll 6-10-229 Page 8 of 22 7. TRAFFIC CONTROL PLAN 91 A. PRIOR TO ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the permittee shall submit for the review and approval of the Executive Director, two (2) full size sets of a Traffic Control Plan that demonstrate the following: (1) Every effort shall be made to minimize the duration of sidewalk, bike and road lane closures so that impacts upon public access are minimized; (2) The sidewalk, bike and road lanes should be opened, even intermittently, whenever possible during construction; and (3) A detour plan to re-route pedestrian and bicycle traffic shall be identified for those periods when the sidewalk and/or bicycle lane is closed within the project area. B. The permittee shall undertake development In accordance with the approved plan, Any proposed changes to the approved final plan shall be reported to the Executive Director. No changes to the approved final plans shall occur without a Commission amendment to this Coastal Development Permit unless the Executive Director determines that no amendment is legally required. A. All final design and construction plans, including foundation, grading and drainage plans, shall be consistent with all recommendations contained in the following coastal engineering and geotechnical reports: Geotechnical Investigation, Marina Parte, Newport Beach, Califomia (Project No. 2673) prepared by TerraCoasta Consulting Group, Inc. dated August 7, 2008; and Marina Park Coastal Engineering Study prepared by URS/Cash & Associates dated October 2008. B. AT LEAST 120 DAYS PRIOR TO COMMENCEMENT OF CONSTRUCTION, the applicant shall submit, for the Executive Directors review and approval, two (2) full size sets of all final design and construction plans, including foundation, grading and drainage plans and evidence that an appropriately licensed professional has reviewed and approved all final design and construction plans and certified that each of those final plans is consistent with all of the recommendations specified in the above -referenced coastal engineering and geologic evaluation approved by the California Coastal Commission for the project site. COASTAL DEVELOPMENT PERMIT No. 5-10-229 Page 9 of 22 C. The permittee shall undertake development in accordance with the approved final plans. Any proposed changes to the approved final plans shall be reported to the Executive Director. No changes to the approved final plans shall occur without a Commission amendment to this Coastal Development Permit unless the Executive Director determines that no amendment is legally required. 9. ASSUMPTION OF RISK WAIVER OF LIABILITY AND INDEMNITY A. By acceptance of this permit, the applicant acknowledges and agrees (I) that the site may be subject to hazards from sea level rise, erosion, flooding, and/or wave uprush; (ii) to assume the risks to the applicant and the property that is the subject of this permit of injury and damage from such hazards In connection with this permitted development; (111) to unconditi ui. 6-10-229 Page 10 of after the last valid eelgrass survey expires, a new survey Is required prior to commencement of work In that area, The surrey shall be prepared in full compliance with the "Souther California Eelgrass Mitigation policy, Revision 8 (except as modified by this special condition) adopted by the National Marine Fisheries Service and shall be prepared in consultation with the California Department of Fish and Game. The applicant shall submit the eelgrass surrey for the review and approval by the Executive Director within five (S) business days of completion of each eelgrass survey and in any event no later than fifteen (15) business days prior to commencement of any development. If the eelgrass survey identifies any eelgrass within the project area, which would be impacted by the proposed project, the development shall require an amendment to this permit from the Coastal Commission or a new Coastal Development Permit. 8. POST CONSTRUCTION EELGRASS SURVEY. if any eelgrass is identified in the project area by the survey required in subsection A of this condition above, within one month after the conclusion of construction, the applicant shall survey the project site to determine if any eekjrass was adversely impacted. The survey shall be prepared in full compliance with the "Southern California Eelgrass Mitigation Policy' Revislon 8 (SCEMP) (except as modified by this special condition) adopted by the National Marine Fisheries Service and shall be prepared in consultation with the California Department of Fish and Garr, The applicant shall submit the post -construction eelgrass survey for the review and approval by the Executive Director within thirty (30) days after completion of the survey. If any eelgrass has been impacted, the applicant shall replace the impacted eelgrass at a minimum 1.2:1 ratio on-site, or at another location, in accordance with the SCEMP. All impacts to eelgrass habitat shall be mitigated at a minimum ratio of 1,2:1 (mitigation:impact). The exceptions to the required 1,2:1 mitigation ratio found within SCEMP shall not apply. Implementation of mitigation shall require an amendment to this permit or a new Coastal Development Permit unless the Executive Director determines that no amendment or new permit is legally required. 11. PRE -CONSTRUCTION CAULIRPA TAXIFOLlA SURVEY A. Not earlier than 90 days nor later than 30 days prior to commencement or re -commencement of any development authorized under this Coastal Development Permit (the "project''), the applicant shall undertake a survey of the project area and a buffer area at least 10 meters beyond the project area to determine the presence of the invasive alga Caulerpa taxifolia. The survey shall include a visual examination of the substrate. If any portion of the project commences in a previously undisturbed area after the last valid Caulerpa taxifolle survey expires, a new survey is required prior to commencement of work in that area. O m * *OUT 5-10-229 Page 11 of 22 B. The survey protocol shall be prepared in consultation with the Regional Water Quality Control Board, the California Department of Fish and Game, and the National Marine Fisheries Service. G. Within five (5) business days of completion of the survey, the applicant shall submit the survey: (1) for the review and approval by the Executive Director; and (2) to the Surveillance Subcommittee of the Southern California Caulerpa Action Team (SCCAT). The SCCAT Surveillance Subcommittee may be contacted through William Paznokas, California Department of Fish & Game (858/487-4218) or Robert Hoffman, National Marine Fisheries Service (562!380-4043), or their successors. D. If Caulerpa (axifolia is found within the projector buffer areas, the applicant shall not proceed with the project until 1) the applicant provides evidence to the Executive Director that all C. tax1folle discovered within the project and buffer area has been eliminated in a manner that complies with all applicable governmental approval requirements, Including but not limited to those of the California Coastal Act, or 2) the applicant has revised the project to avoid any contact with G. taxtfolla. No revisions to the project shall occur without a Coastal Commission approved amendment to this Coastal Development Permit unless the Executive Director determines that no amendment is legally required. 12. CONSTRUMQ BESTMANAGEMENTPRACTICES A. The permittee shall comply with the following construction -related requirements: (1) No construction materials, debris, or waste shall be placed or stored where it may be subject to wave, wind, rain, or tidal erosion and dispersion; (2) Any and all debris resulting from construction activities shall be removed from the project site within 24 hours of completion of the project; (3) Construction debris and sediment shall be removed from construction areas each day that construction occurs to prevent the accumulation of sediment and other debris which may be discharged into coastal waters; (4) Erosion controlisedimentation Best Management Practices (BMP's) shall be used to control dust and sedimentation impacts to coastal 94 r wm NI • 6-10-229 Page of waters during construction. BMP's shall include, but are not limited to: placement of sand bags around drainage inlets to prevent runoffisediment transport into coastal waters; and (5) All construction materials, excluding lumber, shall be covered and enclosed on all sides, and as far away from a storm drain inlet and receiving waters as possible. B. Best Management Practices (BMP's) designed to prevent spillage andtor runoff of construction -related materials, sediment, or contaminants associated with construction activity shall be implemented prior to the on- set of such activity. Selected BMP's shall be maintained in a functional- condition unctionalcondition throughout the duration of the project. Such measures shall be used during construction; (t) The permittee shall ensure the proper handling, storage, and application of petroleum products and other construction materials. These shall include a designated fueling and vehicle maintenance area with appropriate berms and protection to prevent any spillage of gasoline or related petroleum products or contact with runoff, It shall be located as far away from the receiving waters and storm drain inlets as possible; (2) The permittee shall develop and Implement spill prevention and control measures; (3) The permittee shall maintain and wash equipment and machinery in confined areas specifically designed to control runoff. Thinners or solvents shall not be discharged Into sanitary or storm sewer systems. Washout from concrete trucks shall be disposed of at a location not subject to runoff and more than 50 feet away from a stormdrain, open ditch or surface water, and (4) The permittee shall provide adequate disposal facilities for solid waste, including excess concrete, produced during construction. The permittee shall dispose of all demolition and construction debris resulting from the proposed project at an appropriate location. If the disposal site is located within the Coastal Zone, a Coastal Development Permit or an amendment to this permit shall be required before disposal can take place. . • • :• ,I5-10-229 Page 13 of 22 A. PRIOR TO ISSUANCE OF THE COASTAL. DEVELOPMENT PERMIT, the permittee shall submit for the review and approval of the Executive Director, two (2) sets of a Storm Water Pollution Prevention Plan (SWPPP) prepared and signed by licensed engineer that, at a minimum, meets the following; The Storm Water Pollution Prevention Plan must show that permittee is properly prepared to apply site design, source control and treatment control BMP's, appropriate for the potential stormwater pollutants at this site, in order to protect coastal waters from polluted runoff generated by construction activities to the maximum extent practicable. B. The permittee shall undertake development in accordance with the approved final plans. Any proposed changes to the approved final plans shall be reported to the Executive Director. No changes to the approved final plans shalt occur without a Commission amendment to this Coastal Development Permit unless the Executive Director determines that no amendment is legally required. 15. FINAL WATER QUALITY MANOEMENT PLAN tWQMPt A. PRIOR TO ISSUANCE OF THE COASTAL. DEVELOPMENT PERMIT, the permittee shall submit for the review and approval of the Executive Director, two (2) sets of a Final Water Quality Management Plan (WQMP) for the post -construction project site, prepared and signed by a licensed water quality professional, and shall include plans, descriptions, and supporting calculations, The WQMP shall be in substantial conformance with the Preliminary Water Quality Management Plan (WQMP) (JN: 1001.01.01) prepared by City of Newport Beach Public Works Department dated October 17, 2008 (Revised September 13, 2010). The WQMP shall incorporate structural and non-structural Best Management Practices (BMP's) designed to reduce, to the maximum extent practicable, the volume, velocity and pollutant load of stormwater and dry weather flows leaving the developed site. In addition to the specifications above, the plan shall be in substantial conformance with the following requirements: (1) Appropriate structural and non-structural BMP's (site design, source control and treatment control) shall be designed and implemented to minimize water quality impacts to surrounding coastal waters; a u NIATA NIA . •LPA r r No. 6-10-229 :se 14 of (2) Impervious surfaces, especially directly connected impervious areas, shall be minimized, and alternative types of pervious pavement shall be used where feasible; (3) Irrigation and the use of fertilizers and other landscaping chemicals shall be minimized; (4) Trash, recycling and other waste containers, as necessary, shall be provided. All waste containers anywhere within the development shall be covered, watertight, and designed to resist scavenging animals; (5) All runoff from the vehicle wash station shall be collected through the proposed wash rack and sandloil separator and discharged only through the sewer system; (B) Runoff from all roofs, walkways, driveway and parking areas shall be collected and directed through a system of structural BMP's Including vegetated areas and/or gravel filter strips or other vegetated or media filter devices, The system of BMP's shall be designed to 1) trap sediment, particulates and other solids and 2) remove or mitigate contaminants (including trash, debris and vehicular fluids) through infiltration, filtration and/or biological uptake, The drainage system shall also be designed to convey and discharge runoff from the developed site in a non-erosive manner; (7) Post -construction structural BMP's (or suites of BMP's) shall be designed to treat, infiltrate or filter the amount of stormwater runoff produced by all storms up to and including the 85th percentile, 24- hour storm event for volume -based BMP's, and/or the 85th percentile, 1 -hour storm event, with an appropriate safety factor (i.e., 2 or greater), for flow -based BMP's; (8) All BMP's shall be operated, monitored, and maintained for the life of the project and at a minimum, all structural BMP's shall be Inspected, cleaned -out, and where necessary, repaired at the following minimum frequencies: (1) prior to October 15th each year; (2) during each month between October 15'6 and April 15th of each year and, (3) at least twice during the dry season; (g) Debris and other water pollutants removed from structural BMP's during clean-out shall be contained and disposed of in a proper manner, (10) Itis the permittee's responsibility to maintain the drainage system and the associated structures and BMP's according to manufacturer's specifications; and 5-10-229 Page 15 of 22 (11) If at any time water quality in the new marina is not consistent with the standards or expectations as discussed in the Moffatt & Nichol Memorandum "Regulatory Guidance for Marine Flushing" dated June 21, 2010, the applicant shall address those adverse water quality conditions and shall apply for any new development involved with addressing those adverse water quality conditions. B. The permittee shall undertake development in accordance with the approved final plans. Any proposed changes to the approved final plans shall be reported to the Executive Director. No changes to the approved final plans shall occur without a Commission amendment to this Coastal Development Permit unless the Executive Director determines that no amendment is legally required. 16. REVISED LANDSCAPING PLAN A. PRIOR TO ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the permittee shall submit for the review and approval of the Executive Director, two (2) full size sets of a Revised Landscape Plan, prepared by a licensed landscape architect that includes the following: (1) The plan shall demonstrate that (a) All landscaping shall consist of native or non-native drought tolerant non-invasive plant species, except for existing palm trees, as noted below. No plant species fisted as problematic and/or invasive by the California Native Plant Society (http:llwww.CNPS.om& the California Invasive Plant Council (formerly the California Exotic Pest Plant Council) thtta:tAaww.cal-Ipc.orall, or as maybe identified from time to time by the State of California shall be employed or allowed to naturalize or persist on the site, No plant species listed as a "noxious weed" by the State of California or the U.S. Federal Government shall be utilized within the property. Except for no more than 5% of landscape coverage (for accent purposes) that may be of 'medium' water use, all plants shall be low water use plants as identified by California Department of Water Resources (See: htip://www.owue.water.ca.gov/doostwucols,QQ.pd . Any existing landscaping that doesn't meet the above requirements shall be removed. The existing palm trees located on-site are allowed to be relocated, but no new palm trees are allowed to be planted on-site. Any palm trees that do not survive the relocation process are not allowed to be replaced with any new palm No. [. 5-10-229 Page x of trees that are not drought tolerant or are invasive. An annual palm tree inspection shall occur to assure that there has not been an increase in the number of palm trees on-site. If any new palm trees are detected on-site, they shall be removed immediately to prevent them from maturing and adding to the on-site palm tree seed bank. The palm tree inspection shall be carried out by an appropriately licensed professional who shall also prepare an annual palm tree inspection report for the review and approval of the Executive Director. (b) Proposed landscaping shall not adversely impact public views of the beach and bay provided through the site from West Balboa Boulevard, Including those views provided at the 1614 Street and 17th Street, street ends.. Ali landscaping within the view corridor to the beach and bay shall be comprised of plant species that, at maximum growth (width/height), do not reduce, obstruct, or in anyway interfere with, public views. The required Revised Landscape Plan shall provide information regarding the maximum height and width of the proposed landscaping vegetation. Landscaping shall be trimmed/,maintained such that impacts upon public views are avoided. Once planted, if the Executive Director determines that any landscaping within the view corridor to the beach and ocean is causing an impact upon public views, the applicant shall modify or replace such landscaping with different plant species that meet the requirements of this special condition, as directed by the Executive Director, (c) All planting shalt provide 90 percent coverage within 90 days and shall be repeated if necessary to provide such coverage; and (d) All plantings shall be maintained in good growing condition throughout the life of the project, and whenever necessary, shall be replaced with new plant materials to ensure continued compliance with the landscape plan,- (2) lan; (2) The plan shall include, at a minimum, the following components: (a) Two (2) full size copies of a map showing the type, size, and location of all plant materials that will be on the developed site, the irrigation system, topography of the developed site, and all other landscape features, and (b) A schedule for installation of plants. No, 6-10-229 Page of 22 B. The permittee shall undertake development in accordance with the approved plan. Any proposed changes to the approved final plan shall be reported to the Executive Director. No changes to the approved final plans shall occur without a Commission amendment to this Coastal Development Permit unless the Executive Director determines that no amendment is legally required. 17. CONSIRUCTION RESPONSIBILITIES DURING WATERSIDE WORK The permittee shall comply with the following construction related requirements: A. No demolition or construction materials, equipment, debris, or waste shall be placed or stored Where it may enter sensitive habitat, receiving waters or a storm drain, or be subject to wave, wind, rain or tidal erosion and dispersion; B. Any and all debris resulting from demolition or construction activities, and any remaining construction material, shall be removed from the project site within 24 hours of completion of the project; C. Demolition or construction debris and sediment shall be removed from work areas each day that demolition or construction occurs to prevent the accumulation of sediment and other debris that may be discharged into coastal waters; D. Machinery or construction materials not essential for project improvements will not be allowed at any time in the intertidal zone; E. If turbid conditions are generated during construction a silt curtain will be utilized`to control turbidity; F. Floating booms will be used to contain debris discharged into coastal waters and any debris discharged will be removed as soon as possible but no later than the end of each day; G. Non buoyant debris discharged into coastal waters will be recovered by divers as soon as possible after loss; H. All trash and debris shall be disposed in the proper trash and recycling receptacles at the end of every construction day. 1. The applicant shall provide adequate disposal facilities for solid waste, including excess concrete, produced during demolition or construction; J. Debris shall be disposed of at a legal disposal site or recycled at a recycling facility, if the disposal site is located in the coastal zone, a Coastal Development Permit or an amendment to this permit shall be • •.suailm No. Ill i -229 Page 1 of 22 required before disposal can take place unless the Executive Director determines that no amendment or new permit is legally required; K. All stock piles and construction materials shall be covered, enclosed on all sides, shall be located as far away as possible from drain inlets and any waterway, and shall not be stored In contact with the soil; L. Machinery and equipment shall be maintained and washed in confined areas specifically designed to control runoff. Thinners or solvents shall not be discharged Into sanitary or storm sewer systems; M. The discharge of any hazardous materials into any receiving waters shall be prohibited; N. Spill prevention and control measures shall be implemented to ensure the proper handling and storage of petroleum products and other construction materials. Measures shall include a designated fueling and vehicle maintenance area with appropriate berms and protection to prevent any spillage of gasoline or related petroleum products or contact with runoff. The area shall be located as far away from the receiving waters and storm drain inlets as possible; O. Best Management Practices (BMP's) and Good Housekeeping Practices (GNP's) designed to prevent spillage andlor runoff of demolition or construction -related materials, and to contain sediment or contaminants associated with demolition or construction activity, shall be implemented prior to the on -set of such activity; and P. All BMA's shall be maintained in a functional condition throughout the duration of construction activity. 18. CONSTRUCTION RESPONSIBILITIES DURING DREDGING Dredging activities authorized under this Coastal Development Permit shall comply with the following construction -related requirements; A. No construction materials, debris, waste, oil or liquid chemicals shall be placed or stored where it may be subject to wave erosion and dispersion, stormwater, or where It may contribute to or come into contact with nuisance flow; B. If turbid conditions are generated during construction, a silt curtain shall be utilized to minimize and control turbidity to the maximum extent practicable. In addition, Best Management Practices (BMP's) that will further reduce the impact of turbidity Include using appropriate machinery when dredging and transporting materials, and employing proper maintenance and operation on equipment (including adequate training, it l.. i 01999p r r r n C >-19of 22 staffing and working procedures). Turbidity monitoring should be conducted during dredging operations to insure compliance with standards set forth by the Regional Water Quality Control Board (RWQCB); C. Floating booms will be used to contain debris discharged into coastal waters and any debris discharged will be removed as soon as possible but no later than the end of each day, M Non -buoyant debris discharged into coastal waters will be recovered by divers as soon as possible after loss, E, Dredge equipment shall be used that is designed to minimize the generation of turbid conditions in the dredge area and to avoid dispersal of contaminated sediments from the dredge area to the maximum extent practicable; F. The dredging contractor shall be required as part of the dredging contract to ensure that dredging activities shall be conducted so as not to disturb sensitive biological habitats and resources In Newport Bay; G. No vessel discharge in the harbor or any receiving waters shall be prohibited; H. Dredging and spoils disposal must be planned and carried out to avoid significant disruption to marine and wildlife habitats and water circulation; and Should ocean disposal be required for the project, project operations will require that the scow doors used to release dredged material remain closed until the scows are towed to the disposal site, Uzi A. PRIOR TO ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the permittee shall submit for the review and approval of the Executive Director, two (2) sets of a Final Clean Marina Program for the post - construction project site, prepared and signed by a licensed water quality professional, and shall include plans and descriptions. The WQMP shall be in substantial conformance with the Clean Marina Program for The Marina Park Project prepared b the City of Newport Beach dated December g, 2012, except it shall be finalized and modified to include the following: (1) An Emergency Response Manual to address uses such as fire response and oil spill response; 2) A fuel and all spilt prevention containment plan; II III No. 6-10-229 Page 20 of 22 3) Educational materials will be provided to visiting boaters regarding how the use of solvents, paints and varnishes for in -slope boat maintenance can contribute to pollution entering the water. The Rules and Regulations of the marina will specify the types of minor repair projects which are allowed while the visitors are berthed at the slip; (4) Visitors of the marina will be allowed to clean their hulls by selecting a pre -qualified vendor from the City's list of certified cleaners who demonstrate knowledge of Best Management practices as it relates to boat hull cleaning and recommended by such associations as the Professional Divers Association of California. These vendors will also demonstrate knowledge of detecting aquatic Invasive species; (5) Materials, supplies, vehicles and equipment needed by the City to provide maintenance of the marina will be stored indoors at a designated area within the proposed Sailing Center building since storage outdoor can lead to exposure to rain and can produce runoff resulting in water pollution. Marina visitors will be given a copy of the Emergency Procedures ad Rules and Regulations of the marina which address the issues outlined in the Clean Marina Score Sheets. Trash bins will be provided in the parking lot and the parking lot is designed such that runoff from the parking lot will not enter the bay and will be filtered through permeable paving and bio- swales on-site; (6) Waste shall be managed in designated areas that are covered and designed to limit runoff to the storm water conveyance system; (7) Boat sewage discharge procedures will be included in the Rules and Regulations given to visiting boaters; (8) Solid waste, liquid waste and hazardous materials proper disposal will be discussed in the Emergencies, Procedures and Maintenance sections of this manual; and (9) The Marina Park project will have a Water Quality Management Plan (WQMP). (10) Boat Cleaning and Maintenance Measures: (a) In -water top -side and bottom -side boat cleaning shall minimize the discharge of soaps, points, and debris; 5-10-229 Page (b) In -the -water hull scraping or any process that occurs under water that results in the removal of paint from boat hulls shall be prohibited. Only detergents and cleaning components that are designated by the manufacturer as phosphate -free and biodegradable shall be used, and the amounts used minimized; and (c) The applicant shall minimize the use of detergents and boat cleaning and maintenance products containing ammonia, sodium hypochlorite, chlorinated solvents, petroleum distillates or lye. (11) Solid and liquid Waste Management Measures: (a) All trash, recyciables, and hazardous wastes or potential water contaminants, including old gasoline or gasoline with water, absorbent materials, oily rags, lead acid batteries, anti -freeze, waste diesel, kerosene and mineral spirits shall not at any time be disposed of in the water or gutter but, rather be disposed of in a manner consistent with state and/or federal regulations. (12) Petroleum Control Management Measures: (a) Boaters will practice preventive engine maintenance and will use oil absorbents in the bilge and under the engine to prevent oil and fuel discharges. Oil absorbent materials shall be examined at least once a year and replaced as necessary. Used oil absorbents are hazardous waste in California. Used oil absorbents must therefore be disposed In accordance with hazardous waste disposal regulations, The boaters shall regularly Inspect and maintain engines, seals, gaskets, lines and hoses in order to prevent oil and fuel spills. The use of soaps that can be discharged by bilge pumps Is prohibited; (b) If the bilge needs more extensive cleaning (e.g., due to spills of engine fuels, lubricants or other liquid materials), the boaters will use a bilge pump -out facility or steam cleaning services that recover and properly dispose or recycle all contaminated liquids; and (c) Bilge cleaners which contain detergents or emulsifiers will not be used for bilge cleaning since they may be discharged to surface waters by the bilge pumps. COASTAL DEVELOPMENT PERMIT No. 5-10-229 Page 22 of 22 S. The permittee shall undertake development in accordance with the approved final plans. Any proposed changes to the approved final plans shall be reported to the Executive Director. No changes to the approved final plans shall occur without a Commission amendment to this Coastal Development Permit unless the Executive Director determines that no amendment Is legally required. v -' WILUR b• The permittee shall conform with the "Marina Park -Marina & Marine. Uses" prepared by the City of Newport Beach received by Commission staff on April 11, 2012. Any proposed changes to the approved plan for public use of the marina shall be reported to the Executive Director. No changes to the approved plan for public use of the marina shall occur without a Commission amendment to this Coastal Development Permit unless the Executive Director determines that no amendment is legally required. Fsylrhtg:lpetmttst2010 B11W19 MARINA PARK PACKAGE 4 MARINA DOCKS SECTION 00 3340 CALIFORNIA REGIONAL WATER QUALITY BOARD 401 PERMIT PART 1 -GENERAL 1.1 DESCRIPTION: A. This project is done under the conditions of a Clean Water Section 401 Permit issued by the Santa Ana Region of the California Regional Water Quality Board. A copy of the permit is attached. PART 2 - PRODUCTS — Not Applicable PART 3 - EXECUTION — Not Applicable END OF SECTION November 21, 2014 003340-1 California Regional Water Quality Board 401 Permit California Regional Water Quality Control Board Santa Ana Region Linda S. Adams 3737 Main Street, Suite 500, Riverside, Califomia92501-3348 secretaryfor Phone (951) 782-4130 • FAX (951) 781-6288 • TDD (95 t) 782-3221 Arnold Schwarzenegger Em+irommenwl protection www.WOtcrboards.0a.gov/smtaana Gave December 22, 2010 David A. Webb City of Newport Beach 3300 Newport Blvd. Newport Beach, CA 92663-3884, CLEAN WATER ACT SECTION 401 WATER QUALITY STANDARDS CERTIFICATION FOR THE MARINA PARK PROJECT, NEWPORT BEACH, COUNTY OF ORANGE, CALIFORNIA (SARWQCB PROJECT NO. 302010-40) Dear Mr. Webb: On October 11, 2010, we received an application for Clean Water Act Section 401 Water Quality Standards Certification ("Certification") from the City of Newport Beach for the construction of the Marina Park marina, on the Balboa Peninsula. This letter responds to your request for certification that the proposed project, described in your application and summarized below, will comply with State water quality standards outlined in the Water Quality Control Plan for the Santa Ana River Basin (1995) (Basin Plan) and subsequent Basin Plan amendments: Project Description: Demolition of an existing groin wall, construction of new perimeter bulkhead walls and groin, and construction of a marina. The new marina would consist of pre -cast concrete floating docks for 23 slips, gangways, and a dinghy storage area. Up to 50 pre -stressed concrete guide piles, ranging from 14" to 24" in diameter, would be used. The work will take place within Section 33 of Township 6 South, Range 10 West, of the U.S. Geological Survey Newport Beach, California, topographic quadrangle map (330 36.571170 55.3'). Receiving water: Lower Newport Bay/Pacific Ocean Fill area: 0.66 acre of permanent impact to marine habitat, 1.15 acres of temporary impact to marine habitat Dredgelkl volume: 53,000 cubic yards' Federal permit: Rivers and Harbors Act, Section 10 California Environmental Protection Agency - Recycled Paper David A. Webb - 2 - December 22, 2010 City of Newport Beach You have proposed to mitigate water quality impacts as described in your Certification application. The proposed mitigation is summarized below: Onsite Water Quality Standards Mitigation Proposed: • Site-specific construction and post -construction Best Management Practices (BMPs) will be specified in the project's Storm Water Pollution Prevention Plan (SWPPP). • Site-specific BMPs described and illustrated within the project's City of Newport Beach approved Water Quality Management Plan (WQMP) will be implemented and maintained. • Other mitigation for impacts to water quality standards is specified in the project's environmental impact report. Offsite Water Quality Standards Mitigation Proposed: • None Based on the composition and characteristics of the dredged materials, suitable dredged sand materials will be transported off-site to beach nourishment (receiver) sites. Dredged materials that do not meet the criteria for receiver sites or that are contaminated will be either transported off-site for disposal at an upland landfill or at the Port of Long Beach (POLB) Middle Harbor combined disposal facility. This dredging is being coordinated with the City's Rhine Channel dredging project, in which contaminated sediments from the Rhine Channel area of Newport Bay are being dredged and transported to POLB for disposal. The Rhine Channel project previously received Section 401 water quality standards certification. Should the proposed project impact state- or federally=listed endangered species or their habitat, implementation of measures identified in consultation with U.S. Fish and Wildlife Service and the California Department of Fish and Game will ensure those impacts are mitigated to an acceptable level. Appropriate BMPs will be implemented to reduce construction -related impacts to Waters of the State according to the requirements of Order No. R8-2009-0030 (NPDES Permit No. CAS618030), commonly known as the Orange County Municipal Storm Water Permit, and subsequent iterations thereof. Order No. R8-2009-0030 requires that you substantially comply with the requirements of State Water Resources Control Board's General Permit for Storm Water Discharges Associated with Construction Activity, including the preparation of a SWPPP. California Environmental Protection Agency ,+ Recycled Paper David A. Webb - 3 - December 22, 2010 City of Newport Beach Pursuant to California Code of Regulations, Title 14, Chapter 3, Section 15096, as a responsible agency, the Regional Board is required to consider an Environmental Impact Report (EIR) or Negative Declaration prepared by the lead agency in determining whether to approve a Section 401 Certification. A responsible agency has responsibility for mitigating and avoiding only the direct and indirect environmental effects of those parts of the project which it decides to carry out, finance, or approve. Further, the responsible agency must make findings as required by Sections 15091 and, if necessary, 15093, for each and every signifcant impact of the project. As required by Section 15096, the Regional Board has considered the EIR prepared for the proposed project in approving this Certification. More specifically, the Regional Board has considered those sections of the EIR relating to water quality. Based on the mitigation proposed in the Marina Park Recirculated EIR, State Clearinghouse Number 2008051096, information submitted by the City in the June 21, 2010 Moffatt & Nichol memorandum, "Marina Park -Regulatory Guidance for Marina Flushing," and the conditions set forth in this Certification, impacts to water quality will be reduced to a less than significant level and beneficial uses will be protected. Thus, the Regional Board finds that changes or alterations have been required in, or incorporated into the project, which avoid or mitigate impacts to water quality to a less than significant level De -watering discharges from the proposed project may be regulated under Regional Board Order No, R8-2003-0061, General Waste Discharge Requirements for Discharges to Surface Waters that Pose an Insignificant (De Minimis) Threat to Water Quality. For more information, please review Order No. R8-2003-0061 at www.waterboards.ca.gov/santaana/pdf/03-61.pdf. This 401 Certification is contingent upon the execution of the following conditions: Using generally accepted protocols, the discharger must survey for Caulerpa taxifolia, an invasive marine seaweed, to help locate and prevent its spread. If Caulerpa taxifolia is found prior to or during implementation of the project, the applicant must not begin or continue at that location until authorized by Regional Board staff. If the invasive seaweed is discovered, it is not to be disturbed, and the Regional Board must be notified within 48 - hours of the location and date of the discovery. In addition, any sightings of Caulerpa taxifolia should be reported to the California Department of Fish and Game (William Paznokas at (858) 467-4218 (wpaznokasCc�dfa ca aov)) or the National Marine Fisheries Service (Robert Hoffman at (562) 980-4043 (bob.hoffmananoaa.gov)) within 24 -hours of discovery. Further information regarding Caulerpa taxifolia sightings can be obtained at www.sccat.net. California Environmental Protection Agency Recycled Paper David A. Webb - 4 - December 22, 2010 City of Newport Beach Should no Caulerpa be observed during the project, the applicant must notify the Regional Board of this fact when all construction has been completed. Please contact Wanda Cross at (951) 782-4468 concerning issues related to Caulerpa taxifolia. 2. The Project shall be sited, designed and operated for maximum flushing and circulation of surface waters, to reduce the potential for water stagnation, to maintain biological productivity, and to reduce the potential for accumulations of toxic substances or the creation of toxic conditions in bottom sediments. 3. Regional Board staff and other authorized representatives must be allowed: a. Entry upon premises where storm water treatment facilities are located, or where records are kept under the requirements of this Certification and applicable waste discharge requirements; b. Access to copy any records that are kept under the requirements of this Certification and applicable waste discharge requirements; c. To inspect any facility, equipment (including monitoring and control equipment), practices, or operations related to the treatment of storm water runoff from the project site; and d. To photograph, sample and monitor for the purpose of assuring compliance with this Certification and applicable waste discharge requirements. 4. Materials must not be placed in a manner where they could be discharged to surface waters except as authorized by this certification. In the event that trash or debris is discharged to surface waters, the discharger must recover the material to the maximum extent practical. 5. Construction and operation of the Project must not depress the dissolved oxygen content in any part of Lower Newport Bay, including the marina proposed, below 5 mg/L as a result of controllable water quality factors. When natural dissolved oxygen content is less than 5 mg/L, the discharger must not cause further depression. 6. Project activities must not raise the pH in any part of Lower Newport Bay above 8.6 or lower pH below 7.0 as the result of controllable water quality factors; ambient pH levels must not be changed by more than 0.2 units. California Environmental Protection Agency .t Recycled Paper David A. Webb - 5 - December 22, 2010 City of Newport Beach 7. Project -related activities must not cause the background natural turbidity, as measured in Nephelometric Turbidity Units (NTUs), in the receiving waters to be increased by valuesgreater than the following Basin Plan objectives at a distance of 100 feet from the activity: a. If natural turbidity is between 0 and 50 NTU, the maximum increase must not exceed 20% of the measured natural turbidity. b. If natural turbidity is 50 to 100 NTU, the increase must not exceed 10 NTU. C. If natural turbidity is greater than 100 NTU, the maximum increase must not exceed 10% of the measured natural turbidity. 8. Project -related activities must not cause the numeric targets for constituents specified in the U.S. Environmental Protection Agency Toxics TMDLs' for the Rhine Channel and Lower Newport Bay to be exceeded. 9. An effective monitoring plan must be developed and implemented to document compliance with conditions 3, 4, 5, 6 and 7, above. Any suspected violation of these conditions must be reported to Regional Board staff in writing within 24 -hours of discovery. The monitoring plan and records of monitoring activities must be maintained on site for the duration of the proposed discharge and be available for inspection by Regional Board staff. 10. Impacts to eelgrass must be compensated for according to the National Marine Fisheries Service's Southern California Eelgrass Mitigation Policy, including the creation of eelgrass beds. Any deficiencies in the mitigation effort must be addressed according to the Policy. 11. A copy of this Certification must remain at the project site for the duration of the work and be available for inspection upon request. 12. The applicant must comply with the requirements of the applicable Clean Water Act section 404 permits. 13. All materials generated from construction activities associated with this project shall be managed appropriately. This shall include identifying all potential pollution sources within the scope of work of this project, and incorporating all necessary pollution prevention BMPs as they relate to each potential pollution source identified. I This document is located rawer San Diego Creek, Newport Bay Toxics TMDL at: ntto:/Aw ePa,gognIongAatettmdVfnal.hnI California Environmental Protection Agency t� Recycled Paper David A. Webb - 7 - December 22, 2010 City of Newport Beach In the event of any violation or threatened violation of the.conditions of this certification, the holder of any permit or license subject to this certification shall be subject to any remedies, penalties, process or sanctions as provided for under state law. For purposes of section 401(d) of the Clean Water Act, the applicability of any state law authorizing remedies, penalties, process or sanctions for the violation or threatened violation constitutes a limitation necessary to assure compliance with the water quality standards and other pertinent requirements incorporated into this certification. Violations of the conditions of this certification may subject the applicant to civil liability pursuant to Water Code section 13350 and/or 13385. ' This letter constitutes a Water Quality Standards Certification issued pursuant to Clean Water Act Section 401. 1 hereby issue an order certifying that any discharge from the referenced project will comply with the applicable provisions of Sections 301 (Effluent Limitations), 302 (Water Quality Related Effluent Limitations), 303 (Water Quality Standards and Implementation Plans), 306 (National Standards of Performance), and 307 (Toxic and Pretreatment Effluent Standards) of the Clean Water Act, and with other applicable requirements of State law. This discharge is also regulated under State Water Resources Control Board Order No. 2003-0017-DWQ (Order No. 2003-0017- DWQ), "General Waste Discharge Requirements for Dredge and Fill Discharges That Have Received Water Quality Certification" which requires compliance with all conditions of this Water Quality Standards Certification. Order No. 2003-0017-DWQ is available at: www.waterboards.ca. gov/board—decis ions/adopted—orders/ovate r_q ua I ity/2003/wqo/wqo 2003-0017.pdf Should there be any questions, please contact Marc Brown at (951) 321-4584, or Mark Adelson at (951) 782-3234. . Sincerely, \� C --j Kurt V. Berchtoid Executive Officer cc (via electronic mail): U. S. Army Corps of Engineers, Los Angeles Office — Jason Lambert Department of Fish and Game — Anna Milloy State Water Resources Control Board, Office of Chief Counsel — David Rice State Water Resources Control Board DWQ — Water Quality Certification Unit U.S. EPA — Supervisor of the Wetlands Regulatory Office WTR- 8 x:1401%cert1ficationslmarina park marina construction 302010.40_22dec10.doe California Environmental Protection Agency %d Recy&dPupe MARINA PARK PACKAGE 4 MARINA DOCKS SECTION 00 3350 USACOE 404 PERMIT PART 1 -GENERAL 1.1 DESCRIPTION: A. This project is done under the conditions of a Department of the Army 404 Permit issued by the Army Corps of Engineers. A copy of the permit is attached. PART 2 - PRODUCTS — Not Applicable PART 3 - EXECUTION — Not Applicable END OF SECTION November 21, 2014 003350-1 USACOE 404 Permit LOSANGELES DISTRICT US ARhIYCORPS OF ENGINEERS Permittee; City of Newport Beach; David Webb Permit Number: SPL-2010-00702-JPL Issuing Office: Los Angeles District Note: The term "you" and its derivatives, as used in this permit, means the permittee or any future transferee. The term "this office" refers to the appropriate district or division office of the Corps of Engineers having jurisdiction over the permitted activity or the appropriate official acting under the authority of the commanding officer. You are authorized to perform work in accordance with the terms and conditions specified below. Project Description: To construct structures and/or conduct work in or affecting "navigable waters of the United States" pursuant to Section 10 of the Rivers and Harbors Act of 1899, permanently discharge fill material onto 0.04 acre of waters of the U.S., and to temporarily discharge fill onto approximately 110.01 acres of waters of the U.S. pursuant to Section 404 of the Clean Water Act of 1972, and to transport dredged or fill material by vessel or other vehicle for the purpose of dumping the material into ocean waters pursuant to Section 103 of the Marine Protection, Research and Sanctuaries Act of 1972, in association with the Marina Park Project as shown on the attached drawings. U.S Specifically, you are authorized to conduct the following activities affecting waters of the 1. Excavate by means of dredging up to 46,500 cubic yards (cy) of sand and sediment in order to create a new marina at the Marina Park site. Excavation operations would result in the conversion of 0.90 acre of upland area being converted to subtidal area, 0.66 acre of intertidal area being converted to subtidal, and 1.15 acres of subtidal area being dredged to increase the depth for navigation access. 2. A net amount of approximately 42,000 cy of sand is expected to result from the dredging operations. The applicant has proposed to place any suitable beach sand material at up to five sites for beach nourishment as follows: 1) Up to 1500 cy could be placed on up to 2.13 acres at the beach adjacent to the project site, 2) Up to 40,500 cy could be placed within 46.$ acres of the nearshore zone between 40`E' and 52nd Streets, 3) Up to 40,500 cy could be placed within 59.55 acres of the nearshore zone between 6d' and 16'h Streets, 4) Up to 10,000 cy could be placed outside of Corps' jurisdiction at the Marine Center Beach, and 5) Up to 5,000 cy could be placed within 1.53 acres of the surf zone at China Cove. 3. Installation of the marina would include the demolition of an existing groin wall, construction of a perimeter bulkhead wallwith rock slope protection, construction of a new groin wall, and construction and installation of docks. Installation of the new groin . and perimeter bulkhead wall would result in permanent impacts to no more than 0.04 acre ofjurisdictional waters of the U.S. Installation of 23 boat dock slip would result in overwater coverage of approximately 031 acre. Marina construction activities would be limited to the 2.71 acre project site. Project Location: The proposed project would be located bayside of Balboa Boulevard between 15" Street and 19th Street, in the city of Newport Beach, Orange County, California, within Newport Bay. Permit Conditions: General Conditions: 1. The time limit for completing the authorized activity ends on January 23, 2016. If you find that you need more time to complete the authorized activity, submit your request for a time extension to this office for consideration at least one month before the above date is reached. 2. You must maintain the activity authorized by this permit in good condition and in conformance with the terms and conditionsofthis permit. You are not relieved of this requirement if you abandon the permitted activity, although you may make a good faith transfer to a third party in compliance with General Condition 4 below. Should you wish to cease to maintain the authorized activity or should you desire to abandon it without a good faith transfer, you must obtain a modification from this permit from this office, which may require restoration of the area. 3. If you discover any previously unknown historic or archeological remains while accomplishing the activity authorized by this permit, you must immediately notify this office of what you have found. We will initiate the Federal and state coordination required to determine if the remains warrant a recovery effort or if the site is eligible for listing in the National Register of Historic Places. 4. If you sell the property associated with this permit, you must obtain the signature of the new owner in the space provided and forward a copy of the permit to this office to validate the transfer of this authorization. 5. If a conditioned water quality certification has been issued for your project, you must comply with the conditions specified in the certification as special conditions to this permit. For your convenience, a copy of the certification is attached if it contains such conditions. 6. You must allow representatives from this office to inspect the authorized activity at any time deemed necessary to ensure that it is being or has been accomplished with the terms and conditions of your permit. Special Conditions: The Permittee shall clearly mark the limits of the workspace with flagging or similar means to ensure mechanized equipment does not enter preserved waters of the U.S. shown on the attached figures. Adverse impacts to waters of the U.S. beyond the Corps -approved construction footprint are not authorized. Such impacts could result in permit suspension and revocation, administrative, civil or criminal penalties, and/or substantial, additional, compensatory mitigation requirements. 2. The permitted activity shall not interfere with the right of the public to free navigation on all navigable waters of the United States as defined by 33 C.F.R. Part 329. 3. Creosote treated pilings shall not be placed in navigable waters unless all of the following conditions are met: A) The project involves the repair of existing structures that were originally constructed using wood products; B) The creosote treated pilings are wrapped in plastic; C) Measures are taken to prevent damage to plastic wrapping from boat use. Such measures may include installation of rub strips or bumpers; D) The plastic wrapping is sealed at all joints to prevent leakage; and E) The plastic material is expected to maintain its integrity for at least ten years, and plastic wrappings that develop holes or leaks must be repaired or replaced in a timely manner by the Permittee. 4. A pre -construction survey of the project area for Caulerpa taxifolia (Caulerpa) shall be conducted in accordance with the Caulerpa Control Protocol (see http://sw-r.nmfs.noaa.gov/hed/caulerpa/ccp.pdf) not earlier than 90 calendar days prior to planned construction and not later than 30 calendar days prior to construction. The results of that survey shall be furnished to the Corps Regulatory Division, NOAA Fisheries, and the California Department of Fish and Game (CDFG) at least 15 calendar days prior to initiation of work in navigable waters. In the event that Caulerpa is detected within the project area. the Permittee shall not commence work until such time as the infestation has been isolated, treated, and the risk of spread is eliminated as confirmed in writing by the Corps Regulatory Division, in consultation with NOAA Fisheries and CDFG. 5, The Permittee shall discharge only clean construction materials suitable for use in the oceanic environment. The Permittee shall ensure no debris, soil, silt, sand, sawdust, rubbish, cement or concrete washings thereof. oil or petroleum products, from construction shall be allowed to enter into or placed where it may be washed by rainfall or runoff into waters of the United States. Upon completion of the project authorized herein, any and all excess material or debris shall be completely removed from the work area and disposed of in an appropriate upland site. 6. The Permittee shall notify the Corps Regulatory Division of the date of commencement of operations not less than 14 calendar days prior to commencing work, and shall notify the Corps of the date of completion of operations at least five calendar days prior to such completion. 7. To ensure navigational safety, the permittee shall provide appropriate notifications to the U.S. Coast Guard as described below: Commander, 11th Coast Guard District (dpw) TEL: (510) 437-2980 E-mail: d11LNM@uscg.mil Website: http://www.uscg.mil/dp/Inmrequest.asp U.S. Coast Guard, Sector LA -LB (COTP) TEL: (310) 521-3860 E-mail: john.p.hennigan@uscg.mil A) The Permittee shall notify the U.S. Coast Guard, Commander, 1 Ith Coast Guard District (dpw) and the U.S. Coast Guard, Sector LA -LB (COTP) (contact information shown above), not less than 14 calendar days prior to commencing work and as project information changes. The notification shall be provided by e-mail with at least the following information, transmitted as an attached Word or PDF file: 1) Project description including the type of operation (i.e. dredging, diving, construction, etc). 2) Location of operation, including Latitude / Longitude (NAD 83). 3) Work start and completion dates and the expected duration of operations. The Coast Guard needs to be notified if these dates change. 4) Vessels involved in the operation (name, size and type). 5) VHF -FM radio frequencies monitored by vessels on scene. 6) Point of contact and 24 -hour phone number. 7) Potential hazards to navigation. 8) Chart number for the area of operation. 9) Recommend the following language be used in the LNM: "Mariners are urged to transit at their slowest safe speed to minimize wake, and proceed with caution after passing arrangements have been made." B) The Permittee and its contractor(s) shall not remove, relocate, obstruct, willfully damage, make fast to, or interfere with any aids to navigation defined at 33 C.F.R. chapter I, subchapter C, part 66. The Permittee shall ensure its contractor notifies the Eleventh Coast Guard District in writing, with a copy to the Corps Regulatory Division, not less than 30 calendar days in advance of operating any equipment adjacent to any aids to navigation that requires relocation or removal. Should any federal aids to navigation be affected by this project, the Permittee shall submit a request, in writing, to the Corps Regulatory Division as well as the U.S. Coast Guard, Aids to Navigation office (contact information provided above). The Permittee and its contractor are prohibited from relocating or removing any aids to navigation until authorized to do so by the Corps Regulatory Division and the U.S. Coast Guard. C) Should the Permittee determine the work requires the temporary placement and use of private aids to navigation in navigable waters of the U.S., the Permittee shall submit a request in writing to the Corps Regulatory Division as well as the U.S. Coast Guard, Aids to Navigation office (contact information provided above). The Permittee is prohibited from establishing private aids to navigation in navigable waters of the U.S. until authorized to do so by the Corps Regulatory Division and the U.S. Coast Guard. D) The COTP may modify the deployment of marine construction equipment or mooring systems to safeguard navigation during project construction. The Permittee shall direct questions concerning lighting, equipment placement, and mooring to the appropriate COTP. 8. Within 30 calendar days of completion of the project authorized by this permit, the Permittee shall conduct a post -project survey indicating changes to structures and other features in navigable waters. The Permittee shall forward a copy of the survey to the Corps Regulatory Division and to the National Oceanic and Atmospheric Service for chart updating: Gerald E Wheaton, NOAA, Regional Manager, West Coast and Pacific Ocean, DOD Center Monterey Bay, Room 5082, Seaside, CA 93955-6711. 9. The permittee understands and agrees that, if future operations by the United States require the removal, relocation, or other alteration, of the structure or work herein authorized, or if, in the opinion of the Secretary of the Army or his authorized representative, said structure or work shall cause unreasonable obstruction to the free navigation of the navigable waters, the permittee will be required, upon due notice from the Corps of Engineers Regulatory Division, to remove, relocate, or alter the structural work or obstructions caused thereby, without expense to the United States. No claim shall be made against the United States on account of any such removal or alteration. 10. For this permit, the term dredging operations shall mean: navigation of the dredging vessel at the dredging site, excavation of dredged material within the project boundaries, and placement of dredged material into a hopper dredged or disposal barge or scow. 11. Dredging authorized in this permit shall be limited to the areas defined in the attached figures only. No more than 46,500 cubic yards of dredged material are authorized for dredging from the project site by the Permittee. No dredging is authorized in any other location under this permit. This permit does not authorize the placement or removal of buoys. 12. For this permit, the maximum dredging design depth (also known as the project depth or grade) shall be 12 feet below mean lower low water (MLLW), with a maximum allowable overdredge depth of 14 feet below MLLW. No dredging shall occur deeper than 14 feet below MLLW (dredging design depth plus overdredge depth) or outside the project boundaries. 13. The Permittee is prohibited from dredging and disposing material in navigable waters of the U.S. that has not been tested and determined by the Corps Regulatory Division, in consultation with the Environmental Protection Agency Region IX (EPA), to be both clean and suitable for disposal in ocean waters. Re -testing of previously tested or dredged areas is required after three years from the date of permit issuance. This time limit is subject to shortening given the occurrence of any event that may cause previously detemmined clean material to become suspect, at the discretion of the Corps Regulatory Division. If the material does not meet the physical and chemical criteria for unconfined disposal in ocean waters, the dredged material shall be disposed in an upland disposal area. 14. At least 15 calendar days before initiation of any dredging operations authorized by this permit, the Permittee shall send a dredging and disposal operations plan to the Corps Regulatory Division and EPA, with the following information: A) A list of the names, addresses and telephone numbers of the Permittee's project manager, the contractor's project manager, the dredging operations inspector, the disposal operations inspector and the captain of each tug boat, hopper dredge or other form of vehicle used to transport dredged material to the designated disposal site. B) A list of all vessels, major dredging equipment and electronic positioning systems or navigation equipment that will be used for dredging and disposal operations, including the capacity, load level and acceptable operating sea conditions for each hopper dredge or disposal barge or scow to assure compliance with special conditions on dredging and disposal operations. C) The results of a detailed analysis of all material to be dredged pursuant to an approved SAP. D) A detailed description of the dredging and disposal operations authorized by this permit. Description of the dredging and disposal operations should include, at a minimum, the following: i) Dredging and disposal procedures for 46,500 cubic yards to be dredged from the Permittee's project site. ii) A schedule showing when the dredging project is planned to begin and end. E) A pre -dredging bathymetric condition survey (presented as a large format plan view drawing), taken within thirty (30) days before the dredging begins, accurate to 0.5 -foot with the exact location of all soundings clearly defined on the survey chart. The pre - dredge survey chart shall be prepared showing the following information: i) The entire dredging area, the toe and top of all side -slopes and typical cross sections of the dredging areas. To ensure that the entire area is surveyed, the pre -dredge condition survey should cover an area at least 50 feet outside the top of the side - slope or the boundary of the dredging area, unless obstructions are encountered. ii) The dredging design depth, overdredge depth and the side -slope ratio. iii) The total quantity of dredged material to be removed from the dredging areas and the side -slope areas. iv) Areas shallower than the dredging design depth shall be shaded green, areas between the dredging design depth and overdredge depth shall be shaded yellow, and areas below overdredge depth that will not be dredged shall be shaded blue. If these areas are not clearly shown, the Corps may request additional information. v) The pre -dredging survey chart shall be signed by the Permittee to certify that the data are accurate and that the survey was completed within thirty (30) days before the proposed dredging start date. F) A debris management plan to prevent disposal of large debris at all disposal locations. The debris management plan shall include: sources and expected types of debris, debris separation and retrieval methods, and debris disposal methods. 15. The Permittee shall not commence dredging operations unless and until the Permittee receives a Notice to Proceed, in writing, from the Corps Regulatory Division. 16. The Permittee shall maintain a copy of this permit on all vessels used to dredge, transport and dispose of dredged material authorized under this permit. 17. The Permittee shall ensure that the captain of any hopper dredge, tug or other vessel used in the dredging and disposal operations, is a licensed operator under USCG regulations and follows the Inland and Ocean Rules of Navigation or the USCG Vessel Traffic Control Service. All such vessels, hopper dredges or disposal barges or scows, shall have the proper day shapes, operating marine band radio, and other appropriate navigational aids. 18. The Permittee's contractor(s) and the captain of any dredge covered by this pen -nit shall monitor VHF -FM channels 13 and 16 while conducting dredging operations. 14. Upon request, the Permittee and its contractor(s) shall allow inspectors from the Corps Regulatory Division, EPA, and(or) the USCG to inspect all phases of the dredging and disposal operations. 20. Upon request, the Permittee and its contractor(s) retained to perform work authorized by the permit or to monitor compliance with this permit shall make available to inspectors from the Corps Regulatory Division, EPA, and(or) the USCG the following: dredging and disposal operations inspectors' logs, the vessel track plots and all disposal vessel logs or records, any analyses of the characteristics of dredged material, or any other documents related to dredging and disposal operations. 21. If a violation of any permit condition occurs, the violation shall be reported by the Permittee to the Corps Regulatory Division within twenty-four (24) hours. If the Permittee retains any contractors to perform any activity authorized by this permit, the Permittee shall instruct all such contractors that notice of any violations must be reported to the Permittee immediately. 22. When using a hopper dredge, water flowing through the weirs shall not exceed 10 minutes during dredging operations. The level that a hopper dredge can be filled shall not exceed the load line to prevent any dredged material or water from spilling over the sides at the dredging site or during transit from the dredging site to the disposal site. No hopper dredge shall be filled above this predetermined level. Before each hopper dredge is transported to the disposal site, the dredging site inspector shall certify that it is filled correctly. 23. When using a disposal barge or scow, no water shall be allowed to flow over the sides. The level that a disposal barge or scow can be filled shall not exceed the load line to prevent any dredged material or water from spilling over the sides at the dredging site. No disposal barge or scow shall be filled above this predetermined level. Before each disposal barge or scow is transported to the disposal site, the dredging site inspector shall certify that it is filled correctly. 24. The Permittee shall use an electronic positioning system to navigate at the dredging site. The electronic positioning system shall have a minimum accuracy and precision of +/- 10 feet (3 meters). If the electronic positioning system fails or navigation problems are detected, all dredging operations shall cease until the failure or navigation problems are corrected. Any navigation problems and corrective measures shall be described in the post - dredging completion report. 25. The Permittee shall submit a post -dredging completion report to the Corps Regulatory Division within 30 calendar days after completion of each dredging project to document compliance with all general and special conditions defined in this permit. The report shall include all information collected by the Permittee, the dredging operations inspector and the 8 disposal operations inspector or the disposal vessel captain as required by the special conditions of this permit- The report shall indicate whether all general and special permit conditions were met. Any violations of the permit shall be explained in detail. The report shall further include the following information: A) Permit and project number. B) Start date and completion date of dredging and disposal operations. C) Total cubic yards disposed at the disposal site. D) Mode of dredging. E) Mode of transportation. F) Form of dredged material. G) Frequency of disposal and plots of all trips to the disposal site. H) Tug boat or other disposal vessel logs documenting contact with the USCG before each trip to the ocean disposal site. I) Percent sand, silt and clay in dredged material. J) A certified report from the dredging site inspector indicating all general and special permit conditions were met. Any violations of the permit shall be explained in detail. K) A detailed post -dredging hydrographic survey of the dredging area. The survey shall show areas above the dredging design depth shaded green, areas between the dredging design depth and overdredge depth shaded yellow, areas below overdredged depth that were not dredged or areas that were deeper than the overdredge depth before the project began as indicated on the pre -dredging survey shaded blue, and areas dredged below the overdredge depth or outside the project boundaries shaded red. The methods used to prepare the post -dredging survey shall be the saine methods used in the pre -dredging condition survey. The survey shall be signed by the Permittee certifying that the data are accurate. L) The post -dredging report shall be signed by a duly authorized representative of the Permittee. The Permittee's representative shall make the following certification: I certify under penalty of law that this document and all attachments were prepared under my direction or supervision. The information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. 26. Discharges of fill material into waters of the U.S. authorized in this permit shall be limited to the volume and grain size distribution specified on a case-by-case basis. Non-traditional materials, such as materials derived from upland sources or materials deviating from Corps general practice (requiring beach nourishment material be at least 75% sand with no more than a 10% difference in sand content between material at the source and discharge sites), are likely to require additional, unique, site-specific testing, to be determined on a case-by- case basis, beyond traditional testing methods in order to ensure compliance with the 404(b)(1) guidelines. No discharge of fill material into waters of the U.S. is authorized for any single proposed project until the Corps Regulatory Division has provided a Final signed notification to proceed (NTP) according to the requirements below. A) The applicant is required to concurrently submit to the Corps Regulatory Division and EPA and receive written approval (by letter or e-mail) from the Corps for a sampling and analysis plan (SAP) for each proposed use of this permit. The SAP will be in accordance with standard tiered testing procedures and will include testing at the source and proposed discharge site (one of the sites approved under this permit). The SAP would also address sieve (grain size) analysis, as well as the potential for adverse impacts involving aesthetics and compaction directly related to characteristics of the proposed source material and the receiving beach material. B) The results of the approved SAP will be submitted to the Corps Regulatory Division, EPA, and appropriate Regional Water Board for review and approval. 27. The Permittee shall implement all appropriate, standard Best Management Practices to ensure that toxic materials, silt, debris, or excessive eroded materials do not enter waters of the U.S. due to beach nourishment operations. 28. The applicant will establish a safety flag perimeter of the beach nourishment area during disposal activities, and monitor the premises to protect the general public from construction hazards and equipment. 29. This Corps permit does not authorize you to take any threatened or endangered species, or adversely modify its designated critical habitat. In order to legally take a listed species, you must have separate authorization under the Endangered Species Act (ESA) (e.g. ESA Section 10 permit, or a Biological Opinion (BO) under ESA Section 7, with "incidental take" provisions with which you must comply). 30. The applicant shall implement all necessary measures to avoid impacts to grunion. Prior to discharging sand for beach nourishment purposes at the designated disposal sites, the applicant must receive written authorization from the Corps. Notification to the Corps shall include the proposed quantities of sand to be discharged and the proposed timing of the operation. Any appropriate monitoring reports shall be included in the notification package, Iff 31. Pursuant to 36 C.P.R. section 800.13, in the event of any discoveries during construction of either human remains, archeological deposits, or any other type of historic property, the Permittee shall noti& the Corps' Archeology Staff within 24 hours (Steve Dibble at -1 13- 452-1849 t213- 452-3849 or John Killeen at 213-452-3861). The Permittee shall immediately suspend all work in any area(s) where potential cultural resources are discovered. The Permittee shall not resume construction in the area surrounding the potential cultural resources until the Corps Regulatory Division re -authorizes project construction, per 36 C.F.R. section 800.13. Further Information: I. Congressional Authorities. You have been authorized to undertake the activity described above pursuant to: (X) Section 10 of the River and Harbor Act of 1899 (33 U.S.C. 403). (X) Section 404 of the Clean Water Act (33 U.S.C. 1344). (X) Section 103 of the Marine Protection, Research and Sanctuaries Act of 1972 (33 U.S.C. 1413). 2. Limits of this authorization. a. This permit does not obviate the need to obtain other Federal, state, or local authorizations required by law. b. This permit does not grant any property rights or exclusive privileges. c. This permit does not authorize any injury to the property or rights of others. d. This permit does not authorize interference with any existing or proposed Federal project. Limits of Federal .Liability. In issuing this permit, the Federal Government does not assume any liability for the following: a. Damages to the permitted project or uses thereof as a result of other permitted or unpermitted activities or from natural causes. b. Damages to the permitted project or uses thereof as a result of current or future activities undertaken by or on behalf of the United States in the public interest. c. Damages to persons, property, or to other permitted or unpermitted activities or structures caused by the activity authorized by this permit. 11 d. Design or construction deficiencies associated with the permitted work. e. Damage claims associated with any future modification, suspension, or revocation of this permit. 4. Reliance on Applicant's Data. The determination of this office that issuance of this permit is not contrary to the public interest was made in reliance on the information you provided. 5. Reevaluation of Pen -nit Decision. This office may reevaluate its decision on this permit at any time the circumstances warrant. Circumstances that could require a reevaluation include, but are not limited to, the following: a. You fail to comply with the terms and conditions of this permit b. The information provided by you in support of your permit application proves to have been false, incomplete, or inaccurate (See 4 above). c. Significant new information surfaces which this office did not consider in reaching the original public interest decision. Such a reevaluation may result in a determination that it is appropriate to use the suspension, modification, and revocation procedures contained in 33 CFR 325.7 or enforcement procedures such as those contained in 33 CFR 326.4 and 326.5. The referenced enforcement procedures provide for the issuance of an administrative order requiring you to comply with the terms and conditions of your permit and for the initiation of legal action where appropriate. You will be required to pay for any corrective measure ordered by this office, and if you fail to comply with such directive, this office may in certain situations (such as those specified in 33 CFR 209.170) accomplish the corrective measures by contract or otherwise and bill you for the cost. 6. Extensions. General condition 1 establishes a time limit for the completion of the activity authorized by this permit. Unless there are circumstances requiring either a prompt completion of the authorized activity or a reevaluation of the public interest decision, the Corps will normally give you favorable consideration to a request for an extension of this time limit. 12 Your signature below, as permittee, indicates that you accept and agree to comply with the terms and conditions of this permit. Jxv m PERMITTEE }1�i DATE This permit becomes effective when the Federal official, designated to act for the Secretary of the Army, has signed below. Corice J. Farrar Chief, Orange afid Riverside Section South Coast Branch Regulatory Division 7 DATE When the structures or work authorized by this permit are still in existence at the time the property is transferred, the terms and conditions of this permit will continue to be binding on the new owner(s) of the property. To validate the transfer of this permit and the associated liabilities associated with compliance with its terms and conditions, have the transferee sign and date below. TRANSFEREE 13 DATE LOS ANGELES DISTRICT U.S. ARMY CORPS OF ENGINEERS WS FOR DEPARTMENT OTHEF ARMY PETMIT Permit Number: SPL-2010-00702-JPL Name of Permittee: City of Newport Beach; David Webb Date of Issuance: January 23, 2013 Date work in waters of the U.S. will commence: Estimated construction period (in weeks): Name & phone of contractor (if any): — Please note that your permitted activity is subject to a compliance inspection by an Army Corps of Engineers representative. If you fail to comply with this permit you may be subject to permit suspension, modification, or revocation. I hereby certify that I, and the contractor (if applicable), have read and agree to comply with the terms and conditions of the above referenced permit. Signature of Permittee Date At least ten (10) days prior to the commencement of the activity authorized by this permit, sign this certification and return it using any ONE of the following three (3) methods: (1) E-MAIL a statement including all the above information to: Jason.P.Lambert@usace.army.mil OR no (2) FAX this certification, after signing, to: (213) 452-4196 (3) MAIL to the following address: U.S. Army Corps of Engineers Regulatory Division ATTN: CESPL-RG-SPL-2010-00702 P.O. Box 532711 Los Angeles, California 90053-2325 LOS ANGELES DISTRICT U.S AR -41Y CORPS OF ENGINEERS • • • ' MILIMU 1310 •' e Permit Number: SPL-2010-00702-JPL Name of Permittee: City of Newport Beach; David Webb Date of Issuance: January 23, 2013 Date work in waters of the U.S. completed: Construction period (in weeks): Name & phone of contractor (if any): Please note that your permitted activity is subject to a compliance inspection by an Army Corps of Engineers representative. If you fail to comply with this permit you may be subject to permit suspension, modification, or revocation. I hereby certify that the work authorized by the above referenced permit has been completed in accordance with the terms and conditions of said permit. Signature of Permittee Date Upon completion of the activity authorized by this permit, sign this certification and return it using any ONE of the following three (3) methods: (1) E-MAIL a statement including all the above information to: Jason.P.Lambert@usace.army.mil OR (2) FAX this certification, after signing, to: (213)452-4196 (3) MAIL to the following address: U.S. Army Corps of Engineers Regulatory Division ATTN: CESPL-RG-SPL-2010-00702 P.O. Box 532711 Los Angeles, California 90053-2325 z- xnls V��, 7,r _7XV, MA S1N:IvgnOO® NoaondlSNOD %06 eo i_I` w. ;4y En na adietl \ I h � I w s - me. # t C J r a, c n , a 1x c S1N:IvgnOO® NoaondlSNOD %06 eo i_I` w. ;4y En na adietl \ I h � I w s - me. # t C J r a, c n , a 1x MARINA PARK PACKAGE 4 MARINA DOCKS SECTION 01 1100 SUMMARY OF THE PROJECT PART 1 -GENERAL 1.1 GENERAL A. Project Title: CITY OF NEWPORT BEACH, PACKAGE 4 MARINA DOCKS. B. Project Location: 1600 West Balboa Boulevard, Newport Beach, CA 92663, as shown on the Vicinity Map in the Drawings. C. The Project: Installing Bearing Piles, Platforms, Gangways, floating docks,a hoist and ancilliary equipment and utilities within and adjacent to a previously constructed Basin. D. Owner: City of Newport Beach, California (referenced in the Specifications as the "Owner" or "City"). 1.2 WORK INCLUDED IN THE CONTRACT A. The Work shall include improvements described in Drawings Titled Package 4 Marina Docks. B. The Project Schedule includes a period between the First Notice to Proceed and the Second Notice to Proceed. The Contractor shall utilize this time to prepare shop drawings, aquire permits and prepare design documentation for work that occurs in the early phases, and for long lead items. C. The Work entailed in this project is subject to the conditions and restrictions described in the government permits and approvals included in section 00 3320 Coastal Development Permit, Section 00 3340 California Regional Water Quality Board 401 Permit and Section 003350 Army Corps of Engineers 404 Permit. D. Environmental Considerations: This project is being constructed in an environmentally sensitive area,so extra care must be taken to comply with regualtions and best practices 1. Additional environmental considerations are specified in Section 01 3543 Environmental Management Procedures, 01 5700 Temporary Controls, Section 01 5723 Temporary Control of Stormwater and Erosion, and Section 01 5731 Temporary Control of Noise and Acoustics. E. Additional Information Available to Contractor: 1. Section 00 3320 Coastal Development Permit. 2. Section 00 3340 California Regional Water Quality Board 401 Permit. 3. Section 00 3350 Army Corp of Engineers 404 Permit. 4. Appendix A — Geotechnical Report as prepared by TerraCosta F. Additional general information concerning the Project is provided on the Drawings. 1.3 CONCURRENT WORK UNDER SEPARATE CONTRACTS A. Work Under Separate Contracts: Work related to the Project may be performed under separate contracts by City, serving utilities and public agencies, as indicated below. Such work under separate contracts may be indicated on the Drawings and in the Specifications as "Not in Contract", "NIC', "Future" or "Under Separate Contract'. 21,2014 011100-1 Summary of the Project MARINA PARK PACKAGE 4 MARINA DOCKS B. Relationship to Work Under the Contract: Work under the Contract shall include all provisions necessary to make such concurrent work under separate contracts complete in every respect and fully functional, including field finishing. Provide necessary backing, supports, piping, conduit, conductors and other such provisions from point of service to point of connection, as shown on Drawings and specified herein. Coordinate scheduling and sequencing of work under separate contracts with Construction Manager. See Section 01 3100- Project Management and Coordination for additional requirements. C. Documents for Work Under Separate Contracts: City will make available through Construction Manager, in a timely manner, drawings and specifications of work under separate contracts for coordination and further description of that work. 1. If available, such information will include drawings, specifications, product data, lists and construction schedules for such work. 2. Information concerning work under separate contracts or directly by City will be provided for convenience only and shall not to be considered Contract Documents. 3. Such drawings and other data required for the coordination of the work of separate contracts with the Work of the Contract may be included with the Contract Documents. I, so, they will be for convenience only and are not to be considered Contract Documents produced by Architect or Architect's consultants. D. Notices and Fees for Work under Separate Contracts: Notices required by and approvals required of, authorities having jurisdiction over work under separate contracts and related fees, will be solely the responsibility of City. 1.4 CONSTRUCTION SEQUENCE AND SCHEDULING A. Construction Sequence and Scheduling: Contractor shall coordinate on-site and off-site Work to minimize traffic obstruction and interference with continuing activities on adjacent properties and thoroughfares. Sequence and scheduling of material removal, delivery and placement of piles and any access from the adjacent parcel in particular shall be coordinated. Establish access requirements for landside activities to avoid damage to existing improvements and ongoing construction. 1.5 PERMITS, LICENSES AND FEES A. Permits: For Work included in the Contract, Contractor shall obtain all permits from Authority Having Jurisdiction (AHJ) and from serving utility companies and agencies. 1. Building permit: Contractor shall file for and obtain Building and Fire Permits from the City of Newport Beach. Contract Sum shall not include cost of demolition permits. This will be a "no -fee' permit. B. Assessments: Costs of assessments and connection fees shall not be included in the Contract Sum. City will pay or waive all assessments and utility service connection fees. C. Licenses: Contractor shall obtain and pay for all licenses associated with construction activities, such as business licenses, contractors' licenses and vehicle and equipment licenses. All costs for licenses shall be included in the Contract Sum. D. Test and Inspection Fees: 1. Contractor shall pay all fees charged by City, County and special district authorities having jurisdiction and from serving utility companies and agencies, for tests and inspections conducted by those authorities, companies and agencies. City will reimburse Contractor for actual amount of such fees, without mark-up. 2. Contractor shall pay for all additional charges by testing and inspection agencies due to the following: November 21, 2014 01 1100 - 2 Summary of the Project MARINA PARK PACKAGE MARINA DOCKS a. Contractor's failure to properly schedule or notify Construction Manager. b. Changes in sources, lots or suppliers of products after original tests or inspections. C. Changes in means, methods, techniques, sequences and procedures of construction that necessitate additional testing, inspection and related services. d. Contractor submitted requests to change materials or products, which are accepted but require testing and/or re -inspection beyond original design. e. Costs of travel and per diem to perform factory testing on sites over 50 miles from the jobsite. f. Costs of re -testing work due to failure of the original test 1.6 CONTRACTOR'S USE OF SITE AND PREMISES A. Contractor's Use of Site and Premises: Except as described below, during the construction period the Contractor shall have full use of the premises for construction operations, including use of the site within Project Area, 1. On-site fire hydrants shall be installed, operational, fully -charged, and fully -accessible by fire apparatus and approved by local Fire Department prior to loading site with combustible materials, in compliance with California Fire Code (CFC), Article 87. 2. Contractor shall provide construction fencing and other barriers as necessary to separate the Project Area from existing facilities to remain occupied and accessible to City or It's Contractors.. 3. Use of Work area by Contractor shall not limit City's right to perform construction operations with its own forces or to employ separate contractors on portions of the Project, in accordance with the General Conditions of the Contract. Contractor shall coordinate the Work and make provision for site and building access and for storage and staging areas at the Work site to accommodate work under separate contracts by City. B. Site Access: Access to site shall conform to security and public safety requirements of authorities having jurisdiction. Do not restrict access to adjacent facilities and do not restrict access for those performing work under separate contracts for the City. C. Work Hours: Refer to General Provisions of the Contract D. Construction Limits: Except where required by location limit construction activities to areas within the extents of the seawall. Where construction access or activities must occur on the landside of the seawall, coordinate activities to minimize interference. E. Refer also to Section 01 5600 - Temporary Barriers and Enclosures for additional requirements, including temporary fencing. F. Site Access and Egress: Contractor shall maintain driveways and access/egress routes clear at all times. Use of these areas for parking or storage of materials is prohibited. Contractor shall sequence and schedule deliveries to minimize necessity for on-site storage of materials. Comply with requirements of public safety authorities having jurisdiction and requirements of airport operations. G. Protection of Existing Improvements and Facilities: Contractor shall protect property adjacent to the Project Area and all existing improvements and facilities within the Project Area, including paving and landscaping indicated to remain. 1. All existing improvements and facilities shall be protected with temporary barriers, enclosures and passageways. See additional requirements specified in Section 01 5600 - Temporary Barriers and Enclosures. November 21, 2014 01 1100-3 Summary of the Project MARINA PARK PACKAGE 4 MARINA DOCKS 2. After completion of Work, existing improvements and facilities shall be restored to original condition and location. Area used for landside construction and staging shall be cleaned and restored to presentable condition, as defined by the City. 3. Should existing improvements and facilities be damaged or soiled beyond renovation or repair, new products labor and material shall be provided by Contractor equivalent to existing products, as acceptable to City. 4. Site access for Work activities: Contractor shall obtain approval from City through Construction Manager for site access routes, gate locations and other provisions, such as restriction on times of usage, for personnel and materials. Utility Outages and Shutdowns: Schedule utility outages and shutdowns to evenings and weekends and at times and dates acceptable to adjacent property owners, unless otherwise directed. Provide 48 hours notice of all utility outages and shutdowns. Duration of outages and shutdowns shall not hinder normal activities of City and adjacent property owners. 1.7 COAST GUARD NOTIFICATION: A. The Contractor shall notify the Coast Guard not less than two (2) weeks prior to the start of construction. Notification shall be given to the following: Commander (POW) Eleventh Coast Guard District Building 50-6 Alameda, California 94501-5100 (510)437-3514 B. This notification shall include the following information: 1. Description and location of Project. 2. Size and type of equipment that will be working on the waterways. 3. Telephone number for on-site contact with the Contractor's Superintendent and the City employee in charge of the project. 24 Hour emergency contact telephone number for person responsible for large watercraft such as floating cranes, dredges, and/or barges. 4. The schedule for completing the Project (schedule shall be approved by the City). The Coast Guard shall be notified of all potential hazards to navigation so the appropriate information can be included in the "Local Notice to Mariners". The Contractor shall not modify, relocate, or obstruct existing aids to navigation without prior written approval from the Coast Guard and the Engineer. The Contractor shall move all watercraft to safe anchorage, where other vessels and property will not be damaged by potential movement, and secure well in advance of high wind warnings. 1.8 WORK ON LAND SIDE OF PROJECT A. The work on the plans requires coordination with the Contractor performing work on the landside of the existing marina bulkhead. 1. The Contractor shall coordinate activity with the designated representative of the Contractor, and perform all work to minimize the disruption their use of the site. 2. Provide 14 days notice prior to beginning work on the parcel. 3. Provide and review copy of 21 day look activity ahead to Landside Contractor 4. Conduct periodic safety meetings on site with crews working in the same area 1.9 CITY'S USE OF SITE AND PREMISES A. City's Use of Site and Premises: City reserves the right to occupy and to place and install equipment in Unused areas of the site building, prior to Substantial Completion, provided that such occupancy does not interfere with completion of the Work. November 21, 2014 01 1100-4 Summary of the Project PART 2 -PRODUCTS Not Applicable to this Section. PART 3 - EXECUTION Not Applicable to this Section. END OF SECTION 01 1000 November 21, 2014 01 1100-5 Summary of the Project MARINA PARK PACKAGE MARINA DOCKS SECTION 01 2500 CONTRACT MODIFICATION PROCEDURES PART 1 -GENERAL 1.1 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Administrative requirements for changes in the Work. B. Construction Bulletins containing: 1. Engineer's Supplemental Instructions. 2. Requests for Proposal. 3. Construction Change Directives. C. Change Orders. D. Reconciliation of Change Orders. 1.3 RELATED SECTIONS A. Agreement: Monetary values to be used in computing Change Orders. B. General Conditions of the Contract: Governing requirements for changes in Work, in Contract Sum and Contract Time. C. Section 017700 — Closeout Procedures: Project Record Documents. 1.4 ADMINISTRATIVE REQUIREMENTS FOR CHANGES IN THE WORK A. Contract Requirements for Changes in the Work: Comply with provisions of the Conditions of the Contract. B. Administrative Requirements for Changes in the Work: All changes to approved Drawings and Specifications shall be made by Change Order and shall be subject to approval by Authority Having Jurisdiction (AHJ). 1. Comply with administrative requirements specified in this Section preparation, submission, review and approval of changes in the Work. 2. Administrative procedures are specified for Engineer's Supplemental Instructions, Construction Change Directives and Change Orders. 3. The Engineer will prepare and issue a Bulletin on which the Engineer's Supplemental Instructions, a Construction Change Directive or a Request for Proposal will be presented to the Contractor for action. C. Responsible Person for the Contractor: Submit name of individual authorized to receive construction change documents and who is responsible for informing others in Contractor's employ, or subcontractors of changes in work. D. Change Order Forms: Form as directed by Engineer. November 21, 2014 01 2500-1 Contract Modification Procedures MARINA PARK PACKAGE MARINA DOCKS 1.5 ENGINEER'S SUPPLEMENTAL INSTRUCTIONS A. Engineer's Supplemental Instructions: 1. Minor changes in the Work, not involving an adjustment in either the Contract Sum or Contract Time, as authorized by the Conditions of the Contract, may be presented by the Engineer. 2. Should the Engineer's Supplemental Instructions result in disputed costs and time adjustments, such dispute shall be resolved in accordance with the provisions of the General Conditions of the Contract. 1.6 REQUESTS FOR PROPOSAL A. Engineer or City -Initiated Requests for Proposal: Engineer will prepare and issue a Request for Proposal through the Construction Manager, which will include a detailed description of the proposed change, with supplementary or revised Drawings and Specifications, as appropriate. 1. Such Request for Proposal may include an estimate of additions or deductions in Contract Time and Contract Sum for executing the change and may include stipulations regarding overtime work and the period of time the requested response from the Contractor shall be considered valid. 2. Contractor shall prepare and submit a response to the Request for Proposal within 10 days of the date of the Request for Proposal. B. Contractor -Initiated Request for Proposal: The Contractor may propose a change by submitting a request for a change to Construction Manager, with a copy to Engineer, describing the proposed change and its full effect on the Work, with a statement describing the reason for the change, and a full description of effects on the Contract Sum, Contract Time, related Work and work being performed under separate contracts. 1. Requests for substitutions shall be included under this category. 2. After review of the request and with approval of Construction Manager, Engineer will prepare a Request for Proposal, as described above. 3. Issuance of such a request by Construction Manager shall not indicated authorization for the Contractor to proceed with the proposed change. 4. Changes will be approved only by a signed Construction Change Directive or Change Order. 1.7 CONTRACTOR'S RESPONSE TO REQUESTS FOR PROPOSAL A. Substantiating Data for Proposed Changes in Contract Sum and Contract Time: Contractor shall provide full information required for evaluation of proposed changes and to substantiate costs of changes in the Work. 1. Document each quotation for a change in Contract Sum and Contract Time, with sufficient data to allow evaluation of the quotation. 2. Upon request, provide additional data to support computations: a. Quantities of products, labor and equipment. b. Taxes, insurance and bonds. C. Overhead and profit. d. Justification for change in Contract Time, if claimed. e. Credit for deletions from Contract, similarly documented. B. Cost and Time Resolution: If amounts for changes in Contract Sum and Contract Time cannot be agreed upon by Construction Manager and Contractor, amounts shall be resolved in accordance with provisions of the General Conditions of the Contract for resolution of disputes and the following: 1. Contractor shall keep accurate records of time, both labor and calendar days, and cost of materials and equipment. November 21, 2014 012500-2 Contract Modification Procedures MARINA PARK PACKAGE4 MARINA DOCKS 2. Contractor shall prepare and submit an itemized account and supporting data after completion of changed Work, within the time limits indicated in the Conditions of the Contract. 3. Contractor shall provide full information as required and requested, for Construction Manager and Engineer to evaluate and substantiate proposed costs and time for the change in the Work. 4. When Construction Manager and Contractor determine mutually acceptable amounts for changes in Contract Sum and Contract Time, a Change Order shall be executed for these amounts. 5. City shall have the right to audit Contractor's invoices and bid quotations to substantiate costs for Change Orders. C. Construction Changes Based on Stipulated Sum or Time: Based on the Contractor's response to a Request for Proposal or Construction Change Directive, Construction Manger and Engineer will review the response. 1. Construction Manager and Contractor shall negotiate a mutually acceptable adjustment in Contract Sum and Contract Time, as appropriate, prior to performance of the changed Work. 2. A Change Order for the stipulated amounts shall be prepared based on the stipulated sum and change in time. D. Construction Changes Based on Unit Costs or Quantities: When a scope of a change in the Work cannot be accurately determined in advance, a Construction Change Directive shall be executed based on mutually acceptable quantities and pre -determined unit prices. Actual costs shall be determined after completion of the Work and a Change Order for this amount shall be executed. 1. Should the Construction Change Directive result in disputed costs and time adjustments, such dispute shall be resolved in accordance with the provisions of the General Provisions of the Contract. 1.8 RECONCILIATION OF CHANGE ORDERS A. Schedule of Values: Contractor shall promptly revise the Schedule of Values and Application for Payment forms to record each authorized Change Order as a separate line item and adjustment to the Contract Sum. B. Schedules: Contractor shall promptly revise progress schedules to reflect changes in Contract time, revising sub -schedules to adjust time for other items of Work as may be affected by the change. Contractor shall submit revised schedules at the next Application for Payment following approval and acceptance of the Change Order. PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION (Not Applicable) END OF SECTION November 21. 2014 01 2500-3 Contract Modification Procedures MARINA PARK PACKAGE MARINA DOCKS SECTION 012900 MEASUREMENT AND PAYMENT PROCEDURES PART 1 -GENERAL 1.1 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Procedures for preparation and presentation of Applications for Payment. 1.3 RELATED SECTIONS A. Agreement Form: Contract Sum. B. General Conditions of the Contract: Amounts for progress Payments and Final Payment, retainages and time schedules for presenting Applications for Payment. C. Section 01 2500 — Contract Modification Procedures: Accounting of costs for changes to the Work. D. Section 01 3200 — Construction Progress Documentation: Updated construction progress schedules to be submitted concurrent with Application for Payment. E. Section 01 7700 — Closeout Procedures: Final Payment Procedures. 1.4 FORM A. Payment Application Form: Unless otherwise directed, prepare Applications for Payment using the form provided by the Construction Manager. 1.5 PREPARATION OF APPLICATIONS A. Preparation of Applications for Payment: The following requirements supplement the provisions of the General Conditions of the Contract: 1. Present required information typewritten on the specified forms. 2. Execute certification by signature of authorized officer of the Contractor. 3. Use data from reviewed and accepted Schedule of Values. 4. Provide dollar value in each column of application for each line item for portion of Work performed and for products stored, if permitted. 5. List each authorized Change Order as an extension on the continuation sheet, listing the Change Order number and dollar value as for an original portion of Work. No Change Orders shall be included with Application for Payment until approved in writing by Construction Manager. 6. List each Construction Change Directive as each provides for an adjustment in the Contract Sum. Include in the Application only amounts not in dispute. B. Final Payment: Prepare Application for Final Payment as specified in Section 01 7700 - Closeout Procedures. 1. Execute certification by notarized signature of authorized officer of the Contractor. 2014 012900-1 Measurement and Payment Procedures MARINA PARK PACKAGE MARINA DOCKS 1.6 SUBMISSION OF APPLICATIONS FOR PAYMENT A. Submission of Applications for Payment: The following requirements supplement the provisions of the General Provisions of the Contract. 1. Submit one hard copy and one electronic copy of each Application for Payment with original signature. Round off values to nearest dollar or as specified for the Schedule of Values. 2. Submit an updated Construction Schedule with each Application for Payment. Refer to Section 01 3200 - Construction Progress Documentation. 3. Submit Construction and Demolition (C&D) Waste Management Progress Report with each Application for Payment. Refer to Section 01 7419 - Construction Waste Management and Disposal. B. Payment Period: Submit Applications at intervals and covering periods stated in the Agreement. Application submission date may be adjusted by mutual consent of the Construction Manager and Contractor to coincide with regularly scheduled progress meetings or to accommodate holiday periods. C. Lien Releases: Provide with each Application for Payment, lien releases from all subcontractors, workers and materials suppliers employed on the Project. 1. Lien releases shall cover portion of Work to date for which payment application is made. 2. Lien release forms will be provided by Construction Manager and shall be completed in accordance with directions provided. 1.7 SUBSTANTIATING DATA A. Substantiating Data: Submit substantiating information, as required by Construction Manager, to substantiate dollar amounts on Application for Payment. 1. Substantiating information will normally be required only for those portions of Work whose completion state cannot be readily determined by observation of the completed Work. 2. Provide one copy of substantiating information with each copy of the Application for Payment. PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION (Not Applicable) END OF SECTION November 21, 2014 012900-2 Measurement and Payment Procedures MARINA PARK PACKAGE MARINA DOCKS SECTION 01 3100 PROJECT MANAGEMENT AND COORDINATION PART 1 -GENERAL 1.1 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. General requirements for coordination of the Work by Contractor with Construction Manager and Engineer. B. Project meetings for coordination, monitoring of progress and resolution of construction issues, including: 1. Preconstruction Conference. 2. Progress Meetings. 1.3 COORDINATION A. Coordination: Coordinate construction operations included in various Sections of the Specifications to ensure efficient and orderly installation of each part of the Work. Coordinate construction operations, included in different Sections that depend on each other for proper installation, connection, and operation. 1. Schedule construction operations in sequence required to obtain the best results where installation of one part of the Work depends on installation of other components, before or after its own installation. 2. Coordinate installation of different components with work by City under separate contracts to ensure maximum accessibility for required maintenance, service, and repair. 3. Make adequate provisions to accommodate items scheduled for later installation under the Contract and for future work that may be noted. 4. If necessary, prepare memoranda for distribution to each party involved, outlining special procedures required for coordination. Include such items as required notices, reports, and list of attendees at meetings. B. Administrative Procedures: Coordinate scheduling and timing of required administrative procedures with other construction activities and activities of other contractors to avoid conflicts and to ensure orderly progress of the Work. Such administrative activities include, but are not limited to, the following: 1. Schedule of Values. 2. Site Utilization Plan 3. Construction Progress Schedule. 4. Requests for Interpretation (RFis). 5. Requests for substitution. 6. Submittals: Shop drawings, product data, and samples. 7. Test and inspection reports. & Design -build drawings, product data, calculations and permits. 9. Manufacturer's instructions and field reports. 10. Contract closeout activities. C. Conservation: Coordinate construction activities to ensure that operations are carried out with consideration given to conservation of energy, water, and materials. tem ber 21, 2014 01 lion Project Management and Coordination MARINA PARK PACKAGE MARINA DOCKS D. Other Construction Activity may require access to the site and scheduling operations to allow for preparatory construction activity to occur. Contractor shall make arrangements necessary for activity to occur. E. Access on the eastern edge of the project, the ALYC Parcel is limited. Any work impacting the adjacent ALYC parcel will require additional noticing and coordination with the management of the facility. Provide two weeks notice prior to performing any work. Provide scheduled breakdown of activities and impacts for duration on construction activity on the parcel. 1.4 SITE UTILIZATION PLAN A. Provide a Plan diagram indicating all major elements of construction activity, including access, parking, vehicle loading, security elements, materials storage, stormwater management, equipment storage and signage. 1.5 PROJECT MEETINGS A. Project Meetings, General: Schedule and conduct meetings and conferences at Project site, unless otherwise indicated. 1. Attendees: Inform participants and others involved, and individuals whose presence is required, of date and time of each meeting. Notify Construction Manager and Engineer of scheduled meeting dates and times. 2. Agenda: Prepare the meeting agenda. Distribute the agenda to all invited attendees. 3. Minutes: Record significant discussions and agreements achieved. Distribute the meeting minutes to everyone concerned, including Construction Manager and Engineer, within 2 working days of the meeting. B. Preconstruction Conference: Schedule a preconstruction conference before starting construction, at a time convenient to Construction Manager and Engineer, but no later than 20 working days prior to construction mobilization. Hold the conference at Project site or another convenient location. Conduct the meeting to review responsibilities and personnel assignments. 1. Attendees: Authorizedrepresentatives of Construction Manager, Engineer, and their consultants; Contractor and its superintendent; major subcontractors; manufacturers; suppliers; and other concerned parties shall attend the conference. All participants at the conference shall be familiar with Project and authorized to conclude matters relating to the Work. 2. Agenda: Discuss items of significance that could affect progress, including the following: a. Preliminary construction schedule. b. Phasing. C. Critical sequencing of Work under the Contract and work under separate contracts by City. d. Designation of responsible personnel. e. Procedures for processing field decisions and Change Orders. f. Procedures for processing Applications for Payment. g. Distribution of the Contract Documents. h. Submittal process and procedures. I. Acquisition of Building Permits. j. Preparation of Record Documents. k. Use of the premises. 1. Responsibility for temporary facilities and controls. M. Parking availability. n. Office, work, and storage areas. o. Security. p. Progress cleaning. q. Working hours. November 21, 2014 01 3100-2 Project Management and Coordination MARINA PARK PACKAGE 4 MARINA DOCKS C. Progress Meetings: Conduct progress meetings at weekly intervals, unless otherwise directed by the Engineer. Coordinate dates of meetings with preparation of payment requests. 1. Attendees: In addition to representatives of Construction Manager and Engineer, each contractor, subcontractor, supplier, and other entity concerned with current progress or involved in planning, coordination, or performance of future activities shall be represented at these meetings. All participants at the conference shall be familiar with Project and authorized to conclude matters relating to the Work. 2. Agenda: Review and correct or approve minutes of previous progress meeting. Review other items of significance that could affect progress. Include topics for discussion as appropriate to status of Project. a. Contractor's Construction Schedule: Review progress since the last meeting. Determine whether each activity is on time, ahead of schedule, or behind schedule, in relation to Contractor's Construction Schedule. Determine how construction behind schedule will be expedited; secure commitments from parties involved to do so. Discuss whether schedule revisions are required to ensure that current and subsequent activities will be completed within the Contract Time. b. Review present and future needs of each entity present, including the following: 1)Permitting 2) Interface requirements. 3) Sequence of operations. 4) Status of submittals. 5) Deliveries. 6) Off-site fabrication. 7) Access, 8) Site utilization. 9) Temporary facilities and controls. 10) Work hours. 11) Progress cleaning. 12) Quality and work standards. 13) Change Orders. 14) Documentation of information for payment requests. 3. Reporting: Distribute minutes of the meeting to each party present and to parties who should have been present. Include a brief summary, in narrative form, of progress since the previous meeting and report. 4. Coordination of Subsequent Work: At the direction of the Engineer, the contractor shall invite representatives of Contractors performing subsequent work to attend the progress meeting and discuss the requirements of their preparatory activities. 5. Schedule Updating: Revise Construction Progress Schedule after each progress meeting where revisions to the schedule have been made or recognized. Issue revised schedule concurrently with the report of each meeting. 1.6 WORK UNDER SEPARATE CONTRACTS A. Work Under Separate Contracts: Work related to the Project may be performed under separate contracts by City, serving utilities and public agencies. Storage area, parking and vehicular access may all be limited to accommodate all contractors. Work expected to be completed during the Construction includes, but is not limited to: 1. Construction on adjacent parcel of the improvements described as Marina Park Package 3 — Buildings and Site Development. 2. Furnishings Mixtures and equipment being placed within the Package 3 Buildings 3. Tenant Improvements with the leased space of Pthe Package 3 Buildings 4. Additional work being performed by City Crews B. For Work performed under separate Contracts, Contractor shall: 1. Coordinate staging and access to the work area November 21, 2014 01 3100-3 Project Management and Coordination MARINA PARK PACKAGE 4 MARINA DOCKS 2. Limit on-site storage of materials to the areas clearly delineated on the site utilization plan. 3. Conduct regular coordination meetings regarding the use of any landsideand/or waterside facilities required. 4. Allow Incidental Use of Temporary Construction Utilities 5. Communicate restrictions and regulatory regulations relating to the Project 6. Conduct Joint safety meetings ars necessary to communicate any jobsite related safety issues between the contractors. PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION (Not Applicable) END OF SECTION November 21, 2014 01 3100-4 Project Management and Coordination MARINA PARK PACKAGE 4 MARINA DOCKS SECTION 01 3200 CONSTRUCTION PROGRESS DOCUMENTATION PART 1 -GENERAL 1.1 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 CONSTRUCTION PROGRESS SCHEDULE A. Format: Bar chart. Include listings in chronological order according to the start date for each activity. 1. Identify each activity with the applicable Specification Section Number. 2. Show complete sequence of construction by activity, with dates for beginning and completion of each element of construction. 3. Identify work of separate stages and other logically grouped activities. 4. Include conferences and meetings in schedule. 5. Show accumulated percentage of completion of each item, and total percentage of Work completed, as of the first day of each month. 6. Provide separate schedule of submittal dates for shop drawings, product data, and samples, owner -furnished products, Products identified under Allowances, and dates reviewed submittals will be required from Engineer. Indicate decision dates for selection of finishes. 7. Indicate delivery dates for owner -furnished products. 8. Coordinate content with Schedule of Values specified in Contract. 9. Provide legend for symbols and abbreviations used. B. Schedule Size: Maximum 22" x 17" (560 x 432 mm) or width required. 1. Sheets shall fold neatly to multiple of 8-1/2" x 11" (216 x 280 mm) for filing. 2. Scale and spacing in content shall allow for notations and revisions. 1.3 REVIEW AND EVALUATION OF SCHEDULE A. Review: Participate in joint review and evaluation of schedule with Engineer at each submittal. B. Evaluation: Evaluate project status to determine Work behind schedule and Work ahead of schedule. C. Revision: After review, revise schedule as necessary as result of review, and resubmit within 5 working days. 1.4 UPDATING CONSTRUCTION PROGRESS SCHEDULE A. Maintenance of Construction Progress Schedule: 1. Maintain schedules to record actual start and finish dates of completed activities. 2. Indicate progress of each activity to date of revision, with projected completion date of each activity. 3. Annotate diagrams to graphically depict current status of Work. 4. Identify activities modified since previous submittal, major changes in Work, and other identifiable changes. 5. Indicate changes required to maintain Date of Substantial Completion. 6. Submit reports required to support recommended changes. November 21, 2014 01 3200-1 Construction Progress Documentation MARINA PARK PACKAGE MARINA DOCKS B. Narrative: Prepare and submit narrative report to define problem areas, anticipated delays, and impact on the schedule. Report corrective action taken or proposed and its effect including the effects of changes on schedules of separate contractors. 1.5 DISTRIBUTION OF SCHEDULE A. Distribution of Schedule: 1. Distribute copies of updated schedules to Contractor's project site file, to Subcontractors, suppliers. Construction Manager, Engineer, Project Inspector, and other concerned parties. 2. Instruct recipients to promptly report, in writing, problems anticipated by projections shown in schedules. PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION(Not Applicable) END OF SECTION 21, 2014 01 3200-2 Construction Progress Documentation SECTION 01 3300 SUBMITTALS PART 1 -GENERAL 1.1 RELATED DOCUMENTS MARINA PARK PACKAGE 4 MARINA DOCKS A. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Administrative requirements for shop drawings, product data and samples submittals. B. Administrative requirements for submittals reporting results of tests and inspections, during field work. C. Contractor's review of submittals. D. Engineer's review of submittals. E. Reports of results of tests and inspections. Distribution of submittals after review. 1.3 RELATED SECTIONS A. Reference Specifications (RS) are the 2009 Edition of the "Greenbook", Standard Specifications for Public Works Construction: Measurement and Payment, and Contract Modification Procedures B. Section 01 3100 - Project Management and Coordination: Submittal status review at meetings. C. Section 01 3200 - Construction Progress Documentation: Submittals Schedule. D. Section 01 4500- Quality Control: Test and inspection reports. E. Section 01 7700- Contract Closeout Procedures: Submittals for occupancy, Acceptance and Final Payment. 1.4 DEFINITIONS A. Shop Drawings, Product Data and Samples: Instruments prepared and submitted by Contractor, for Contractors benefit, to communicate to Engineer the Contractors understanding of the design intent, for review and comment by Engineer on the conformance of the submitted information to requirements of the Contract Documents. Shop drawings, product data and samples are not Contract Documents. B. Shop Drawings: Drawings, diagrams, schedules and illustrations, with related notes, specially prepared for the Work of the Contract, to illustrate a portion of the Work. C. Product Data: Standard published information ("catalog cuts") and specially prepared data for the Work of the Contract, including standard illustrations, schedules, brochures, diagrams, performance charts, instructions and other information to illustrate a portion of the Work. November 21, 2014 013300-1 Submittals MARINA PARK PACKAGE 4 MARINA DOCKS D. Samples: Physical examples that demonstrate the materials, finishes, features, workmanship and other characteristics of a portion of the Work. Accepted samples shall serve as quality basis for evaluating the Work. E. Other Submittals: Technical data, test reports, calculations, surveys, certifications, special warranties and guarantees, operation and maintenance data, extra stock and other submitted information and products shall not be considered to be Contract Documents but shall be information from Contractor to Engineer to illustrate a portion of the Work, for confirmation of understanding of requirements of the Contract Documents. 1.5 SOFTWARE REQUIREMENTS A. The intent of the City and the Construction Manager is to use the program 'Submittal Exchange' for all submittals. Shop Drawings and Product Data, where ever possible. Specifics of this section may be altered by the use of this application. 1. It is the Contractor's responsibility to be familiar with the procedures and usage of this program. 1.6 ADMINISTRATIVE REQUIREMENTS A. Administrative Requirements for Submittals: Submittals shall be made in accordance with requirements specified herein and elsewhere in the Specifications. B. Transmission of Submittals: Transmit all submittals to Engineer, unless otherwise directed. Include all information specified below for identification of submittal and for monitoring of review process. Comply with directions of Engineer for Letter of Transmittal. C. Timing of Submittals: Make submittals sufficiently in advance of construction activities to allow shipping, handling and review by the Engineer, Engineer's consultants and other responsible design professionals. D. Submittals Identification: 1. Title each submittal with Project name, City's Project number, Building Permit number, Contractor's Project number and submission date. 2. Identify each element on submittal by reference to Drawing sheet number, detail, schedule, room number, assembly or equipment number, Specifications article and paragraph, and other pertinent information to clearly correlate submittal with Contract Drawings. 3. Identify each submittal by a sequential file number. E. Grouping of Submittals: Unless otherwise specifically permitted by Engineer, make all submittals in groups containing all associated items. Engineer may reject partial submittals as incomplete or hold them until related submittals are received. Unsolicited Submittals: Unsolicited submittals will be returned unreviewed. G. All reproduction costs for submittals are to be borne by the Contractor. Record Submittals: When record submittals are specified, submit three copies or sets only. Record submittals will not be reviewed but will be retained for historical and maintenance purposes. November 21, 2014 01 3300-2 Submittals MARINA PARK PACKAGE MARINA DOCKS 1.7 SUBMITTALS SCHEDULE A. Submittals Schedule: 1. The Contractor shall prepare and submit for review a preliminary submittal log of all items to be submitted within fifteen (15) days of the First Notice to Proceed. 2. Prior to the second Notice to Proceeed, the Contractor shall provide a final intital submittal log of all items to be submitted. 3. The Contractor shall allow the City a minimum twenty (20) days for review of each submittal. The Contractor shall include the time needed for the review process in preparing the work and the construction schedule. 1.8 ELECTRONIC SUBMITTAL PROCEDURES A. Summary: 1. Shop drawing and product data submittals shall be transmitted to Engineer in electronic (PDF) format using Submittal Exchange, a website service designed specifically for transmitting submittals between construction team members. 2. The intent of electronic submittals is to expedite the construction process by reducing paperwork, improving information flow, and decreasing turnaround time. 3. The electronic submittal process is not intended for color samples, color charts, or physical material samples. B. Procedures: 1. Submittal Preparation - Contractor may use any or all of the following options: a. Subcontractors and Suppliers provide electronic (PDF) submittals to Contractor via the Submittal Exchange website. b. Subcontractors and Suppliers provide paper submittals to General Contractor who electronically scans and converts to PDF format. c. Subcontractors and Suppliers provide paper submittals to Scanning Service which electronically scans and converts to PDF format. 2. Contractor shall review and apply electronic stamp certifying that the submittal complies with the requirements of the Contract Documents including verification of manufacturer / product, dimensions and coordination of information with other parts of the work. 3. Contractor shall transmit each submittal to Engineer using the Submittal Exchange website, www.submittalexchange.com. 4. Architect / Engineer review comments will be made available on the Submittal Exchange website for downloading. Contractor will receive email notice of completed review. 5. Distribution of reviewed submittals to subcontractors and suppliers is the responsibility of the Contractor. 6. Submit paper copies of reviewed submittals at project closeout for record purposes in accordance with 1.5G above and Section 01 7700 — Closeout Submittals C. Costs: 1. The cost of Submittal Exchange services has been paid in full by the Owner. 2. At Contractor's option, training is available from Submittal Exchange regarding use of website and PDF submittals. Contact Submittal Exchange at 1-800-714-0024. 3. Internet Service and Equipment Requirements: a. Email address and Internet access at Contractor's field office. b. Adobe Acrobat (www.adobe.com), Bluebeam PDF Revu (www.bluebeam.com), or other similar PDF review software for applying electronic stamps and comments. 1.9 CONTRACTOR'S REVIEW OF SUBMITTALS A. Contractors Review of Submittals: Prior to submission to Engineer for review, Contractor shall review each submittal for completeness and conformance to requirements of the Contract November 21, 2014 01 3300-3 Submittals MARINA PARK PACKAGE 4 MARINA DOCKS Documents. Contractor shall stamp each page of each submittal with a review action stamp and sign each review action stamp certifying the following. Submittals without Contractor's review stamp on each sheet will be returned without action, for revision and resubmission. 1. Field measurements have been determined and verified. 2. Conformance with requirements of Contract Drawings and Specifications, including referenced Codes, regulations, standards and design criteria, is confirmed. 3. Product catalog numbers, names and similar data are correct. 4. Work being performed by various subcontractors and trades is coordinated. 5. Field construction criteria have been verified, including confirmation that information submitted has been coordinated with work being performed by others for City and with actual site conditions. 6. All deviations from requirements of Drawings and Specifications have been identified and noted. B. Changes in Work: Changes in the Work shall not be authorized by submittals review actions. No review action, implicit or explicit, shall be interpreted to authorized changes in the Work. Changes shall only be authorized by separate written direction, in accordance with the Conditions of the Contract. 1.10 ENGINEER'S REVIEW OF SUBMITTALS A. Engineer's Review of Submittals: Submittals shall be a communication aid between Contractor and Engineer by which interpretation of requirements of the Contract Documents may be confirmed in advance of construction. 1. Reviews by Engineer and Engineer's consultants shall be only for general conformance with the design concept of the Project and general compliance with the information given in the Contract Drawings and Contract Specifications. 2. Engineer will review submittals as originally submitted and for the first resubmission. Costs for additional reviews shall be reimbursed by Contractor to City by deductive Change Order. B. Contract Requirements: 1. Review actions by Engineer and Engineers consultants shall not relieve Contractor from compliance with requirements of the Contract Drawings and Contract Specifications. 2. No review action, implicit or explicit, shall be interpreted to authorize changes in the Work. Changes shall only be authorized by separate written Change Order or Construction Change Directive, in accordance with the Conditions of the Contract and Section 01 2500 — Contract Modification Procedures. 1.11 PRODUCT DATA SUBMITTALS A. Product Data: Illustrations, standard details, standard schedules, performance charts, material characteristics, color and pattern selections, test data and listings by Code authorities and nationally -recognized testing and inspection services. B. Modifications to Standard Product Data: Modify manufacturer's standard catalog data to indicate precise conditions of the Project. Comply with requirements as for shop drawings, following Provide space for review action stamps and, if required by authorities having jurisdiction, license seal of Engineer, Engineer's design consultant and other responsible design professional, as applicable. C. Format: Make product data submittals in Adobe Acrobat Portable Document Format (PDF) files. For color and pattern selections, submit printed and physical samples as appropriate. November 21, 2014 013300-4 Submittals MARINA PARK PACKAGE 4 MARINA DOCKS D. Resubmission of Product Data: Should resubmission of product data be required, comply with the following: 1. Revise product data as necessary and resubmit as required for initial submission. 2. Indicate on resubmitted product data all revisions, including revisions other than those required for compliance with review comments. 1.12 SHOP DRAWINGS SUBMITTALS A. Shop Drawings: Drawings, diagrams, schedules and other graphic depictions to illustrate fabrication and installation of a portion of the Work. B. Preparation: Shop drawings shall be original drawings prepared for submittal review, fabrication and execution of Work. Direct copies and modified reproductions of Contract Drawings will not be accepted for review. Provide space for review action stamps and, if required by governing authorities having jurisdiction, license seal of Engineer, Engineer's design consultant and other responsible design professional, as applicable. C. Coordination: Show all field dimensions and relationships to adjacent or critical features of Work. D. Format: Prepare shop drawings for printing on maximum sheet size of 17 -inches by 22 -inches, or smaller if a multiple of 8-1/2 inches by 11 -inches. Make shop drawing submittals in Adobe Acrobat Portable Document Format (PDF) files. E. Resubmission of Shop Drawings: Should resubmission of shop drawings be required, comply with the following. 1. Revise shop drawings as necessary and resubmit as required for initial submission. 2. Indicate on shop drawings all revisions, including revisions other than those required for compliance with review comments. 3. The reproducible will be returned to Contractor. The print will not be returned. F. Site Utilization Plan: The requirements of this section shall apply to the Site Utilization Plan — See Section 01 3100 Project Management and Coordination 1.13 SAMPLES SUBMITTALS A. Quantity: Submit minimum of three samples of each of color, texture and pattern. Submit one item only of actual assembly or product. Unless otherwise noted, full-size and complete samples will be returned and may be incorporated into field mock-ups and the Work. B. Color Samples: Engineer will review and select colors only after color samples for all related products are received, so that colors may be properly coordinate C. Copies: Submit actual samples. Photographic or printed reproductions will not be accepted. D. Review of Field Samples: Review by Engineer of field samples will be made for the following products if not otherwise required and if requested by Contractor. E. Resubmission of Samples: Should resubmission of samples submittal be required, comply with the following. 1. Revise or reconstruct sample as necessary and resubmit as required for initial submission. 2. Indicate with resubmitted sample all revisions, including revisions other than those required for compliance with review comments. November 21, 2014 01 3300-5 Submittals MARINA PARK PACKAGE 4 MARINA DOCKS 1.14 REPORTS OF RESULTS OF INSPECTIONS AND TESTS A. Reports of Results of Inspections and Tests: Submit technical data, test reports, calculations, surveys, and certifications based on field tests and inspections by independent inspection and testing agency and by authorities having jurisdiction. Reports of results of inspections and tests shall not be considered Contract Documents. Make inspection and test submittals in Adobe Acrobat Portable Document Format (PDF) files. 1.15 DISTRIBUTION OF SUBMITTALS AFTER REVIEW A. Distribution of Submittals after Review: Distribution of reviewed product data, shop drawings and samples will be made by Engineer with reasonable promptness to not delay the Work. After receipt of reviewed submittals, Contractor shall distribute one copy of reviewed submittals within three working days of receipt, to all applicable parties, including, but not limited to: 1. Job site file. 2. Record documents file. 3. Subcontractors. 4. Supplier or fabricator. 5. Other contractors performing work for City under separate contracts whose work is affected by information on submittal. 6. Construction Manager. 7. Engineer (retained by Engineer). 8. Other consultants of Engineer (distributed by Engineer). 9. City's inspector. PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION(Not Applicable) END OF SECTION 013300-6 Submittals MARINA PARK PACKAGE 4 MARINA DOCKS SECTION 01 3400 REQUESTS FOR INTERPRETATION (RFI) PART 1 -GENERAL 1.1 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Request for Interpretation: A document submitted by the Contractor requesting clarification of a portion of the Contract Documents, hereinafter referred to as an RFI. 1.3 SOFTWARE REQUIREMENTS A. The intent of the City and the Construction Manager is to use the program 'Submittal Exchange' for all RFIs. Specifics of this section may be altered by the use of this application. 1. It is the Contractor's responsibility to be familiar with the procedures and usage of this program. 2. Although the program allows for digital distribution of RFIs between the team, the contractor shall be responsible for costs associated with all required copies of RFIs. 1.4 CONTRACTOR'S REQUESTS FOR INTERPRETATION (RFIs) A. Contractor's Requests for Interpretation (RFIs): Should Contractor be unable to determine from the Contract Documents the exact material, process, or system to be installed; or when the elements of construction are required to occupy the same space (interference); or when an item of Work is described differently at more than one place in the Contract Documents; the Contractor shall request that the Engineer make an interpretation of the requirements of the Contract Documents to resolve such matters. Contractor shall comply with procedures specified herein to make Requests for Interpretation (RFIs). B. Submission of RFIs: RFIs shall be prepared and submitted on the form enclosed following this Section. Use appropriate form for pre-bid and post -bid inquiry. Make submission to the Construction Manager with copy to Engineer. 1. Forms shall be completely filled in, and if prepared by hand, shall be fully legible after copying by xerographic process. 2. Each RFI shall be given a discrete, consecutive number. 3. Each page of the RFI and each attachment to the RFI shall bear the Project name, Project number, date, RFI number and a descriptive title. 4. Contractor shall sign all RFIs attesting to good faith effort to determine from the Contract Documents the information requested for interpretation. Frivolous RFIs shall be subject reimbursement from Contractor to City for fees charged by Architect, Architect's consultants and other design professionals engaged by City. C. Subcontractor -Initiated and Supplier -Initiated RFIs: RFIs from subcontractors and material suppliers shall be submitted through, be reviewed by and be attached to an RFI prepared, signed and submitted by Contractor. RFIs submitted directly by subcontractors or material suppliers will be returned unanswered to the Contractor. 1. Contractor shall review all subcontractor- and supplier -initiated RFIs and take actions to resolve issues of coordination, sequencing and layout of the Work. November 21, 2014 01 3400-1 Request for Interpretation MARINA PARK PACKAGE 4 MARINA DOCKS 2. RFIs submitted to request clarification of issues related to means, methods, techniques and sequences of construction or for establishing trade jurisdictions and scopes of subcontracts will be returned without interpretation. Such issues are solely the Contractor's responsibility. 3. Contractor shall be responsible for delays resulting from the necessity to resubmit an RFI due to insufficient or incorrect information presented in the RFI. D. Requested Information: Contractor shall carefully examine the Contract Documents to ensure that information sufficient for interpretation of requirements of the Contract Documents is not included. RFIs that request interpretation of requirements clearly indicated in the Contract Documents will be returned without interpretation. 1. In all cases in which RFIs are issued to request clarification of issues related to means, methods, techniques and sequences of construction, for example, pipe and duct routing, clearances, specific locations of Work shown diagrammatically, apparent interferences and similar items, the Contractor shall furnish all information required for the Engineer to analyze and/or understand the circumstances causing the RFI and prepare a clarification or direction as to how the Contractor shall proceed. 2. If information included with this type RFI by the Contractor is insufficient, the RFI will be returned unanswered. E. Unacceptable Uses for RFIs: RFIs shall not be used for the following purposes: 1. To request approval of submittals (use procedure specified in Section 01 3300 — Submittals Procedures). 2. To request approval of substitutions 3. To request changes that entail change in Contract Time and Contract Sum (comply with provisions of the General Provisions of the Contract, as discussed in detail during pre - construction meeting). 4. To request different methods of performing Work than those indicated in the Contract Drawings and Specifications (comply with provisions of the General Conditions of the Contract). F. Disputed Requirements: In the event the Contractor believes that a clarification by the Engineer results in additional cost or time, Contractor shall not proceed with the Work indicated by the RFI until authorized to proceed by the Construction Manager and claims, if any, are resolved in accordance with provisions in the General Provisions of the Contract. G. RFI Log: Contractor shall prepare and maintain a log of RFIs, and at any time requested by the Engineer, the Contractor shall furnish copies of the log showing all outstanding RFIs. H. Review Time: Engineer will return RFIs to Contractor within 10 working days of receipt. RFIs received after 12:00 noon shall be considered received on the next regular working day for the purpose of establishing the start of the 10 day response period. PART 2 - PRODUCTS (Not Applicable) PART 3 • EXECUTION (Not Applicable) END OF SECTION Appendix A: Attached November 21, 2014 01 3400-2 Request for Interpretation MARINA PARK PACKAGE 4 MARINA DOCKS RFI REQUEST • • INTERPRETATION •• From RFI #: Name: Date: Address: Refer to Procedures described in City: Section 01 3400 — Requests for Interpretation. This RFI, when Phone: completed, is not authorization for change to the Contract Documents. Changes to the Contract Documents are authorized only by properly executed Construction Change Directive of Change Order CONTRACTORS REQUEST FOR INTERPRETATION Drawing References Detail Numbers Specification References Number and Comments: Submitted by Title ENGINEERS RESPONSE Date of Receipt Date of Response Response: Response by November 21, 2014 01 3400-3 Request for Interpretation MARINA PARK PACKAGE 4 MARINA DOCKS SECTION 01 3500 SPECIAL PROCEDURES PART 1 -GENERAL 1.1 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Hazardous materials procedures. B. Environmental protection procedures. C. Dust and air pollution control procedures. D. Smoke/odor control procedures. E. Cultural resources procedures. 1.3 RELATED SECTIONS A. Section 01 5731 - Temporary Control of Noise and Acoustics B. Section 01 3543 - Environmental Management. C. Section 01 7419 - Construction Waste Management. 1.4 HAZARDOUS MATERIALS PROCEDURES A. Unidentified Hazardous Materials: 1. In the event that Contractor encounters on the project site material reasonably believed to be asbestos, polychlorinated biphenyl (PCB), or other hazardous materials which have not been rendered harmless, the Contractor shall immediately stop work in the area affected and report the condition to Construction Manager. 2. Work in the affected area shall not be resumed except by written agreement between City and Contractor, if in fact the material is asbestos, PCB, or other hazardous materials and has not been rendered harmless. 3. Work in the affected area shall be resumed in the absence of asbestos, PCB or other hazardous materials, or when such materials have been rendered harmless. 4. City will ensure that the identified hazardous waste and/or hazardous materials are handled and disposed in the manner specified by the State of California Hazardous Substances Control Law (Health and Safety Code Division 20, Chapter 6.5). 1.5 ENVIRONMENTAL PROTECTION PROCEDURES A. Hazardous Materials: See Article below titled "HAZARDOUS MATERIALS PROCEDURES" and requirements specified in Section 01 3543 - Environmental Management. 1. Except as otherwise specified, in the event the Contractor encounters on the site material reasonable believed to be asbestos, polychlorinated biphenyl (PCB), or other hazardous materials which have not been rendered harmless, the Contractor shall immediately stop Work in the area affected and report the condition in writing to Construction Manager. November 21, 2014 013500-1 Special Procedures MARINA PARK PACKAGE 4 MARINA DOCKS 2. Work in affected areas shall not thereafter be resumed except by written agreement of the City and Contractor if in fact the material is asbestos, PCB, or other hazardous materials and has not been rendered harmless. 3. Work in affected areas shall be resumed in the absence of asbestos, PCB, or other hazardous materials, or when such materials have been rendered harmless. B. Protection of Natural Resources: It is intended that the natural resources within the Project boundaries and outside the limits of permanent work performed under this Contract be preserved in their existing condition or be restored to an equivalent or improved condition upon completion of the work. 1. Confine construction activities to areas defined by the public roads, easements, and work area limits shown on the drawings. 2. Return construction areas to their pre -construction elevations except where surface elevations are otherwise noted to be changed. 3. Maintain natural drainage patterns. Conduct construction activities such that pending of stagnant water conducive to mosquito breeding habitat will not occur at any time. C. Land Resources Protection: Do not remove, cut, deface, injure or destroy trees or shrubs outside the work area limits. Do not remove, deface, injure or destroy trees within the Project area without permission from Construction Manager. Such improvements shall be removed and replaced, if required, by the Contractor at no change in Contract Time and Contract Sum. D. Landscaping Protection: Protect trees that are located within or near the limits of Project area, including trees stored in planting boxes, which may possibly be defaced, bruised or injured or otherwise damaged by the Contractor's operations. No ropes, cables or guys shall be fastened to or be attached to any existing nearby trees or shrubs for anchorages. Coordinate use of cranes with expected planting schedule to avoid damge to trees already planted. Refer to additional requirements specified in Section 01 5600- Temporary Barriers and Controls. 1. Pruning: City's arborist will direct pruning. 2. Excavations around trees: Refer to Section 01 5600 - Temporary Barriers and Controls. E. Replace trees or other landscape feature scarred or damaged by equipment or construction operations. Washingtonia Palms are to be replaced according to the following schedule: Replacement Trees: All trees that are damaged as a result of construction activity will be assessed by the City and/or it's representatives. IF necessary the contractor shall contract a licensed independent arborist to review the health and condition of the tree. Any tree that is determined to require replacement shall be replaced at the Contractor's expense according to the following schedule: Tree Replacement Washingtonia robusta: 40' and taller 30' BTH Washingtonia filifera Washingtonia robusta 25'— 40' 25 BTH Washingtonia filifera Washingtonia robusta15'-25' 20' BTH Washingtonia filifera Washingtonia robusta less than 15' 15'BTH Washingtonia filifera F. For trees damaged during construction activities, there will be an additional penalty of $5,000 per incident of damage G. Repair and restoration plan shall be reviewed and approved by Construction Manager prior to its initiation. H. Temporary Construction: 1. Remove all signs of temporary construction facilities such as, work areas, structures, foundations of temporary structures, stockpiles of excess or waste materials, or any other vestiges of construction as directed by the Construction Manager. -- November 21,__20_1_4____ 01 3500-2 Special Procedures MARINA PARK PACKAGE 4 MARINA DOCKS 2. Unpaved areas where vehicles have been operated shall receive suitable surface treatment or shall be periodically wetted down to prevent construction operations from producing dust damage and nuisance to persons and property, at no change in Contract Time and Contract Sum. 3. Keep haul roads clear at all times of any object which creates an unsafe condition. Promptly remove any contaminants or construction materials dropped from construction vehicles. Do not drop mud and debris from construction equipment on public streets. Sweep clean turning areas, pavement entrances and haul routes as necessary. Water Resources: Comply with all applicable Federal, State and local Codes, ordinances, statutes and regulations pertaining to discharge (directly or indirectly) of pollutants to underground and natural waters. 1. Coorindate Construction Activities with the Package 3 Contractor to implement and maintain BMP's and SWPPP Implementation. 2. Perform all Work under the Contract in a manner that any adverse environmental impacts are reduced to a level that is acceptable to Construction Manager and authorities having jurisdiction. 3. Refer to Civil Drawings for specific requirements on control of stormwater and disposal of water from dewatering activities. J. Oily Substances: At all times, special measures shall be taken to prevent oily or other hazardous substances from entering the ground, drainage areas or local bodies of water in such quantities as to affect normal use, aesthetics or produce a measurable impact upon the areas. All soil or water that is contaminated with oily substances due to Contractor's operations shall be disposed of in accordance with applicable regulations, at no change in. Contract Time and Contract Sum, 1.6 DUST AND AIR POLLUTION CONTROL PROCEDURES A. Dust and Air Pollution Control Procedures. General: Employ measures to prevent or minimize creation of dust and air pollution. Contractor shall appoint a dust control monitor to oversee and implement all measures specified in this Article. 1. Unpaved areas shall be wetted down, to eliminate dust formation, a minimum of twice a day to reduce particulate matter. When wind velocity exceeds 15 mph, site shall be watered down more frequently. 2. Store all volatile liquids, including fuels or solvents in closed containers. 3. No on-site burning of debris, lumber and other scrap shall be permitted. 4. Properly maintain equipment to reduce gaseous pollutant emissions. 5. Exposed areas, new driveways and sidewalks shall be seeded, treated with soil binders or paved as soon as possible. 6. Cover stockpiles of soil, sand and other loose materials. 7. Cover trucks hauling soil, debris, sand or other loose materials. 8. Sweep project area streets at least once daily. Refer to Section 01 7410 — Cleaning Requirements. 1.7 SMOKE/ODOR CONTROL PROCEDURES A. Smoke/Odor Control: Protect primary fresh air intakes to existing buildings from exhaust from internal combustion engines, paint and solvent fumes and other noxious fumes and vapors. 1. Implement control methods such as snorkels from engines exhausts to 50 feet away from air intakes. Provide carbon filters on air intakes as necessary, including periodic replacement of filters to ensure effectiveness. 2. All equipment used on site will be AQMD certified for use in this region, and have tags available for review at request of Engineer. 3. All other activities generating fumes shall be limited to minimum distance of 50 feet from air intake grilles. November 21, 2014 01 3500-3 Special Procedures MARINA PARK PACKAGE 4 MARINA DOCKS 4. If fume -generating procedures must occur within 50 feet of an air intake, Contractor shall do the following: a. Notify Construction Manager at least 14 days in advance of such activities. b. Perform Work when it least impacts the Owner (evenings, weekends or particularly windy days). C. Provide carbon filter media, plastic barriers, or other control methods to ensure fresh air only enters into the building ventilation system. B. Non -Smoking Site: Make project site a non-smoking environment except for designated smoking area. 1. Locate designated smoking area minimum 25 feet from structures. 2. Materials to be installed within building envelope shall be stored minimum 25 feet from designated smoking area. 1.8 CULTURAL RESOURCES PROCEDURES A. Cultural Resources Procedures: 1. Project does not encroach upon known archaeological sites. However, it is conceivable that unrecorded archaeological sites could be discovered during construction. 2. In the event that artifacts, human remains, or other cultural resources are discovered during subsurface excavations at locations of the Work, the Contractor shall protect the discovered items, cease work for a distance of 35 feet radius in the area, notify the Engineer and Construction Manager and comply with applicable laws. 3. City may retain an Archaeologist to monitor and recover data and artifacts during period that work has ceased. 4. All items found which are considered to have archaeological significance are the property of the City. PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION (Not Applicable) END OF SECTION 21, 2014 Special Procedures MARINA PARK PACKAGE 4 MARINA DOCKS SECTION 013543 ENVIRONMENTAL MANAGEMENT PROCEDURES PART 1 -GENERAL 1.1 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Section includes: 1. Special requirements for environmental management during construction operations. 2. Monitoring requirements. 1.3 RELATED SECTIONS A. Section 014500 - Quality Control: Meetings and project coordination regarding quality. 1.4 DEFINITIONS A. Definitions pertaining to sustainable development: As defined in ASTM E 2114. B. Environmental pollution and damage: The presence of chemical, physical, or biological elements or agents which adversely affect human health or welfare; unfavorably alter ecological balances; or degrade the utility of the environment for aesthetic, cultural, or historical purposes. 1.5 PRECONSTRUCTION MEETING A. Preconstruction Meeting: After award of Contract and prior to the commencement of the Work, schedule and conduct meeting attended by Engineer, Construction Manager, Design Team and Contractor to discuss the proposed Environmental Protection Plan and to develop mutual understanding relative to details of environmental protection. Coordinate with Section 01 3100 - Project Management and Coordination. 1. Schedule meeting in conjunction with preconstruction meeting for Environmental Regulatory Requirements. 2. Verify procedures and requirements necessary to ensure implementation of Environmental Protection Plan is coordinated with applicable environmental regulatory requirements. 1.6 SUBMITTALS A. Environmental Protection Plan: Not less than 10 days before the Pre -construction meeting, prepare and submit an Environmental Protection Plan. 1. Format: At a minimum. address the following elements: a. Identification of Project. b. Identification and contact information for Environmental Manager. C. General site information. d. Summary of Plan. e. Procedures to address water resources. f. Procedures to address land resources. g. Procedures to address air resources. h. Procedures to address fish and wildlife resources. November 21, 2014 01 3543 - 1 Environmental Management Procedures MARINA PARK PACKAGE 4 MARINA DOCKS I. Monitoring procedures. 2. Revise and resubmit Plan as required by Construction Manager. a. Approval of Contractor's Plan will not relieve the Contractor of responsibility for compliance with applicable environmental regulations. B. Reports for Field Quality Control. PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION 3.1 ENVIRONMENTAL PROTECTION A. Protection of Natural Resources: Comply with applicable regulations and these specifications. Preserve the natural resources within the Project boundaries and outside the limits of permanent Work performed under this Contract in their existing condition or restore to an equivalent or improved condition as approved by Construction Manager. 1. Demolition: Confine construction activities to work area limits indicated on the Drawings or, if not indicated, maximum 40 feet beyond the marina perimeter. Dispose of demolished and waste materials that are not identified to be salvaged, recycled or reused in accordance with Section 01 7419 - Construction Waste Management and the following: a. Remove debris, rubbish, and other waste materials resulting from demolition and construction operations, from site. b. Do not burn construction and demolition waste. C. Transport materials with appropriate vehicles and dispose off-site to areas that are approved for disposal by governing authorities having jurisdiction. d. Avoid spillage by covering and securing loads when hauling on or adjacent to public streets or highways. Remove spillage and sweep, wash, or otherwise clean project site, streets, or highways. 2. Water resources: Protect groundwater resources from contaminants. a. Comply with requirements of the National Pollutant Discharge Elimination System (NPDES) and the State Pollutant Discharge Elimination System (SPDES). b. Oily substances: Prevent oily or other hazardous substances from entering the ground, drainage areas, or local bodies of water. 1) Store and service construction equipment at areas designated for collection of oil wastes. C. Mosquito abatement: Prevent ponding of stagnant water conducive to mosquito breeding habitat. d. Prevent run-off from site during demolition and construction operations. 3. Land resources: Prior to construction, identify land resources to be preserved within the Work area. Do not remove, cut, deface, injure, or destroy land resources including trees, shrubs, vines, grasses, topsoil, and landforms without permission from Construction Manager. a. Conserve distinctive geological features and character b. Earthwork: As follows: 2) Delineate work zones so as to restrict compaction of soil elsewhere. 3) Delineate buffer zones around naturally moist areas. 4) Erosion and sedimentation control devices: Construct or install temporary and permanent erosion and sedimentation control features as required. C. Tree and plant protection: 1) Protect all landscape improvements. In the event of damage to tree or plant, Construction Manager may at City's discretion, deduct the indicated value of the damaged tree or plant from the Contract Sum. 4. Air Resources: Comply with IAQ Management Plan and as follows: a. Prevent creation of dust, air pollution, and odors. November 21, 2014 01 3543-2 Environmental Management Procedures MARINA PARK PACKAGE 4 MARINA DOCKS b. Sequence construction to avoid disturbance to site to the greatest extent possible. C. Use mulch, water sprinkling, temporary enclosures, and other appropriate methods to limit dust and dirt rising and scattering in air to lowest practical level. 1) Do not use water when it may create hazardous or other adverse conditions such as flooding and pollution. d. Store volatile liquids, including fuels and solvents, in closed containers. e. Properly maintain equipment to reduce gaseous pollutant emissions. 5. Fish and Wildlife Resources: Manage and control construction activities to minimize interference with, disturbance of, and damage to fish and wildlife. a. Do not disturb fish and wildlife. b. Do not alter water flows or otherwise significantly disturb the native habitat related to the project and critical to the survival of fish and wildlife, except as indicated or specified. C. Identify and conserve wildlife corridors that intersect the site. 3.2 FIELD QUALITY CONTROL A. Field Quality Control, General: 1. Comply with requirements of agencies having jurisdiction and as specified herein. 2. Provide field practices, shipping, and handling of samples in accordance with ASTM D 4840. B. Field Quality Control Reports: Provide in accordance with approved Environmental Protection Plan. END OF SECTION 21, 2014 01 3543-3 Environmental Management Procedures MARINA PARK PACKAGE 4 MARINA DOCKS SECTION 014100 REGULATORY REQUIREMENTS PART 1 -GENERAL 1.1 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Codes, ordinances, laws and regulations applicable to the Work under the Contract. 1.3 AUTHORITY AND PRECEDENCE OF CODES, ORDINANCES AND STANDARDS A. Authority: All codes, ordinances and standards referenced in the Drawings and Specifications shall have the full force and effect as though printed in their entirety in the Specifications. B. Precedence: 1. Where specified requirements differ from the requirements of applicable codes, ordinances and standards, the more stringent requirements shall take precedence. 2. Where the Drawings or Specifications require or describe products or execution of better quality, higher standard or greater size than required by applicable codes, ordinances and standards, the Drawings and Specifications shall take precedence so long as such increase is legal. 3. Where no requirements are identified in the Drawings or Specifications, comply with all requirements of applicable codes, ordinances and standards of authorities having jurisdiction. 1.4 APPLICABLE CODES, LAWS AND ORDINANCES A. Applicable Codes, Laws and Ordinances: As listed below. Refer also to Section 01100 - Summary of the Project regarding permits and licenses, as well as Sections 00 3320 Coastal Development Permit, Section 003340 Cailfornia Regonal Water Quality Board 401 Permit and Section 00 3350 Army Coprs of Engineers 404 Permit. B. Building Codes: 1. Performance of the Work shall meet or exceed the minimum requirements of California Code of Regulations (CCR), Title 24, including the following: a. CCR Title 24, Part 1: 2010 California Building Standards Administrative Code. b. CCR Title 24, Part 2: 2010 California Building Code (CBC), based on 2006 International Building Code (IBC) Volumes 1 and 2, with State of California Amendments. C. CCR Title 24, Part 3, 2010 California Electrical Code (CEC); based on 2005 National Fire Protection Association (NFPA) 70- National Electrical Code (NEC), with State of California • Amendments. d. CCR Title 24, Part 5: 2010 California Plumbing Code (CPC); based on 2006 Uniform Plumbing Code (UPC) with State of California Amendments. e. CCR Title 24, Part 10: 2010 California Existing Building Code; based on 2006 International Existing Building Code. f. CCR Title 24, Part 12: 2010 California Referenced Standards Code. 2. Performance of the Work shall also comply with applicable requirements of current editions of California Code of Regulations (CCR) as follows: 014100-1 Regulatory Requirements MARINA PARK PACKAGE 4 MARINA DOCKS a. Title 8 - Industrial Relations. b. Title 19 - Public Safety. C. Title 22 - Social Security. 3. References on the Drawings or in the Specifications to "code", "Code" or "building code" similar terms, not otherwise identified, shall mean the codes specified above, together with all additions, amendments, changes, and interpretations adopted by code authorities of the jurisdiction having authority over the Project. 4. The applicable edition of all codes shall be that adopted at the time of issuance of permits by the authority having jurisdiction and shall include all modifications and additions adopted by that authority. The applicable date of laws and ordinances shall be that of the date of performance of the Work. C. Other Applicable Laws, Ordinances and Regulations: 1. Work shall be accomplished in conformance with all applicable laws, ordinances, rules and regulations of Federal, State, County, City and special district agencies and jurisdictions having authority over the Project. 2. Performance of the Work shall be accomplished in conformance with all rules and regulations of public utilities, utility districts and other agencies serving the facility. 3. Where such laws, ordinances, rules and regulations require more care or greater time to accomplish Work, or require better quality, higher standards or greater size of products, Work shall be accomplished in conformance to such requirements with no change to the Contract Time and Contract Sum, except where changes in laws, ordinances, rules and regulations occur subsequent to the execution date of the Agreement. PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION(Not Applicable) END OF SECTION I i.t.14�ii1:S[�Z�j t5 Regulatory Requirements MARINA PARK PACKAGE MARINA DOCKS SECTION 01 4200 REFERENCE STANDARDS AND ABBREVIATIONS PART 1 -GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Use of references in Drawings and Specifications, including requirements for copies of reference standards at Project site. B. Definitions of terms used in Specifications and Drawings, including abbreviations, acronyms, names and terms which may be used in Specifications. 1.3 RELATED SECTIONS A. Section 01 4100 - Regulatory Requirements: Identification of applicable building Code and other codes, ordinances and regulations applicable to performance of the Work. 1.4 USE OF REFERENCES A. References: The Drawings and Specifications contain references to various standards, standard specifications, codes, practices and requirements for products, execution, tests and inspections. These reference standards are published and issued by the agencies, associations, organizations and societies listed in this Section or identified in individual product specification Sections. 1. Wherever term "Agency' occurs in referenced Standard Specifications, it shall be understood to mean City for purposes of the Contract. 2. Standard Specifications shall be as amended and adopted by the jurisdiction in which the Project is located. 3. Where reference is made to Standard Details, such reference shall be to the Standard Details accompanying the Standard Specifications, as amended and adopted by the jurisdiction in which the Project is located. B. Relationship to Drawings and Specifications: Such references are incorporated into and made a part of the Drawings and Specifications to the extent applicable. C. Referenced Grades Classes and Types: Where an alternative or optional grade, class or type of product or execution is included in a reference but is not identified on the Drawings or in the Specifications, provide the highest, best and greatest of the alternatives or options for the intended use and prevailing conditions. D. Copies of Reference Standards: Reference standards are not furnished with the Drawings and Specifications because it is presumed that the Contractor, subcontractors, manufacturers, suppliers, trades and crafts are familiar with these generally -recognized standards of the construction industry. E. Jobsite Copies: 1. Contractor shall obtain and maintain at the Project site copies of reference standards identified on the Drawings and in the Specifications in order to properly execute the Work. November 21, 2014 014200-1 References MARINA PARK PACKAGE 4 MARINA DOCKS 2. At a minimum, the following shall be readily available at the site, as applicable to the Work: a. Local and State Building Codes: As referenced in Section 01410 — Regulatory Requirements. b. Safety Codes: Occupational Safety and Health Act (OSHA) regulations and State of California, California Administrative Code, California Code of Regulations (CCR), Title 8- Industrial Relations, Chapter 4, Subchapter 7, General Industry Safety Orders (Cal- OSHA), to extent applicable to the Work. C. General Standards: California Reference Standards Code, as amended and adopted by authorities having jurisdiction for use with California Building Code (CBC), Underwriters Laboratories, Inc. (UL) Building Products Listing, Factory Mutual Research Organization (FM) Approval Guide and American Society for Testing and Materials (ASTM) Standards in Building Codes, and American National Standards Institute (ANSI) standards. d. Fire and Life Safety Standards: All referenced standards pertaining to fire rated construction and exiting. e. Common Materials Standards: American Concrete Institute (ACI), American Institute of Steel Construction (AISC), American Welding Society (AWS), Gypsum Association (GA), National Fire Protection Association (NFPA), Tile Council of America (TCA) and Woodwork Institute of California (WIC) standards to the extent referenced within the Contract Specifications. f. Research Reports: ICC Evaluation Service, Inc. (ICC ES) Research and Evaluation Reports, for products not in conformance to prescribed requirements stated in Building Code. g. Product Listings: Approval documentation, indicating approval of authorities having jurisdiction for use of product within the applicable jurisdiction. Edition Date of References: 1. When an edition or effective date of a reference is not given, it shall be understood to be the current edition or latest revision published as of the date indicated on the Drawings and Specifications. 2. All amendments, changes, errata and supplements as of the effective date shall be included. G. ASTM and ANSI References: Specifications and Standards of the ASTM International (formerly American Society for Testing and Materials) (ASTM) and the American National Standards Institute (ANSI) are identified in the Drawings and Specifications by abbreviation and number only and may not be further identified by title, date, revision or amendment. It is presumed that the Contractor is familiar with and has access to these nationally- and industry -recognized specifications and standards. 1.5 DEFINITIONS OF TERMS A. Basic Contract Definitions: Words and terms governing the Work are defined in the General Conditions of the Contract. B. Words and Terms Used on Drawings and in Specifications: Additional words and terms may be used in the Drawings and Specifications and are defined as follows: 1. "Applicable:" As appropriate for the particular condition, circumstance or situation. 2. "Approve(d):" Approval action shall be limited to the duties and responsibilities of the parry giving approval, as stated in the General Conditions of the Contract. Approvals shall be valid only if obtained in writing and shall not apply to matters regarding the means, methods, techniques, sequences and procedures of construction. Approval shall not relieve the Contractor from responsibility to fulfill Contract requirements. 3. "And/or:" If used, shall mean that either or both of the items so joined are required. November 21, 2014 01 4200-2 References MARINA PARK PACKAGE 4 MARINA DOCKS 4. "Directed:" Limited to duties and responsibilities of the Construction Manager or Engineer as stated in the General Conditions of the Contract, meaning "as instructed by Construction Manager or Engineer, in writing, regarding matters other than the means, methods, techniques, sequences and procedures of construction. Terms such as "directed", "requested", "authorized", "selected", "approved", "required", and "permitted" mean "directed by Construction Manager or Engineer ", "requested by the Construction Manager or Engineer ", and similar phrases. No implied meaning shall be interpreted to extend the responsibility of the Construction Manager, Architect or other responsible design professional into the Contractor's supervision of construction. 5. "Equal" or "Equivalent:" As determined by Engineer or other responsible design professional as being equivalent, considering such attributes as durability, finish, function, suitability, quality, utility, performance and aesthetic features. 6. "Furnish:" Means "supply and deliver, to the Project site, ready for unloading, unpacking, assembly, installation, and similar operations." 7. "Indicated:" The term indicated refers to graphic representations, notes, or schedules on the Drawings, or other Paragraphs or Schedules in the Specifications, and similar requirements in the Contract Documents. Terms such as "shown", "noted", "scheduled", and "specified" are used to help the reader locate the reference. There is no limitation on location. 8. "Install:" Describes operations at the Project site including the actual unloading, unpacking, assembly, erection, placing, anchoring, applying, working to dimension, finishing, curing, protecting, cleaning and similar operations. 9. "Installer:" a. "installer" refers to the Contractor or an entity engaged by the Contractor, as an employee, subcontractor, or sub -subcontractor for performance of a particular construction activity, including installation, erection, application and similar operations. Installers are required to be experienced in the operations they are engaged to perform. b. "Experienced Installer:" The term "experienced," when used with "installer" means having a minimum of 5 previous Projects similar in size to this Project, knowing the precautions necessary to perform the Work, and being familiar with requirements of authorities having jurisdiction over the Work. 10. "Jobsite:" Same as site. 11. "Necessary:" With due considerations of the conditions of the Project and as determined in the professional judgment of the Engineer, Architect or other responsible design professional as being necessary for performance of the Work in conformance with the requirements of the Contract Documents, but excluding matters regarding the means, methods, techniques, sequences and procedures of construction. 12. "Noted:" Same as "Indicated." 13. "Per:" Same as "in accordance with," "according to" or "in compliance with." 14. "Products:" Material, system or equipment. 15. "Project Site:" Same as "Site." 16. "Proper:" As determined by the Engineer, Architect or other responsible design professional as being proper for the Work, excluding matters regarding the means, methods, techniques, sequences and procedures of construction, which are solely the Contractor's responsibility to determine. 17. "Provide:" Means "furnish and install, complete and ready for the intended use." 18. "Regulation" Includes laws, ordinances, statutes and lawful orders issued by authorities having jurisdiction, as well as and rules, conventions and agreements within the construction industry that control performance of the Work. 19. "Required:" Necessary for performance of the Work in conformance with the requirements of the Contract Documents, excluding matters regarding the means, methods, techniques, sequences and procedures of construction, such as: a. Regulatory requirements of authorities having jurisdiction. b. Requirements of referenced standards. ---- ----- -- --- November 21, 2014 014200-3 References MARINA PARK PACKAGE 4 MARINA DOCKS C. Requirements generally recognized as accepted construction practices of the locale. d. Notes, schedules and graphic representations on the Drawings. e. Requirements specified or referenced in the Specifications. f. Duties and responsibilities stated in the Bidding and Contract Requirements. 20. "Scheduled:" Same as "Indicated." 21. "Selected:" As selected by Engineer, Construction Manager, Architect or other responsible design professional from the full selection of the manufacturer's products, unless specifically limited in the Contract Documents to a particular quality, color, texture or price range. 22. "Shown:" Same as "Indicated." 23. "Site:" Same as "Site of the Work" or "Project Site;" the area or areas or spaces occupied by the Project and including adjacent areas and other related areas occupied or used by the Contractor for construction activities, either exclusively or with others performing other construction on the Project. The extent of the Project Site is shown on the Drawings, and may or may not be identical with the description of the land upon which the Project is to be built. 24. "Supply:" See "Furnish" 25. "Testing Laboratory" or "Testing Laboratories:" Same as 'Testing and Inspection Agency." 26. "Testing and Inspection Agency:" An independent entity engaged to perform specific inspections or tests, at the Project Site or elsewhere, and to report on, and, if required, to interpret, results of those inspections or tests. 1.6 1.5 ABBREVIATIONS,ACRONYMS, NAMES AND TERMS, GENERAL A. Abbreviations, Acronyms, Names and Terms: Where acronyms, abbreviations, names and terms are used in the Drawings, Specifications or other Contract Documents, they shall mean the recognized name of the trade association, standards generating organization, authority having jurisdiction or other entity applicable. B. Abbreviations, General: The following are commonly -used abbreviations which may be found on the Drawings or in the Specifications: AC or ac Alternating current or air conditioning (depending upon context) AMP or amp Ampere c Celsius CFM or cfm Cubic feet per minute CM or cm Centimeter CY or cy Cubic yard DC or de Direct current DEG or deg Degrees F Fahrenheit FPM or fpm Feet per minute FPS or fps Feet per second FT or ft Foot or feet Gal or gal Gallons GPM or gpm Gallons per minute IN or in Inch or inches Kip or kip Thousand pounds KSI or ksi Thousand pounds per square inch KSF or ksf Thousand pounds per square foot KV or kv Kilovolt KVA or kva Kilovolt amperes KW or kw Kilowatt KW H or kwh Kilowatt hour LBF or Ibf Pounds force LF or If Lineal foot November 21, 2014 014200-4 References MARINA PARK PACKAGE 4 MARINA DOCKS M or m Meter MPH or mph Miles per hour MM or mm Millimeter PCF or pet Pounds per cubic foot PSF or psf Pounds per square foot PSI or psi Pounds per square inch PSY or psy Per square yard SF or sf Square foot SY or sy Square yard V or v Volts C. Abbreviations and Acronyms for Industry Organizations: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of the entities indicated in Gale Research's "Encyclopedia of Associations" or in Columbia books' "National Trade & Professional Associations of the U.S." D. Undefined Abbreviations, Acronyms, Names and Terms: Words and terms not otherwise specifically defined in this Section, in the Instructions to Bidders, in the General Conditions of the Contract, on the Drawings or elsewhere in the Specifications, shall be as customarily defined by trade or industry practice, by reference standard and by specialty dictionaries such as the following: 1. Dictionary of Architecture and Construction. Fourth Edition (Cyril M. Harris, McGraw-Hill Book Company, 2005). 2. The American Institute of Architects (AIA) Document M101, "Glossary of Construction Industry Terms." 3. Encyclopedia of Associations, published by Gale Research Co., commonly available in public libraries. PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION(Not Applicable) I��I�Ifl�7x�3iB7. —--------- - November 21, 2014 01 4200 _-5 References MARINA PARK PACKAGE 4 MARINA DOCKS SECTION 01 4500 QUALITY CONTROL PART 1 -GENERAL 1.1 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Regulatory requirements for testing and inspection. B. Quality of the Work. C. Contractor's quality control. D. Inspections and tests, including those by authorities having jurisdiction, independent testing and inspection agency or agencies, serving utilities and product manufacturers. E. Contractor's responsibilities for observations, inspections and tests. 1.3 RELATED SECTIONS A. Section 01 3300 - Submittals Procedures: Administrative requirements for submission of results of tests and inspections. B. Section 01 4100- Regulatory Requirements: Compliance with applicable codes, ordinances and standards. 1.4 REGULATORY REQUIREMENTS FOR TESTING AND INSPECTION A. Regulatory Requirements for Testing and Inspection: Inspections, testing and approvals required by the Authority Having Jurisdiction (AHJ). Refer also to Section 01 4100- Regulatory Requirements. 1. Title 24, California Code of Regulations (CCR), Part 1, California Building Code (CBC). 2. Title 24, California Code of Regulations (CCR), Part 2 - California Building Code (CBC). 1.5 QUALITY OF THE WORK A. Quality of Products: Unless otherwise indicated or specified, all products shall be new, free of defects and fit for the intended use. B. Quality of Installation: All Work shall be produced plumb, level, square and true, or true to indicated angle, and with proper alignment and relationship between the various elements. C. Protection of Existing and Completed Work: Contractor shall take all measures necessary to preserve and protect existing and completed Work free from damage, deterioration, soiling and staining, until acceptance of the Work by City through Construction Manager. D. Standards and Code Compliance and Manufacturer's Instructions and Recommendations: Unless more stringent requirements are indicated or specified, comply with manufacturer's instructions and recommendations, reference standards and building code research report November 21, 2014 014500-1 Quality Control MARINA PARK PACKAGE 4 MARINA DOCKS requirements in preparing, fabricating, erecting, installing, applying, connecting and finishing Work. E. Deviations from Standards and Code Compliance and Manufacturers Instructions and Recommendations: Document and explain all deviations from reference standards and building code research report requirements and manufacturer's product installation instructions and recommendations, including acknowledgement by the manufacturer that such deviations are acceptable and appropriate for the Project. 1.6 CONTRACTOR'S QUALITY CONTROL A. Contractor's Qualifications: Contractor and all subcontractors shall be licensed by State of California, Contractors License Board, to perform Work required by the Contract Documents. In addition, current specialty certifications, approvals and licenses of building product manufacturers shall be held by those performing the Work, as applicable. 1. Contractor shall employ highly skilled and trained craftpersons together with such other employees as required by applicable laws, rules and ordinances. 2. Each craft shall be under constant supervision by qualified foreman or other designated supervisor to ensure that Work performed is of highest quality. B. Contractors Quality Control: Contractor shall ensure that products, services, workmanship and site conditions comply with requirements of the Drawings and Specifications by coordinating, supervising, testing and inspecting the Work and by utilizing only suitably qualified personnel. C. Quality Requirements: 1. Work shall be accomplished in accordance with quality requirements of the Contract Drawings and Contract Specifications, including, by reference, all Codes, laws, rules, regulations and standards. 2. When no quality basis is prescribed, the quality shall be in accordance with the best accepted practices of the construction industry for the locale of the Project, for similar projects and in compliance with applicable Codes, laws, rules and regulations of authorities having jurisdiction. D. Quality Control Personnel: Contractor shall employ and assign knowledgeable and skilled personnel as necessary to perform quality control functions to ensure that the Work is provided as required. E. Coordination of Field Quality Control: Contractor shall coordinate and schedule with Construction Manager quality assurance activities of Testing Laboratory and inspectors from authorities having jurisdiction. Verification of Quality: Work shall be subject to verification of quality by Construction Manager, Engineer, other responsible design professionals, Testing Laboratory, Authority Having Jurisdiction (AHJ), serving utilities and product manufacturers, in accordance with provisions of the Conditions of the Contract and requirements of product manufacturers. 1. Contractor shall cooperate by making Work available for observation, inspection and testing by designated representatives of Engineer, Construction Manager, Architect, Authority Having Jurisdiction (AHJ), serving utilities and product manufacturers. 2. Such verification may include observation, inspection and testing at mill, plant, shop or project site locations where products for the Work are manufactured, fabricated or assembled. 3. Contractor shall provide access and facilities for verification of quality by Engineer, Construction Manager, Architect, Authority Having Jurisdiction (AHJ), serving utilities and product manufacturers. See additional requirements specified herein in Article titled November 21, 2014 014500-2 Quality Control MARINA PARK PACKAGE 4 MARINA DOCKS "CONTRACTOR'S RESPONSIBILITIES FOR OBSERVATIONS, INSPECTIONS AND TESTS." 4. Contractor shall provide all information and assistance necessary for verification of quality, including that by and from subcontractors, fabricators, materials suppliers, manufacturers, installers, applicators and others performing Work. 5. Contract modifications, if any, resulting from such verification activities shall be governed by applicable provisions in the Conditions of the Contract 6. Contractor shall notify Engineer in writing within 10 days of completion of work installed by City under separate contract of any defects or discrepancies that will cause delay or cost to the Contract Failure to notify the Engineer in writing shall constitute acceptance of the work as complying with the Contract and coordinated with Contractor's interface and work to be completed. 7. Prior to expiration of guaranty period provided under the Contract, City may exercise its right to reinspection. a. If a determination is made to hold such an inspection, City through Construction Manager will schedule inspection in conjunction with Contractor. b. At a minimum, Contractor's authorized representative and Construction Manager shall participate in reinspection. C. Discrepancies noted during reinspection, except normal wear and tear, normal weathering and abuse shall be corrected by Contractor at no cost to City. Such repairs shall be made promptly and to satisfaction of Construction Manager. G. Observations by Construction Manager, Engineer, Architect and Architect's Consultants: 1. Periodic and occasional observations of Work in progress will be made by Engineer, Construction Manager Architect and Architect's consultants as deemed necessary to review progress of Work and general conformance with design intent 2. Continuous inspection will be made by the independent Testing Laboratory engaged by City, in accordance with Title 24, Part 1, Article 4-333. Limitations on Inspection, Test and Observations: Employment of Project Inspector, independent Testing Laboratory and observations by Engineer, Construction Manager, Architect and other responsible design consultants shall in no way relieve Contractor of duties and responsibilities to perform Work in full conformance to all requirements of Contract Documents and applicable Building Code and other regulatory requirements. Non -Conforming Work: 1. Correction of Non -Conforming Work: Non -conforming Work shall be modified, replaced, repaired or redone by the Contractor at no change in Contract Sum or Contract Time, 2. Rejection of Non -Conforming Work: City through Construction Manager reserves the right to reject all Work not in conformance to the requirements of the Drawings and Specifications. 3. Acceptance of Non -Conforming Work: Acceptance of non -conforming Work, without specific written acknowledgement and approval of the Construction Manager and, as applicable, authorities having jurisdiction, shall not relieve the Contractor of the obligation to correct such Work. 4. Contract Adjustment for Non -conforming Work: Should City through Construction Manager determine that it is not feasible or in City's interest to require non -conforming Work to be repaired or replaced, and should non -conforming Work not be in conflict with the requirements of authorities having jurisdiction, an equitable reduction in Contract Sum shall be made by agreement between City and Contractor. If equitable amount cannot be agreed upon, a Construction Change Directive will be issued and the amount in dispute resolved in accordance with applicable provisions of the General Conditions of the Contract. 014500-3 Quality Control MARINA PARK PACKAGE 4 MARINA DOCKS 5. Non -Responsibility for Non -Conforming Work: Architect and Architect's consultants disclaim any and all responsibility for Work not produced in full conformance with the Contract Documents and the requirements of Authority Having Jurisdiction (AHJ). 1.7 INSPECTIONS AND TESTS BY AUTHORITIES HAVING JURISDICTION A. Contractor's Assistance: Contractor shall assist in all tests and inspections required by authorities having jurisdiction over the Work under this Contract, including those required by Authority Having Jurisdiction (AHJ), including City of Newport Beach Building Department, City of Newport Beach Public Works Department, City of Newport Beach Harbors Department, City of Newport Beach Fire Department, Orange County Health Department and similar authorities having jurisdiction. Such assistance shall include notification of the Project Inspector when the Work is ready for inspection or re -inspection. 1.8 INSPECTIONS BY CITY A. Access to the Work: City, through Construction Manager, shall have access at all times for the purpose of inspection of the Work, including access fabrication and mixing facilities where the Work is in preparation. Contractor shall at all times maintain proper facilities and provide safe access for such inspection. 1. Should it be considered necessary or advisable by the Construction Manager, at any time before final acceptance of the entire Work, to make an examination of the Work already completed, by removing or tearing out the same, the Contractor shall on request promptly furnish all necessary facilities, labor and materials. 2. If such Work is found to be defective, in any respect, due to the fault of the Contractor or Contractor's subcontractor, Contractor shall defray all expenses of such examinations and of satisfactory reconstruction. If, however, such Work is found to meet the requirements of the Contract, the additional cost of labor and material necessarily involved in the examination and replacement shall be allowed the Contractor. B. Rejection of Work by City: City, through Construction Manager, shall have the right to reject materials and workmanship which are defective or non -conforming, or to require their correction. 1. Rejected workmanship shall be satisfactorily corrected and rejected materials shall be removed from the premises without charge to the City. 2. If the Contractor does not correct such rejected Work within a reasonable time, fixed by written notice, the City may repair or replace defective and non -conforming Work and charge the expense to the Contractor. 1.9 INSPECTIONS BY CITY'S PROJECT INSPECTOR A. Inspections by City's Project Inspector: City will employ a Project Inspector in accordance with the requirements of California Code of Regulations (CCR), Title 24, Part 1, Section 4-333 to inspect the Work. The duties of the Project Inspector will be as defined in Title 24, Part 1, Section 4-342. Project Inspector shall be certified and approved by Authority Having Jurisdiction (AHJ). 1. The Work of construction in all stages of progress shall be subject to the personal, continuous observation of the Project Inspector. Contractor shall provide free and safe access to any and all parts of the Work at all times. 2. Contractor shall furnish to the Project Inspector reasonable facilities for obtaining such information as may be necessary to keep the Project Inspector fully informed respecting progress and manner of the Work and the character of the materials. 3. Inspection of the Work by the Project Inspector shall not relieve the Contractor of any obligation to fulfill the Contract. 2014 014500-4 Quality Control MARINA PARK PACKAGE MARINA DOCKS B. Excessive Costs for Project Inspector: Costs of the Project Inspector beyond the ordinary shall be charged to the Contractor as provided in Paragraph 1.9.A.4., in this Section. 1.10 INSPECTIONS BY INDEPENDENT TESTING LABORATORY A. Inspections by Independent Testing Laboratory: 1. City will select, employ and pay for an independent Testing Laboratory, licensed, certified, and approved by Authority Having Jurisdiction (AHJ). Testing Laboratory will conduct tests and inspections as indicated on Drawings, in Specifications and as required by Authority Having Jurisdiction (AHJ). 2. Testing Laboratory shall be licensed to conduct testing and inspection operations and services in the State of California. Testing Laboratory services for this project shall be supervised by Civil Engineer licensed to practice in the State of California, who shall certify and sign all reports. 3. Employment of Testing Laboratory shall be in compliance with California Code of Regulations (CCR), Title 24, Part 1, Section 4-335. B. Responsibilities of Independent Testing and Inspection Agency (Testing Laboratory): 1. Testing Laboratory shall provide qualified personnel at the project site and other locations where Work of the Contract is performed. 2. Testing Laboratory shall cooperate with Engineer, Construction Manager, Architect and Contractor when performing testing and inspection services. 3. Testing Laboratory shall perform observations, inspections, sampling and testing of products in compliance with requirements of the Contract Documents and Authority Having Jurisdiction (AHJ). 4. Duties of the Testing Laboratory shall be as described and required by California Code of Regulations (CCR), Title 24, Part 1, Section 4-335. 5. Testing Laboratory shall determine whether materials, mixes, products, application and installation procedures, characteristics of completed Work comply with requirements of the Contract Documents. 6. Contractor shall pay for the following: a. Mileage and travel time for quality control services by Testing Laboratory when travel of more than 50 miles from the project site is required. b. Overtime pay for personnel of Testing Laboratory when observations, inspections or tests are required after normal, established working hours. C. All costs for repeated observations, reinspection or retesting by Testing Laboratory due to non -conforming Work. d. City will deduct such costs from the final payment (or funds due and payable) under the Contract. Contract Sum will be adjusted accordingly by Change Order, 7. Contractor shall make the Work in all stages of progress available for personal and continuous observation by the Testing Laboratory. a. Testing Laboratory shall have free access to any and all parts of the Work at all times. b. Contractor shall provide the Testing Laboratory with reasonable facilities for Testing Laboratory to obtain such information as Testing Laboratory determines is necessary for Testing Laboratory to be kept fully informed of the progress and manner of performance of the Work and character of products, according to Testing Laboratory's duties and responsibilities. C. Observation and inspection of the Work by Testing Laboratory shall not relieve Contractor from any obligation to fulfill the requirements of the Contract. C. Inspections and Tests by Authorities Having Jurisdiction: Construction Manager through Project Inspector and Testing Laboratory will cause all tests and inspections required by Authority Having Jurisdiction (AHJ) to be made for Work under this Contract. ---- --- —------------- — November 21, 2014 01 4500 - 5 Quality Control MARINA PARK PACKAGE 4 MARINA DOCKS 1. Contractor shall notify Construction Manager and Project Inspector in writing of required schedule and shall coordinate the conducting of required tests and inspections. 2. All time required for inspections and tests by authorities having jurisdiction shall be included in the Contract Time. 3. Costs for inspections and tests by Authority Having Jurisdiction (AHJ) will be paid by City. D. Submission of Reports: Testing Laboratory will promptly submit one copy of each report of observations, inspections, sampling and testing to the following: 1. Engineer 2. Construction Manager. 3. Contractor. 4. Project Inspector. 5. Architect. 6. Architect's consultant (design professional of record), as appropriate to the Work: Civil Engineer, and Marine Improvements engineer. 7. City of Newport Beach Building Department. 1.11 INSPECTIONS AND TESTS BY SERVING UTILITIES A. Inspections and Tests by Serving Utilities: 1. Contractor shall cause all tests and inspections required by serving utilities to be made for Work under this Contract. 2. Except as specifically noted, scheduling, coordinating, conducting and paying for such inspections shall be solely the Contractor's responsibility. 3. Unless otherwise specified, inspections and tests by authorities having jurisdiction shall be included in Contract Time and Contract Sum. 1.12 INSPECTIONS AND TESTS BY PRODUCT MANUFACTURERS A. Inspections and Tests by Product Manufacturers: 1. Contractor shall cause all tests and inspections specified or required to be conducted by product manufacturers or authorized representatives of product manufacturers to be made. 2. Additionally, Contractor shall cause all tests and inspections required by product manufacturers or installer/applicator as conditions of guarantee, warranty or certification of Work to be made, the cost of which shall be included in the Contract Sum. Provide reports in format and with content comparable to that specified under Article titled "INSPECTIONS BY INDEPENDENT TESTING LABORATORY." B. Reports of Inspections and Tests by Product Manufacturers: Contractor shall provide reports in format and with content comparable to that specified under Article titled "INSPECTIONS BY INDEPENDENT TESTING LABORATORY." 1.13 CONTRACTOR'S RESPONSIBILITIES FOR OBSERVATIONS, INSPECTIONS AND TESTS A. Contractors Responsibilities for Observations, Inspections and Tests: 1. Contractor shall notify Testing Laboratory, Project Inspector, and product manufacturer. As applicable, 24 hours in advance of expected time for operations requiring inspection and testing services. 2. Contractor shall deliver to Testing Laboratory or designated location, adequate samples of materials proposed to be used which require advance testing, together with proposed mix designs. 3. Contractor shall cooperate with Engineer, Construction Manager, Architect, and Architect's consultants, as applicable, Testing Laboratory, Project Inspector and product manufacturer in the conduct of inspections and tests. Contractor shall provide access to November 21, 2014 ---- --- 014500-6 Quality Control MARINA PARK PACKAGE 4 MARINA DOCKS Work areas and off-site fabrication and assembly locations, including during weekends and after normal work hours. 4. Contractor shall provide incidental labor and facilities as necessary to ensure safe access to Work to be tested and inspected, to obtain and handle samples at the Project site or at source of products to be tested, and to store and cure test samples. 5. Contractor shall provide, at least 15 days in advance of first test or inspection of each type, a schedule of tests or inspections indicating types of tests or inspections and their scheduled dates. B. Additional Tests: Costs for additional tests, inspections and related services, due to the following, shall be reimbursed to City by Contractor and no change in Contract Time shall result. 1. Failure to properly schedule or notify Testing Laboratory, Project Inspector or other responsible testing and inspection agency, manufacturer and authorities having jurisdiction. 2. Changes in sources, lots or suppliers of products after original tests or inspections. 3. Changes in means, methods, techniques, sequences and procedures of construction which necessitate additional observation, inspection, testing, sampling and related services. 4. Changes in mix designs, such as those for concrete, mortar and plaster, after review and acceptance of submitted mix design. 5. Re -testing caused by a failed test or inspection. PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION(Not Applicable) END OF SECTION November 21, 2014 01 4500-7 Quality Control SECTION 01 5100 TEMPORARY UTILITIES PART 1 -GENERAL 1.1 RELATED DOCUMENTS MARINA PARK PACKAGE 4 MARINA DOCKS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Temporary utilities and services, including: 1. Heating and cooling during construction. 2. Ventilation during construction. 3. Temporary water service. 4. Temporary sanitary facilities. 5. Temporary power and lighting. 6. Temporary construction telephone service. 7. Temporary Internet Service B. Removal of temporary utilities. 1.3 RELATED SECTIONS A. Section 01 1100- Summary of the Project: Contractor's use of site and premises. 1.4 SUBMITTALS A. Temporary Utilities: Submit reports of tests, inspections, applicable meter readings and similar procedures performed on temporary utilities. 1.5 TEMPORARY UTILITIES AND SERVICES A. Temporary Utilities and Services, General: All utilities and other services necessary for proper performance of the Work shall be provided by Contractor, unless specifically noted otherwise. Refer to General Conditions of the Contract Article 4.11. Temporary utilities and services shall conform to all applicable requirements of authorities having jurisdiction and serving utility companies and agencies, including the following: 1. Requirements of authorities having jurisdiction, including: a. Cal OSHA b. California Building Code (CBC) requirements. C. Health and safety regulations. d. Utility agency and company regulations. e. Police, Fire Department and Rescue Squad rules. f. Environmental protection regulations. 2. Standards: a. NFPA Document 241 -Building Construction and Demolition Activities. b. ANSI A10 Series- Safety Requirements for Construction and Demolition. c. NECA Electrical Design Library -Temporary Electrical Facilities. 3. Refer to "Guidelines for Bid Conditions for Temporary Job Utilities and Services', prepared jointly by AGC and ASC, for industry recommendations. November 21, 2014 01 5100-1 Temporary Utilities Son 1ldi•\O SO• •, 4. Electrical Service: Comply with NEMA, NECA and UL standards and regulations for temporary electric service. Install service in compliance with California Electrical Code (CEC). B. Inspections: Arrange for authorities having jurisdiction to inspect and test each temporary utility before use. Obtain required certifications and permits. C. Temporary Connections and Fees: Contractor shall arrange for services and pay all fees and service charges for temporary power, water, sewer, gas and other utility services necessary for the Work. 1. Contractor shall apply for and obtain permits for temporary utilities, including permits for temporary generators, from authorities having jurisdiction. 2. All costs for temporary connections, including fees charged by serving utilities, shall be included in Contract Sum. D. Permanent Connections and Fees: Contractor shall arrange for utility agencies and companies to make permanent connections. City will arrange for permanent utility account and pay permanent connection fees. After Contract Completion review and determination that Work is acceptable, City will pay utility service charges for services delivered through permanent connections, for normal quantities. E. Use of Temporary Utilities: Enforce strict discipline in use of temporary utilities to conserve on consumption. Limit use of temporary utilities to essential and intended uses to minimize waste and abuse. 1.6 PROJECT CONDITIONS A. Conditions of Use: Keep temporary services and facilities clean and neat in appearance. Operate in a safe and efficient manner. Take necessary fire prevention measures. Do not overload facilities, or permit them to interfere with progress. Do not allow hazardous, dangerous, or unsanitary conditions, or public nuisances to develop or persist on the site. 1.7 TEMPORARY WATER SERVICE A. Temporary Water Service: Locate and connect to existing water source for temporary construction water service. Extend branch piping with outlets located so that water is available by use of hoses. 1. Locate and connect to existing water source for temporary construction water service, as acceptable to Construction Manager. 2. Extend branch piping with outlets located so that water is available by use of hoses. 3. Temporary water service piping, valves, fittings and meters shall comply with requirements of the serving water utility and California Plumbing Code (CPC). 4. All costs to establish temporary construction water system shall be included in the Contract Sum. B. Use of Permanent Water System: Permanent water system may be used for construction water after completion, sterilization, testing and inspection of system and approval by Construction Manager and authorities having jurisdiction. 1.8 TEMPORARY SANITARY FACILITIES A. Temporary Sanitary Facilities: Provide and maintain adequate temporary sanitary facilities and enclosures for use by construction personnel. 1. Number of temporary toilets shall be suitable for number of workers. November 21, 2014 01 5100-2 Temporary Utilities MARINA PARK PACKAGE 4 MARINA DOCKS Provide wash-up sink with soap, towels and waste disposal. B. Use of Permanent Sanitary Facilities: Do not use permanent sanitary facilities unless approved by Construction Manager. Immediately prior to Contract Completion review, thoroughly clean and sanitize permanent sanitary facilities used during construction. 1.9 TEMPORARY POWER AND LIGHTING A. Temporary Power and Lighting, General: Comply with NECA Electrical Design Library - Temporary Electrical Facilities. B. Temporary Power: Provide electric service as required for construction operations, with branch wiring and distribution boxes located to provide electrical service for performance of the Work. 1. Provide temporary electric feeder connected to electric utility service at location determined by Contractor and as approved by serving electric utility. 2. Temporary power conduit, raceways, fittings, conductors, panels, connections, disconnects, overcurrent protection, outlets and meters shall comply with requirements of the serving electric utility, California Electrical Code (CEC) and requirements of authorities having jurisdiction, 3. Contractor shall pay all costs to establish temporary electric service. As necessary in order to maintain construction progress, Contractor shall provide and pay all costs associated with generators used for temporary power. C. Temporary Lighting: Provide temporary lighting as necessary for proper performance of construction activities and for inspection of the Work. 1. Provide branch wiring from power source to distribution boxes with lighting conductors, pigtails, and lamps as required. 2. Maintain lighting and provide routine repairs. D. Protection: Provide weatherproof enclosures for power and lighting components as necessary. E. Provide overcurrent and ground -fault circuit protection, branch wiring and distribution boxes located to allow convenient and safe service about site of the Work. Provide flexible power cords as required. F. Use of Permanent Power and Lighting Systems: Permanent power and lighting systems may be used after completion, testing and inspection of systems and approval by Construction Manager and authorities having jurisdiction. 1. Contractor shall maintain lighting and make routine repairs and replacements as necessary. 2. City will pay for reasonable amounts of electricity consumed after permanent power system is operational and approved by authorities having jurisdiction. G. Service Disruptions: When necessary for energizing and de -energizing temporary electric power systems, minimize disruption of service to those served by public mains. Schedule transfers at times convenient to City and to occupants. H. Relamping: For permanent lighting used during construction, relamp all fixtures immediately prior to Contract Completion (punchlist) review. November 21, 2014 01 5100-3 Temporary Utilities MARINA PARK PACKAGE MARINA DOCKS 1.10 TEMPORARY CONSTRUCTION TELEPHONE SERVICE A. Construction Telephone Service: Provide telephone service to Contractor's field staff by means of cellular telephones, pagers and N'EXTEL radio service, to enable communications between Construction Manager, Project Inspector and Contractor. 1. Include voice message service and paging services. 2. All costs of construction telephone, paging and radio services shall be included in Contract Sum. 1.11 TEMPORARY INTERNET SERVICE A. Internet Service: Provide separate Internet connectivity for both the Construction Office, including a router and wireless connectivity. 1. Minimum Downstrean speed 1.5 Mops, Upstream Speed . 768 Kbps. 2. Wireless connection will be WPA2 Capable 3. All costs of Internet Service shall be included in Contract Sum. PART 2 -PRODUCTS 2.1 MATERIALS AND EQUIPMENT A. Materials: Provide new materials; if acceptable to the Engineer, undamaged previously used materials in serviceable condition may be used. Provide materials suitable for the use intended. Their use and methods of installation shall not create unsafe conditions or violate requirements of applicable codes and standards. B. Equipment Provide new equipment; or, if acceptable to the Engineer and Construction Manager, Contractor may provide undamaged, previously used equipment in reliable and serviceable condition. Provide equipment suitable for use intended. PART 3 - EXECUTION 3.1 TEMPORARY UTILITIES INSTALLATION A. Temporary Utilities Installation, General: Engage the appropriate local utility company or personnel to install temporary service or connect to existing service. 1. Use Charges: Cost or use charges for temporary facilities are the Contractor's responsibility. 2. Allowance for Utilities Charges: When Contract includes an allowance for metering of utility services, whether through temporary or permanent facilities, unused amount shall be returned to City by execution of deductive Change Order. B. Water Service: Water may be taken from the City's systems in such quantities and at such times as they are available. If this is done, provide all temporary materials necessary to extending the utility to where they will be used. Contractor to install a meter and reimburse City for water used. C. Temporary Electric Power Service: Electricity may be taken from the City's system if available. If this is done, provide all equipment, including connections, and other materials necessary for extending the utility lines to where they will be used. Coordinate the installation with the Construction Manager. Contractor to install a meter and reimburse City for power used. Where sub- metering is not possible or practical, a flat fee may be established and paid to the City. 1. When not available from the City, Contractor shall arrange and pay for electric service through local utilities. 01 5100-4 Temporary Utilities MARINA PARK PACKAGE 4 MARINA DOCKS 2. All permanent power used by the Contractor prior to Occupancy by City shall be metered and paid by Contractor. D. Temporary Telephones: Contractor shall have telephone service available at its business office for the duration of contract where Contractor and its superintendent may be contacted. Cellular telephones for contact with Contractor's project manager and superintendent shall be provided. E. Temporary Fire Protection: Until fire protection needs are supplied by permanent facilities, install and maintain temporary fire protection facilities of the types needed to protect against reasonably predictable and controllable fire losses. Comply with NFPA 10 "Standard for Portable Fire Extinguishers," and NFPA 241 "Standard for Safeguarding Construction, Alterations and Demolition Operations." 1. Locate fire extinguishers where convenient and effective for their intended purpose, but not less than one extinguisher on each floor at or near each usable stairwell. 2. Store combustible materials in containers in fire -safe locations. 3. Maintain unobstructed access to fire extinguishers, fire hydrants, temporary fire protection facilities, stairways and other access routes for fighting fires. Prohibit smoking in hazardous fire exposure areas. 4. Provide supervision of welding operations, combustion type temporary heating units, and similar sources of fire ignition. F. Maintenance of Temporary Utilities and Services: Maintain temporary utilities and services in good operating condition until removal. Protect from utilities and services from environmental and physical damage. 3.2 TERMINATION AND REMOVAL OF TEMPORARY UTILITIES AND SERVICES A. Termination and Removal of Temporary Utilities and Services: Unless City requires that it be maintained longer; remove each temporary facility when the need has ended, or when replaced by authorized use of a permanent facility, or no later than Completion Review. Complete or, if necessary, restore permanent construction that may have been delayed because of interference with the temporary facility. At Completion Review, clean and renovate permanent facilities that have been used during the construction period. B. Removal of Temporary Underground Utilities and Restoration: Remove temporary underground utility installations to a minimum depth of 2 -feet below utility services. 1. Backfill. Compact and regrade site as necessary to restore areas or to prepare for indicated paving and landscaping. 2. Restore paving damaged by temporary utilities. Refer to requirements specified in Section 300-1.3.2 for Cutting requirements and for patching either Section 302-5 for Asphalt, or 302-6 for concrete, depending on material being patched. C. Cleaning and Repairs: Clean exposed surfaces and repair damage caused by installation and use of temporary utilities and services. Where determined by Engineer and Construction Manager that repair of damage is unsatisfactory, replace construction with matching finishes. END OF SECTION -- --- — . — November 21, 2014 01 5100-5 Temporary Utilities MARINA PARK PACKAGE 4 MARINA DOCKS SECTION 01 5200 CONSTRUCTION FACILITIES PART 1 -GENERAL 1.1 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Field offices and sheds. B. Temporary Construction Signage C. Removal of construction facilities. 1.3 RELATED SECTIONS A. Section 01 1100 - Summary of the Project: Contractor's use of site and premises. B. Section 01 5100- Temporary Utilities: Water, power and telephone services to construction facilities. C. Section 01 5529- Construction Staging Areas: Locations for field offices and sheds. D. Section 01 5600- Temporary Barriers and Enclosures: Coordination of installation and removal of Construction fencing and barriers with field offices and sheds. E. Section 01 7410- Cleaning Requirements: Cleaning during construction and final cleaning. 1.4 MAINTENANCE OF CONSTRUCTION FACILITIES CONTROLS A. Maintenance: Use all means necessary to maintain construction facilities in proper and safe condition throughout progress of the Work. B. Replacement: In the event of loss or damage, promptly restore temporary construction facilities by repair or replacement at no change in the Contract Sum or Contract Time. 1.5 CONTRACTOR'S FIELD OFFICES AND SHEDS A. Contractor's Field Office: Provide a mobile field office of weather -tight construction, with lighting, power, ventilation, heating and cooling to house Contractor. Unless otherwise indicated on the Drawings, locate field office at in staging area described in Section 01 5529- Construction Staging Areas. Comply with City's requirements transmitted through Construction Manager. 1. Provide temporary utilities to serve Contractor's field office. Refer to Section 01 5100 - Temporary Utilities. 2. Contractor's Field Office shall present neat, business -like appearance at all times, internally and externally. 3. Contractor shall ensure that neither Contractor's Field Office nor other jobsite facilities are used for living quarters. ---- --- --- November—21,- 2014 01 5200-1 Construction Facilities MARINA PARK PACKAGE 4 MARINA DOCKS B. Storage Sheds for Tools, Materials, and Equipment: Provide weather -tight sheds, with heat and ventilation appropriate for storage of products requiring controlled conditions, with adequate space for organized storage and access, and lighting for inspection of stored materials. C. Layout of Field Offices and Sheds: Within 5 days of the Notice to Proceed, Contractor shall submit to Construction Manager a proposed layout for field offices, sheds and storage areas. Construction Manager will review and respond within 5 days with comments and directions. Contractor shall comply with directions of Construction Manager. PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION 3.1 INSTALLATION OF CONSTRUCTION FACILITIES A. Layout of Field Offices and Sheds: Within 5 days of the Notice to Proceed, Contractor shall submit to Construction Manager a proposed layout for field offices, sheds and storage areas. Construction Manager will review and respond within 5 days with comments and directions. Contractor shall comply with directions of Construction Manager. 1. Coordinate with requirements specified in Section 01 5500 - Construction Vehicular Access and Parking, and 00 5529 Construction Staging Areas, 2. Coordinate installation of construction fencing as specified in Section 01 5600 — Temporary Barriers and Enclosures. 3.2 REMOVAL OF CONSTRUCTION FACILITIES A. Removal of Construction Facilities: Unless otherwise mutually agreed by Construction Manager and Contractor, remove temporary materials, equipment, services, and construction prior to Contract Completion review. 1. Coordinate removal with requirements specified in Section 01 5100- Temporary Utilities, Section 01 5200 - Construction Facilities, Section 01 5500 - Vehicular Access and Parking and Section 01 5600- Temporary Barriers and Enclosures. 2. Completely remove in -ground construction facilities to minimum depth of 2 -feet. Backfill, compact and regrade site as necessary to restore areas or to prepare for indicated paving and landscaping. B. Cleaning and Repairs: Clean and repair damage caused by installation or use of temporary construction facilities on public and private rights-of-way. END OF SECTION November 21, 2014 01 5200-2 Construction Facilities SECTION 015400 CONSTRUCTION AIDS PART 1 -GENERAL 1.1 RELATED DOCUMENTS MARINA PARK PACKAGE 4 MARINA DOCKS A. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Construction aids, including: 1. Scaffolding. 2. Temporary stairs. 3. Temporary lifts and hoists. 1.3 RELATED SECTIONS A. Section 01 1100- Summary of the Project: Contractor's use of site and premises. B. Section 01 5600- Temporary Barriers and Enclosures: Temporary construction barriers, enclosures and passageways. 1.4 CODES AND REGULATIONS A. Safety Regulations: Comply with requirements of all applicable Federal, State and local safety rules and regulations. Contractor shall be solely responsible for jobsite safety. 1. Contractor shall apply and pay for scaffolding permit. 1.5 TEMPORARY STAIRS AND SCAFFOLDING A. Temporary Stairs: Until permanent stairs are available, provide temporary stairs where ladders are not adequate. Cover finished, permanent stairs with protective covering of plywood or similar material so finishes will be undamaged at time of Contract Completion review. B. Scaffolding: Provide scaffolding as necessary for access and proper performance of the Work. Design and installation of scaffolding shall be solely Contractor's responsibility 1.6 TEMPORARY LIFTS AND HOISTS A. Temporary Lifts and Hoists: Provide facilities for hoisting materials and personnel. Mobile lifts and truck cranes and similar devices used for hoisting materials are considered "tools and equipment" and not temporary facilities. PART 2 -. PRODUCTS (Not Applicable) PART 3 - EXECUTION 3.1 MAINTENANCE OF CONSTRUCTION AIDS A. Maintenance: Use all means necessary to maintain construction aids in proper and safe condition throughout progress of the Work. November 21, 2014 01 5400-1 Construction Aids MARINA PARK PACKAGE 4 MARINA DOCKS B. Replacement In the event of loss or damage, promptly restore construction aids by repair or replacement at no change in the Contract Sum or Contract Time. 3.2 REMOVAL OF CONSTRUCTION AIDS A. Removal of Construction Aids: Unless otherwise mutually agreed by Construction Manager and Contractor, remove construction aids prior to Contract Completion review. Coordinate removal with requirements specified in Section 01 5100 - Temporary Utilities, Section 01 5200 — Construction Facilities, Section 01 5500 -Vehicular Access and Parking and Section 01 5600 - Temporary Barriers and Enclosures. B. Cleaning and Repairs: Clean and repair damage caused by installation or use of construction aids. END OF SECTION 21, 2014 01 5400-2 Construction Aids MARINA PARK PACKAGE 4 MARINA DOCKS SECTION 015500 CONSTRUCTION VEHICULAR ACCESS AND PARKING PART 1 -GENERAL 1.1 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Requirements for vehicular access to Work areas. B. Requirements for construction parking. 1.3 RELATED SECTIONS A. Section 01 1100 - Summary of the Proejct: Contractor's use of site and premises. B. Section 01 3100 — Project Management and Coordination — Site Utilization Plan Requirements. C. Section 01 5200 - Construction Facilities: Coordination of access to field offices and sheds. D. Section 01 5529 - Construction Staging Areas: Layout of construction staging area, including locations for vehicular access and construction parking. E. Section 01 5600 - Temporary Barriers and Enclosures: Requirements for temporary construction barriers, enclosures and passageways, applicable to construction parking areas. Section 01 5700 -Temporary Controls: Storm water pollution prevention measures; video record of existing conditions to be used to determine restoration Work. G. Section 01 7410- Cleaning Requirements: Cleaning during construction and final cleaning. 1.4 PROTECTION OF EXISTING CONDITIONS A. Protection of Adjacent Facilities: Contractor shall restrict Work to limits as specified in Section 01 1100- Summary of the Project. Protect existing, adjacent facilities from damage, including soiling and debris accumulation. 1.5 SITE ACCESS A. Site Access: Use of designated existing on-site streets and driveways for construction traffic may be permitted if coordinated with Package 3 Construction and approved by the City. Include haul routes and loading areas on Site Utilization Plan and obtain approval from City of Newport Beach prior to site mobilization. Review access routes with Construction Manager and comply with Construction Manager's directions. 1. Tracked vehicles shall not use paved areas. 2. Provide unimpeded access for emergency vehicles. Maintain 20 foot (6 m) width driveways with turning space between and around combustible materials. 3. Provide and maintain access to fire hydrants free of obstructions. 4. At the direction of the engineer, clean and restore paving and other site features after construction use. November 21, 2014 01 5500-1 Construction Vehicular Access and Parking MARINA PARK PACKAGE MARINA DOCKS B. Traffic Control: 1. Contractor shall comply with all traffic regulations, including speed limits. Contractor shall pay all parking and traffic fines. 2. Employ trained and equipped flag persons to regulate traffic when construction operations or traffic encroach on vehicular and pedestrian traffic lanes. Comply with regulations of authorities having jurisdiction. 3. Provide signage, cones and other suitable devices to direct traffic. Use flares and lights during hours of low visibility to delineate traffic lanes and to guide traffic. 1.6 TRAFFIC SIGNS AND SIGNALS A. Traffic Signs and Signals: Provide temporary signs and signals as required by authorities having jurisdiction. Relocate signs and signals as necessary during construction. 1.7 CONSTRUCTION PARKING A. Construction Parking: Include Parking locations on Site Utilization Plan and obtain approval from City of Newport Beach prior to site mobilization. Review construction parking with Engineer and comply with Engineer's directions. 1. Provide on-site parking for construction purposes. 2. Coorindate location of Parking with Package 3 Construction Activities. 3. Do not park on public roadways. Overnight parking is prohibited. 4. Maintain clear access ways and parking for emergency vehicles, as required by local police and fire authorities. PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION 3.1 MAINTENANCE OF PARKING AND ACCESS ROADS A. Maintenance: Maintain traffic and parking areas in a sound condition. Repair breaks, potholes, low areas, standing water and other deficiencies, to maintain paving and drainage in original or specified condition. B. Cleaning of Roadways and Parking Areas: Keep public and private rights-of-way and parking areas clear of construction -caused soiling, dust and debris, especially debris hazardous to vehicle tires. Perform cleaning as frequently as necessary. Coordinate with requirements specified in Section 01 5700- Temporary Controls and Section 01 7410- Cleaning Requirements. END OF SECTION November 21, 2014 01 5500--_2 Construction Vehicular Access and Parking MARINA PARK PACKAGE 4 MARINA DOCKS SECTION 01 5529 CONSTRUCTION STAGING AREAS PART 1 -GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Contractor Staging Area requirements. 1.3 RELATED SECTIONS A. Section 01 1100- Summary of the Project: Contractors use of site and premises. B. Section 01 5200 - Construction Facilities: Field offices and sheds. C. Section 01 5500- Vehicular Access and Parking: Construction parking. D. Section 01 5600 Temporary Barriers and Enclosures: Temporary construction barriers, enclosures and passageways. E. Section 01 5700- Temporary Controls: Storm water pollution prevention measures; video record of existing conditions to be used to determine restoration Work. F. Section 01 5723- Temporary Control of Storm Water and Erosion: Implementation and monitoring of Storm Water Pollution Prevention Plan (SWPPP). G. Section 01 7410 - Cleaning Requirements: Periodic cleaning and final cleaning for Substantial Completion review. 1.4 SUBMITTALS A. Shop Drawings: Prior to site mobilization, Contractor shall prepare and submit for review by Construction Manager a site plan indicating detailed layout of Contractor Staging Area, including: 1. Temporary utilities. 2. Temporary fencing and gates. 3. Temporary offices and sheds. 4. Construction aids. 5. Vehicular access ways and on-site parking. 6. Temporary barriers and enclosures. PART 2 - PRODUCTS (Not Applicable) PART 3 -EXECUTION 3.1 CONTRACTOR STAGING AREA REQUIREMENTS A. Contractor shall use only site areas designated specifically by Construction Manager as Contractor Staging Area for the Project. November 21, 2014 01 5529-1 Construction Staging Area MARINA PARK PACKAGE MARINA DOCKS 1. Contractor Staging Area for the Project shall be clearly indicated. Equipment placed or located outside of areas designated for Contractor Staging Area shall be removed to within Contractor Staging Area at no change in Contract Time and Contract Sum. 2. Access to Contractor Staging Areas and other construction access ways and thoroughfares shall be kept clear at all times. Provide traffic and parking control signage acceptable to Construction Manager. B. Cleanliness: Contractor Staging Area shall be kept clear of trash and debris and in neat order. C. Contractor shall be responsible for cleanliness and order of assigned Contractor Staging Areas, as acceptable to Construction Manager. 3.2 REMOVAL OF CONSTRUCTION FACILITIES AND TEMPORARY CONTROLS A. Removal of Construction Facilities and Temporary Controls: Unless otherwise mutually agreed by Construction Manager and Contractor, remove temporary materials, equipment, services, and construction prior to Contract Completion review. Coordinate removal with requirements specified in Section 01 5100- Temporary Utilities, Section 01 5200- Construction Facilities, Section 01 5500- Vehicular Access and Parking and Section 01 5600 -Temporary Barriers and Enclosures. B. Cleaning and Repairs: Clean and repair damage caused by installation or use of temporary facilities on public and private rights-of-way. C. Removal of Temporary Utilities and Restoration: Remove temporary underground utility installations to a depth of 2 -feet. Backfill, compact and regrade site as necessary to restore areas or to prepare for indicated paving and landscaping. END OF SECTION November 21, 2014 01 5529-2 Construction Staging Area MARINA PARK PACKAGE MARINA DOCKS SECTION 015600 TEMPORARY BARRIERS AND ENCLOSURES PART 1 -GENERAL 1.1 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Temporary construction barriers, enclosures and passageways. 1. Dust and debris barriers. 2. Security barriers. 3. Temporary chainlink fencing. B. Protection of completed Work. C. Maintenance and adjustment of secure perimeter existing on site to remain. D. Removal of construction facilities and temporary controls. 1.3 RELATED SECTIONS A. Section 01 1100- Summary of the Work: Contractor's use of site and premises. B. Section 01 5500- Vehicular Access and Parking: Construction parking restrictions. C. Section 01 5700- Temporary Controls: General requirements for protection of existing conditions and run-off control. 1.4 CODES AND REGULATIONS A. California Building Code (CBC): Comply with California Building Code (CBC) Chapter 33, Section 3303 - Protection of Pedestrians During Construction or Demolition. B. Fire Regulations: Comply with requirements of fire authorities having jurisdiction, including California Fire Code (CFC) Article 87 during performance of the Work. C. Safety Regulations: Comply with requirements of all applicable Federal, State and local safety rules and regulations. Contractor shall be solely responsible for jobsite safety. D. Barricades and Barriers: As required by governing authorities having jurisdiction, provide substantial barriers, guardrails and enclosures around Work areas and adjacent to embankments and excavations for protection of workers and the public. 1.5 PROTECTION OF EXISTING CONDITIONS A. Protection of Adjacent Facilities: Contractor shall restrict Work to limits indicated on the Drawings and as specified in Section 01 1100- Summary of the Work: Protect existing, adjacent facilities from damage, including soiling and debris accumulation. November 21, 2014 U1 5bOU - 1 Temporary Barriers and Enclosures MARINA PARK PACKAGE 4 MARINA DOCKS B. Protection of Existing Flatwork, Furniture, Railings, Fixtures and Equipment: As applicable, provide temporary enclosures, barriers and covers to protect existing furniture, fixtures and equipment remaining in Project area during construction. 1.6 MAINTENANCE OF CONSTRUCTION FACILITIES AND TEMPORARY CONTROLS A. Maintenance: Use all means necessary to maintain temporary barriers and enclosures in proper and safe condition throughout progress of the Work. B. Replacement: In the event of loss or damage, promptly restore temporary barriers and enclosures by repair or replacement at no change in the Contract Sum or Contract Time. 1.7 TEMPORARY BARRIERS, ENCLOSURES AND PASSAGEWAYS A. Temporary Barriers, General: Provide temporary fencing, barriers and guardrails on both landside and waterside as necessary to provide for public safety, to prevent unauthorized entry to construction areas and to protect existing facilities and adjacent properties from damage from construction operations. 1. Refer to temporary fencing existing on site and described on Landside Contractor's Site Utilization Plan. 2. Note requirements for continued construction, occupancy and use of existing buildings and site areas during construction. 3. Coordinate placement and timing of barriers and fenceing at the adjacent ALYC parcel to minimize disruption of ALYC Activities and programs. 4. Comply with applicable requirements of California Building Code (CBC) and of authorities having jurisdiction, including industrial safety regulations. Review requirements with Construction Manager. 5. Maintain unobstructed access to fire extinguishers, fire hydrants, temporary fire -protection facilities, stairways, and other access routes for firefighting. 6. Paint temporary barriers and enclosures with appropriate colors, graphics, and warning signs to inform personnel and public of possible hazard. 7. Where appropriate and necessary, provide warning lighting, including flashing red or amber lights. B. Temporary Chainlink Fencing: Provide temporary portable chain-link fencing with windscreen, where required to restrict public access to dock improvements. Coordinate junctions with Package 3 Contractor to maintain continuous secure perimeter. 1. Portable Chain -Link Fencing: Minimum 2 -inch (50 -mm) 11 -gage, galvanized steel, chain- link fabric fencing; minimum 8 feet (2.4 m) high with galvanized steel pipe posts; minimum 2-3/8- inch- (60 -mm-) OD line posts and 2 -7/8 -inch- (73 -mm-) OD corner and pull posts, with 1-5/8- inch- (42 -mm-) OD top and bottom rails. a. Provide Driven posts at all locations except as determined by Engineer. 1) Where driven posts cannot be installed, provide concrete or galvanized steel bases for supporting posts. Provide protective barriers at bases to prevent tripping by pedestrians. 2. Windscreen on Chain -Link Fencing: For screening of construction activities from view, equivalent to the following: a. Specified manufacturer: Collins Company, Fullerton, CA (714/870-9779). b. Acceptable manufacturers: None identified. Equivalent products of other manufacturers will be reviewed and approved by the Engineer.. C. Windscreen fabric: Closed mesh weave of 30 warp by 16 fills per square inch. 1) Fiber: 5.6 ounce per square yard polypropylene fiber. 2) Shade factor: 78 percent. 3) Tensile strength: 360 pounds for warp and 190 pounds for fill, when tested according to ASTM 01682, grab method. vember 21, 2014 01 5600-2 Temporary Barriers and Enclosures RIEREV-115TOT4 M. 4) Tear strength: 110 pounds for warp and 70 pounds for fill, when tested according to ASTM 02263, trapezoidal method. d. Fabric fabrication: 1) Reinforce hems and seams with 2-3/4 inch black polypropylene folded binding tape, with tensile strength of 300 pounds. 2) Provide center reinforcing tape in addition to reinforced perimeter hems and panel seams. 3) Sew hems and seams with UV light resistant polyester thread. 4) Provide 9/32 -inch brass grommets spaced at 12 -inches on center in perimeter hems and center reinforcing tape. e. Secure windscreen to fence at all grommets. f. Locate windscreen on outside of fence. C. Tarpaulins: Fire -resistive labeled with flame -spread rating of 15 or less. D. Protective coverings: Where vehicular access may damage existing pedestrian flatwork, provide protective coverings and barriers to avoid damage. E. Landscape Barriers: Maintain barriers around trees and plants designated to remain or to be relocated. 1. Locate barriers as directed outside of drip lines of trees and plants. 2. Protect entire area under trees against vehicular traffic, stored materials, dumping, chemically injurious materials, and puddling or continuous running water. 3. Contractor shall pay all costs to restore trees and plants within barriers that are damaged by construction activities. Restoration shall include replacement with plant materials of equal quality and size. Costs shall include all fines, if any, levied by authorities having jurisdiction. F. Barricades, Warning Signs and Lights, General: Comply with standards and Code requirements for erection of structurally adequate barricades. Paint barricades with appropriate colors, graphics and warning signs to inform personnel and the public of the hazard being protected against. Where appropriate and needed provide lighting, including flashing red or amber lights. G. Guard Rails: Provide guard rails along tops of embankments and excavations. Along public walkways and areas accessible by the public, adjoining excavations, provide guardrails in addition to fencing. 1. Guardrails shall be substantially and durably constructed of lumber, firmly anchored by posts embedded in concrete, and complying with Code requirements for temporary barriers. 2. Guardrails shall comply with dimensional requirements and accommodate loads as prescribed by California Building Code (CBC) for permanent guardrails. H. Waterside Barriers: Provide and maintain a silt fence and buoy system to prevent public access to docks and other water side facilities for the duration of construction. Security Closures and Lockup: Provide substantial temporary closures of openings in exterior surfaces and interior areas as appropriate to prevent unauthorized entrance, vandalism, theft and similar violations of security. 1. Storage: Where materials and equipment must be stored, and are of value or attractive for theft, provide a secure lockup. Enforce discipline in connection with the installation and release of material to minimize the opportunity for theft and vandalism. 1.8 PROTECTION OF INSTALLED WORK November 21, 2014 01 5600-3 Temporary Barriers and Enclosures MARINA PARK PACKAGE 4 MARINA DOCKS A. Protection of Installed Work, General: Provide temporary protection for installed products. Control traffic in immediate area to minimize damage. 1. Protect newly fine graded and planted areas with barriers and flags to designate such areas as closed to pedestrian and vehicular traffic. 1.9 REMOVAL OF TEMPORARY BARRIERS AND ENCLOSURES A. Removal of Temporary Barriers and Enclosures: Unless otherwise mutually agreed by Construction Manager and Contractor, remove temporary materials, equipment, services, and construction prior to Contract Completion review. Coordinate removal with requirements specified in Section 01 5100 Temporary Utilities, Section 01 5200- Construction Facilities, Section 01 5500- Vehicular Access and Parking and Section 01 5600 Temporary Barriers and Enclosures. B. Cleaning and Repairs: Clean and repair damage, soiling and marring caused by installation or use of temporary barriers and enclosures. PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION(Not Applicable) END OF SECTION November 21, 2014 01 5600-4 Temporary Barriers and Enclosures MARINA PARK PACKAGE 4 MARINA DOCKS SECTION 015623 SECURITY MEASURES PART 1 -GENERAL 1.1 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Work site security. B. Fire protection during construction. 1.3 RELATED SECTIONS A. Section 01 1100- Summary of the Proejct: Contractor's use of site and premises. B. Section 01 5200 - Construction Facilities: Storage sheds at Work site. C. Section 01 5500- Vehicular Access and Parking: Vehicle access and parking control at Work Areas. D. Section 01 5600 - Temporary Barriers and Enclosures: Requirements for barriers and fences to control access to site 1.4 CODES AND REGULATIONS A. Fire Regulations: Comply with requirements of fire authorities having jurisdiction, including California Fire Code (CFC) Article 87 during performance of the Work. B. Safety Regulations: Contractor shall be solely responsible for jobsite safety. Minimum requirements shall include the following. 1. Comply with requirements of all applicable Federal, State and local safety rules and regulations. 2. Comply with requirements in printed handbook provided under separate cover by Construction Manager. C. Barricades and Barriers: Provide substantial barriers, guardrails and enclosures to secure and control access to Work areas. See Section 01 5600- Temporary Barriers and Controls for specific requirements. 1.5 WORK SITE SECURITY A. Security Responsibility: Security of the Work site, including various locations within existing facilities, shall be solely the Contractor's responsibility until completion of the Work. B. Contractor's Security Program: 1. Contractor shall protect Work site, including existing premises and City's operations, from theft, vandalism and unauthorized entry. Contractor shall be responsible for restoration and replacement of loss or damage to property at no change in Contract Sum and Contract Time. November 21, 2014 01 5623-1 Security Measures MARINA PARK PACKAGE MARINA DOCKS a. Damaged and deteriorated products shall not be incorporated into the Work. b. Damaged and deteriorated products shall be immediately removed from the site. C. Damage to completed Work and to existing facilities shall be immediately corrected. 2. Contractor shall initiate and maintain program in coordination with City police and fire authorities. Program shall commence upon site mobilization. 3. Termination of or reduction in security program as Work is completed may occur only with approval of Construction Manager, and at the Contractor's Risk. 4. Contractor shall provide enclosures and sheds to protect materials and equipment from damage, theft and misuse at no change in Contract Sum and Contract Time. Refer to Section 01 5200 - Construction Facilities and insurance requirements in General Conditions of the Contract 5. Project Inspector's Access: Provide the Project Inspector with keys necessary to gain access to locked areas of the Work. Project Inspector will be responsible for such keys and will return them to the Contractor at acceptance of the project or area is complete. C. Work Site Entry Control: 1. Contractor shall restrict entry of unauthorized persons and vehicles to Work site and existing facilities. Comply with requirements specified in Section 01 5500- Construction Vehicular Access and Parking. 2. Contractor shall permit and accommodate site access by Construction Manager, City's staff, inspectors and construction personnel performing concurrent work for City. 3. Coordinate Work site entry control with requirements specified in Section 01 5500 - Construction Vehicular Access and Parking, including restrictions on obstructing roadways and walkways. D. Supplements to Site Security: City, at City's expense, may supplement construction site security. 1.6 PERMANENT KEYS CONTROL A. Permanent Keys Control: Immediately upon receipt of permanent keys for whatever purpose (finish hardware, mechanical equipment, casework, dispensers, lockers, switches, equipment items, etc.), tag or otherwise clearly identify keys according to one approved system and turn them over to the Construction Manager prior to any opportunity of access to keys by parties other than those authorized by City. 1.7 FIRE PROTECTION A. Fire Protection Responsibility: Protection of Project from fire shall be solely Contractor's responsibility. B. Fire Protection Provisions, General: Maintain, at a minimum, the Work in conditions to minimize fire hazards and provide adequate fire protection devices, such as suitable fire extinguishers, blankets, warning signs and storage containers. 1. Store combustible materials in containers in fire -safe locations. 2. Maintain unobstructed access to fire extinguishers, fire hydrants, temporary fire protection facilities, stairways and other access routes for fighting fires. Prohibit smoking in hazardous fire exposure areas. 3. Provide supervision of welding operations, combustion type temporary heating units, and similar sources of fire ignition. C. Special Fire Protection Provisions: During hazardous construction activities, maintain adequate fire protection devices immediately available for use at the location of such activities. November 21, 2014 01 5623-2 Security Measures 71,01,C•\v d o • •m. D. Fire Protection Equipment: Until fire protection is provided by permanent fire protection systems and equipment, install and maintain temporary fire protection equipment as necessary to protect against ignition and spread of fires. Comply with NFPA 10 "Standard for Portable Extinguishers" and NFPA 241 "Standard for Safeguarding Construction, Alteration and Demolition Operations." E. Fire Extinguishers for Protection During Construction: Comply with NFPA 10 and 241 for classification, extinguishing agent and size required by location and class of fire exposure. 1. Provide hand carried, portable UL -rated, Class "A" fire extinguishers for temporary offices and similar spaces. 2. In other locations, provide hand -carried, portable, UL -rated, Class "ABC" dry chemical extinguishers, or a combination of extinguishers of NFPA recommended classes for the exposures. F. Installation of Fire Extinguishers for Protection During Construction: Locate fire extinguishers in field offices, storage sheds, tool houses, and throughout the Work site. Comply with directions of Fire Marshal having jurisdiction. 1. Locate fire extinguishers no greater than 100 feet travel distance apart. PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION (Not Applicable) END OF SECTION November 21, 2014 Security Measures SECTION 01 5700 TEMPORARY CONTROLS PART 1 - GENERAL 1.1 RELATED DOCUMENTS MARINA PARK PACKAGE MARINA DOCKS A. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Protection of existing conditions, including video record of existing conditions. B. Life safety and fire protection. C. Security. D. Protection of installed Work. 1.3 RELATED SECTIONS A. Section 01 1100 - Summary of the Project: Contractor's use of site and premises. B. Section 01 5200- Construction Facilities: Field offices and sheds. C. Section 01 5400- Construction Aids: Temporary lifts and hoists; temporary stairs and scaffolding. D. Section 01 5500- Vehicular Access and Parking: Vehicle access and parking control at Work areas. E. Section 01 5600- Temporary Barriers and Enclosures: Requirements for dust and debris barriers. F. Section 01 5623 - Security Measures: Work site security, including fire protection. G. Section 01 5723 —Temporary Control of Storm Water and Erosion: Prevention of discharge of pollutants from the construction site into receiving waters. H. Section 01 5731- Temporary Control of Noise and Acoustics: Control of noise from construction activities. 1. Section 01 7419- Construction Waste Management and Disposal - Control of construction and demolition waste. 1.4 CODES AND REGULATIONS A. Fire Regulations: Comply with requirements of fire authorities having jurisdiction, including California Fire Code (CFC) Article 87 during performance of the Work. B. Safety Regulations: Contractor shall be solely responsible for jobsite safety. Minimum requirements shall include the following, -- — — November 21, 2014 01 5700-1 Temporary Controls VA AN I M 1/-C 1 Or-11 Rifle] Comply with requirements of all applicable Federal, State and local safety rules and regulations. Comply with requirements in handbook provided under separate cover by Construction Manager. C. Barricades and Barriers: As required by authorities having jurisdiction, provide substantial barriers, guardrails and enclosures around Work areas and adjacent to embankments and excavations for protection of workers and the public. See Section 01 5600 - Temporary Barriers and Controls for additional requirements. 1.5 PROTECTION OF EXISTING CONDITIONS A. Protection of Adjacent Facilities: Contractor shall restrict Work to limits as specified in Section 01 1100- Summary of the Work. Protect existing, adjacent facilities from damage, including soiling and debris accumulation. B. Video Record of Existing Conditions: Contractor shall produce video record of all existing conditions within and adjacent to Project area. 1. Video record shall be made in digital format with sound to record comments to identify locations and describe conditions. 2. Construction Manager will accompany Contractor during recording of existing conditions but will not direct recording process. 3. Video shall record state of existing features, including but not limited to: a. Paving. b. Landscaping. c. Building surfaces. d. Bulkhead Cap. e. Bulkhead Railing. f. Parking Improvements. g. Utilities. h. Lighting standards, fencing, signage and other site appurtenances. L ALYC Facilities and Equipment j. Legion Park k. Adjoining Buildings 4. Contractor shall retain one copy and deliver one copy of video record to Construction Manager. 5. Video record shall be used to verify restoration of existing conditions after completion of construction activities. 6. Existing feature not recorded shall be restored as directed by Construction Manager, including reconstruction and refinishing as determined necessary by Construction Manager. C. Video Record of Closeout Conditions: Contractor shall produce video record of all existing conditions within and adjacent to Project area at the conclusion of construction operations, subject to the same conditions for the preconstruction recording described above. 1.6 FIRE PROTECTION A. Fire Protection Responsibility: Protection of Project from fire shall be solely Contractor's responsibility. B. Fire Protection Provisions, General: Maintain, at a minimum, the Work in conditions to minimize fire hazards and provide adequate fire protection devices, such as suitable fire extinguishers, blankets, warning signs and storage containers. 1. Store combustible materials in containers in fire -safe locations. -- -- ---- — -- November 21, 2014 01 5700-2 Temporary Controls MARINA PARK PACKAGE 4 MARINA DOCKS 2. Maintain unobstructed access to fire extinguishers, fire hydrants, temporary fire protection facilities, stairways and other access routes for fighting fires. Prohibit smoking in hazardous fire exposure areas. 3. Provide supervision of welding operations, combustion type temporary heating units, and similar sources of fire ignition. C. Special Fire Protection Provisions: During hazardous construction activities, maintain adequate fire protection devices immediately available for use at the location of such activities. D. Fire Protection Equipment: Until fire protection is provided by permanent fire protection systems and equipment, install and maintain temporary fire protection equipment as necessary to protect against ignition and spread of fires. Comply with NFPA 10 "Standard for Portable Extinguishers" and NFPA 241 "Standard for Safeguarding Construction, Alteration and Demolition Operations." E. Fire Extinguishers for Protection During Construction: Comply with NFPA 10 and 241 for classification, extinguishing agent and size required by location and class of fire exposure. 1. Provide hand carried, portable UL -rated, Class "A" fire extinguishers for temporary offices and similar spaces. 2. In other locations, provide hand -carried, portable, UL -rated, Class "ABC" dry chemical extinguishers, or a combination of extinguishers of NFPA recommended classes for the exposures. F. Installation of Fire Extinguishers for Protection During Construction: Locate fire extinguishers in field offices, storage sheds, tool houses, other temporary buildings and throughout the Work site. Comply with directions of Fire Marshal having jurisdiction. 1. Locate fire extinguishers no greater than 100 feet travel distance apart. 1.7 SECURITY A. Security Responsibility: Security of the Project area shall be solely the Contractor's responsibility until completion of the Work. B. Security Provisions, General: Provide security program and facilities to protect Work from unauthorized entry, vandalism, and theft. C. Guard Service: At Contractor's discretion, employ guards to protect the site after working hours. 1.8 EROSION AND SEDIMENTATION CONTROL A. Pavement Clearing and Cleaning: Keep site access ways, parking areas and building access and exit facilities clear of mud. 1. Remove mud, soil and debris and dispose in a manner which will not be injurious to persons, property, plant materials and site. 2. Comply with runoff control requirements specified in Section 01 5723 —Temporary Control of Storm Water and Erosion. PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION (Not Applicable) END OF SECTION November 21, 2014 01 5700-3 Temporary Controls MARINA PARK PACKAGE 4 MARINA DOCKS SECTION 01 5723 TEMPORARY CONTROL OF STORMWATER AND EROSION PART 1 -GENERAL 1.1 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Implementation and monitoring of Storm Water Pollution Prevention Plan (SWPPP) for the purpose of preventing the discharge of pollutants from the construction site into the receiving waters. This includes the elimination of pollution discharges such as improper dumping, spills or leakage from storage tanks or transfer areas. B. Certification that the construction project has met all of the conditions of the General Construction Activity Storm Water Permit (GCASP). 1.3 RELATED SECTIONS A. Section 01 3500 — Special Procedures B. Section 01 3543 — Environmental Management. 1.4 REFERENCES A. California Storm Water Best Management Practice Handbook for Construction Activity (BMP Handbook). PART 2 -PRODUCTS 2.1 MATERIALS A. Use materials of a class, grade and type needed to meet the performance described in the BMP Handbook, PART 3 - EXECUTION A. Erosion and Sedimentation Control, General: In order to prevent erosion, ensure that sediment laden water does not enter drainage systems and to provide runoff controls to prevent siltation on site and on adjacent properties, a project -specific Storm Water Pollution Protection Plan (SWPPP) has been prepared. Contractor shall comply with requirements of the SWPPP. B. Storm Water Pollution Protection Plan (SWPPP): 1. Construction Manager through the Civil Engineer will prepare a Notice of Intent (NOI) for submission to the California Regional Water Quality Control Board (CRWQCB) in compliance with the State General Construction Activity Storm Water Permit (Storm Water Permit). 2. City's Civil Engineer will prepare and submit to Authority Having Jurisdiction (AHJ) a Storm Water Pollution Protection Plan (SWPPP). The SWPPP will comply with California Storm Water Best Management Practice Handbook for Construction Activity (BMP Handbook). Current Edition, and as specified below. November 21, 2014 01 5723-1 Temporary Control of Stormwater and Erosion MARINA PARK PACKAGE 4 MARINA DOCKS 3. Construction Manager will secure approval and permits from Authority Having Jurisdiction (AHJ). a. Costs of plan checks, permits and inspections will be paid by Owner. b. Implementation of SWPPP by Contractor shall be included in Contract Time and Contract Sum. 4. Erosion and sedimentation control provisions shall meet or exceed minimum requirements of Authority Having Jurisdiction (AHJ) and California State Water Resources Control Board (SWRCB). When provisions are indicated on Drawings, they are minimum requirements. See Civil Drawings for additional requirements and details. 5. Erosion and sedimentation control provisions shall be developed and implemented prior to commencing site clearing, grading, backfilling and compacting or other construction activities which will expose soil to erosion and potential for sediment -laden runoff. The SWPPP will also include provisions for monitoring and sampling of sediment and storm water constituents during storm events, as required in the Construction Permit. C. Contractor's Responsibilities under the Storm Water Pollution Protection Plan (SWPPP): 1. Contractor shall implement and maintain erosion and sedimentation control provisions of the SWPPP, including amendments as directed to reflect actual construction practices. As construction progresses and seasonal conditions dictate, more erosion and sedimentation controls may be required. If so, Contractor shall provide additional provisions over and above minimum requirements as necessary. 2. The Contractor is hereby notified that specific construction practices in Section 7, "Responsibilities of the Contractor," of the Standard Specifications for Public Works Construction ("Green Book"), are considered to be Best Management Practices. Applicable construction practices in the Standard Specifications will be incorporated into the SWPPP. 3. It is the requirement of the State General Construction Activity Storm Water Permit that the SWPPP include a maintenance schedule for Best Management Practices (BMPs) installed during construction designed to reduce or eliminate pollutants after construction is completed (post construction BMPs). 4. The Contractor shall designate a member of their on-site staff as the QSP (Qualified SWPPP Practitioner), and register this person with the California S.M.A.R.T.S. program. 5. The SWPPP document shall not be construed to be a waiver of the Contractor's obligation to review and understand the State General Construction Activity Storm Water Permit before submitting a bid. By submitting a bid, the Contractor acknowledges that he has read and understands the requirements of the State General Construction Activity Storm Water Permit. 5. Erosion control according to the SWPPP may include but not be limited to dikes, basins, ditches, gravel bags, sand bags, silt fence, inlet filter fabric, and application of approved straw and seed which might become necessary as a result of operations. Contractor shall maintain previously installed erosion control facilities. 6. Dewatering according to the SWPPP may include but not be limited to pumping water and desilting waters after each storm event. 7. As permanent storm water drainage systems and landscaping are completed, and with approval of Authority Having Jurisdiction (AHJ), Contractor shall remove all runoff control and measures in preparation for Substantial Completion review, unless otherwise directed by the Construction Manager. 8. Implementation, maintenance, replacement and additions to erosion and sedimentation control provisions shall continue until Substantial Completion review is completed for landscaping, or sooner if approved by Authority Having Jurisdiction (AHJ). 9. All fines and costs for remedial work related to Contractor's failure to comply with SWPPP and to maintain erosion and sedimentation controls shall be reimbursed by Contractor to Owner by deductive Change Order. 10. A copy of the SWPPP shall be available at the construction site at all times. The NOI, SWPPP forms, and the Storm Water Permit (which can be downloaded from the following website: http://www.swreb.ca.gov/stormwtr/construction.htmi). 21, 2014 01 5723-2 Temporary Control of Stormwater and Erosion MARINA PARK PACKAGE 4 MARINA DOCKS D. Runoff Control: Surface runoff and other waters may be encountered at various times during construction. Contractor, by signing the Agreement, acknowledges that risks arising from surface runoff and other waters have been investigated and considered, and Contract Sum and Contract Time include all costs associated with runoff control. 1. It shall be responsibility of Contractor to protect Work from detrimental effects of all waters encountered. 2. It shall be responsibility of Contractor to protect Work from detrimental effects of runoff. 3. Should damage to the Work due to surface or other water occur prior to acceptance of the Work by the Owner, Contractor shall repair or replace Work at no change in Contract Time or Contract Sum. E. Drainage: Grade site and other Work areas to drain and protect Work areas from erosion and damage from accumulated water (pending and flooding). 1. Provide temporary drainage ditches and diversion measures as necessary to protect construction. 2. Provide erosion control measures as necessary and as required by Authority Having Jurisdiction (AHJ). Comply with local water quality control requirements, as applicable. 3. Due to the site's ever-changing condition during construction, erosion protection shall be achieved by implementing Best Management Practices (BMPs). De -Watering: Maintain excavations free of water. Provide and operate pumping equipment as necessary. 1. Removal of contaminated water from excavations, dewatering of contaminated groundwater and discharging of contaminated soils via surface erosion is prohibited. 2. Dewatering of non -contaminated groundwater shall be performed only after Contractor obtains a National Pollutant Discharge Elimination System Permit from the State or Regional Water Quality Control Board having authority. Costs of such permit shall be included in the Contract Sum. G. Water Pollution Control (NPDES Compliance): Contractor shall comply with California Stormwater Best Management Practice Construction (BMP) Handbook available for free at http://www.cabmphandbooks. com. 1. Contractor shall implement and maintain all appropriate BMPs necessary or as required by Authority Having Jurisdiction (AHJ) to eliminate illicit discharges, prevent potential illicit discharges, and prevent debris/dirt/trash, etc. from entering drainage systems. 2. Drainage inlets and/or catch basins within the construction work area and immediately adjacent to the work area shall be protected at all times with appropriate BMPs to prevent debris/dirUtrash, etc from entering said devices. 3. Do not discharge any water into the storm drain system, gutter, street, creek, or to any other area which ultimately may allow the water to migrate to the storm drain system. Comply with Section 7-8 "Project Site Maintenance' of the Standard Specifications for Public Works Construction. 4. In addition, listed below are BMPs related to common construction activities that shall be utilized: a. Concrete and Mortar Products: 1) The Contractor shall prevent the discharge of pollutants into storm water or storm water systems from concrete waste by conducting washouts at appropriate off-site locations, performing on-site washouts in a designated area, and providing appropriate training for employees and subcontractors. 2) The Contractor shall store and mix dry and wet materials either off-site or under cover, away from drainage areas. 3) For washout of concrete trucks, the Contractor shall provide appropriate off-site locations or designated contained areas at least 50 feet away from storm drains, open ditches, streets, or streams. November 21, 2014 01 5723 - 3 Temporary Control of Stormwater and Erosion MARINA PARK PACKAGE 4 MARINA DOCKS 4) The Contractor shall prevent run-off from designated washout areas by constructing a temporary pit or bermed area large enough to handle all produced liquid and solid waste. When concrete sets, break up and dispose of concrete in construction fills per direction of the soils engineer or dispose of it as solid waste and/or recycle. 5) The Contractor shall inform concrete suppliers and subcontractors of the designated washout locations and disposal sites for concrete and mortar products and shall be responsible for ensuring that all workers use it appropriately. b. Asphalt and Bituminous Products: The Contractor shall prevent the discharge of pollutants from asphalt and bituminous operations by preventing run-on and run-off of water during paving operations and providing appropriate training for employees and subcontractors. In addition, the Contractor shall: 1) Avoid prime or tack coating during wet weather. 2) Store materials away from drainage courses. 3) Cover catch basins and manholes when applying seal coat, tack coat, slurry seal, fog seal, etc. 4) Make sure sand or gravel placed over new asphalt does not wash into storm drains, streets, or creeks. 5) Dispose of old asphalt properly and collect and remove all broken asphalt from the site and recycle whenever possible. 6) Not dispose of asphalt products into waterways. 7) Follow the storm water permitting requirements for industrial activities if paving involves an on-site mixing plant. C. Construction Water: The Contractor shall eliminate excessive construction water that may cause erosion and carry pollutants from the site. In addition, the Contractor shall: 1) Use construction water conservatively. 2) Whenever possible, dispose of excess water on-site by allowing it to soak into the ground. d. Sawcutting Water Runoff: Sawcutting water runoff contains pollutants that must be contained and disposed of properly. The Contractor shall: 1) Prevent sawcut water runoff from entering catch basins, manholes, and storm drains. 2) Direct water into a temporary pit and dispose of the water by vacuuming the water into a truck and removing the water from the site. 3) Place drip pans or absorbent materials under sawcutting equipment when not in use. 4) Clean up spills with absorbent materials rather than burying. Dispose of absorbent material properly. e. Housekeeping/Cleanup: The Contractor shall prevent pollution of storm water from clean-up and disposal operations by using good housekeeping methods. 1) When fluids or dry materials spill, clean-up should be immediate, thorough, and routine. The Contractor shall never attempt to "wash them away" with water or bury them. 2) The Contractor shall report significant spills to the appropriate spill response agencies immediately. 3) The Contractor shall recognize that different types of materials have different disposal requirements and follow appropriate practices. 4) The Contractor shall confine non -hazardous debris to dumpsters, covered at night or during wet weather, and take the debris to a landfill for recycling or disposal. 5) The Contractor shall handle hazardous debris in accordance with specific laws and regulations and dispose of them properly. A separate permit may be required. Common hazardous debris found on construction sites are: Liquid residues from paints, thinners, solvents, glues, and cleaning fluids; leaching agents from lumber November 21, 2014 01 5723-4 Temporary Control of Stormwater and Erosion MARINA PARK PACKAGE 4 MARINA DOCKS such as formaldehyde, arsenic, copper, creosote, and chromium; motor oil; gear oil; antifreeze fluids; brake fluids; etc.; and unused pesticides. f. Sanitary Waste Management: The Contractor shall prevent the discharge of sanitary waste into storm water systems by providing convenient, properly located, well-maintained facilities. 1) The Contractor shall hire a licensed portable sanitary facility leasing company, which will clean the facilities regularly and keep them in good working order. 2) The Contractor shall make sure that portable sanitary facilities are located on relatively level ground away from traffic areas, drainage courses, storm drain courses, and storm drain inlets and install protective BMPs where appropriate. 3) The Contractor shall regularly inspect the facilities for any leaks, and have defective units replaced. g. Vehicle and Equipment Management: 1) The Contractor shall use and maintain construction vehicles and equipment in a manner that prevents leaks and spills of fluids, contains wash waters, and controls off-site tracking. a) The Contractor shall not allow leaking vehicles and equipment on-site and shall inspect equipment and vehicles frequently for leaks and repair them immediately. b) The Contractor shall clean up spills and leaks promptly with absorbent materials, and shall not flush said spills with water. 2) The Contractor shall fuel, maintain, and repair vehicles and equipment off-site whenever possible and on-site only in designated areas. The Contractor shall prevent run-on and run-off from designated areas and provide cover as well as containment devices as necessary. 3) The Contractor shall wash vehicles and equipment on-site in designated, contained areas, allowing wash waters to infiltrate into the ground. The Contractor shall use phosphate -free, biodegradable soaps, and limit steam cleaning to confined areas only. 4) When not in use, the Contractor shall store equipment and vehicles in designated, contained areas and place drip pans and absorbent material under stored equipment that is prone to leaking and dripping (e.g., paving equipment). 5) If the Contractor must drain and replace motor oil, radiator coolant, or other fluids on-site, use drip pans or drop cloths to catch drips and spills and have appropriate spill containment devices in place. a) The Contractor shall collect all spent fluids, store in separate containers, and recycle whenever possible. b) Note: For recycling purposes, such liquids must not be mixed with other fluids. Non -recycled fluids generally must be disposed of as hazardous waste. h. Surface and Subsurface Water Control: 1) The Contractor shall prevent the discharge of pollutants into storm water or storm water systems as a result of surface and subsurface water control operations by using the following methods: 2) For surface water control operations where the flow is routed to bypass the construction area, establish stable (erosion resistant) conveyance routes for the diverted flow. Trap any significant sediment (e.g., mud) generated by the rerouted flow in a sediment trap, filtering berm, or basin or other approved BMP. 3) In subsurface pumping or other subsurface water control operations where significant amounts of sediment (e.g., mud) are present in the removed water, capture the sediment in a sediment trap, filtering berm, or basin or other approved BMP. 4) If a sediment trap or basin is required for the surface or subsurface water control operations, the facility should be designed such that the sediment is settled or trapped in the facility prior to discharging of the water. November 21, 2014 01 5723-5 Temporary Control of Stormwater and Erosion MARINA PARK PACKAGE MARINA DOCKS 5) In areas suspected of groundwater pollution, sample the groundwater near the excavation/pumping site and have the water tested for known or suspected pollutants at a certified laboratory. 6) Any proposed discharge of groundwater may be subject to requirements of the Regional Water Quality Control Board. 3.2 IMPLEMENTATION OF SWPPP A. Implementation of SWPPP: 1. Install perimeter controls prior to starting other construction work at the site. 2. Contain on-site storm water at the jobsite. Do not drain on-site water directly into the storm drain. 3. Designate trained personnel for the proper implementation of the SWPPP, 4. Revise SWPPP to suit changing site conditions and also when properly installed systems are ineffective. B. Termination of SWPPP: At the end of Construction Contract: 1. Leave in place storm water pollution prevention controls needed for post -construction storm water management and remove those that are not needed as determined by Construction Manager. Thereafter, left -in-place controls will be maintained by the City. 2. Provide Site Monitoring Reports, SWPPP revisions, Compliance Certifications and related documents to Construction Manager. Post -construction storm water operation and management plan as mentioned in the compliance certifications are considered to be in place at the end of the Construction Contract. C. Monitoring: Conduct examination of storm water pollution prevention controls monthly, as well as before and after each storm and each 24-hour period during extended storm events. Prepare and maintain, at the jobsite, a log of each inspection using Site Monitoring Report forms. D. Liabilities and Penalties: Review of the SWPPP and inspection Jog by Construction Manager and City's Civil Engineer shall not relieve the Contractor from liabilities arising from non- compliance of storm water pollution regulations. 1. Payment of penalties for non-compliance by the Contractor shall be the sole responsibility of the Contractor and will not be reimbursed by the City. E. Clean Water Act: Compliance of the Clean Water Act pertaining to construction activity is the sole responsibility of the Contractor. Any fine(s) levied against the City due to non-compliance by the Contractor, the City will deduct from the final payment due the Contractor the total amount of the fine(s) levied on the City, plus legal and associated costs. 3.3 CHANGE OF INFORMATION A. Changes in SWPPP: Submit to the Construction Manager a completed NOI for change of information (Construction Site Information and Material Handling/Management Practices). END OF SECTION November 21, 2014 015723-6 Temporary Control of Stormwater and Erosion MARINA PARK PACKAGE 4 MARINA DOCKS SECTION 01 5731 TEMPORARY CONTROL OF NOISE AND ACOUSTICS PART 1 -GENERAL 1.1 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Special requirements for noise and acoustics management during pile placement. 1.3 RELATED SECTIONS A. Section 01 4500 - Quality Control: Meetings and project coordination related to quality control. 1.4 DEFINITIONS A. Ambient noise level: The total noise associated with a given environment, being usually a composite of normal or existing sounds from all sources near and far, excluding the noise source at issue. B. Daytime: The hours from 7:00 a.m, to 4:30 p.m. on weekdays and 8 a.m. to 6 p.m. on Saturdays. Weekdays may be extended to 6:30, and work on Saturdays may be conducted with advance approval by Engineer. Pile Driving may only occur after 8 am on Weekdays. C. Nighttime: All non -daytime hours. D. Property line: The real or imaginary line along the ground surface and its vertical extension, which separates real property owned or controlled by one person from contiguous real property owned or controlled by another person or from any public right-of-way or from any public space. E. Receiving noise area: Any real property where people live or work and where noise is heard, excluding the project or source area. PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION 3.1 NOISE MANAGEMENT A. Noise Control: Perform demolition construction operations to minimize noise. Perform noise - producing work in less sensitive hours of the day or week as directed by Construction Manager. B. Repetitive and/or intermittent, high-level noise: Permitted only during Daytime. 1. Do not exceed the following dB limitations: 2. Ambient noise measurement at urban sites: Conduct during morning peak traffic hour between 7:00 a.m. and 9:00 a.m. and afternoon peak traffic hour between 4:00 p.m. and 6:00 p.m. In addition, conduct a 24-hour measurement at the proposed project site to document the noise pattern throughout the day. Adjust and weight for seasonal and climatic variations. November 21, 2014 015731-1 Temporary Control of Noise and Acoustics MARINA PARK PACKAGE 4 MARINA DOCKS C. Monitor noise produced from construction operations in accordance with ASTM E 1780. END OF SECTION _... -- -- November 21, 2014 01 5731-2 Temporary Control of Noise and Acoustics MARINA PARK PACKAGE 4 MARINA DOCKS SECTION 017123 SURVEY AND LAYOUT DATA PART 1 -GENERAL 1.1 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Administrative requirements for survey and layout data submittals. 1.3 RELATED SECTIONS A. Section 01 4500- Quality Control: Test and inspection reports. B. Section 01 7700 - Contract Closeout Procedures: Submittals for occupancy, Acceptance and Final Payment. 1.4 LAYOUT OF THE WORK A. Responsibility for Layout of the Work: Contractor shall be solely responsible for complete, timely and accurate layout of the Work including, but not necessarily limited to, horizontal and vertical control and dimensional coordination as necessary to construct the Work in accordance with the Contract Documents. 1. Employ a Land Surveyor, acceptable to Construction Manager, registered in the State of California, to perform survey work. 2. Employ a Professional Engineer of the discipline required for specific service on the project and licensed in the State of California where required in the specifications in Divisions 1 through 32. B. Survey Reference Points: Existing basic horizontal and vertical control points are shown on the Contract Documents or location of control points will be furnished by the City through Construction Manager. 1. Locate and protect control points prior to starting site work, and preserve all permanent reference points during construction. 2. Make no changes or relocations without prior written notice to City through Construction Manager. 3. Report to Construction Manager should reference point be lost or destroyed. 4. Require a surveyor to replace project control points which may be lost or destroyed. Establish replacements based on original survey control. C. As Built Control Points: Plans area based on pre -construction drawings of seawall, sheet piles, tiebacks and caps. During the construction of these elements, pre-existing conditions, construction practices and other elements may have resulted in the as -built locations of these elements varying from the drawings. 1. Utilize as -built drawings and verify dimensions and clearances prior to starting site work. 2. Identify any adjustments that may be required to confirm to as -built conditions. 1.5 LAYOUT RECORD SUBMITTALS 01 7123-1 Survey and Layout Data MARINA PARK PACKAGE 4 MARINA DOCKS A. Land Surveyor: Submit name, address and telephone number of land surveyor before starting survey work. B. Survey Logs: On request, submit copies of field documents verifying accuracy of survey Work. C. Submittal: Submit a copy of registered site drawing and certificate signed by the land surveyor that the elevations and locations of the Work are in conformance with Contract Documents. 1.6 SURVEY RECORD DOCUMENTS A. Survey Record Documents: Maintain a complete and accurate log of control and survey work as Work progresses. Upon completion of guide piles prepare a certified survey illustrating dimensions, locations, angles and elevations of new construction associated subterranean improvements and site work. Submit survey record documents as specified in Section 01 7700 - Contract Closeout Procedures. 1.7 CONTRACTOR'S REVIEW A. Scope of Contractor's Review: Survey and layout data shall be reviewed by Contractor prior to submission for City's review or filing. Contractor shall sign each submittal copy certifying that: 1. Field measurements have been determined and verified. 2. Field construction criteria have been verified. 3. Conformance with Drawings and Specifications requirements is confirmed. B. Contractor's Review Action: Indicate clearly on survey and layout data whether the dimensions and coordinates are in compliance with Contract requirements. Contractor shall note clearly and sign each submittal certifying that reported data "Conforms" or "Does Not Conform". C. Changes and Deviations: Identify all deviations from requirements of Drawings and Specifications. Changes in the Work shall not be authorized by submittals review actions. No review action, implicit or explicit, shall be interpreted to authorized changes in the Work. Changes shall only be authorized by separate written Change Order or Field Instruction, in accordance with the General Conditions of the Contract. 1.8 REVIEWS BY CONSTRUCTION MANAGER AND ENGINEER A. Reviews by Construction Manager and Engineer, General: Reviews of survey and layout data by Construction Manager, Engineer, or other responsible design professional, shall be only for general conformance with the design concept and requirements based on the information presented. Neither Architect nor other responsible design professional shall verify submitted survey and layout data. B. Contract Requirements: Reviews by Construction Manager, Engineer or other responsible design professional shall not relieve the Contractor from compliance with requirements of the Drawings and Specifications. Changes shall only be authorized by separate written Change Order or Field Instruction, in accordance with the General Conditions of the Contract PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION(Not Applicable) END OF SECTION November 21, 2014 01 7123-2 Survey and Layout Data MARINA PARK PACKAGE 4 MARINA DOCKS SECTION 01 7410 CLEANING REQUIREMENTS PART 1 -GENERAL 1.1 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Cleaning during construction. B. Cleaning for Substantial Completion review and final acceptance of the Work. 1.3 RELATED SECTIONS A. Section 01 5200 — Construction Facilities: Cleaning service for site offices of Project Inspector and Testing Laboratory. B. Additional Requirements: Cleaning for specific products or elements of Work are described in individual product Specification Sections in Divisions 2 through 48. 1.4 SUBMITTALS A. Product List: Submit complete list of all cleaning agents and materials for review and approval by City through Construction Manager. B. Cleaning Procedures: Submit description of cleaning processes, agents and materials to be used for final cleaning of the Work. Processes and degree of cleanliness shall be as directed by Construction Manager. All cleaning processes, agents and materials shall be subject to City's review and approval. 1.5 CLEANING AND DISPOSAL REQUIREMENTS A. Cleaning and Disposal Requirements, General: Conduct cleaning and disposal operations in compliance with all applicable codes, ordinances and regulations, including environmental protection laws, rules and practices. PART 2 -PRODUCTS 2.1 MATERIALS A. Cleaning Agents and Materials: Use only those cleaning agents and materials which will not create hazards to health or property and which will not damage or degrade surfaces. 1. Use only those cleaning agents, materials and methods recommended by manufacturer of the material to be cleaned. 2. Use cleaning materials only on surfaces recommended by cleaning agent manufacturer. 3. Before use, review cleaning agents and materials with Construction Manager for suitability and compatibility. Use no cleaning agents and materials without review and approval of City through Construction Manager. November 21, 2014 01 7410-1 Cleaning Requirements MARINA PARK PACKAGE 4 MARINA DOCKS PART 3 - EXECUTION 3.1 CLEANING DURING CONSTRUCTION A. Garbage Control: Control accumulation of debris, waste materials and rubbish; periodically dispose of debris, waste and rubbish off-site in a legal manner. Comply with requirements specified in Section 01 7419 - Construction Waste Management and Disposal. B. Cleaning, General: Clean sidewalks, driveways and streets frequently to maintain public thoroughfares free of dust, debris and other contaminants. C. Parking Area Cleaning: Keep parking areas clear of construction debris, especially debris hazardous to vehicle tires. D. Thoroughfare Clearing and Cleaning: Keep site access ways, parking areas, adjacent building access and exit facilities, and paving at adjoining parks and buildings clear of mud. 1. Remove mud, soil and debris and dispose in a manner which will not be injurious to persons, property, plant materials and site. 2. Comply with runoff control requirements stated above and as required by governing authorities having jurisdiction. E. Cleaning Frequency: At a minimum, clean Work areas daily. F. Failure to Clean: Should cleaning by Contractor not be sufficient or acceptable to Construction Manager, especially regarding sidewalks, driveways, streets and other public thoroughfares, City may engage cleaning service to perform cleaning and deduct costs for such cleaning from sums owed to Contractor. 3.2 SITE CLEANING FOR FINAL COMPLETION A. Site Cleaning for Final Completion: Broom clean exterior horizontal surfaces. Wipe clean hoist equipment, utility pedestals and other dock appurtenances. 1. Wash down and scrub where necessary all paving soiled as a result of construction activities. Thoroughly remove mortar droppings, paint splatters, stains and adhered soil. 2. Remove from the site all construction waste, unused materials, excess soil and other debris resulting from the Work. 3.3 CLEANING INSPECTION A. Cleaning Inspection: Prior to Final Payment or acceptance by Construction Manager for partial occupancy or beneficial use of the premises, Construction Manager and Contractor shall jointly conduct an inspection of interior and exterior surfaces to verify that entire Work is acceptably clean. B. Inadequate Cleaning: Should final cleaning be inadequate, as determined by Construction Manager, and Contractor fails to correct conditions, City may engage cleaning service under separate contract and deduct cost from Final Payment owed to Contractor. END OF SECTION November 21, 2014 01 7410-2 Cleaning Requirements MARINA PARK PACKAGE MARINA DOCKS SECTION 01 7419 CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL PART 1 -GENERAL 1.1 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Section includes: 1. Special requirements for waste management during deconstruction and construction operations. a. Protect the environment, both on-site and off-site, during deconstruction and construction operations. b. Prevent environmental pollution and damage. C. Maximize source reduction, reuse and recycling of solid waste. 2. References throughout this Specification as it relates to the 2010 Green Building Standards Code - Construction Waste Management (CWM) Plan. 1.3 DEFINITIONS A. CWM Plan: Construction Waste Management Plan. B. Definitions pertaining to sustainable development: As defined in ASTM E2114. C. Salvage: Excess materials that cannot be used on the project, nor returned to the vendor, will be offered to the Owner, site workers, or donated to charity, if possible. D. Source -Separated Waste: Jobsite waste that in not commingled but is instead allocated to a debris box designated for a single materials type, such as clean wood or metal. E. Waste Stream Reduction: Efforts taken by the builder to reduce the amount of waste generated by the project to below four (4) pounds per square foot of building area. 1.4 QUALITY ASSURANCE A. Maximize use of source reduction and recycling procedures. B. Diversion Goals: A minimum 75 percent by weight of total project solid waste to be diverted from landfill. 1.5 GENERAL REQUIREMENTS A. Contractor and all Subcontractors shall comply with the project's CWM Plan which will be posted at the jobsite trailer. B. Contractor's and all subcontractors' foremen shall sign the CWM Plan Acknowledgement Form. C. Subcontractors who fail to comply with the CWM Plan will be subject to backcharges or withholding of payment, as deemed appropriate. For instance, Subcontractors who contaminate November 21, 2014 01 7419-1 Construction Waste Management And Disposal MARINA PARK PACKAGE MARINA DOCKS debris boxes that have been designed for a single material type will be subject to back charge or withheld payment, as deemed appropriate. D. This project shall generate the least amount of waste possible by planning and ordering carefully, following proper storage and handling procedures to reduce broken and damaged materials and reusing materials whenever possible. The majority of the waste that is generated on this jobsite will be diverted from the landfill and recycled for other uses. E. Waste prevention and recycling activities will be discussed at the beginning of each subcontractor meeting. As each new subcontractor comes on-site, the CWM Coordinator will present a copy of the CWM Plan identifying what materials require salvaging and related procedures for handling of such debris. All subcontractor foremen will acknowledge in writing that they have read and will abide by the CWM Plan (refer to Table 1 - CWM Acknowledgement Form as noted in Item 1.8 below). Table 2 - The CWM Worksheet as identified in Item 1.9 below identifies anticipated waste materials that will be generated on this project, the diversion strategy for each waste type and the anticipated diversion rate. G. A designated Hauling Company will provide a commingled drop box at the jobsite for most of the construction waste. These commingled drop boxes will be taken to a designated Sorting Facility. The average diversion rate for commingled waste will be 50%. As site conditions permit, additional drop boxes will be used for particular phases of construction to ensure the highest waste diversion possible. H. In the event that the diversion rate achievable via the strategy described above is projected to be lower than what is required, then a strategy of source -separated waste diversion and/or waste stream reduction shall be implemented. When using waste stream reduction measures, the gross weight of the product is subtracted from the base weight of four (4) pounds per square foot of building area. This reduction is considered additional diversion and can be used in the waste reduction percentage calculation. Hauling Company will track and calculate the quantity in tons of all waste leaving the project and calculate the waste diversion rate for the project. The Hauling Company will provide Construction Manager with an updated monthly report on gross weight hauled and the waste diversion rate being achieved on the project. The monthly report will track separately the gross weights and diversion rates for commingled debris and for each source -separated waste stream leaving the project. In the event that the Hauling Company does not service any or all of the debris boxes on the project, the Hauling Company will work with the responsible parties to track the material type and weight in tons in such debris boxes in order to determine waste diversion rates for these materials. K. In the event that subcontractors furnish their own debris boxes as part of their scope, such subcontractors shall not be excluded from complying with the CWM Plan and will provide debris boxes in order to determine waster diversion rates for these materials. L. In the event that site use constraints such as limited space, restrict the number of debris boxes that can be used for collection of designated waste the project Superintendent will, as deemed appropriate, allocate specific areas on-site where individual material types are to be consolidated. These collection points are not to be contaminated with non -designated types. M. Debris from jobsite office and meeting rooms will be collected by a designated Disposal Service Company. Disposal Service Company will, at a minimum, recycle office paper, plastic, metal, and cardboard. November 21, 2014 017419-2 Construction Waste Management And Disposal MARINA PARK PACKAGE MARINA DOCKS 1.6 PRE -CONSTRUCTION MEETING A. After award of Contract and prior to the commencement of the Work, schedule and conduct a pre -construction meeting with the Owner, Engineer and Landscape Architect to discuss the proposed CWM Plan and to develop a mutual understanding relative to details of environmental protection. 1.7 SUBMITTALS A. CWM Plan: Not less than 10 days before the Pre -construction meeting, prepare and submit a CWM Plan including, but not limited to, the following: 1. List of the recycling facilities, reuse facilities, municipal solid waste landfills and other disposal area(s) to be used. Include the following: a. Name, location, and phone number of facility. b. Copy of permit or license for each facility. 2. Identify materials that cannot be recycled or reused. Provide explanation or justification. 3. Revise and resubmit CWM Plan as required. a. Approval of CWM Plan will not relieve Contractor of responsibility to comply with applicable environmental regulations. B. Progress Documentation: Document solid waste disposal and diversion. Include the quantity by weight of waste generated; waste diverted through sale, reuse, or recycling; and waste disposed by landfill or incineration. Identify landfills, recycling centers, waste processors, and other organizations that process or receive the solid waste C. Record Submittals: submit the following: 1. Summary of solid waste disposal and diversion. Submit on form noted in Table 2 (see Item #1.9 below). 2. With each Application for Payment, submit updated Documentation for solid waste disposal and diversion. 3. With each Application for Payment, submit manifests, weight tickets, receipts, and invoices specifically identifying the project and waste material. ---------- — - ------------ November 21, 2014 017419-3 Construction Waste Management And Disposal MARINA PARK PACKAGE 4 MARINA DOCKS 1.8 TABLE 1 - CWM PLAN ACKNOWLEDGEMENT FORM Project Name: Job Number: Project Manager: Waste Hauling Company: 1. The foremen for each subcontractor that comes on-site shall to receive a copy of the CWM Plan and complete this CWM Acknowledgement Form. 2. I have read the CWM Plan for the project and I understand the goals of this plan and agree to follow the procedures as described in the CWMplan si n table below). DATE SUBCONTRACTORS FOREMAN NAME SIGNATURE COMPANYNAME November 21, 2014 01 7419-4 Construction Waste Management And Disposal MARINA PARK PACKAGE MARINA DOCKS 1.9 CWM WORKSHEET Project Name: Job Number: Proiect Manaaer: Waste Hauling Comaanv: SolidWaste Material Date Material Disposed/ Diverted Amount Disposed/ Diverted (ton or cubic Yard) Municipal Solid Waste (Name, Address & Phone Number Recycling/ Reuse Facility (Name, Address & Phone Number Comments (if disposed, State why not diverted) Asphalt Cardboard Carpet Concrete Gypsum Drywall Land Clearing/Soil Masonry Metals: Ferrous Metals: Nonferrous Mixed/Co- mingled Waste Paper Plastic Salvaged/Surpl us Materials for Reuse Wood: Land clearin Debris Wood: Scrap Lumber Other: PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION 3.1 SOLID WASTE MANAGEMENT A. Develop and implement a waste management program in accordance with ASTM E1609 and as specified herein. B. Collection: Implement a recycling/reuse program that includes separate collection of waste materials of the following types as appropriate to the project waste and to the available recycling and reuse programs in the project area: November 21, 2014 01 7419-5 Construction Waste Management And Disposal MARINA PARK PACKAGE MARINA DOCKS 1. Concrete and Masonry. 2. Metal. a. Ferrous. b. Non-ferrous. 3. Wood, nails and staples allowed. 4. Debris. 5. Glass, colored glass allowed. 6. Paper. a. Bond. b. Newsprint. C. Cardboard and paper packaging materials. 7. Plastic. If construction includes deconstruction and reclamation of plastic construction products, it may be necessary to sort plastics according to ASTM D1972 designations. a. Type 1: Polyethylene Terephthalate (PET, PETE). b. Type 2: High Density Polyethylene (HDPE). C. Type 3: Vinyl (Polyvinyl Chloride or PVC). d. Type 4: Low Density Polyethylene (LDPE). e. Type 5: Polypropylene (PP). f. Type 6: Polystyrene (PS). g. Type 7: Other. Use of this code indicates that the package in question is made with a resin other than the six listed above, or is made of more than one resin listed above, and used in a multi -layer combination. 8. Others as appropriate. List centers that accept material identified above for recycling/reuse. The following are examples. C. Recycling/Reuse: Maximize recycling and reuse of materials. 1. Recycling/Reuse on project site: As indicated on Drawings. 2. Recycling/Reuse off project site: The following is a partial list for Contractors information only. For more information, contact the State Department of Environmental Quality and the local Integrated Solid Waste Management Office. a. Habitat for Humanity, a non-profit housing organization that rehabilitates and builds housing for low-income families. Sites requiring donated materials vary. Contact the national hotline (800) HABITAT. b. California Materials Exchange (CAL -MAX) Program sponsored by the California Integrated Waste Management Board; (916) 255-2369. D. Handling: 1. Clean materials that are contaminated prior to placing in collection containers. Deliver materials in accordance with recycling or reuse facility requirements (e.g., free of dirt, adhesives, solvents, petroleum contamination, and other substances deleterious to recycling process). 2. Arrange for collection by or delivery to the appropriate recycling or reuse facility. 3. Hazardous Waste and Hazardous Materials: Handle in accordance with applicable regulations. Coordinate with Section 014100 Regulatory Requirements. END OF SECTION 017419-6 Construction Waste Management And Disposal MARINA PARK PACKAGE MARINA DOCKS SECTION 01 7700 CONTRACT CLOSEOUT PROCEDURES PART 1 -GENERAL 1.1 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. Contract closeout procedures. 1.3 RELATED SECTIONS A. Section 01 3300 - Submittals Procedures: General requirements for submittals. B. Section 01 5200 - Construction Facilities: Cleaning and debris removal during construction. C. Section 01 7400- Cleaning Requirements: Cleaning as part of Contract closeout. 1.4 FINAL COMPLETION ACTIONS A. Final Application for Payment: In the Application for Payment that coincides with the date Substantial Completion is claimed, show 100 percent completion for the portion of the Work claimed substantially complete. B. Warranties, Bonds and Certificates: Submit specific warranties, guarantees, workmanship bonds, maintenance agreements, final certifications and similar documents. C. Locks and Keys: Transmit keys to padlocks used at Perimeter Fencing to City, as directed by Engineer. D. Tests and Instructions: Complete start-up testing of systems, and instruction of the City's personnel. Remove temporary facilities from the site, along with construction tools, mock-ups, and similar elements. 1.5 SUBSTANTIAL COMPLETION REVIEW A. Contractor's Notification for Substantial Completion Review: When Contractor determines that the Work is complete in accordance with the Contract Documents, Contractor shall submit to Construction Manager, Engineer and Project Inspector written certification that the Contract Documents have been reviewed, the Work has been inspected by the Contractor and by authorities having jurisdiction, and the project is ready for Substantial Completion review. B. Preliminary Contract Closeout Review Meeting: As authorized by the Construction Manager, Engineer, Architect and Architect's consultants and other responsible design professionals, as appropriate, will attend a meeting at the Project site to review Contract closeout procedures and to review the list of items to be completed and corrected (punch list) to make the Work ready for acceptance by the Engineer. This meeting shall be scheduled not earlier than 14 calendar days prior to the date anticipated for the Substantial Completion review. 21, 2014 017700-1 Closeout Procedures MARINA PARK PACKAGE MARINA DOCKS C. Correction (Punch) List: Contractor shall prepare and distribute at the preliminary Contract closeout review meeting, a typewritten, comprehensive list of items to be completed and corrected (punch list) to make the Work ready for acceptance by Engineer, as well as a list of items to be completed as a condition of the Building Permit. 1. The punch list shall include all items to be completed or corrected prior to the Contractor's application for final payment. 2. The punch list shall identify items by location and consecutive number. 3. Construction manager, and other design professionals , if in attendance, shall conduct a brief walk-through of Project with the Contractor to review scope and adequacy of the punch list. 4. Verbal comments will be made to the Contractor by the Construction Manager and other design professionals, if in attendance, during the walkthrough. These comments will indicate generally the additions and corrections to be made to the punch list. Such comments shall not be considered to be comprehensive; Contractor shall use the comments as guidance in preparing the punch list for the Substantial Completion review. D. Substantial Completion Meeting: On a date mutually agreed by Construction Manager, Engineer and Contractor, a meeting shall be conducted at the Project site to determine whether the Work is satisfactory and complete for filing a Notice of Completion (Substantial Completion). 1. Contractor shall provide three working days notice to Engineer for requested date of Substantial Completion meeting. 2. Engineer, Project Manager and consultants of Project Manager and City, as authorized by Construction Manager, will attend the Substantial Completion meeting. 3. In addition to conducting a walk-through of the site and reviewing the punch list, the purpose of the meeting shall include submission of warranties, guarantees and bonds to Construction Manager, provision of specified extra materials to City, and submission of other Contract closeout documents and materials as required and if not already submitted. 4. Project Manager, Project Managers consultants, as appropriate, and other design professionals under separate contracts with City, if applicable, will conduct a walk-through of the site with the Contractor and review the punch list. 5. Contractor shall correct the punch list and record additional items as may identified during the walk-through, including notations of corrective actions to be taken. 6. Contractor shall retype the punch list and distribute it within three working days to those attending the meeting. 7. if additional site visits are required by the Project Manager, Project Manager `sconsultants and other design professionals under separate contracts with City, to review completion and correction of the Work, the costs of additional visits shall be reimbursed to City by the Contractor by deducting such costs from the Final Payment. E. Uncorrected Work: Refer to requirements specified in Section 01 4500 -Quality Control regarding Contract adjustments for non -conforming Work. Clearing and Cleaning: Prior to the Substantial Completion review, Contractor shall conduct a thorough cleaning and clearing of the Project area, including removal of construction facilities and temporary controls. Refer to Section 01 7410 -Cleaning Requirements. G. Inspection and Testing: Prior to the Substantial Completion review, complete inspection and testing required for the Work, including securing of approvals by authorities having jurisdiction. H. Engineer's Certification of Substantial Completion: Engineer will complete and issue to Construction Manager and Contractor a Certificate of Substantial Completion using The Engineers Joint Contract Documents Committee (EJCDC) Contract Document No. C-625 - Certificate of Substantial Completion. or other form or correspondence as directed by Engineer. November 21, 2014 01 7700-2 Closeout Procedures SEEMOORTET 15 STRI Ori • i. I Notice of Completion: After City has determined that the Work is complete, a Notice of Completion resolution will be scheduled for City Council approval and, when approved by City Council, shall be promptly recorded by City with County Recorder. 1.6 FINAL COMPLETION SUBMITTALS A. Final Completion Submittals: Prior to Substantial Completion meeting and submission of final Application for Payment, Contractor shall complete and submit the following. Final payment will not be made by City until all submittals have been made and determined by Engineer, Construction Manager and Architect to be acceptable. B. Agency Document Submittals: Submit to Construction Manager all documents required by authorities having jurisdiction, including serving utilities and other agencies. Submit original versions of all permit cards, with final sign -off by inspectors. Submit all certifications of inspections and tests. C. Final Specifications Submittals: Submit to Construction Manager all documents and products required by Specifications to be submitted, including the following: 1. Project record drawings and specifications. 2. Operating and maintenance data. 3. Guarantees, warranties and bonds. 4. Spare parts and extra stock. 5. Test reports and certificates of compliance. D. Lien and Bonding Company Releases: Submit to City, with copy to Construction Manager, evidence of satisfaction of encumbrances on Project by completion and submission of The American Institute of Architects Forms G706 -CONTRACTOR'S AFFIDAVIT OF PAYMENT OF DEBTS AND CLAIMS, G706A - CONTRACTOR'S AFFIDAVIT OF RELEASE OF LIENS, and (if applicable) G707 - CONSENT OF SURETY, or other form as directed by City. Comply also with other requirements of City, as directed. Signatures shall be notarized. E. Subcontractor List: Submit two copies to City and two copies to Engineer of updated Subcontractor and Materials Supplier List. Warranty Documents: Prepare and submit to City all warranties and bonds as specified in Sections 2 through 48. 1.7 FINAL PAYMENT A. Final Payment: After completion of all items listed for completion and correction, after submission of all documents and products and after final cleaning, submit final Application for Payment, identifying total adjusted Contract Sum, previous payments and sum remaining due. Payment will not be made until the following are accomplished: 1. All Project Record Documents have been transferred and accepted by City. 2. All extra materials and maintenance stock have been transferred and received by City. 3. All warranty documents and operation and maintenance data have been received and accepted by City. 4. All liens have been released or bonded by Contractor. 5. Contractor's surety has consented to Final Payment. 1.8 POST -CONSTRUCTION INSPECTION November 21, 2014 01 7700-3 Closeout Procedures MARINA PARK PACKAGE 4 MARINA DOCKS A. Post -Construction Inspection: In accepting final payment, Contractor shall agree to perform a postconstruction inspection with representatives of City and, if authorized by City, the responsible design professionals, to review performance of the completed Work and to determine what, if any, corrections shall be performed by Contractor in compliance with the Contractors Warranty, as described in the General Conditions of the Contract. B. Scheduled Date and Time of Post -Construction Inspection: No later than 300 days after the date of Substantial Completion, after occupancy and use of the facility by City, at days and times as directed by City. C. Inspection Activities: 1. Contractor shall inspect, test and adjust the Work, noting defects and corrective actions to be taken. 2. Contractor shall instruct City's operating personnel in operational requirements needed to maintain correct appearance and function of the facility. D. Post -Construction Inspection Report: Contractor shall prepare and submit to City a typewritten report, comparable to the Correction (Punch) list prepared for Substantial Completion Review. 1. Post -Construction Inspection Report shall identify deficiencies and corrective actions taken. 2. Post -Construction Inspection Report shall note when corrective actions are unable to restore defects in the Work to compliance with the requirements of the Drawings, Specifications and manufacturer's criteria. E. Correction of Defects: Corrections shall be governed by provisions of the General Provisions of the Contract. 1.9 MAINTENANCE A. As a part of this work the contractor shall perform additional maintenance of the systems as described in the technical sections below. Payment for this work will be made semi-annually after each scheduled inspection and subsequent report to the City. PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION(Not Applicable) END OF SECTION 01 7700-4 Closeout Procedures SECTION 02 0001 BASIC SITE MATERIALS AND METHODS PART1- GENERAL 1.1 WORK INCLUDED MARINA PARK PACKAGE 4 MARINA DOCKS A. BASIC SITE MATERIALS AND METHODS consists of furnishing transportation, labor, materials, and equipment to locate, protect, repair, remove, replace, and dispose of existing surface and subsurface conditions and improvements at the Project site, including existing utilities, structures, and substructures. This Section also covers basic materials and methods common to new site construction. 1.2 RELATED WORK A. Section 03 3000 - Cast -In -Place Concrete 1.3 REFERENCES A. Reference Specifications (RS) are the 2009 Edition of the "Greenbook", Standard Specifications for Public Works Construction. B. American Society for Testing and Materials (ASTM International) 1. ASTM D1556 Standard Test Method for Density and Unit Weight of Soil in Place by the Sand -Cone Method 2. ASTM D1557 Standard Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-Ibf/W) 3. ASTM D6938 Standard Test Method for Density of Soil and Soil Aggregate in Place by Nuclear Methods (Shallow Depth) C. Geotechnical Reports: 1. Geotechnical Investigation — Marina Park Project, Newport Beach, California prepared by TerraCosta Consulting Group, Inc., dated August 27, 2013. 2. Seismic Hazard Assessment, Liquefaction and Site Impacts — Marina Park Development, Newport Beach, California prepared by TerraCosta Consulting Group, Inc., dated April 20, 2012. 3. Recommendations, Design of Sheet -Pile Bulkhead — Marina Park Development, Newport Beach, California prepared by TerraCosta Consulting Group, Inc., dated July 6, 2012. 4. Earthwork Recommendations, "Clayey" Layer — Marina Park Development, Newport Beach, California prepared by TerraCosta Consulting Group, Inc., dated July 6, 2012. 5. Compilation of CPT Data — Marina Park Development, Newport Beach, California prepared by TerraCosta Consulting Group, Inc., dated November 7, 2012. 1.4 EXISTING SUBSURFACE CONDITIONS A. Location of existing pipelines, utilities, and substructures shown on Drawings are approximate only. B. Keep existing services and facilities in operation except when the Engineer permits shutdown in writing, and then only after temporary services have been provided. November 21, 2014 020001 -1 Basic Site Materials and Methods MARINA PARK PACKAGE MARINA DOCKS PART 2- PRODUCTS 2.1 MATERIALS A. Slurry Material: Cement -sand slurry: Class 100-E-100 in conformance with RS Subsection 201- 1.1.2, Table 201-1.1.2(A). PART 3 - EXECUTION 3.1 VERIFICATION OF SITE CONDITIONS A. Notify Underground Service Alert 48 hours prior to commencing demolition, excavation, trenching, drilling, or similar underground work. Contact owners of existing lines and substructures that may interfere with work. B. Hand -dig excavations to design depths where alignments shown on Drawings occur within 5 feet radially of existing utilities. Hand -dig until the existing utility is located. A. Protect existing facilities adjacent to the Work to avoid damage. Repair or replace existing structures and improvements located above or below ground which are damaged or removed as a result of the Contractor's operations wherever such existing improvements are not specifically designated to be permanently removed. Structures to protect and repair include, but are not limited to, pipelines, wires, cables, electrical pullboxes, conduits, vaults, and maintenance holes. Repairs and replacements shall be made at Contractor's expense and shall be equal to existing improvements and shall match existing in finish and dimension. 3.3 INTERFERING SUBSTRUCTURES A. Consult the Engineer immediately for directions whenever substructures not shown on Drawings interfere with or affect Work. Contractor shall propose means and methods to the Engineer to deal with the interferences. The Engineer will make final decision on method of correction or protection to be used. If interfering substructures must be removed, the following shall be done before removing or cutting the substructures: a. Tap the line and determine if the line contains any kind of liquid or gaseous material. b. If storm drain or sewer lines are empty or filled with concrete or mud slurry, lines may be cut, removed, and capped or plugged with City's approval, in conformance with RS Subsection 306-5. C. Test conductors in conduits appearing to be abandoned and verify that conductors are de -energized. Remove de -energized conductors. Report energized conductors to the Engineer and cease removal work until Engineer authorizes work to resume. d. Consult the Engineer for methods of handling other substructures. e. Notify the Engineer to identify contents of unknown line if it is found to contain liquid or gaseous material. Remove contents and dispose in conformance with applicable regulations. Such work may be considered a Change in the Work and November 21, 2014 020001 -2 Basic Site Materials and Methods MARINA PARK PACKAGE MARINA DOCKS payment will be determined in conformance with the GENERAL CONDITIONS Section. 2. Evacuated lines or remaining portions of abandoned lines shall be removed as described in this Article for empty lines. END OF SECTION November 21, 2014 020001-3 Basic Site Materials and Methods SECTION 03 30 00 CAST -IN-PLACE CONCRETE PART 1 — GENERAL 1.1 WORK INCLUDED MARINA PARK PACKAGE MARINA DOCKS A. CAST -IN-PLACE CONCRETE consists of furnishing transportation, labor, materials, and equipment to perform concrete work. B. Types of concrete covered by this Section: 1. Sitework concrete: gangway s and boat hoist platforms. 2. Other concrete structures as shown on Drawings. /l 1.3 RELATED WORK Section 02 0001 - Basic Site Materials and Methods MEASUREMENT AND PAYMENT A. The contract lump sum price paid for CAST -IN-PLACE CONCRETE shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in constructing the gangway and boat hoist platforms and other miscellaneous concrete items, and shall include concrete strength and performance testing, finishing and repair or replacement of concrete as shown on the Drawings, as specified in the Reference Standards, specified herein, and as directed by the Engineer. Payment will be made under CAST -IN-PLACE CONCRETE unit price bid item. 1.4 A. American Concrete Institute (ACI): ACI 318 Building Code Requirements for Structural Concrete ACI 347 Recommended Practice for Concrete Formwork B. American Society for Testing and Materials (ASTM International): ASTM A36 Standard Specification for Carbon Structural Steel ASTM A615 Standard Specification for Deformed and Plain Billet — Steel Bars for Concrete Reinforcement ASTM A775 Standard Specification for Epoxy -Coated Steel Reinforcing Bars ASTM A934 Standard Specification for Epoxy -Coated Prefabricated Steel Reinforcing Bars ASTM C31 Practices for Making and Curing Concrete Test Specimens in the Field ASTM C33 Standard Specification for Concrete Aggregates ASTM C39 Test Method for Compressive Strength of Cylindrical Concrete Specimens ASTM C42 Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete November 21, 2014 033000-1 Cast -in -Place Concrete MARINA PARK PACKAGE 4 MARINA DOCKS ASTM C88 Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate ASTM C94 Specification for Ready -Mixed Concrete ASTM C136 Standard Test Method for Sieve analysis of Fine and Coarse Aggregates ASTM C150 Standard Specification for Portland Cement ASTM C289 Test Method for Potential Reactivity of Aggregates (Chemical Method) ASTM C470 Standard Specification for Molds for Forming Concrete Test Cylinders Vertically ASTM D3963 Standard Specification for Fabrication and Jobsite Handling of Epoxy Coated Reinforcing Steel Bars C. Reference Specifications (RS) are the 2009 Edition of the "Greenbook", Standard Specifications for Public Works Construction. 1.5 MIX DESIGN A. B. C. D. Mix shall be designed to produce a concrete that has maximum density, minimum shrinkage, and maximum smoothness of surface. Concrete mix design shall be 750 -BSE -5000P Severe Exposure Mix, conforming to RS Subsection 201-1.1.3, except that fly ash shall not be used and the maximum water -cement ratio shall be 0.38. Proportion concrete in conformance with ACI 318, Chapter 4, Durability Requirements Integral Color - Scofield "Mesa Beige" E. Mix shall be Plowable and pumpable from concrete truck to area of construction to avoid improvements from Package 3 of Marina Park site improvements, including new sidewalks and site furnishings. 1.6 SUBMITTALS A. Submit concrete mix design conforming to RS Subsections 201-1.1 and 201-1.1.3 to Engineer for approval. Submittal shall include admixtures necessary for flowable concrete to be pumped to area of construction from concrete truck. B. Submit shop drawings for reinforcing steel in conformance with ACI 318. Provide bending diagrams and assembly diagrams. Indicate splicing, laps of bars, shapes, dimensions, and details of bar reinforcing, accessories, and concrete cover. Do not scale dimensions from structural Drawings to determine lengths of reinforcing rods. Reproductions of Drawings are unacceptable. C. Submit construction joint layout showing alternating pour areas and sequential pour schedule, including 7 -day cure time, prior to fabricating reinforcement. D. Submit delivery tickets from plant for each load of concrete placed. Each ticket shall state quantities by weight of each component of the load (cement, sand, water, and the like). November 21, 2014 033000-2 Cast -in -Place Concrete MARINA PARK PACKAGE MARINA DOCKS E. Submit certification that aggregates meet the requirements of ASTM C 33 Appendix XI for reactivity when tested in conformance with ASTM C 289. F. Submit certification that the aggregates meet the soundness requirements of ASTM C 33 when tested in accordance with the requirements of ASTM C 88 using a sodium sulfate solution. G. Submit pump data for delivery of concrete from concrete truck to area of construction, including procedure for installation and handling of pumped concrete from truck to area of construction. 1.7 QUALITY ASSURANCE A. The Contractor's approved Testing Laboratory (Test Lab) will perform tests in conformance with RS Subsection 201-1.1.5 1. Test Lab will perform sieve analysis of aggregates in conformance with ASTM C136. 2. Test Lab will provide certificate of compliance for bulkhead cap prior to placing reinforcing bar and concrete. B. Schedule registered deputy building inspection by the Engineer prior to placing concrete and at other times as Drawings require. C. Contractor shall make for the City 4 to 6 -inch diameter by 12 -inch long test cylinders for every 50 cubic yards of other types of concrete placement. A minimum of 4 cylinders shall be made for each day's pour regardless of cubic yardage, or for each change in mix design. 1. Personnel making cylinders shall be ACI certified. 2. Make and cure cylinders in conformance with ASTM C31. Cylinder molds shall conform to ASTM C470. 3. Label cylinders with the date of sampling, the class and mix proportions of the concrete, and the work location from which the sets of samples were taken. Identify parent concrete structure from which samples were taken, and Drawing page number. Identify cylinders with the same identification system used on Drawings for the parent concrete structure. Use same identification system for samples Contractor requires for its own use. 4. Coordinate with the Engineer for pick up of cylinders from field curing location between 24 to 48 hours after being cast. Avoid damage to cylinders and loss of lids and identifying labels during handling. Failure to comply with the provisions of this Section regarding cylinder handling may be cause for rejection of the concrete structure. The Engineer may further require performance of any and all necessary alternative strength tests at the expense of the Contractor, 5. The Engineer may increase the required number of cylinders if the specified concrete strength is not being attained consistently or reduce the number if the Engineer determines that high concrete strengths are consistently produced and the concrete and curing processes are uniform. 6. Contractor shall provide evidence that the concrete structures have met strength and other requirements as specified in the "Materials" Article of this Section. Strength will be determined by cylinder breaks after 28 days as specified by ASTM C39. 7. if the cylinders show compressive strengths below the minimum acceptable limit, the Engineer may allow coring of the parent concrete structure at Contractor's expense. Cores shall conform to ASTM C42 and RS Subsection 201-1.1.5. a. Coordinate with the Test Lab through the Engineer to perform additional, earlier cylinder breaks for purposes of scheduling. November 21, 2014 033000-3 Cast -in -Place Concrete MARINA PARK PACKAGE MARINA DOCKS PART 2- PRODUCTS 2.1 MATERIALS A. Portland cement concrete shall conform to RS Subsection 201 1 unless shown otherwise on Drawings. Portland cement shall be Type II, low alkali (0.6 percent, maximum), in conformance with ASTM C150. B. Ready -mix concrete shall conform to ASTM C94. C. Mortar shall conform to RS Subsection 201 5. D. Reinforcing steel shall be Grade 60 in conformance with ASTM A615, RS Subsection 201-2 and ACI 318. Bars shall be fusion bonded epoxy coated (purple) conforming to the provisions in ASTM A775 and ASTM A934, except thickness shall be 7 mils minimum. Repairs to damaged coating shall be as described in ASTM D3963, except all visible cracks shall be repaired. E. Aggregate shall be normal weight in conformance with RS Subsection 200 1.4, and shall conform to ASTM C33, and ACI 318, except where concrete is specified by Class on Drawings in conformance with RS Subsection 201-1.1.2. F. Fine aggregate shall conform to RS Subsection 200-1.5. G. Non -shrink grout shall be chosen by Contractor, approved by the Engineer, and closely match the color of the new sidewalk, with samples to be provided to the City / Engineer prior to final grouting. Other non -masonry grouts shall conform to RS Subsection 201-7 and as indicated on Drawings. 1. Grout for fence post cores into existing concrete shall be non -shrink grout. H. Chemical admixtures shall conform to RS Subsection 201-1.2.4 1. Calcium chloride shall not be used. 2. Strength of concrete with admixture shall be, at 48 hours and more, not less than similar concrete without the admixture. I. Forms shall conform to RS Subsection 303-1.3 and ACI 347. 1. Coating: Before concrete placement, coat the contact surfaces of forms with a non- staining mineral oil, non -staining form coating compound, or two coats of nitrocellulose lacquer. Do not use mineral oil on forms for surfaces to which adhesive, paint, or other finish material is to be applied. J. Concrete curing compound shall be Membrane Curing, Type I, clear, in conformance with RS Subsection 201-4. K. Sealants for expansion and control joints shall be as specified on the Drawings. Joint filler shall conform to RS Subsection 201-3.2. L. Epoxy adhesives shall be 2 -component, 100 percent solids, 100 percent reactive suitable for use on dry or damp surfaces. M. Concrete Sealer shall be an elastomeric acrylic sealer intended for sealing exterior concrete surfaces, such as Sikagard 550W Elastocolor as manufactured by the Sika Corporation, at (800) 933-SIKA, or approved equal. November 21, 2014 033000-4 Cast -in -Place Concrete MARINA PARK PACKAGE MARINA DOCKS PART 3 - EXECUTION 3.1 PREPARATION A. Where concrete is to be cast against existing concrete older than 60 days, clean and roughen existing concrete, exposing the aggregate. 3.2 CONSTRUCTION A. General: 1. Construct tread plates and other miscellaneous cast -in-place concrete items in conformance with RS Subsection 303-1. 2. Sequence formwork, reinforcement, concrete placement and other concrete work in conformance with joint layout and pour sequence approved by the Engineer. B. Formwork: 1. Construct formwork in conformance with RS Subsection 303-1.3. 2. Construct forms that can be removed without hammering or prying against the concrete. 3. Provide plywood sheathing or PVC pipe forms for exposed concrete, whether to be painted or not. 4. Form exposed angles in concrete with neat 314 inch 45 degree chamfers and fillets. 5. Remove forms in conformance with RS Subsection 303-1.4. 6. Tolerances for deviation in lines, grades, and dimensions shown on Drawings shall conform to ACI 347. C. Reinforcement Placing: 1. Place reinforcing bars in conformance with RS Subsection 303-1.7 and ACI 318. D. Embedded Materials: 1. Maintain 2 inches clearance from pipes, conduits, and other embeds to reinforcing bars. 2. Place anchor bolts in templates to maintain position during concrete placement. E. Placing Concrete: 1. Clear all water from areas where concrete is to be placed prior to placing concrete. 2. Clean dirt, grease, rust, and deleterious material from metalwork that will be in contact with concrete immediately prior to placing concrete. 3. Place concrete in conformance with RS Subsection 303-1.8. a. Discharge of ready -mix concrete shall be completed within 90 minutes after addition of the cement to the aggregates, or before 300 revolutions of the drum, whichever occurs first. b. Use of non -agitating transport equipment for ready -mixed concrete is not permitted. C. Maximum length of chutes shall be 50 feet. 4. Consolidation of concrete: a. Consolidate concrete in conformance with RS Subsection 303-1.8.4. Fill all corners and angles, thoroughly embed reinforcement, eliminate rock pockets and bring only a slight excess of water to exposed surface of concrete during placement. b. Screed to bring the concrete surfaces to required grades with straight edge screed and scrapers as necessary. C. Float to compact the surfaces evenly. Remove excess surface water before floating. Do not use mortar to level surfaces. November 21, 2014 033000-5 Cast -in -Place Concrete MARINA PARK PACKAGE MARINA DOCKS 3.3 CONCRETE FINISH A. Finish concrete structures in conformance with RS Subsection 303-1.9.3, "Class 1 Surface Finish". B. Immediately after forms are removed, rub or grind out irregularities. C. Fill minor voids, holes, honeycombing, tie -rod cone impressions, and other depressions with non -shrink grout. Presence of extensive defects is cause for rejection of concrete. 1. Cut back defective areas a minimum of 1/2 inch depth 2. Wet surfaces prior to applying repair material. D. Apply 2 coats of sealer over concrete slabs in conformance with sealer manufacturer's written instructions. 3.4 CURING A. Cure concrete in conformance with RS Subsection 303-1.10 using water cure where possible, otherwise membrane cure. 3.5 INSPECTION A. City will provide inspectors. 3.6 PROTECTION A. Protect finish concrete surfaces from stains, abrasions, and other damages. END OF SECTION November 21, 2014 033000-6 Cast -in -Place Concrete MARINA PARK PACKAGE 4 MARINA DOCKS SECTION 05 5000 METAL FABRICATIONS PART 1 -GENERAL 1.1 WORK INCLUDED A. METAL FABRICATIONS consists of furnishing transportation, labor, materials, and equipment to fabricate and install miscellaneous metal fabrications. 1.2 RELATED WORK A. Section 03 3000 — Cast -In -Place Concrete B. Section 05 5220 — Handrails and Railings C. Section 35 5135 — Floating Docks D. Section 35 5140 — Gangways 1.3 GENERAL A. This Section is written to cover all types of metals and their galvanizing if called for either on Drawings or in Specifications. 1.4 REFERENCES A. American Association of State Highway and Transportation Officials (AASHTO): AASHTO M-18 Strength Test of 180 degree cold bend B. American National Standards Institute (ANSI): ANSI A14.3 Ladders, Fixed, Safety Requirements C. American Society for Testing and Materials (ASTM International) D. American Welding Society (AWS): AWS D1.1 Structural Welding Code — Steel AWS D1.2 Structural Welding Code - Aluminum E. Reference Specifications (RS) are the 2009 Edition of the "Greenbook", Standard Specifications for Public Works Construction: Section 206 - Miscellaneous Metal Items Subsection 206-1 - Structural Steel, Rivets, Bolts, Pins and Anchor Bolts Subsection 206-2 - Steel Castings November 21, 2014 055000-1 Metal Fabrications 1.5 QUALITY ASSURANCE A. The Engineer reserves the right to inspect the manufacture or fabrication. The Engineer's inspection of the work does not relieve the Contractor of the responsibility for the work. Errors or faults that are discovered during fabrication shall be corrected by the Contractor prior to installation. B. Welders shall be qualified in accordance with the requirements of AWS D1.1 and D1.2. C. Prepare mill tests for specified ASTM material. 1.6 SUBMITTALS A. Test Reports: Unless requirements are waived in writing, Contractor shall submit to the Engineer two (2) copies of mill test reports certifying that materials meet the ASTM requirements. B. Shop Drawings: 1. Prior to the purchase of materials and their fabrication, shop drawings, details, dimensions, sizes of materials, and data for the fabrication of the miscellaneous metal work shall be submitted by the Contractor to the Engineer for review. 2. No change shall be made on shop drawings after they have been approved, except by written consent or direction of the Engineer. 3. Substitution of sections having dimensions different from those shown on the shop drawings or Drawings shall be made only when approved in writing by the Engineer. 1.7 PRODUCTSTORAGE A. Store metals above ground upon platforms, skids, or other supports, and kept free from dirt, grease, and other foreign material. Protect metals from corrosion while stored. PART 2- PRODUCTS 2.1 MATERIALS A. Metals, General: 1. Metal Surfaces, General: Provide materials with smooth, flat surfaces, unless otherwise indicated. For metal fabrications exposed to view in the completed Work, provide materials without seam marks, roller marks, rolled trade names, or blemishes. B. Ferrous Metals: 1. Steel Plates, Shapes, and Bars: ASTM A36/A36M. 2. Ferrous metal items shall be galvanized per ASTM A123-02 unless called out otherwise on Drawings. C. Nonferrous Metals: 1. Aluminum Plate and Sheet: ASTM 8209, Alloy 6061-T6. 2. Aluminum Extrusions: ASTM 8221, Alloy 6063-T6. 3. Aluminum Castings: ASTM B26/B26M, Alloy 443.0-F. November 21, 2014 055000-2 Metal Fabrications 2.2 MARINA PARK PACKAGE MARINA DOCKS D. Fasteners: 1. General: Unless otherwise indicated, provide Type 316 stainless-steel fasteners for exterior use. Provide stainless-steel fasteners for fastening aluminum. Select fasteners for type, grade, and class required. 2. Steel Bolts and Nuts: Regular hexagon -head bolts, ASTM A307, Grade A; with hex nuts, ASTM A563; and, where indicated, flat washers. 3. Anchor Bolts: ASTM F1554, Grade 36. 4. Provide hot -dip or mechanically deposited, zinc -coated anchor bolts where item being fastened is indicated to be galvanized. 5. Eyebolts: ASTM A489. 6. Machine Screws: ASME B18.6.3. 7. Lag Bolts: ASME B18.2.1. 8. Plain Washers: Round, ASME 818.22.1. 9. Cast -in -Place Anchors in Concrete: Anchors capable of sustaining, without failure, a load equal to four times the load imposed, as determined by testing according to ASTM E488, conducted by a qualified independent testing agency. 10. Threaded or wedge type; galvanized ferrous castings, either ASTM A47/A 47M malleable iron or ASTM A27/A27M cast steel. Provide bolts, washers, and shims as needed, hot- dip galvanized per ASTM Al53/A153M. E. Galvanizing: Minimum Weight of Zinc Coating oz/ft' of surface Class of Material Average of Specimens Tested Any Individual Specimen Class A - Castings - 2.00 1.80 Malleable Iron, Steel Class B - Rolled, pressed, and forged articles (except 2.00 1.80 those that would be included under Classes C and D) B-1 - 3/16 inch and over in thickness and over 8 inches 2.00 1.80 in length B-2 - Under 3/16 inch in thickness and over 8 inches 1.50 1.25 in length 66=3 - 8 inch and under in 1.30 1.10 length and any thickness FABRICATION A. General: 1. Metal items shall be fabricated and finished in accordance with the Drawings and reviewed shop drawings. Contractor shall verify measurements before fabrication. 2. Welding procedures and inspection shall be in accordance with AWS D1.1. Welding shall be continuous along the area of contact except where tack welding is called for on Drawings. Welds shall be ground smooth. 3. Fabricated ferrous items shall be galvanized after fabrication. November 21, 2014 055000-3 Metal Fabrications MARINA PARK PACKAGE MARINA DOCKS 4. Metal fabrications showing injurious defects, weak spots, imperfections in work, or otherwise not conforming to the Specifications or Drawings will be rejected. PART 3 - EXECUTION 3.1 INSTALLATION A. Install miscellaneous metal items in accordance with Drawings and reviewed shop drawings. B. Coordinate and furnish anchorages, setting drawings, diagrams, templates, instructions, and directions for installing anchorages, including concrete inserts, sleeves, anchor bolts, and miscellaneous items having integral anchors that are to be embedded in concrete or masonry construction. Coordinate delivery of such items to project site. 3.2 REPAIR OF DAMAGED GALVANIZING A. Repair damaged galvanizing in conformance with Treating Damaged Galvanizing Section. END OF SECTION November 21, 2014 055000-4 Metal Fabrications 7101 111, INNER SECTION 05 5220 HANDRAILS AND RAILINGS PART1- GENERAL 1.1 WORK INCLUDED A. Handrails and Railings consists of furnishing transportation, labor, materials, and equipment to furnish and install handrails and guard rails as shown on Drawings and specified in this Section. 1.2 RELATED WORK A. Section 03 3000 - Cast -In -Place Concrete B. Section 05 5000 - Metal Fabrications C. Section 35 5140 - Gangways 1.3 MEASUREMENT AND PAYMENT A. The contract lump sum price paid for HANDRAILS AND RAILING shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in procurement and installation of HANDRAILS AND RAILING. Payment will be made under HANDRAILS AND RAILINGS unit price bid item. 1.4 REFERENCES A. Aluminum Association (AA) B. American Welding Society (AWS) C. American Society for Testing and Materials (ASTM) D. National Association of Architectural Metal Manufacturers (NAAMM) E. Americans with Disabilities Act Accessibility Guidelines (ADAAG) 1.5 DESIGN REQUIREMENTS A. Guard railing shall be designed to support a lateral force of 50 pounds per linear foot uniform load along the top railing without permanent set or damage in conformance with ASTM E935. 1. Top Rails: Design to support minimum 200 pounds concentrated single point load applied at any point vertically or horizontally. 2. Intermediate rails and cables, panel fillers and their connections shall be capable of withstanding a load of 25 pounds per square foot applied horizontally at right angles over the entire tributary area, including openings and spaces between rails and cables. B. Thermal Movements: Provide handrail and railings that allow for thermal movements resulting from the following maximum change (range) in ambient and surface temperatures by preventing buckling, opening of joints, overstressing of components, failure of connections, and other detrimental effects. Base engineering calculation on surface temperatures of materials due to both solar heat gain and nighttime -sky heat loss. November 21, 2014 055220-1 Handrails and Railings MARINA PARK PACKAGE MARINA DOCKS Temperature Change (Range): 120 degrees F, ambient; 180 degrees F, material surfaces. C. Control of Corrosion: Prevent galvanic action and other forms of corrosion by insulating metals and other materials from direct contact with incompatible materials. 1.6 SUBMITTALS A. Samples: The smaller section of railing (that may be part of the construction) along with separate aluminum bar samples, showing a mechanical finish that matches the existing bulkhead railing. Submit prior to delivery to site. Attach product name, address of manufacturer and/or supplier to each sample. B. Samples for Verification: For each type of exposed finish required, prepared on components indicated below and of same thickness and metal indicated for the Work. If finishes involve normal color and texture variations, include sample sets showing the full range of variations expected. 1. 6 -inch long sections of aluminum bar showing available finish options. 2. Assembled sample of railing system, made from full-size components, including top rail, posts, handrail, and infill. Show method of finishing members at intersections. C. Product Data: Manufacturers' current catalog cuts, data sheets, and installation instructions. 1. Finish: 2 for each type and finish. D. Test Report: 1 copy to be sent by testing laboratory directly to the Engineer. E. Shop Drawings: 1. Verification: Verify all measurements at the job. Show dimensions, sizes, thicknesses, gauges, finishes, joining, attachments, and relationship of work to adjoining construction. Where items must fit and coordinate with finished surfaces and/or constructed spaces, take measurements at site and not from Drawings. 2. Coordination: Where concrete, masonry or other materials must be set to exact locations to receive work, furnish assistance and direction necessary to permit other trades to properly locate their work. 3. Welded Connectors, Concrete, or Masonry Inserts: Where required to receive work, show exact locations and furnish all such Drawings to the trades responsible for installing the connectors or inserts. 4. Catalog Work Sheets: Show illustrated cuts of item to be furnished, scaled details, and dimensions. 5. Structural calculations and drawings prepared and signed by a Structural Engineer registered in the State of California, for review by the project Engineer. F. Submit installer qualifications and experience. 1.7 QUALITY ASSURANCE A. Qualifications: 1. Installers shall have experience working and installing handrails and railings on similar marine construction projects with regard to size and type of Project within the past 5 years. 1.8 DELIVERY, STORAGE AND HANDLING November 21, 2014 055220-2 Handrails and Railings MARINA PARK PACKAGE 4 MARINA DOCKS A. Delivery: Deliver fabricated units and components completely identified on shop drawings. Protect surfaces from damage during shipping. Inspect work for damage upon delivery to site. No materials with defects or scratches on exposed finishes will be accepted. B. Protection: Protect work at site from damage and from weather until installed and all work has been accepted. Protection shall include the time until completion of the adjacent "Package 3" (3897-C) for Marina Park that includes building and concrete work near handrails and railings. C. Replacement: Replace damaged materials at no cost to the City. 1.9 PROJECT CONDITIONS A. Field Measurements: Verify handrail and railing dimensions by field measurements before fabrication and indicate measurements on Shop Drawings. Coordinate fabrication schedule with construction progress to avoid delaying the Work. 1.10 COORDINATION A. Coordinate installation of anchorages for handrails and railings. Furnish setting drawings, templates, and directions for installing anchorages, including sleeves, concrete inserts, anchor bolts, and items with integral anchors, that are to be embedded in concrete or masonry. Deliver such items to Project site in time for installation. 1.11 SCHEDULING A. Schedule installation so handrails and railing are mounted only on completed bulkhead walls. Do not support temporarily by any means that does not satisfy structural performance requirements. PART 2 -PRODUCTS 2.1 BASIC MATERIALS AND ACCESSORIES A. General: Provide metal free from pitting, seam marks, roller marks, stains, discolorations, and other imperfections where exposed to view on finished units. B. Aluminum: Alloy and temper recommended by aluminum producer and finisher for type of use and finish indicated, and with not less than the strength and durability properties of alloy and temper designated below for each aluminum form required. 1. Extruded Bar and Tube: ASTM 8221, alloy 6063-T5/T52. 2. Extruded Structural Pipe and Tube: ASTM B429, alloy 6063-T6. 3. Drawn Seamless Tube: ASTM B210, alloy 6063-T832. 4. Plate and Sheet: ASTM B209, alloy 6061-T6. 5. Die and Hand Forgings: ASTM B247, alloy 6061-T6. 6. Castings: ASTM B26, alloy A356 -T6. C. Fasteners: Bolts, nuts, screws, clips, washers, anchors, sleeves, setting templates, and any other fasteners necessary for proper erection of items shall be aluminum, unless otherwise indicated. D. Welding Materials, Fasteners, and Anchors: November 21, 2014 055220-3 Handrails and Railings MARINA PARK PACKAGE MARINA DOCKS 1. Welding Electrodes and Filler Metal: Provide type and alloy of filler metal and electrodes as recommended by producer of metal to be welded and as required for color match, strength, and compatibility in fabricated items. 2. Fasteners for Anchoring Handrails and Railings to Other Construction: a. For aluminum handrails and railings, use fasteners fabricated from Type 316 stainless. 3. Fasteners for Interconnecting Handrail and Railing Components: Use fasteners fabricated from same basic metal as fastened metal, unless otherwise indicated. Do not use metals that are corrosive or incompatible with materials joined. a. Provide concealed fasteners for interconnecting handrail and railing components and for attaching them to other work, unless otherwise indicated. b. Provide concealed fasteners for interconnecting handrail and railing components and for attaching them to other work, unless exposed fasteners are unavoidable or are the standard fastening method for handrails and railings indicated. C. Provide Phillips flat -head machine screws for exposed fasteners, unless otherwise indicated. Guardrail Wood Cap: 1. Grade: Lumber shall be select grade heartwood. 2. All material shall be produced from an Forest Stewardship Council (FSC) Certified Forest and documentation verifying the lumber came from a sustainable source shall be provided. 3. Fire Rating: Lumber supplied shall be naturally fire resistant without the use of any fire resistant preservatives to meet NFPA Class A and UBC Class 1. 4. Lumber shall meet or exceed mechanical properties as defined by US Forest Products Laboratories testing methods: MC Bending Modulus of Maximum Crush Percent Strenqth Elasticity Strength 12 percent 22,360 psi 3,140,000 psi 13,010 psi Janka side hardness: 3,690 pounds at 12 percent MC Average air dry density: 66 to 75 pcf. Basic specific gravity: 0.85-0.97. 5. Moisture Content: Air dry (do not kiln dry) to 14% - 16% moisture content. Acclimate air- dried Ipe decking for 21 days at the jobsite. Keep out of direct sunlight and provide adequate ventilation prior to milling or installation. 2.2 FABRICATION A. Field Measurement: Make field measurements as required prior to fabrication and installation. B. Shop Assembly: Preassemble items in shop to greatest extent possible to minimize field splicing and assembly. Disassemble units only as necessary for shipping and handling limitations. Clearly mark units for reassembly, coordination and installation. All handrails shall be fabricated prior to delivery to site. C. Shop fabricate metal and welds to ensure that no non-ferrous oxides and impurities are impregnated into the final product. The fabrication process shall be free of any surface impurities to ensure no surface rust shall occur on the finish. D. Provide all surfaces free of file marks, dents, hammer marks, wire edges or any unsightly surface defects. November 21, 2014 055220-4 Handrails and Railings MARINA PARK PACKAGE4 MARINA DOCKS E. Fabricate items with joints neatly fitted and properly secured. Non -welded Connections: Fabricate handrails and railings by connecting members with concealed mechanical fasteners and fittings, unless otherwise indicated. Fabricate members and fittings to produce flush, smooth, rigid, hairline joints. 1. Fabricate splice joints for field connection using an epoxy structural adhesive where this is manufacturer's standard splicing method. G. Welded Connections for Aluminum Pipe: Fabricate pipe handrails and railings to interconnect members with concealed internal welds that eliminate surface grinding, using manufacturer's standard system of sleeve and socket fittings. H. Provide weep holes or another means to drain entrapped water in hollow sections of handrail and railing members that are exposed to exterior or to moisture from condensation or other sources. 1. Fabricate joints that will be exposed to weather in a watertight manner. J. Close exposed ends of handrail and railing members with prefabricated end fittings. K. Provide wall returns at ends of wall -mounted handrails, unless otherwise indicated. Close ends of returns, unless clearance between end of railing and wall is 1/4 inch or less. L. Toe Boards: Fabricate to dimensions and details indicated. M. Exposed Mechanical Fastenings: Flush vandal -proof countersunk fasteners unobtrusively located, consistent with design of structure. N. Fit and shop assemble in sections for delivery. O. Apply finish to sections for delivery. Make exposed joints flush butt type, hairline joins where mechanically fastened. Q. Railings: Comply with California and ADAAG access requirements and NAAMM "Pipe Railing Manual"; welded construction; cap exposed ends. 2.3 FINISH A. Comply with NAAMM's Metal Finishes Manual for Architectural and Metal Products for recommendations for applying and designating finishes. B. Protect mechanical finishes on exposed surfaces from damage by applying a strippable, temporary protective covering before shipping. C. Class 1, Clear Anodic Finish: AA-M12C22A41 (Mechanical Finish: non -specular as fabricated; Chemical Finish: etched, medium matte; Anodic Coating: Architectural Class 1, clear coating 0.018 mm or thicker) complying with AAMA 607.1. 2.4 NON -SHRINK GROUT A. Non shrink grout shall match color of adjacent surface. When two colors are present, Contractor shall verify color through submittal with Engineer. November 21, 2014 055220-5 Handrails and Railings MARINA PARK PACKAGE MARINA DOCKS PART 3 - EXECUTION 3.1 EXAMINATION A. Inspect surfaces to receive handrails, railings, and the like and report to the Engineer defects which would interfere or affect proper installation. B. Starting work implies acceptance of surfaces as satisfactory. 3.2 INSTALLATION A. Layout: Set all work plumb, true, rigid, and neatly trimmed out. Miter corners and angles of exposed moldings and frames unless otherwise noted. B. Fitting: Fit exposed connections accurately together to form tight hairline joints. C. Install handrails and railings in conformance with approved shop drawings and Drawings. 3.3 ATTACHMENTS A. Perform cutting, shearing, drilling, punching, threading, tapping, and the like, required for site metalwork or for attachment of adjacent work. Drill or punch holes; do not use cutting torch. Shearing and punching shall leave true lines and surfaces. B. Where two non -similar metals are in contact with one another, Contractor shall notify Engineer for approved method and material to be used to prevent galvanic corrosion unless otherwise specified on Drawings. 3.4 FASTENERS A. Provide lugs, clips, anchors, and miscellaneous fasteners necessary for the complete assembly and installation. B. Conceal fasteners where practicable. Thickness of metal and details of assembly and supports shall give ample strength and stiffness. Form joints exposed to weather to exclude water. 3.5 OTHER CONNECTORS A. Make permanent connections in ferrous metal surfaces using welds where at all possible. B. Do not use bolts or screws where they can be avoided. 3.6 WELDING A. Standards: 1. AWS Code D1.2-2003 for aluminum. 2. Welding shall be only by operators experienced in the type of work indicated. B. Preparation: Remove rust, paint, scale and other foreign matter. Wire brush all flame -cut edges. Clamp members as required and alternate welds, all as necessary to prevent warping or misalignment. November 21, 2014 055220-6 Handrails and Railings MARINA PARK PACKAGE MARINA DOCKS C. Exposed Welds: Uniformly make and grind smooth all welds normally exposed to view in the finished work. D. Faulty and Defective Welding: Chip out and replace all welding showing cracks, slag inclusion, lack of fusion, bad undercut or other defects ascertained by visual or other means of inspection. Replace and reweld at Contractor's expense. E. Field Welding: 1. Procedure: Comply with AWS D1.2 Structural Welding Code - Aluminum, appearance and quality of welds made, and methods used in correcting welding work. 2. Protection: Protect all adjacent surfaces from damage due to welding. 3.7 BOLTED, SCREWED, AND RIVETED CONNECTIONS A. Bolts: Use bolts for field connections only and as detailed on Drawings. Provide washers under all heads and nuts bearing on wood. Draw all nuts tight and nick threads of permanent connections to prevent loosening. Use beveled washers where bearing is on sloped surfaces. B. Screws: For permanent connections in ferrous metal, use flat head type, countersunk, with screw slots filled and finished smooth and flush. C. Rivets: Machine drive tight, all rivets, with heads centered, countersunk, and finished flush and smooth. 3.8 FINISHING A. Polish surface by finishing with a 120-150 mesh abrasive, following initial grinding with coarser abrasives to achieve a bright finish with a visible "grain" which prevents mirror reflection. 3.9 TOUCH-UP AND PROTECTION A. Touch-up: Immediately after erection, clean field welds, bolted connections and abraded areas. B. Protection: Protect the work from all damage or discoloration until Notice of Completion. 3.10 CLEANING C. Keep work areas clean, neat and orderly at all times. Keep paved areas clean during installation. D. Upon completion of the work under this Section, remove rubbish, waste and debris from operations off-site or as directed by the Engineer. Remove all equipment and implements of service and leave the entire work area in a neat and clean condition as accepted by the Engineer. END OF SECTION November 21, 2014 055220-7 Handrails and Railings MARINA PARK PACKAGE 4 MARINA DOCKS SECTION 09 9000 PAINTING AND COATING PART1- GENERAL 1.1 WORK INCLUDED A. Painting and Coating consists of furnishing transportation, labor, materials and equipment to paint items. 1.2 RELATED WORK A. Section 05 5000 - Metal Fabrications B. Section 35 5135 — Floating Docks 1.3 REFERENCES A. Reference Specifications (RS) are the 2009 Edition of the "Greenbook", Standard Specifications for Public Works Construction: Subsection 210-1 - Paint B. South Coast Air Quality Management District (S.C.A.Q.M.D.) Regulations C. Society for Protective Coatings (SSPC) 1.4 SUBMITTALS A. Paint Data Sheets: 1. Paint Manufacturer's Specifications (including VOC content). 1.5 DELIVERY, STORAGE, AND HANDLING A. Deliver in factory sealed containers with labels intact, conforming with RS Subsection 210-1. B. Store in conformance with manufacturer's written recommendations for paint shelf life, including, but not limited to, protection from temperature extremes. C. Obtain Engineer's approval of materials before containers are opened. 1.6 QUALITY ASSURANCE A. Paint products and applications shall comply with the South Coast Air Quality Management District regulations. The product label shall state that the product meets requirements or manufacturer shall furnish certificate of compliance. PART 2- PRODUCTS 2.1 MATERIALS A. Paint products used in the coating systems shall be from the same manufacturer. November 21, 2014 099000-1 Painting and Coating MARINA PARK PACKAGE4 MARINA DOCKS B. The paint to be used shall be a low VOC, two -component high build epoxy with excellent corrosion and abrasion resistance, produced by International Protective Coatings or approved equal. 1. Ungalvanized Metals: Primer Coat Finish Coat 2. Galvanized Metals: Primer Coat Finish Coat Interline 982 Interzone 485 Ultra High Build Epoxy Interguard 269 Interzone 1000 Glass Flake Epoxy PART 3 - EXECUTION 3.1 SURFACE PREPARATION FOR UNGALVANIZED METALS A. Abrasive Blast Clean to SSPC SP10. 3.2 SURFACE PREPARATION FOR GALVANIZED METALS A. Galvanized metals shall be cleaned in conformance with written instructions of pretreatment wash manufacturer. B. Pretreat galvanized surfaces with pretreatment wash or blast lightly with fine abrasive. 3.3 APPLICATION A. Surfaces to be painted shall be approved by the Engineer prior to painting. B. Do not use paints with coarse particles, skins, and indications of color instability. C. Protect surfaces not designated to receive paint. D. Apply paint in uniform thickness and work into joints in conformance with manufacturers written instructions. E. Surfaces shall be dry during painting. No painting shall be done in damp weather unless surfaces to be painted are kept dry. F. Paint shall be dry before applying succeeding coats. G. Paint showing signs of blistering, spotting, uneven coating, or sagging will be rejected. H. Steel items that are to be encased or partially encased in concrete shall be painted with complete coating system before being encased. I. Do not apply second and third coats until previous coat has been approved by the Engineer. 3.4 COATING THICKNESSES A. Per Manufacturer's recommendations. END OF SECTION November 21, 2014 099000-2 Painting and Coating MARINA PARK PACKAGE 4 MARINA DOCKS SECTION 10 1400 SIGNAGE PART1- GENERAL 1.1 WORK INCLUDED A. Signage consists of furnishing transportation, labor, materials, and equipment to design, furnish, fabricate, and install signage as indicated on Drawings. 1.2 RELATED WORK A. Section 05 5000 - Metal Fabrications B. Section 05 5220 — Handrails and Railing 1.3 MEASUREMENT AND PAYMENT A. The contract lump sum price paid for SIGNAGE shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in procurement and installation of SIGNAGE. Payment will be made under SIGNAGE bid item. 1.4 REFERENCES A. American Society for Testing and Materials (ASTM International) B. American Welding Society (AWS) 1.5 DESIGN REQUIREMENTS A. Design Criteria: Structural Design: Drawings indicate a general design approach for sign fabrication but do not include all fabricating details required for the complete fabrication and structural integrity of the signs, including consideration for static, dynamic, and erection loads during handling, erecting, and service at the installed locations, nor do they necessarily consider the preferred shop practices of the individual general sign contractors. Provide complete structural design of the signs to incorporate all safety factors. Design of structural elements shall be prepared and signed by a California licensed engineer. Signs shall meet applicable local, state, and national codes, as well as testing laboratory listings where required. 1.6 QUALITY ASSURANCE A. The Engineer reserves the right to inspect the manufacture or fabrication. The Engineer's inspection of the work does not relieve the Contractor of the responsibility for the work. Errors or faults that are discovered during fabrication shall be corrected by the Contractor prior to installation. November 21, 2014 101400-1 Signage MARINA PARK PACKAGE MARINA DOCKS 1.7 SUBMITTALS A. Shop Drawings: 1. The Drawings represent design intent only. Contractor shall provide engineering of all sign types. The internal structure, dimensions, and specifications for all items shall be indicated on the shop drawings. Dimensions or specifications on the shop drawings which do not conform to the Drawings need to be noted as such and approved by the Engineer. a. Provide shop drawings for all items including but not limited to 1) Complete fabrication and installation drawings for each sign type. Indicate dimensions, materials, finishes, seams, fastening, anchorage and footings, joining, sealing, backing, utility requirements, rough -in, and adjacent related site conditions. 2) Each sign type with all graphic elements. 3) Letter styles shall be accurately reproduced. B. The fabricator shall provide complete care and maintenance instructions for each sign type. 1.8 VERIFICATIONS OF DIMENSIONS AND QUANTITIES A. Verify dimensions and quantities prior to start of work. B. Notify the Engineer of discrepancies between Drawings and Specifications and actual job site conditions which would affect the execution of the work. Do not work in areas where discrepancies occur until instructed by the Engineer. PART 2- PRODUCTS 2.1 MATERIALS A. Stainless steel inlay shall be 0.125 inch wide horizontally brushed Type 316 L stainless steel. B. Exposed fasteners shall be 0.125 inch flathead stainless steel screws painted to match adjoining surfaces unless otherwise specified on Drawings. 2.2 FABRICATION A. Signage shall be complete for proper installation as indicated on Drawings. B. Finished work shall be firm, well anchored, in true alignment, properly squared, with smooth clean uniform appearance, without holes, cracks, discoloration, distortion, stains, or marks. C. Construct work to eliminate burrs, dents, cutting edges, and sharp corners. D. Welding shall be in conformance with AWS requirements. Finish welds on exposed surfaces to be imperceptible in the finished work. E. Except as indicated or directed otherwise, finish all surfaces smooth and conceal all fasteners. Surfaces which are intended to be flat shall be without dents, bulges, oil canning, gaps, or other physical deformities. November 21, 2014 101400-2 Signage MARINA PARK PACKAGE 4 MARINA DOCKS G. Surfaces which are intended to be curved shall be smoothly free-flowing to required shapes. H. Make access panels tight -fitting, light proof, and flush with adjacent surfaces. 1. Exercise care to ensure that painted, polished, and plated surfaces are unblemished in the finished work. J. Isolate dissimilar materials. Exercise particular care to isolate nonferrous metals from ferrous metals. K. Ease all exposed metal edges. L. Provide miscellaneous metal items required for completion of the work even though not shown or specified. M. There shall be no visible labels on the completed signs unless required by law. N. Refer to Drawings for sign color specifications. O. Mounting: Mounting plates shall be in conformance with approved submittal. PART 3 -EXECUTION 3.1 EXAMINATION A. Inspect surfaces to receive signage which will interfere or affect signage installation. Starting work implies acceptance of surfaces as satisfactory. 3.2 INSTALLATION A. Install signage in accordance with approved submittals. 3.3 CLEANING A. Keep areas of work clean, neat and orderly at all times. Clean surfaces, inside and out. Use approved cleaners if necessary to remove dirt. B. Protective coverings and strippable films shall be removed at a time that will afford the greatest protection of the signage. Surfaces shall be cleaned to remove excess glazing and sealant compounds, dirt, and other substances. C. Upon completion of work and before Notice of Completion, remove tools, surplus materials, apparatus, and debris from the site. Leave the site in a neat and clean condition. Wash, clean, and leave paved areas without stains. 3.4 FINAL INSPECTION AND ACCEPTANCE A. Upon completion of work, a final inspection for acceptance will be performed by the Engineer. November 21, 2014 101400-3 Signage MARINA PARK PACKAGE 4 MARINA DOCKS B. Unused submittals and mock ups shalt be removed from site prior to Notice of Completion. C. Submit operation manuals, tools, and keys as specified in this Section. END OF SECTION November 21, 2014 101400-4 Signage SECTION 26 2005 MARINA ELECTRICAL PART1- GENERAL 1.1 WORK INCLUDED MARINA PARK PACKAGE 4 MARINA DOCKS A. MARINA ELECTRICAL consists of furnishing transportation, labor, materials, tools, and equipment to construct marina electrical systems. This Section applies to the electrical systems on and within the floating docks, gangways and gangway platforms. 1.2 RELATED WORK A. Section 02 0001 - Basic Site Materials and Methods 1.3 MEASUREMENT AND PAYMENT A. The contract lump sum price paid for MARINA ELECTRICAL shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in furnishing and installing the marina electrical system as shown on the Drawings, as specified in the Reference Standards, specified herein, and as directed by the Engineer. Payment will be made under MARINA ELECTRICAL bid item. 1.4 REFERENCES A. American Society for Testing and Materials (ASTM International): ASTM B 1 Hard -Drawn Copper Wire ASTM B 8 Concentric -Lay -Stranded Copper Conductors, Hard, Medium -Hard, or Soft B. National Electrical Manufacturers Association (NEMA): NEMA ICS 6 Industrial Control and Systems Enclosures NEMA KS 1 Enclosed and Miscellaneous Distribution Equipment Switches (600 Volts Maximum) NEMA PB1 Panelboards NEMA TC 2 Electrical Plastic Tubing (EPT) and Conduit (EPC -40 and EPC -80) NEMA WD 1 Wiring Devices C. National Fire Protection Association (NFPA): NFPA 70 National Electrical Code NFPA 303 Fire Protection Standards for Marinas and Boatyards D. Underwriters Laboratories Inc. (UL): UL 50 Safety Enclosures for Electrical Equipment UL 67 Panelboards UL 83 Thermoplastic -Insulated Wires and Cables November 21, 2014 262005-1 Marina Electrical MARINA PARK PACKAGE MARINA DOCKS UL 467 Grounding and Bonding Equipment UL 486A Wire Connectors and Soldering Lugs for Use with Copper Conductors UL 489 Molded -Case Circuit Breakers and Circuit -Breaker Enclosures UL 498 Attachment Plugs and Receptacles UL 510 Chloride, Polyethylene, and Rubber Insulating Tape UL 5148 Fittings for Conduit and Outlet Boxes UL 514C Nonmetallic Outlet Boxes, Flush -Device Boxes, and Covers UL 651 Schedule 40 and 80 Rigid PVC Conduit UL 886 Outlet Boxes and Fittings for Use in Hazardous (Classified) Locations UL 943 Ground -Fault Circuit -Interrupters UL 1569 Metal -Clad Cables fid 1111.1kill YIII IFA R9 A. Submit manufacturer's catalog data for the following items: 1. Receptacles 2. Enclosed circuit breakers 3. Disconnect switches 4. Conduit and fittings (each type) 5. Power pedestals 6. Grounding and bonding equipment 7. Device plates 8. Wires and cables 9. Outlet boxes and covers 10. Distribution panel / Transformer unit 11. Splice and termination components 12. Wireways 13. Cabinets, junction boxes, and pull boxes 14. Conduit support B. Submit field test reports for 600 -volt wiring test grounding system test in report format. 1. Include written results of each test and conditions at the time measurements were made. November 21, 2014 262005-2 Marina Electrical MARINA PARK PACKAGE MARINA DOCKS C. Submittals for distribution panel: 1. Submit shop drawings, catalog cuts, outline drawings and other working plans of the equipment and installation to the Engineer for approval prior to purchase of materials. 2. Submit certified test reports. 3. Manufacturers installation instructions. PART 2 -PRODUCTS 2.1 MATERIALS AND EQUIPMENT A. Materials, equipment, and devices shall, as a minimum, meet requirements of UL where UL standards are established for those items, and requirements of NFPA 70 and NFPA 303. 2.2 CONDUIT AND FITTINGS A. Rigid Nonmetallic Conduit: 1. PVC Type EPC -80 and EPC -80 accordance with NEMA TC 2. 2. Fittings for rigid nonmetallic conduit: UL 5148 and UL 651. 3. Expansion Joints: Install as recommended by the manufacturer for the temperature conditions at time of installation. 2.3 POWER PEDESTALS A. A complete factory -assembled and prewired unit specifically constructed for marina applications. Power pedestal shall be surface mounted type having a separate circuit breaker for each outlet. Circuit breaker size shall be the same size as outlet to which it is connected. Each shore power receptacle circuit breaker shall be equipped with 30mA ground fault protection (GFP). Power outlets shall be stainless steel with polyester resin powder coated finish. Power pedestal enclosure shall be. The outlet and circuit breaker enclosure shall have a weatherproof cover. Entire exterior surface of power pedestal shall be designed for exposure to saltwater environment. Provide power pedestals per the Drawing requirements. 2.4 OUTLET BOXES AND COVERS A. Outlet boxes and covers shall comply with UL 514C. B. Outlet boxes in hazardous locations shall comply with UL 886, suitable for wet locations. 2.5 JUNCTION BOXES AND PULL BOXES A. Junction boxes, and pull boxes with a volume greater than 200 cubic inches shall comply with UL 50, NEMA 4X nonmetallic. Pull boxes in grade shall be pre -cast concrete with traffic cover. 2.6 WIRES AND CABLES A. Wires and cables shall meet applicable requirements of NFPA 70 and UL for type of insulation, jacket, and conductor specified or indicated. Do not provide wires manufactured more than 12 November 21, 2014 262005-3 Marina Electrical MARINA PARK PACKAGE 4 MARINA DOCKS months prior to date of delivery to site. Type G cable shall be used for flexible connection to floating dock. B. Conductors, No. 8 AWG and larger diameter shall be stranded; No. 10 AWG and smaller shall be solid copper. Conductor sizes and ampacities shown are based on copper. 1. Minimum size for branch circuits shall be No. 12 AWG. C. Color Coding: Provide for service, feeder, branch, control, and signaling circuit conductors. Color shall be green for grounding conductors and white for neutrals; except where neutrals of more than one system are installed in same raceway or box, other neutral shall be white with colored, except green, stripe. Color of ungrounded conductors in different voltage systems shall be as follows: 120/240 volt, single phase: a. Phase A - black b. Phase B — red D. Insulation: Unless otherwise required by NFPA 70, power and lighting wires shall be 600 -volt, Type THWN, except that grounding wire may be Type TW; remote -control and signal circuits shall be Type THWN, Conductors shall conform to UL 83. Where lighting fixtures require 90 - degree C conductors, provide only conductors with 90 -degree C insulation or better. E. Bonding Conductors: ASTM B 1, solid bare copper wire for sizes No. 8 AWG and smaller diameter; ASTM B 8, Class B, stranded bare copper wire for sizes No. 6 AWG and larger diameter. Splice and Termination Components: UL 486A, for wire connectors, and UL 510 for insulating tapes. Connectors for No. 10 AWG and smaller diameter wires shall be insulated, pressure type in accordance with UL 486A, twist -on splicing connector. Provide solderless terminal lugs on stranded conductors. 1. Watertight Splice Box Connectors: Malleable iron with protective grounding sleeve for jacketed metal -clad cable, and designed for mounting on fiberglass splice boxes. 2. Watertight Pin Connectors: Connectors shall be rated 600 volts, and individual pins shall have ampere rating equal to or greater than the cable to which they are joined. Connectors shall be molded -to -cable, quick -disconnect, polarized type having full male shroud so that when male and female assemblies are joined the shroud shall provide a completely sealed connection. Connector material shall be neoprene resistant to oil, dust, acids, and sunlight and shall be watertight. `# i97ZkV/[y:1111:2A-�III *9 A. Provide UL listed, one-piece device plates for outlets to suit the devices installed. Plates shall be nylon or lexan, minimum 0.10 -inch wall thickness. Plates shall be same color as receptacle with which they are mounted. Screws shall be stainless steel machine type with countersunk heads in color to match finish of plate. Use of sectional -type device plates will not be permitted. Plates shall be gasketed and UL listed for wet locations. November 21, 2014 262005-4 Marina Electrical MARINA PARK PACKAGE 4 MARINA DOCKS 2.8 DISCONNECT SWITCHES A. Switches serving as motor -disconnect means shall be horsepower rated. Provide heavy duty - type switches where indicated. Provide switches in NEMA 4X enclosure in conformance with NEMA ICS 6. 2.9 PANELBOARD ( TRANSFORMER UNIT A. Panelboard / Transformer Unit shall be a factory assembled and prewired unit specifically designed and constructed for marina applications. The unit shall be free standing type with panelboard and transformer section in a single, double -walled, NEMA 3R, polyester powder coated aluminum cabinet. The hardware shall be stainless steel. All access doors shall be weather tight. Circuit breaker and transformer sizes and ratings shall be as shown in the construction documents. The unit shall be manufactured by Eaton or approved equal. B. Panelboards shall comply with UL 67 and UL 50 having a short-circuit current rating of 22,000 amperes symmetrical minimum. Panelboards for use as service disconnecting means shall additionally conform to UL 869. Panelboards shall be circuit breaker equipped. Design shall be such that individual breakers can be removed without disturbing adjacent units or without loosening or removing supplemental insulation supplied as means of obtaining clearances as required by UL. Where "space only" is indicated, make provisions for future installation of breakers. Key panelboard locks the same. Directories shall indicate load served by each circuit in panelboard and main source of service to panelboard, such as Panel "DDP" served from Panel WSW' Type directories and mount in holder behind transparent protective covering. C. Panelboard buses shall be copper. Support bus bars on bases independent of circuit breakers. Design main buses and back pans so that breakers may be changed without machining, drilling, or tapping. D. Circuit breakers shall be UL 489 thermal magnetic 100% rated type having a minimum short- circuit current rating equal to the short-circuit rating of the panelboard in which the circuit breaker will be mounted. Breaker terminals shall be UL listed as suitable for type of conductor provided. Plug-in circuit breakers and series rated circuit breakers are unacceptable. 1. Multiple Breakers: Provide common trip type with single operating handle. Breaker design shall be such that overload in one pole automatically causes all poles to open. Maintain phase sequence throughout each panel so that any adjacent breaker poles are connected to Phases A and B respectively. E. Panelboard enclosure shall be NEMA 3R. Hardware shall be stainless steel. 2.10 MOUNTING STRAPS A. PVC coated steel, two -hole type designed for rigid steel conduit support. PVC coating shall be between 20 and 40 mil thickness. PART 3 - EXECUTION 3.1 INSTALLATION A. Electrical installations shall conform to requirements of NFPA 70 and to requirements specified in this Section. November 21, 2014 262005-5 Marina Electrical MARINA PARK PACKAGE MARINA DOCKS B. Service entrance identification label or identify service entrance disconnect devices, switches, and enclosures. 1. Label, at minimum, shall indicate breaker size and dock it serves. Provide laminated plastic labels with letters no less than 0.25 inch in height; and engrave on black -on -white matte finish. 2. Wiring Methods: a. Provide insulated conductors installed in rigid conduit, except where specifically indicated or specified otherwise or required by NFPA 70 to be installed otherwise. Grounding conductor shall be separate from electrical system neutral conductor. Provide insulated, green equipment grounding conductors for circuits installed in conduit and raceways. Minimum conduit size shall be 1/2 inch in diameter for low - voltage lighting and power circuits. b. Plastic -Coated Galvanized Rigid Steel: Use only for service entrance conduit and as required by NFPA for hazardous locations. C. PVC Schedule 40 and PVC Schedule 80 1) Do not install PVC Schedule 40 in areas subject to physical damage. 2) Do not install PVC in hazardous areas. 3.2 CONDUIT INSTALLATION A. Install conduit parallel with or at right angles to structural members B. Support conduit by nonmetallic pipe straps, wall brackets, hangers, or trapeze. Fasten by stainless steel screws to wood and by concrete inserts or expansion bolts on concrete. Threaded C -clamps may be provided on rigid steel conduit only. Load applied to fasteners shall not exceed one-fourth proof test load. Fasteners attached to concrete ceiling shall be vibration resistant and shock resistant. Holes cut to depth of more than 1 1/2 inches in reinforced concrete beams or to depth of more than 3/4 inch in concrete joints shall not cut main reinforcing bars. Fill unused holes. Where conduit crosses expansion joints, provide suitable watertight expansion fitting that maintains conduit electrical continuity by bonding jumpers or other means. C. Make changes in direction of runs with symmetrical bends or molded fittings. Make field -made bends and offsets with conduit -bending machine suitable for type of conduit used. Do not install crushed or deformed conduits. Avoid trapped conduits. Prevent dirt or trash from lodging in conduits, boxes, fittings, and equipment during construction. Free clogged conduits of obstructions. D. Expansion Joints: Install as recommended by the manufacturer for the temperature conditions at time of installation. E. Pull Wire: Install in empty conduits. Pull wire shall be plastic having minimum 200 -pound tensile strength. Leave minimum 24 inches of slack at each end of pull wire. F. Locknuts and Bushings: Fasten conduits to sheet metal boxes and cabinets with two locknuts where required by NFPA 70, where insulated bushings are provided, and where bushings cannot be brought into firm contact with the box; otherwise, provide minimum single locknut and bushing. Locknuts shall have sharp edges for digging into wall of metal enclosures. Install bushings on ends of conduits, and provide insulating type where required by NFPA 70. November 21, 2014 262005-6 Marina Electrical 3.3 3.4 3.5 MARINA PARK PACKAGE MARINA DOCKS G. Stub -Ups: Provide conduits stubbed up through concrete structures for connection to freestanding equipment with adjustable top or coupling threaded inside for plugs, set flush with finished structure. Extend conductors to equipment in rigid conduit. Where no equipment connections are made, install screwdriver -operated threaded flush non -corroding plugs in conduit end. Conduit and Cable Connections: Provide watertight connectors for conduit and cable connections to boxes and cabinets. BOXES, OUTLETS, AND SUPPORTS A. Provide boxes in wiring or raceway systems wherever required for pulling of wires, making connections, and mounting of devices or fixtures. Boxes for metallic raceways shall be cast - metal, hub type, and when specifically indicated. Boxes in other locations shall be nonmetallic boxes provided with nonmetallic conduit system. Each box shall have volume required by NFPA 70 for number of conductors enclosed in a box. Provide gaskets for boxes. Provide separate boxes for flush or recessed fixtures when required by fixture terminal operating temperature. Fasten boxes and supports with wood screws on wood and with bolts and expansion shields on concrete. Support boxes directly from structure or by stainless steel hangers. Where stainless steel bar hangers are provided, attach bar to raceways on opposite sides of box, and support raceway with approved -type fastener maximum 24 inches from box. When penetrating reinforced concrete members, avoid cutting reinforcing steel. B. Boxes for use with raceway systems shall be minimum 1 1/2 inches deep, except where shallower boxes required by structural conditions are approved. Boxes shall be minimum 4 inches square, except that 4 -by 2 -inch boxes may be provided where only one raceway enters outlet. C. Pull Boxes: Construct of at least minimum size required by NFPA 70 compatible with nonmetallic raceway systems, except where cast -metal boxes are required in locations specified herein. Furnish boxes with screw -fastened covers. Where several feeders pass through common pull box, tag feeders to indicate clearly electrical characteristics, circuit number, and panel designation. DISTRIBUTION PANEL 1 TRANSFORMER UNIT A. Install distribution panel in conformance with manufacturer's instructions and Drawings. SPECIAL TECHNIQUES A. Mounting Heights: Mount panelboards, circuit breakers, and disconnecting switches so maximum height of operating handle is not higher than 78 inches above finished structure. B. Conductor Identification: Provide within each enclosure where tap, splice, or termination is made. For conductor sizes No. 6 AWG and smaller diameter, color coding shall be by factory - applied, color -impregnated insulation. For conductor sizes No. 4 AWG and larger diameter, color coding shall be by plastic -coated, self -sticking markers; colored nylon cable ties and plates; or heat shrink -type sleeves. Identify control circuit terminations. C. Splices: Make splices in accessible locations. Make splices in conductor sizes No. 10 AWG and smaller diameter with insulated, pressure-type connector. Make splices in conductor sizes No. 8 AWG and larger diameter with solderless connector, and cover with insulation material equivalent to conductor insulation. Splices in dock pull boxes or below grade shall be rated submersible. November 21, 2014 262005-7 Marina Electrical MARINA PARK PACKAGE 4 MARINA DOCKS D. Covers and Device Plates: Install gasketed plates with alignment tolerance of 1/16 inch. 3.6 FIELD QUALITY CONTROL A. Furnish test equipment and personnel. Notify Engineer 5 working days prior to each test. B. Devices Subject to Manual Operation: Operate each device subject to manual operation at least five times, demonstrating satisfactory operation each time. C. Distribution Panel: 1. Measure output voltage of branch circuits. Inspect installation to assure unit is properly grounded. D. Grounding System Test: Test grounding system to ensure continuity and resistance to ground is not excessive. Test each ground bus for resistance to ground before making connections to the bus; tie grounding system together and test for resistance to ground. Make resistance measurements in dry weather. END OF SECTION November 21, 2014 262005-8 Marina Electrical SECTION 31 6237 MARINE PRECAST CONCRETE PILES PART1- GENERAL 1.1 WORK INCLUDED MARINA PARK PACKAGE MARINA DOCKS A. MARINE PRECAST CONCRETE PILES consists of furnishing all labor, equipment, materials, and incidentals necessary to furnish and install marina dock guide piles, gangway platform bearing piles, pile caps and other related Work complete, as indicated on the Drawings and as specified. 1.2 RELATED WORK A. Section 02 0001 - Basic Site Materials and Methods B. Section 05 5000 — Metal Fabrications C. Section 35 5135 — Floating Docks 1.3 MEASUREMENT AND PAYMENT A. The contract lump sum price paid for MARINE PRECAST CONCRETE PILES shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in furnishing and installing the marina dock guide piles and caps, gangway platform bearing piles, boat hoist platform bearing piles, and shall include concrete strength and performance testing, finishing and repair or replacement of piling as shown on the Drawings, as specified in the Reference Standards, specified herein, and as directed by the Engineer. Payment will be made under MARINE PRECAST CONCRETE PILES bid item. B. No payment will be made for installation when piles are driven out of tolerance until the piles are placed in the correct position and within the specified tolerances. 1.4 REFERENCES A. American Concrete Institute (ACI): ACI 543R Recommendations for Design, Manufacture, and Installation of Concrete Piles ACI 347 Recommended Practice for Concrete Form Work B. American Society for Testing and Materials (ASTM International): ASTM A36 Standard Specification for Carbon Structural Steel ASTM A53 Standard Specification for Pipe, Steel, Black and Hot -Dipped Zinc -Coated (Galvanized) Welded and Seamless ASTM A82 Standard Specification for Steel Wire, Plain for Concrete Reinforcement ASTM A416 Standard Specification for Steel Strand, Uncoated Seven -Wire Stress Relieved Strand for Prestressed Concrete ASTM A615 Standard Specification for Deformed and Plain Billet — Steel Bars for Concrete Reinforcement ASTM A706 Specification for Low -Alloy Steel Deformed Bars for Concrete Reinforcement November 21, 2014 316237-1 Marine Precast Concrete Piles MARINA PARK PACKAGE MARINA DOCKS ASTM A775 Standard Specification for Epoxy -Coated Steel Reinforcing Bars ASTM A934 Standard Specification for Epoxy -Coated Prefabricated Steel Reinforcing Bars ASTM C31 Practices for Making and Curing Concrete Test Specimens in the Field ASTM C33 Standard Specification for Concrete Aggregates ASTM C39 Test Method for Compressive Strength of Cylindrical Concrete Specimens ASTM C88 Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate ASTM C136 Standard Test Method for Sieve analysis of Fine and Coarse Aggregates ASTM C143 Standard Test Method for Slump of Hydraulic Cement Concrete ASTM C150 Standard Specification for Portland Cement ASTM C289 Test Method for Potential Reactivity of Aggregates (Chemical Method) ASTM C309 Standard Specification for Liquid Membrane -Forming Compounds for Curing Concrete ASTM C470 Standard Specification for Molds for Forming Concrete Test Cylinders Vertically ASTM C494 Standard Specification for Chemical Admixtures for Concrete ASTM D1785 Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe, Schedules, 40, 80, and 120 ASTM D3963 Standard Specification for Fabrication and Jobsite Handling of Epoxy Coated Reinforcing Steel Bars C. Prestressed Concrete Institute (PCI); PCI MNL -116 Manual for Quality Control for Plants and Production of Precast and Prestressed Concrete Products PCI MNL -120 PCI Design Handbook - Precast and Prestressed Concrete PCI MNL -123 Design and Typical Details of Connections for Precast and Prestressed Concrete PCI MNL -135 Tolerance Manual for Precast and Prestressed Concrete Construction D. Reference Specifications (RS) are the 2009 Edition of the "Greenbook", Standard Specifications for Public Works Construction. 1.5 DESIGN REQUIREMENTS A. For the marina guide piles, the applied lateral wind and impact loads shall be calculated for not lower than a +7.5 foot MLLW water surface, and a load height acting upon the piles at no lower than +8,5 foot MLLW. B. Loads imposed on the dock framing system as previously noted in this loading criteria, shall be imposed in -like kind to the piles providing the lateral load resistance for the docks. C. Pile penetration shall not be less than 15 feet, nor the calculated penetration plus 3 feet. November 21, 2014 31 6237-2 Marine Precast Concrete Piles MARINA PARK PACKAGE 4 MARINA DOCKS D. Marina guide pile typical cutoff elevation shall not be lower than +13.0 feet,MLLW. E. Piles are to be round and include jet tube assembly as depicted on the drawings. Jet tube shall be PVC SCH80 Pipe. The jet tube couplings, nipple, elbow, and nozzle shall be SCH40 steel. Half (50%) of the production piles shall be fitted with stingers as depicted on the project drawings. 1.6 MIX DESIGN A. Mix shall be designed to produce a concrete that has maximum density, minimum shrinkage, and maximum smoothness of surface. B. Concrete mix design shall have a compressive strength, when tested in accordance with ASTM C39 at 28 days of 6,000 psi, conforming to RS Subsection 201-1.1.4. C. Water -Cement Ratio: Maximum 0.38 by weight. D. Total Air Content: 3 percent, determined in accordance with ASTM C173. E. Maximum Aggregate Size: 1 inch, in accordance with ACI 318 Section 3.3 for congested areas unless noted otherwise on the Drawings F. Proportion concrete in conformance with ACI 318, Chapter 4, Durability Requirements. 1.7 SUBMITTALS A. Submit concrete mix design conforming to RS Subsections 201-1.1 and 201-1.1.4 to Engineer for approval. B. Submit shop drawings for piles and reinforcing steel in conformance with ACI 318. Provide bending diagrams and assembly diagrams. Indicate splicing, laps of bars, shapes, dimensions, and details of bar reinforcing, accessories, and concrete cover. Do not scale dimensions from structural Drawings to determine lengths of reinforcing rods. Reproductions of Drawings are unacceptable. C. Manufacturer's Data and Certificates of Compliance 1. Certificates of compliance, mill certificates, samples, and test results for prestressing steel, non -prestressed reinforcing steel, pile anchorage steel, PVC jetting tube, and all other embedded items. 2. Certificates of compliance, samples, and test results for cement, aggregates, and admixtures. 3. Certificates of jack calibration curves used in prestressing. Certificates shall be traceable to the NIST. 4. Fabrication Reports: The Contractor shall furnish a written report, including steam -curing data, on each pile approved source, certifying the pile conforms to the Drawings and to the Specification. 5. Submit six (6) copies of precasting manufacturer's quality control procedures established in accordance with PCI MNL116. This may include current IAS "Accredited Fabricator' or PCI "Plant Certification Program" certification for manufacturer of Group C3 products. November 21, 2014 31 6237-3 Marine Precast Concrete Piles MARINA PARK PACKAGE MARINA DOCKS D. Submit certification that aggregates meet the requirements of ASTM C33 Appendix XI for reactivity when tested in conformance with ASTM C289. Submit certification that the aggregates meet the soundness requirements of ASTM C33 when tested in accordance with the requirements of ASTM C88 using a sodium sulfate solution. Project Record Documents: Accurately record the following: Sizes, lengths, and locations of piles. 2. Sequence of driving. 1.8 QUALITY ASSURANCE A. Fabricate in accordance with requirements of PCI MNL -116. B. Design and select pile components under direct supervision of a Professional Engineer experienced in design of this Work and licensed in the State of Califomia. C. Installer Qualifications: Company specializing in performing the work of this section with minimum five years of experience. D. Manufacturer and Fabricator Qualifications: Company specializing in manufacturing products specified in this Section, with not less than three years of documented experience. Piles shall not be driven for at least fourteen (14) days after casting, and until the compressive strength of the concrete has reached at least 6,000 psi as determined by standard test cylinders obtained at the Contractor's expense and cured under the same conditions as the piles. 1.9 SITE CONDITIONS A. Sub -soil conditions are generally described in the geotechnical boring logs and geotechnical reports as referenced in Section 02 0001 BASIC SITE MATERIALS AND METHODS, 1.3.C. Geotechnical Reports. The responsibility of interpreting this data rests with the Contractor, and the City makes no representation as to the accuracy or consistency of the data provided. PART2-PRODUCTS 2.1 MATERIALS A. Portland cement concrete shall conform to RS Subsection 201 1 unless shown otherwise on Drawings. Portland cement shall be Type 11, low alkali (0.6 percent, maximum), in conformance with ASTM C150. B. Prestressing steel tendons shall meet ASTM A416, Grade 270, seven -stranded steel cable, low - relaxation type, full length without splices, uncoated and as indicated on Drawings. C. Reinforcing steel shall be Grade 60 in conformance with ASTM A615, RS Subsection 201-2 and ACI 318. Bars shall be fusion bonded epoxy coated (purple) conforming to the provisions in ASTM A775 and ASTM A934, except thickness shall be 7 mils minimum. Repairs to damaged coating shall be as described in ASTM D3963, except all visible cracks shall be repaired. November 21, 2014 316237-4 Marine Precast Concrete Piles MARINA PARK PACKAGE 4 MARINA DOCKS D. Aggregate shall be normal weight in conformance with RS Subsection 200 1.4, and shall conform to ASTM C33, and ACI 318, except where concrete is specified by Class on Drawings in conformance with RS Subsection 201-1.1.2. E. Non -shrink grout shall be chosen by Contractor and closely match the color of the new bulkhead cap, with samples to be provided to the City / Engineer prior to final grouting, Other non -masonry grouts shall conform to RS Subsection 201-7 and as indicated on Drawings. Chemical admixtures shall conform to RS Subsection 201-1.2.4 1. Calcium chloride shall not be used. 2. Strength of concrete with admixture shall be, at 48 hours and more, not less than similar concrete without the admixture. G. Stingers shall be made from H -pile steel at the dimensions and embedment as depicted on the drawings. 2,2 PILE CAPS A. Pile caps shall be conical molded fiberglass reinforced plastic, with a minimum thickness of 1/8 inch and a white gel coat finish and attached to the guide pile with a marine grade epoxy adhesive. PART 3 - EXECUTION 3.1 PREPARATION A. Use driving method that will not cause damage to nearby structures or concrete sheet piling. 3.2 INSTALLATION A. Piles shall be hammer driven full length. Jetting may be used to assist in the hammer driving. If jetting is used, it must terminate 5' above tip elevation. B. Drive piles in the presence of the Engineer. Provide facilities for the Engineer to inspect and record pile data. C. Marking of Piles: Mark each pile at 1 -foot intervals for the purpose of recording the penetration resistance and depth of penetration of the pile. The marks shall be clearly visible. D. Protect pile head during driving, using cushion cap with full bearing on pile butt for even distribution of hammer blow. E. Do not damage piles during driving operations. Location of top of pile shall be within two inches of the location shown on the Drawings. Piles shall be driven with an inclination of not more than 1/8 per foot from vertical. To determine location, the piles shall not be pulled from their natural (freestanding) location. The natural (freestanding) location shall be determined without constraint, support, or movement of the leads against the piles. November 21, 2014 31 6237-5 Marine Precast Concrete Piles MARINA PARK PACKAGE MARINA DOCKS 3.3 UNACCEPTABLE PILES A. Unacceptable Piles: Piles that are placed out of position that affect other design elements, are below cut-off elevations, or are damaged. B. Replace piles to conform to specified requirements. END OF SECTION November 21, 2014 316237-6 Marine Precast Concrete Piles MARINA PARK PACKAGE MARINA DOCKS SECTION 33 0510 MARINA PIPING AND EQUIPMENT SYSTEMS PART1- GENERAL 1.1 WORK INCLUDED A. MARINA PIPING AND EQUIPMENT SYSTEMS consists of furnishing transportation, labor, materials, and equipment to furnish, install, and test the dock potable water, fire water and sewer pump out system(s), including piping, valves, hose bibbs, fire hose and fire extinguisher cabinets, gangway piping, hose connections, and sewage equipment as specified and as indicated on the mechanical Drawings for the docks. 1.2 RELATED WORK A. Section 26 2005 — Marina Electrical B. Section 35 5135 — Floating Docks C. Section 35 5140 - Gangways 1.3 MEASUREMENT AND PAYMENT A. The contract lump sum price paid for MARINA PIPING AND EQUIPMENT SYSTEMS shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in furnishing and installing the marina mechanical and fire system as shown on the Drawings, as specified in the Reference Standards, specified herein, and as directed by the Engineer. Payment will be made under MARINA PIPING AND EQUIPMENT SYSTEMS unit price bid item. 1.4 REFERENCES A. American National Standards Institute (ANSI) B. American Society of Mechanical Engineers (ASME): ASME 816.3 Malleable -Iron Threaded Fittings, Classes 150 and 300 ASME B16.5 Pipe Flanges & Flanged Fittings ASME B16.9 Factory -Made Wrought Steel Buttwelding Fittings ASME B16.18 Cast Copper Alloy Solder Joint Pressure Fittings ASME 816.22 Wrought Copper and Copper Alloy Solder Joint Pressure Fittings ASME B16.24 Cast Copper Alloy Pipe Flanges and Flanged Fittings Class 150, 300, 400, 600, 900, 1500, and 2500 C. American Society for Testing and Materials (ASTM International) ASTM A53 Standard Specification for Pipe, Steel, Black and Hot -Dipped Zinc -Coated Welded and Seamless ASTM A105 Standard Specification for Carbon Steel Forgings for Piping Applications ASTM At 83 Standard Specification for Carbon Steel Track Bolts and Nuts November 12, 2014 330510-1 Marina Piping and Equipment Systems D. American Water Works Association (AWWA): AWWA C110 Ductile -Iron and Gray -Iron Fittings, 3in. through 48in. for Water and Other Liquids ASME/AWWA C151/A21.51 Ductile -Iron Pipe, Centrifugally Cast, for Water or Other Liquids ASME/AWWA C206 Field Welding of Steel Water Pipe AWWA C500 Metal -Seated Gate Valves for Water Supply Service AWWA C651 Disinfecting Water Mains AWWA M23 PVC Pipe - Design and Installation E. Factory Mutual (FM) F. Manufacturers Standardization Society Of The Valve And Fittings Industry, Inc. (MSS): MSS SP -58 Pipe Hangers and Supports — Materials, Design and Manufacture MSS SP -69 Pipe Hangers and Supports — Selection and Application MSS SP -80 Bronze Gate, Globe, Angle and Check Valves MSS SP -110 Ball Valves Threaded, Socket -Welding, Solder Joint, Grooved and Flared Ends G. National Fire Protection Association (NFPA): NFPA 14 Installation of Standpipe and Hose Systems NFPA 303 Marinas and Boatyards November 12, 2014 330510-2 Marina Piping and Equipment Systems MARINA PARK PACKAGE 4 MARINA DOCKS ASTM A234 Standard Specification for Piping Fittings of Wrought Carbon Steel and Alloy Steel for Moderate and High Temperature Service ASTM B32 Standard Specification for Solder Metal ASTM B42 Standard Specification for Seamless Copper Pipe, Standard Sizes ASTM B88 Standard Specification for Seamless Copper Water Tube ASTM B584 Standard Specification for Copper Alloy Sand Castings for General Applications ASTM D1784 Standard Specification for Poly (Vinyl Chloride) PVC Compounds and Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds ASTM D1785 Standard Specification for Polyvinyl Chloride (PVC) Plastic Pipe, Schedules 40, 80, and 120 ASTM D2241 Standard Specifications for Polyvinyl Chloride (PVC) Pressure -Rated Pipe (SDR Series) ASTM D2467 Standard Specification for Polyvinyl Chloride (PVC) Plastic Pipe Fittings, Schedule 80 ASTM D2564 Standard Specification for Solvent Cements for Polyvinyl Chloride (PVC) Plastic Piping System ASTM D3035 Standard Specification for Polyethylene (PE) Plastic Pipe (DR- PR) Based on Controlled Outside Diameter ASTM F714 Standard Specification for Polyethylene (PE) Plastic Pipe (SDR- PR) Based on Outside Diameter D. American Water Works Association (AWWA): AWWA C110 Ductile -Iron and Gray -Iron Fittings, 3in. through 48in. for Water and Other Liquids ASME/AWWA C151/A21.51 Ductile -Iron Pipe, Centrifugally Cast, for Water or Other Liquids ASME/AWWA C206 Field Welding of Steel Water Pipe AWWA C500 Metal -Seated Gate Valves for Water Supply Service AWWA C651 Disinfecting Water Mains AWWA M23 PVC Pipe - Design and Installation E. Factory Mutual (FM) F. Manufacturers Standardization Society Of The Valve And Fittings Industry, Inc. (MSS): MSS SP -58 Pipe Hangers and Supports — Materials, Design and Manufacture MSS SP -69 Pipe Hangers and Supports — Selection and Application MSS SP -80 Bronze Gate, Globe, Angle and Check Valves MSS SP -110 Ball Valves Threaded, Socket -Welding, Solder Joint, Grooved and Flared Ends G. National Fire Protection Association (NFPA): NFPA 14 Installation of Standpipe and Hose Systems NFPA 303 Marinas and Boatyards November 12, 2014 330510-2 Marina Piping and Equipment Systems MARINA PARK PACKAGE MARINA DOCKS H. Reference Specifications (RS) are the 2009 Edition of the "Greenbook', Standard Specifications for Public Works Construction I. The Society for Protective Coatings (SSPC): SSPC-PS 12.00 Guide to Zinc Rich Coating Systems J. Underwriters Laboratories Incorporated (UL) 1.5 SUBMITTALS A. Provide manufacturer's data including but not limited to drawings, connection details, manuals, UL listings, FM approvals, disinfection reports, bacteriological reports, installation instructions and/or catalog cut sheets for the following: 1. Pipe, fittings and valves 2. Joints and couplings 3. Hoses and hose connections, including stainless steel outer helix wire 4. Central vacuum pump -out unit 5. Sewer hose cart enclosure 6. Sewer hydrants 7. Fire extinguisher cabinets 8. Fire extinguishers 9. Pipe hangers and supports 1.6 DELIVERY, STORAGE, AND HANDLING A. Inspect materials delivered to site for damage. Unload and store with minimum handling. Store materials on site in enclosures or under protective covering. Store plastic piping under cover out of direct sunlight. Do not store materials directly on the ground. Keep inside of pipes, fittings and equipment free of dirt and debris. B. Pipes: 1. Store pipe in stock piles built on a flat base. 2. Keep rubber gaskets from excessive heat and free from oil and grease. C. Store fittings, cabinets, pump out units, sewer hydrant equipment, and valves on wooden platforms above ground. D. Handle pipe, fitting, valves, and other accessories in such manner as to ensure delivery to the docks and installation location in a sound undamaged condition. PART2-PRODUCTS 2.1 WATER SYSTEMS MATERIALS A. The materials and equipment to be furnished under this Section shall be standard products of the manufacturer. Where two or more units of the same equipment are required, units shall be November 12, 2014 330510-3 Marina Piping and Equipment Systems MARINA PARK PACKAGE MARINA DOCKS the product of a single manufacturer. Materials shall be delivered to the jobsite new and unused. All materials shall be weatherproof and suitable for a corrosive marine environment, including UV resistance. No ferrous materials shall be used unless specified or indicated on the plans. B. Hangers, straps, brackets, fasteners, and appurtenances above the water line shall be type 316 stainless steel as detailed on the Drawings. Other hangers and supports shall be as indicated on Drawings or required to maintain indicated support spacing. C. Hangers, straps, and brackets below the water line shall be heavy duty marine grade vinyl or plastic as detailed on the Drawings. Other hangers and supports shall be as indicated on Drawings or required to maintain indicated support spacing D. Potable Water Piping: The pipe material for installation is noted on Drawings. Fittings, flanges, and appurtenances shall be compatible with the pipe. Copper Tubing: a. ASTM 888, Type K with ASME 816.18 or ASME B16.22 solder joint fittings. Provide ASTM B42 copper pipe nipples with threaded end connections. Provide approved lead-free solder. b. Ball Valves shall be, copper alloy with threaded ends. Ball Valves shall be full port have quarter turn lever handles and be rated for 600 psi. Ball valves shall comply with MSS SPA 10, while check valves shall comply with MSS SP -80 and be rated for 300 psi. 2. Stainless Steel (SS) Piping: a. SS piping shall be Schedule 40, Type 316 Stainless Steel. 3. Polyvinyl Chloride (PVC) Piping UVR: a. PVC piping shall be Schedule 80 Plain end UVR, ASTM D1784 and ASTM D1785 pipe and ASTM D2467 Schedule 80 fittings with solvent weld joints. Solvent shall conform to ASTM D2564. Where threaded joints are noted, Schedule 80 pipe and fittings shall be used in conformance with ASTM D 2467. b. Shut off valves in dock potable water system shall be copper alloy ball valves as noted above in the 'Potable Water Piping' Article above. C. Plastic pipe and fittings shall bear the seal of the National Sanitation Foundation for potable water service. 4. High Density Polyethylene (HDPE) Piping: a. HDPE piping shall be SDR -11, per ASTM D3035 and ASTM F714. b. Joints shall be butt fuse welded. C. HDPE pipe shall include carbon black for UV Resistance. 5. Flexible Hose: Flexible Hose and fitting materials shall be compatible with potable water and suitable for 24 hour contact with chlorine sterilization solution in the hose interior, and with seawater and sunlight on the hose exterior. November 12, 2014 330510-4 Marina Piping and Equipment Systems MARINA PARK PACKAGE 4 MARINA DOCKS b. Factory assembled lengths with 200 psi working pressure and marine stainless steel (SS316) couplings each end, including stainless steel (SS316) outer helix wire 6. Hose Bibbs: a. Dock hose bibb stations shall be 3/4 -inch Henderson Marine Supply Hose Bibb No. 30219 and Vacuum Breaker No. 11850 as approved equivalent. E. Firewater Piping: The pipe material for installation on the docks is noted on Drawings. Fitting, flanges, and appurtenances shall be compatible with the pipe. High Density Polyethylene (HDPE) Piping: a. HDPE piping shall be SDR -11, per ASTM D3035 and ASTM F714. b. Joints shall be butt fuse welded. 2. Stainless Steel (SS) Piping: SS piping shall be Schedule 40, Type 316 Stainless Steel. 3. Copper Tubing: a. Copper Tubing shall be ASTM B88, Type K with ASME 816.18 or ASME B16.22 solder joint fittings. Provide ASTM B42 copper pipe nipples with threaded end connections. Provide ASTM B32, 95-5 tin -antimony solder, or provide approved lead-free solder. Fire Extinguishers and Cabinets: Fire extinguishers shall be as noted on the Drawings. Fire extinguisher cabinets shall be Item No. 11-020 Y (Yellow), as distributed by Henderson Marine at (800) 523-1586, or approved equal, and shall be installed as noted on Drawings. 2.2 SEWER SYSTEM MATERIALS A. Sewer Systems Pump -out Units: 1. Dock sanitary sewer system shall include a central vacuum pump Masterline CV5400 unit as manufactured by EMP industries, telephone number (800) 355-7867or approved equal. All units shall have a minimum 5 horsepower motor, 60 gallon per minute capacity, and 29 inches of mercury vacuum. 2. Each unit shall be capable of evacuating sewage from boats holding tanks and delivering to an atmospheric sewer system as noted on Drawings. The systems shall also be provided with a 1-1/2 inch hose connections. The pump -out unit manufacturer shall provide the hoses and hose cart. Hose shall be 1-1/2 inch size, flexible polypropylene, vacuum rated, UV resistant with quick -release fittings at each end. Controls for unit shall be mounted on or immediately adjacent to unit and also be mounted on the hose reel cart. Manual controls are required. Remote controls are specifically excluded. Unit shall be base mounted, provided with a marine grade aluminum or stainless steel enclosure, with powder coating finish. Final finish coat shall be white. Each unit shall be provided with the recommended spare parts for commissioning and two years of operation, including all required special tools. 3. Manufacturer's warranty for pump out unit shall be a minimum of 3 years after installation. November 12, 2014 330510-5 Marina Piping and Equipment Systems MARINA PARK PACKAGE MARINA DOCKS 4. Hose reel cart enclosure shall be provided for storage of hose reel cart. Enclosure shall be located adjacent to pump -out unity and be of similar construction to pump -out unit steel enclosure: base mounted, marine grade aluminum or stainless steel, with powder coating finish. Final finish coat shall be white. B. Sewer piping and appurtenances: 1. Rigid sewer piping on the suction side of the dock sanitary sewer system shall be 2" diameter Yelomine Restrained Joint PVC pipe, SDR -17,. Suction piping shall be able to withstand a full vacuum of 29 inches of mercury, and a working pressure of 20 psi. 2. Rigid sewer piping on the discharge side of the dock sanitary sewer system shall be 3" Yelomine Restrained Joint PVC pipe, SDR -17. Piping shall be hydrotested at 75 psi for 15 minutes. 3. Flexible sewer piping on the discharge side of the dock sanitary sewer system shall be factory assembled lengths of Goodall Rubber Co., Cyclone Series with stainless steel outer helix wire, ferrules, and couplings, or approved equal, with 150 psi minimum working pressure marine stainless steel Dixon "Boss' couplings each end, or approved equal. Hose assemblies at gangways on sanitary sewer force main shall be factory assembled, lengths as required to allow docks to rise and fall with tidal movement without undue stress to hose assembly. 4. All valves shall be full port. 5. Sewer pipe shall be labeled "Sewer" on every delivered joint of pipe. 6. All fittings, flanges, and hardware shall be per manufacturer's specifications. 7. Hangers and supports shall be type 316 stainless steel, and as specified on Drawings 8. Pipe supports at the docks shall conform to MSS SP -58 and MSS SP -69. Support materials may be stainless steel or as noted on Drawings. A 1/16 inch thick sheet of polyethylene or other electrically isolating material shall be placed between the pipe and support, where the pipe and support are of dissimilar metal. The sheet shall extend 2 inches beyond the edge on both sides of the support. Manufacturer's listed maximum load ratings shall not be exceeded. Pipe shall not exceed spacing noted on Drawings or manufacturer's recommendation, whichever is smaller. 9. A portable hose cart shall be supplied to connect between the vessel and sewer hydrant. The hose cart shall have a 75' long, 1-1/2" diameter hose able to withstand a full vacuum of 29 inches of mercury, and a working pressure of 20 psi. Hose cart shall be provided from the same manufacturer as the marine pump -out system. PART 3 -EXECUTION 3.1 INSTALLATION A. Material and equipment shall be worked into a complete, convenient, and economical system or systems; all apparatus, parts, materials, and accessories which are necessary to accomplish this result shall be furnished and worked into place. Manufacturer's instructions, written or otherwise, shall be followed, unless superseded herein. B. Piping shall follow the general arrangement shown on Drawings. Provision for expansion and contraction of pipe lines shall be made where necessary. Piping shall be run essentially as indicated on Drawings, care being taken to avoid interference with other piping, conduit, or equipment. The location of piping to be run on gangways and docks shall be carefully coordinated with electrical conduits specified, other utility piping and equipment location. Before November 12, 2014 330510-6 Marina Piping and Equipment Systems MARINA PARK PACKAGE 4 MARINA DOCKS jointing and erection of piping, thoroughly clean interiors of pipe, and components. Maintain cleanliness by closure of pipe openings with caps or plugs. Before making final equipment connections, blow out each system with compressed air at 100 psig or more. C. The fire water system material, equipment and installation shall comply with NFPA 14 and NFPA 303. Signage for the fire department connections shall be as indicated on the Drawings and as approved by the Engineer and the City of Newport Beach Fire Department. D. Pipe, fittings, valves, and accessories will be carefully inspected by the Contractor before and after installation and those found defective shall be replaced. Remove fins and burrs from pipe and fittings. Before placing in position, clean pipe, fittings, valves, and accessories and maintain in a clean condition. Cut pipe accurately to measurements established at the site and work into place without springing or forcing. Replace by one of the proper dimension any pipe or fitting that does not allow sufficient space for proper installation of jointing material. Provide proper facilities for positioning piping into installation location. Provide anchors and supports where necessary for fastening work into place. Make proper provision for expansion and contraction of piping. At the end of each day's work, close open ends of pipe temporarily until pipe is to be worked on. E. Solder End Valves: Remove stems and washers and other item subject to damage by heat during installation. Reassemble valve after soldering is completed. Valves without heat sensitive parts do not require disassembly but shall be opened at least two turns during soldering. 3.2 FIELD TESTS AND INSPECTIONS A. The potable water, firewater and sewer systems shall be subjected to hydrostatic test. Each system may be tested as a unit or in sections, subject to approval by the Engineer. Prior to application of the test pressure, install a calibrated test pressure gage in each system to indicated any loss in pressure occurring during the test. Apply and maintain the test pressure as noted on the Drawings and in conformance with the agencies having jurisdiction, during which time there shall be no evidence of leakage as detected by a reduction in test pressure. Should a reduction occur, leaks shall be located, repaired, and the test repeated. Test pressure shall be as stated on Drawings. All equipment and apparatus required for the tests shall be furnished by the Contractor. B. The Engineer will conduct field inspections and witness field tests specified in this section. The Contractor shall perform field tests and provide labor, equipment, and incidentals required for testing, except that water and electric power needed for field tests will be furnished as set forth in the utility applicable section. Contractor shall be able to produce evidence, when required, that each item of work has been constructed in accordance with the Drawings and Specifications. 3.3 STERILIZATION OF POTABLE WATER SYSTEMS A. Contractor shall sterilize potable water systems per City disinfection and flushing standards. END OF SECTION November 12, 2014 330510-7 Marina Piping and Equipment Systems MARINA PARK PACKAGE MARINA DOCKS SECTION 35 0150 OPERATION AND MAINTENANCE OF MARINE CONSTRUCTION PART1- GENERAL 1.1 WORK INCLUDED A. OPERATION AND MAINTENANCE OF MARINE CONSTRUCTION consists of furnishing transportation, labor, materials, and equipment to maintain the structural, mechanical, and electrical components of the concrete floating dock system and appurtenances (cleats, bumpers, modular floats, timber wales, rub rail, bull rail, pile guide frames, sabot racks, dinghy racks, gangways, dock boxes, utilities, utility conduits, pipelines, and boat hoist). B. Work shall be as detailed in this section and cover any additional installed elements during the course of construction work. Work and maintenance equipment shall be compatible and suited for their intended use in a marine environment. C. Maintenance shall be in accordance with the "Floating Dock System Operation and Maintenance Procedures" as provided for in the Submittals within Section 35 5135 FLOATING DOCKS. 1.2 RELATED WORK A. Section 05 5000 — Metal Fabrications B. Section 09 9000 — Painting and Coating C. Section 10 1400 — Signage D. Section 26 2005 — Marina Electrical E. Section 31 6237 — Marine Precast Concrete Piles Section 33 0510 — Marina Piping and Equipment Systems G. Section 35 5135 — Floating Docks H. Section 35 5140 - Gangways 1.3 MEASUREMENT AND PAYMENT A. The contract lump sum price paid for OPERATION AND MAINTENANCE OF MARINE CONSTRUCTION shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in maintaining the floating docks, waterside utilities, and dock appurtenances (including the low -profile modular docks, gangways bull rail, cleats, dock boxes, dinghy racks, sabot racks, collapsible ladders, boat hoist, and other related items) as shown on the Drawings, as specified in the Reference Standards, specified herein, and as directed by the Engineer. Payment will be made under OPERATION AND MAINTENANCE OF MARINE CONSTRUCTION unit price bid item. November 21, 2014 350150-1 Operation and Maintenance of Marine Construction MARINA PARK PACKAGE MARINA DOCKS 1.4 REFERENCES A. American Welding Society (AWS): AWS D1.1 Structural Welding Code - Steel B. American Wood Preservers Association (AWPA): AWPA M4 Standard for the Care of Preservative -Treated Wood Products C. California Department of Boating and Waterways (DBW): Layout and Design Guidelines for Marina Berthing Facilities, July 2005 D. City of Newport Beach: Waterfront Project Guidelines and Standards, 2008 Edition, Harbor Design Criteria Commercial R Residential Facilities E. Reference Specifications (RS) are the 2009 Edition of the "Greenbook", Standard Specifications for Public Works Construction: 1.5 SUBMITTALS A. Submit experience data verifying the years of experience and examples in the maintenance of concrete floating docks and appurtenances including the project location, date of installation, and Owner (including the name, address, phone number of a person who can be contacted for verification). B. Submit quality control plan to be used during the maintenance of the floating dock system. C. Submit a complete and accurate record of all maintenance performed during the course of the maintenance period. The record shall include float identification, date maintained, and work done. PART 2 -EXECUTION A. Perform maintenance in accordance with the approved "Floating Dock System Operation and Maintenance Procedures" as provided for in the Submittals within Section 35 5135 FLOATING DOCKS. B. Attachment of supplemental hardware should be avoided if possible. C. Visually inspect all dock accessories and check for unacceptable wear or abrasion and loose or missing fasteners. Secure all loose fasteners or replace as necessary. Inspect for damage to galvanized coating and repair. D. Visually inspect for signs of damage, especially vessel impact and abrasion. Impact and abrasion damage that penetrates through the waler preservative treating should be field treated with multiple brush applications of an approved preservative solution. November 21, 2014 350150-2 Operation and Maintenance of Marine Construction MARINA PARK PACKAGE MARINA DOCKS E. Visually inspect pile rub boards or liners and replace any experiencing unacceptable wear or abrasion (unacceptable is considered wear or tear that allows the pile or dock movement to exceed the design tolerance at time of installation, or if steel -on -steel contact is imminent). F. Through rods shall be tightened to manufacturer's recommendations. Dock leveling shall be incorporated, as necessary, for floats out of alignment or that have moved out of vertical alignment. G. Piping shall be inspected for leaks or if unusual noise is reported. Fire hoses should be inspected for deterioration and the extinguishers should be inspected by a fire protection company. Extinguishers shall be recharged as necessary. H. The electrical system shall be inspected by a licensed electrical contractor. This refers to all electrical components, including outlets, pull boxes, panels, and shore connections. Any broken or improperly used outlets shall be repaired or replaced. Freeboard shall be maintained within V-2" of design. Visually inspect for abnormalities in freeboard and correct as necessary by removing sea growth or providing supplemental flotation to return to design freeboard. Inspection interval: semi-annually, and in cases where any portion of the float system is subjected to abnormal usage or an exceedance of design conditions, in particular storm events. Q, INZ67�'ixQIto]II November 21, 2014 350150-3 Operation and Maintenance of Marine Construction SECTION 35 5135 FLOATING DOCKS PART 1- GENERAL 1.1 WORK INCLUDED MARINA PARK PACKAGE MARINA DOCKS A. FLOATING DOCKS consists of furnishing transportation, labor, materials, and equipment to design, fabricate and install a concrete floating dock system, complete and ready to use, including precast concrete floats, connection hardware, and dock accessories, (cleats, bumpers, timber wales, rub rail, pile guide frames, dock boxes, utilities and provisions for routing utility conduits and pipelines). B. The layout and functional dimensions of the floating dock system are indicated on Drawings. The floating dock system shall be designed by Contractor to meet requirements of Drawings and this Section. Materials shall be compatible and suited for their intended use in a marine environment. 1.2 RELATED WORK A. Section 05 5000 — Metal Fabrications B. Section 26 2005 — Marina Electrical C. Section 31 6237 — Marine Precast Concrete Piles D. Section 33 0510 — Marina Piping and Equipment Systems E. Section 35 0150 — Operation and Maintenance of Marine Construction F. Section 35 5140 - Gangways 1.3 MEASUREMENT AND PAYMENT A. The contract lump sum price paid for FLOATING DOCKS shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in furnishing and installing the floating docks, waterside utilities, and dock appurtenances (including the low -profile modular docks, bull rail, cleats, dock boxes, dinghy racks, collapsible ladders, and other related items) as shown on the Drawings, as specified in the Reference Standards, specified herein, and as directed by the Engineer. Payment will be made under FLOATING DOCKS unit price bid item. 1.4 REFERENCES A. American Concrete Institute (ACI): ACI 211.2 Standard Practice for Selecting Propositions for Structural Lightweight Concrete ACI 212.3R Chemical Additives for Concrete ACI 318 Building Code Requirements for Structural Concrete B. American Institute of Steel Construction, Inc. (AISC): AISC Manual Steel Construction Manual — 13th Edition November 21, 2014 355135-1 Floating Docks MARINA PARK PACKAGE MARINA DOCKS C. American Society for Testing and Materials (ASTM International): ASTM A36 Standard Specification for Carbon Structural Steel ASTM A123 Standard Specification for Zinc (Hot -Dip Galvanized) Coatings on Iron and Steel Products ASTM A153 Standard Specification for Zinc Coating (Hot -Dip) on Iron and Steel Hardware ASTM A185 Standard Specification for Steel Welded Wire Reinforcement, Plain, for Concrete ASTM A325 Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength ASTM A416 Standard Specification for Steel Strand, Uncoated Seven -Wire for Prestressed Concrete ASTM A615 Standard Specification for Deformed and Plain Carbon Steel Bars for Concrete Reinforcement ASTM A775 Standard Specification for Epoxy -Coated Steel Reinforcing Bars ASTM A884 Standard Specification for Epoxy -Coated Steel Wire and Welded Wire Reinforcement ASTM C33 Standard Specification for Concrete Aggregates ASTM C39 Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens ASTM C150 Standard Specification for Portland Cement ASTM C173 Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method ASTM C260 Standard Specification for Air -Entraining Admixtures for Concrete ASTM C330 Standard Specification for Lightweight Aggregates for Structural Concrete ASTM C494 Standard Specification for Chemical Admixtures for Concrete ASTM C578 Standard Specification for Rigid, Cellular Polystyrene Thermal Insulation ASTM C1107 Standard Specification for Packaged Dry, Hydraulic -Cement Grout (Nonshrink) ASTM D1785 Standard Specification for Poly Vinyl Chloride (PVC) Plastic Pipe, Schedules 40, 80, and 120 ASTM D3963 Standard Specification for Fabrication and Jobsite Handling of Epoxy -Coated Reinforcing Steel Bars ASTM F436 Standard Specification for Hardened Steel Washers ASTM F593 Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs ASTM F594 Standard Specification for Stainless Steel Nuts D. American Welding Society (AWS): AWS D1.1 Structural Welding Code - Steel American Wood Preservers Association (AWPA): AWPA M4 Standard for the Care of Preservative -Treated Wood Products November 21, 2014 355135-2 Floating Docks MARINA PARK PACKAGE 4 MARINA DOCKS F. California Department of Boating and Waterways (DBW): Layout and Design Guidelines for Marina Berthing Facilities, July 2005 G. City of Newport Beach: Waterfront Project Guidelines and Standards, 2008 Edition, Harbor Design Criteria Commercial & Residential Facilities H. West Coast Lumber Inspection Bureau (WCLIB): Standard No. 17 Grading and Dressing Rules for Lumber Reference Specifications (RS) are the 2009 Edition of the "Greenbook", Standard Specifications for Public Works Construction: 1.5 SYSTEM DESCRIPTION: DESIGN CRITERIA FOR FLOATING DOCKS A. Final calculations shall demonstrate that the concrete floating dock system and guide piles, using the criteria specified in this Section as a minimum standard, are designed to withstand the required loading, singularly or in combination, without damage to the dock or pile system, throughout the systems specified design life. The design loads shall be applied at the locations and in the combinations described in this Section. B. The layout and principal dimensions of the concrete floating dock system are indicated on the Drawings. Contractor shall provide a system that conforms to the layout and dimensions indicated on the Drawings and conforms to the provisions of this Section. C. The dock system shall be made of modular reinforced concrete floats designed in such a manner that modules may be replaced with similar modules in case of repairs. Modules shall consist of a concrete deck and fully encased polystyrene foam core. The foam core shall be encapsulated in concrete or an approved equal product to prevent any contact between the foam and seawater, and protect it from damage. Modules shall be connected to form continuous sections of floating dock by structural members or bolted connections capable of transmitting all loads imposed upon individual dock modules, or combinations of dock modules, to the floating dock restraint system. D. Freeboard under dead load only shall not be less than 18 inches or more than 24 inches at the end of 1 year from the date of Notice of Completion. Sufficient floatation shall be provided to support a dead load plus live load freeboard of not less than 15 inches. E. The floating dock system shall be designed to float level under dead load. The deck of the float modules shall be level and flush upon completion within the following tolerances. 1. Dead load only, and dead load and live load deck surface slope: a. Transverse Direction: Not more than 1/4 inch per foot, 1" maximum. b. Longitudinal Direction: Not more than 1 inch per 10 feet of length. 2. Dead load and point live load: a. Transverse Direction: Not more than 1/2 inch per foot, 2" maximum. b. Longitudinal Direction: Not more than 1/4 inch per foot, 2" in 10 feet maximum. November 21, 2014 355135-3 Floating Docks MARINA PARK PACKAGE MARINA DOCKS 3. Assembly gap between adjoining concrete floats: a. Minimum 1/4 -inch, Maximum 1/2 -inch 4. Vertical height difference between adjoining concrete floats, walers and deck panels: Maximum 1/4 -inch F. Special floats shall be designed to support the superimposed dead loads imposed by gangways, ramps, utilities dinghy racks, or other dock accessories. Float modules with special loading shall have the same freeboard as floats with no such loading, so that there will be no residual stresses or tilting when the floats are interconnected and to ensure that the dock system deck is level within the specified tolerance. Individual float module depth shall be varied to provide sufficient support for concentrated loads and ensure that the floating dock system maintains the specified freeboard within the required tolerance. G. The floating dock system shall be designed so that conduit sleeves and piping for all utilities except the fire water system shall remain a minimum of 4 inches above the water surface under dead load conditions, and to facilitate installation, removal and servicing of the utilities. Access openings shall be provided at convenient locations as required for access to service utilities. H. The floating dock system, including all structural and accessory components of the system, shall be designed for a 50 year life expectancy. The floating dock system shall be designed to be restrained by the marine precast concrete guide piles as indicated on Drawings. The guide pile section, length, tip elevation and location shall be determined by the contractor's geotechnical engineer from the environmental conditions and the estimated design loads. Dock system shall be adjustable to guide pile X -Y location tolerances within a minimum of 4 inches in any direction, at the elevation of the guides at MHHW. 1.6 DESIGN REQUIREMENTS - DESIGN LOADS A. Dead load shall consist of the weight of float modules, framing, wale system, attachment steel, miscellaneous connection devices, and all other permanently attached accessories such as utilities, dock boxes, dinghy racks, fire protection equipment, cleats, and ramps. Contractor shall exercise care to ensure that all dead loads are accurately determined and accounted for, including superimposed gangway loads, consideration of weight gain due to water absorption, and manufacturing tolerances that affect the final freeboard. B. Minimum Live Loads shall consist of: Uniform Live Load (ULL) of 50 pounds per square foot of dock, including the area of landings and ramps supported by the dock. 2. Concentrated Live Load (CLL) of 400 Pounds applied at any location on the floating dock greater than 12 -inches from an edge. 3. Wind Load (WL) on the projected "sail area' of a vessel/dock combination applied as discussed in the DBAW Guidelines, the City of Newport Beach, Waterfront Project Guidelines and Standards, and the following: a. Wind load on the lateral area of vessels or structures shall not be less than 15 pounds per square foot acting on the projected area of the docks as well as the "sail area" of the berthed vessels. November 21, 2014 355135-4 Floating Docks MARINA PARK PACKAGE 4 MARINA DOCKS b. Lateral area of vessels for wind load calculations acting on the "sail area" of the vessel shall be as per Graph No. 1 in the City of Newport Beach, Waterfront Project Guidelines and Standards, or the actual sail area of the anticipated vessel, as shown in the following table: C. Wind Load Application: 1) 100 percent berth occupancy. 2) 100 percent applied to vessels in the front unshielded berth or row of berths. 3) Ten percent (10%) of the full wind load for an unshielded vessel shall be applied to each vessel in the lee of the unshielded vessel. 4) Transverse Load of design vessel applied at midship to the dock finger or mainwalk. 4. Wave Load (WL) applied as discussed in the DBAW Guidelines and the following: a. Wave height of 1 foot. b. Wave length equal to 55 feet, or the length of a finger for fingers less than 55 feet. C. Wave direction (propagation) parallel to longitudinal axis of the dock or finger. 5. Impact Load (IL) due to impact of a vessel applied as discussed in the DBAW Guidelines and the following: a. Vessel docking weight: Overall Length — ft. Overall Length — ft. 40 55 87 Coast Guard Cutter 30 60 Effective Profile Height — ft. 9 11.5 17.5 Effective Beam Width — ft. 15 18 19.5 C. Wind Load Application: 1) 100 percent berth occupancy. 2) 100 percent applied to vessels in the front unshielded berth or row of berths. 3) Ten percent (10%) of the full wind load for an unshielded vessel shall be applied to each vessel in the lee of the unshielded vessel. 4) Transverse Load of design vessel applied at midship to the dock finger or mainwalk. 4. Wave Load (WL) applied as discussed in the DBAW Guidelines and the following: a. Wave height of 1 foot. b. Wave length equal to 55 feet, or the length of a finger for fingers less than 55 feet. C. Wave direction (propagation) parallel to longitudinal axis of the dock or finger. 5. Impact Load (IL) due to impact of a vessel applied as discussed in the DBAW Guidelines and the following: a. Vessel docking weight: Overall Length — ft. 40 55 87 Coast Guard Cutter Effective Weight — kips 30 60 200 b. Typical recreational vessel approach at a speed of 2 fps and an angle of 10 degrees from the dock or finger face, 87 foot Coast Guard Cutter approach speed of 1 fps and an angle of 5 degrees from the face of the long dock. C. Impact load applied to fingers at the outboard end (cantilever fingers) or at the midpoint (pile supported fingers) 6. Gangway Load (GL) is a superimposed load consisting of: a. Dead load weight of gangway structure tributary to dock b. Uniform Live Load of 50 pound per square foot on the gangway deck area transferred to the dock 7. Current Load (CL) is considered negligible in this location. C. Combined loading cases for design: 1. Case 1 — Dead Load + Uniform Live Load November 21, 2014 355135-5 Floating Docks MARINA PARK PACKAGE MARINA DOCKS 2. Case 2 — Dead Load + 400 Ib Concentrated Live Load 3. Case 3 — Dead Load + 650 Ib Concentrated Live Load (along ADA Path of Travel shown on the Drawings) 4. Case 4 — Dead Load + Wind Load + Wave Load + Impact Load D. Special Load Case: Combined loading cases shall be applied to the long dock along the main channel considering a visiting 87 foot Coast Guard Cutter berthed at any location along the dock. E. Design Calculations: Calculations shall be provided for loads imposed by the Contractor's handling and lifting methods based on the concrete strength expected at the time of lifting or moving of the float modules. 2. A 1/3 increase in allowable stresses can be used when in combination with either wind, current, wave or impact loads. For all wood stresses, the allowable stress shall be reduced in accordance with the California Building Code for wet conditions, and then the 1/3 increase in allowable stress applied. 3. The design calculations shall include but not be limited to the following: a. Determination of extreme fiber stresses in all structural members, including guide piles, for all load cases. b. Stresses in the dock system connections for all load cases. C. Transfer of moored vessel forces to cleats and to the dock system. d. Transfer of dock system loads to guide piles that consider the difference in the structural stiffness of the dock system and the guide piles of various lengths and sections. e. Transfer of forces at guide pile frames and connections. f. Transfer of forces at dock modules and dock module connections. g. Freeboard calculations for all float modules h. Transfer of guide pile loads to soil, including analysis of pile -soil interaction (required if Contractor elects to revise the guide pile design indicated on the Drawings). 1.7 REQUIREMENTS FOR DOCK SYSTEM GUIDE PILES A. Dock system guide piles shall be fabricated and installed in conformance with MARINE PRECAST CONCRETE PILES Section. 1.8 SUBMITTALS A. Prior to the fabrication of the dock system components, submit final design calculations signed and sealed by a State of California registered engineer. The calculations shall demonstrate that the floating dock system, using the criteria specified herein as minimum requirements, is designed to withstand the specified loads without damage throughout the design life of the system (50 years). November 21, 2014 355135-6 Floating Docks MARINA PARK PACKAGE MARINA DOCKS B. Prior to the fabrication of the dock system components, submit shop drawings signed and sealed by a State of California registered engineer. Shop drawings shall indicate the proposed berth layout and dock and float module dimensions, dock and float module construction details, connection details, and location and methods for attaching utilities and accessories. Submit shop drawings for all specially fabricated items including pile guides, connections, railing, curbing, cleat installation and include catalog sheets for all standard manufactured items that are to be incorporated into the floating dock system. C. Prior to the fabrication of dock system components, submit certified test reports: 1. Timber and Timber Treatment 2. Float Module Materials and Concrete Mix Design 3. Fasteners 4. Portland Cement 5. Aggregates 6. Admixtures 7. Reinforcement Steel 8. Structural Steel 9. Foam Water Absorption D. Prior to the fabrication of float system components, submit catalog cut' sheets: 1. Cleats 2. Dock bumper 3. Pile cap 4. Dock boxes 5. Trash receptacles 6. Dock carts 7. Modular floating docks and accessories E. Submit experience data verifying the dock system supplier's required years of experience in the manufacture and installation of concrete floating docks including the project location, date of installation, and Owner (including the name, address, phone number of a person who can be contacted for verification). A previous installation of the proposed system for this project shall be included. F. Submit quality control plan to be used during the manufacture and installation of the floating dock system. G. Submit complete data, covering details of operation and maintenance procedures for all floating dock system components. The manual shall include instructions, recommended frequencies of maintenance and maintenance procedures and materials by brand name and specification. All data shall be on 8 112 by 11 inches sheets of paper bound together in a book with a protective cover. The binder external cover shall be identified as "Floating Dock System Operation and Maintenance Procedures'. November 21, 2014 355135-7 Floating Docks MARINA PARK PACKAGE 4 MARINA DOCKS H. Submit a complete and accurate record of all float modules manufactured. The record shall include float identification, date cast, related concrete cylinder strength tests and all quality assurance tests and inspection items performed on the float module. 1.9 CONTRACTOR'S QUALIFICATIONS A. The Contractor's proposed dock system shall be furnished and installed by a firm having a minimum of 10 years experience in the manufacture and installation of concrete floating dock systems in a salt water environment. The dock design being proposed for this project shall have been successfully installed for a minimum of 5 years at another location. 1.10 DELIVERY, STORAGE, AND HANDLING A. Use all means necessary to protect materials before, during, and after delivery to the Work site, and to protect the installed work and materials of all other trades. Use extreme care in the off- loading of materials to prevent damage. B. Deliver the materials to the Work site and store, all in a safe area, out of the way of traffic, and shored up off the ground surface. C. Identify all float modules, hardware and framing lumber and store separately from each other. Protect all metal products with adequate weatherproof outer wrappings. D. In the event of damage, immediately make all repairs and replacements necessary to the approval of the Engineer and at no additional cost. 1.11 WARRANTY A. The floating dock system, including all structural components, shall carry warranty against defects in materials and workmanship for 10 years from the date of Notice of Completion. All other dock system components including accessory items shall carry a warranty against defects in materials and workmanship for 5 years from the date of Notice of Completion or the manufacturer's warranty, whichever is more. PART 2 -PRODUCTS 2.1 CONCRETE FLOATING DOCKS A. Portland cement shall conform to ASTM C150 Type II modified, and low alkali. B. Chemical admixtures shall conform to ASTM C494. Air entrainment admixture shall conform to ASTM C260. C. Water for mixing and curing, including the moisture and water in the aggregates, shall be fresh, clean and potable. D. Coarse and fine aggregates shall conform to ASTM C33, and ASTM C330 where lightweight aggregates are used. Size designation shall be nominal 3/4 -inch maximum. Lightweight aggregate shall consist of expanded and coated shale or equivalent material of sufficient strength and durability to provide concrete of the required strength. E. Bar reinforcement shall conform to ASTM A615 Grade 60, all bar reinforcement shall be epoxy coated in conformance with ASTM A775 and ASTM D3963. November 21, 2014 355135-8 Floating Docks MARINA PARK PACKAGE MARINA DOCKS F. Pre -stressing Tendons shall be 7 wire low relaxation strand and shall conform to ASTM A416, Grade 270. G. Welded wire mesh shall conform to ASTM A185 and shall be galvanized, with all visible defects and cut ends repair coated. Wires used to tie reinforcing steel shall be stainless steel or epoxy coated. H. Anchor bolts, threaded inserts and embedments in concrete shall be ASTM F593, Group 2, (316) stainless steel with a welded loop or horizontal bar hook. Nuts shall conform to ASTM F594, Group 2. 1. Foam core for floats shall be a rigid block of closed cell expanded polystyrene. The polystyrene foam shall have a unit weight between 0.95 pounds per cubic foot and 1.20 pounds per cubic foot. Properties of the foam shall conform to ASTM C578, with maximum water absorption less than 3.0 percent as determined by ASTM C272, Method C. The foam core shall not have more than 10 percent reground material, and reground foam pieces shall not exceed 3/8 inch diameter. J. PVC pipe shall be ASTM D1785, embedded as required for through rods, piping systems, and electrical raceways. K. Pull boxes for electrical raceways shall conform to City of Newport Beach adopted codes, and shall be set flush with the walking surface, and self -draining. All bolts for lids on pull boxes shall be ASTM F593, Group 2, (316) stainless steel. Boxes shall have a 1 -inch nominal concrete bottom and bottom shall not be lower than the inverts of the PVC sleeves. L. Concrete Mix: Design in conformance with ACI 211.2 or ACI 318. Concrete for floats shall have a minimum compressive strength of 5,000 psi at 28 days in conformance with ASTM C94; the minimum cement content shall be 658 pounds (7 sacks) per cubic yard. The maximum water -cement ratio shall be 0.40. 2. Concrete shall be air -entrained freshly mixed concrete shall be conformance with ASTM C173. M. Formwork: in conformance with ACI 212.3R. The air content of between 4 percent and 7 percent when tested in 1. Float modules shall be cast in forms of sufficient strength and rigidity to maintain the intended size and shape during the casting process. 2. Forms shall be so constructed and braced that all principal planes will be either true horizontal or true vertical and dimensions of the units will not vary more than 1/8 -inch from the dimensions shown on the shop drawings, including diagonal distances corner to corner. 3. Forms shall be so constructed that floats can be cast without construction joints. 4. Forms shall be thoroughly cleaned after each use and coated with oil, paraffin, or other applications, as may be necessary to prevent bonding of the concrete and to leave clean, smooth and hard surfaces. 5. Forms may be removed 18 hours after placing concrete, provided concrete will not be injured and provided specified curing procedures are adhered to. November 21, 2014 355135-9 Floating Docks MARINA PARK PACKAGE MARINA DOCKS 6. The foam core shall be pre -formed to the interior configuration as a solid block with an allowable variation of 1/8 -inch from the dimensions shown on the shop drawings. The use of cores formed by joining small blocks of foam together is not permitted unless the material and method for joining such blocks has been approved by the Engineer. Cores shall be securely anchored in place during the casting of concrete. Displacement that results in loss of minimum concrete cover over reinforcement of 1 inch or less than 1-1/2 inches wall thickness or less than 2 inches deck thickness shall be cause for rejection. 7. Through -rod tubes shall be placed true to location shown in the shop drawings with a tolerance of plus or minus 1/8 inch and shall not exhibit a deflection greater than 1/4 inch in any direction. Concrete Mixing and Placing: 1. Before handling concrete materials, all handling equipment and forms shall be thoroughly cleaned of concrete splashings, dirt, debris and other foreign matter and forms shall be coated as herein elsewhere specified. One person, as approved by the Engineer, shall be designated to be responsible for maintaining consistent, uniform concrete. 2. Size of batches shall be so controlled that concrete is placed in forms within one hour after materials have been placed in the mixer. Mixing and casting shall be performed under cover and the casting area screened from sun, wind and other elements. 3. Concrete shall be conveyed from the mixer and deposited in its final position in a manner to prevent separation and segregation of materials. Flowing shall be avoided as it causes segregation. Floats shall be cast monolithically and the placing of concrete shall be a continuous operation from the start to the completion of a float module. 4. The plastic concrete shall be thoroughly compacted to fill all form cavities and by surrounding all reinforcement and embedment, which shall be forms with a powered vibrator, and secured against displacement during the placing of concrete. O. Concrete Finishing: 1. Concrete deck surfaces shall be broom finished in the direction perpendicular to the long axis of the dock as approved by the Engineer to give a coarse, non -slip surface. Edges shall be finished uniformly 3 inches back onto the deck with a smooth finishing tool that will give a bull -nosed edge to 1/2 inch radius. 2. Exterior surfaces shall be hard, dense, and as smooth as finished lumber 3. Surfaces to receive contacting timber shall be smooth and true to within 1/32 inch. 4. Each float module shall be permanently marked in an accessible place on the exterior surface by a stamp, of a type and design approved by the Engineer, embedded approximately 118 inch, but not more than 3/16 inch, into the concrete surface, identifying the manufacturer and showing casting date and lot number. Such information shall be imprinted on the concrete before it has hardened and shall not be altered thereafter. 5. Voids up to 1/2 inch diameter or 1/8 inch depth shall be patched with an approved epoxy grout. larger voids shall be cause for rejection of the float. 6. Precast concrete containing hairline cracks which are visible but not measurable by ordinary means may be accepted. Precast concrete containing cracks 0.02 inch wide and over will be rejected by the Engineer unless the Engineer approves the Contractor's proposed repair plan. November 21, 2014 355135-10 Floating Docks MARINA PARK PACKAGE 4 MARINA DOCKS P. Curing, Handling and Storage: Except as otherwise approved, floats shall be cured for a minimum period of 7 days before transporting or assembling. Curing may be effected by any of the following methods: a. Spraying with "Hunt's Process" or equal as soon as exposed surfaces are firmly set and as soon as forms are removed from formed surfaces. b. Covering with burlap or other suitable material and keeping constantly wet. C. Immersing in water. 2. Contractor shall select the method of curing and be responsible for the result, except that all curing shall be with complete protection from sun, wind, and freezing temperatures. 2.2 MODULAR FLOATING DOCKS A. Modular floating docks shall be a combination of G2 (model #LK 703026B) and G2 low -profile (model #LK 7030298) cubes, as manufactured by Candock at 1-888-547-2599, or approved equal, with varying depth to achieve a moderate slope from the concrete floating dock surface to the water. B. Interior corners and locations adjacent to pile brackets shall be filleted with G2 (model #LK 703034G) corner cubes. C. Modular units (cubes) shall be approximately 19 inch wide by 19 inch long, grey color with an anti-skid surface, and shall be installed per manufacturer's recommendations with all associated connection hardware. D. Modular floating docks shall be equipped with reinforced cleats (model #ST 014) at the intersection of every other module along the interior edge of the basin. 2.3 DOCK CLEATS A. Dock cleats shall be cast iron, hot dipped galvanized open base cleats Type 504H as supplied by Henderson Marine Supply, or approved equal. Cleat locations and sizes shall be as indicated on Drawings; attach cleats to the docks in accordance with the dock manufacturers' recommendation. 2.4 DOCK BULL RAIL A. Dock bull rail shall be cast iron, hot dipped galvanized pipe with continuous galvanized steel base plate. Bull rail shall be manufactured and hot dipped as a single unit (rail, verticals, and base plate) prior to delivery to the job site. Field welds will not be accepted. Bull rail locations and sizes shall be as indicated on the Drawings; attach bull rail to the docks in accordance with the Drawings and dock manufacturer's recommendation. 2.5 DOCK BUMPERS A. Dock bumpers shall be extruded or molded from grey color marine grade vinyl, Model No. RR - 5005 Grey as supplied by Premier Materials at 1-800-262-2275, or approved equal, and shall be applied to edges of all walkways and fingers, except along the north, south, east and west bulkheads and where modular floating docks are connected. November 21, 2014 355135-11 Floating Docks MARINA PARK PACKAGE MARINA DOCKS 2.6 DOCK RUB RAIL A. Dock rub rail shall be provided at end of all rounded -edge dock fingers for 1" larger than the full height of the waler and for the length of rounded surface, terminating at the point where the dock transitions to a straight section. Rub rail shall be 1" thick UHMW material and extend 0.5' above and 0.5' below the waler and fastened in the center utilizing recessed through -rods on the wafers. 2.7 DOCK TRANSITION MATS A. Dock Transition mats shall be extruded rubber or molded from grey color marine grade vinyl, and shall be applied to locations where modular docks are adjacent to concrete floating docks. 2.8 DOCK BOXES A. Triangular dock boxes shall be Model 432 lockable, white fiberglass, 1/8 inch minimum thickness with stainless steel hardware, as supplied by Dock Boxes Unlimited, or approved equal. B. Rectangular dock boxes shall be Model 725 XX -large, 85 inch wide by 22 inch deep by 24.5 inch high, lockable with lid lifts, white fiberglass, 1/8 inch minimum thickness with stainless steel hardware, as supplied by Dock Boxes Unlimited, or approved equal. 2.9 TRASH RECEPTACLES A. Trash receptacles shall be Model C-5 Trash Containers, white fiberglass, 1/8 inch minimum thickness with stainless steel hardware, as supplied by American Dock Boxes, or approved equal. Contractor to also provide heavy duty 32 gallon trash can inserts. 2.10 WOOD CONSTRUCTION MATERIALS A. Each piece of lumber shall be identified by grade stamp of the Western Wood Products Association or the WCLIB. Lumber shall be S4S select structural douglas fir -larch. B. Lumber and plywood shall be pressure treated for marine (saltwater) exposure with water borne salt preservative ACQ. Treatment shall be in conformance with AWPA C18 with a minimum net retention of 0.6 pound per cubic foot, by assay procedure. Provide certification by an independent laboratory, acceptable to the Engineer, of material used and retention rate. Wood members shall be fabricated to length and drilled before treatment as much as practicable. Field working of treated lumber shall be kept to a minimum. Field cutting and drilling shall require treatment of exposed surfaces in conformance with AWPA M4. 2.11 HARDWARE A. Structural steel shall conform to ASTM A36 and be a minimum 1/4 inch thick. Design, fabrication and erection of structural steel shall conform to AISC Manual. Hot -dip galvanize after fabrication in accordance with ASTM A123. S. Standard bolts and nuts shall conform to ASTM A307. Washers shall be used with nuts and bolts. Round plate washers shall be used for bearing on wood; cut washers shall be used for bearing on steel. Secure fasteners with helical spring type lock washers. Hot -dip galvanize steel fasteners in conformance with ASTM At 53. November 21, 2014 355135-12 Floating Docks MARINA PARK PACKAGE MARINA DOCKS C. Stainless steel hardware shall be Type 316 unless otherwise noted. Bolts shall be ASTM F593 Group 2. Nuts shall be ASTM F594 Group 2. D. Fasteners for dock accessories shall be stainless steel unless otherwise noted on the Drawings. 2.12 DINGHY RACKS A. Dinghy racks shall be manufactured from marine grade aluminum, and with not less than the strength and durability properties of alloy and temper designated below for each aluminum form required. 1. Extruded Bar and Tube: ASTM 8221, alloy 6063-T5/T52. 2. Extruded Structural Pipe and Tube: ASTM B429, alloy 6063-T6. 3. Drawn Seamless Tube: ASTM B210, alloy 6063-T832. 4. Plate and Sheet: ASTM B209, alloy 6061-T6. 5. Die and Hand Forgings: ASTM 8247, alloy 6061-T6. 6. Castings: ASTM B26, alloy A356 -T6. B. Fasteners: Bolts, nuts, screws, clips, washers, anchors, sleeves, setting templates, and any other fasteners necessary for proper erection of items shall be aluminum, unless otherwise indicated, C. Welding Materials, Fasteners, and Anchors: 1. Welding Electrodes and Filler Metal: Provide type and alloy of filler metal and electrodes as recommended by producer of metal to be welded and as required for color match, strength, and compatibility in fabricated items. D. Dinghy racks shall be designed to hold a 500 ib dinghy with minimal deflection of L/240 transversely for the width of the dinghy and L/240 longitudinally for the length of the dinghy. E. Dinghy racks shall be installed in locations and orientation shown on the Drawings and be able to store three dinghies high. F. Typical dinghies to be loaded into the racks include Flying Juniors, Lasers, Sabots and 420 model sailboat hulls and the typical size rack shall be able to accept all of these hull dimensions. G. Dinghy racks shall be fitted to accommodate the storage of one small sailboat mast per hull stored on the racks. H. Dinghy racks shall be firmly secured to the dock without compromising the integrity of the dock structure. 2.13 COLLAPSIBLE SAFETY LADDERS A. Collapsible safety ladders shall be provided and installed in the marina in the locations shown on the Drawings. B. Ladders shall be stainless steel model "UP -N -OUT' marine safety ladders as manufactured by Scandia Marine Products, at website: htto://www.scandiamadneproducts.com and phone number: (651) 464-5058, or approved equal. November 21, 2014 355135-13 Floating Docks MARINA PARK PACKAGE MARINA DOCKS 2.14 POWER CORD CLIPS A. Power cord clips shall be provided and installed in the marina. Provide 3 clips per slip (6 per double slip). Clips shall be fastened to wafer in an arrangement that would allow a shore power cord to run from the power pedestal to the end of the finger along the walking surface of the waler. B. For double slips, clips should be located midway between the power pedestal and dockbox and midway between cleats. C. For single slips, clips should be located midway between cleats. D. Power cord clips shall be "Cord Clips for 30A cords" as manufactured by MARINCO, or approved equal. PART 3 - EXECUTION 3.1 PREPARATION A. Installation shall conform to approved shop drawings with connections tightened as required after complete installation of each unit of the work in the water and before final inspection. B. Welding shall be performed by properly certified welders and shall conform to the current specifications of the American Welding Society. C. Fasteners shall not protrude beyond the fascia into the berthing area. Fasteners protruding above the surface of the deck shall have a low, rounded profile. D. Bolts shall be of the size required, with adequate thread length. All lag bolts and screws shall be prebored and turned into place. Driving is not allowed. E. Lumber shall be fabricated accurately to provide uniform gaps and butt joint connections. Lumber splices shall not exceed 112 inch between adjoining ends. F. Walers, fascia, spacers, panels, or other members, which are subject to foot traffic, shall be flush with the concrete walking surface. G. Bolts used for connectors contained within the float modules shall be double -nutted. 3.2 DOCK ACCESSORIES A. Install dock accessories in accordance with Drawings, Specifications and manufacturer's recommendations. B. Schedule installation of dock accessories to avoid damage from other work. 3.3 DOCK SYSTEM TOLERANCES A. Install floating dock system to the following tolerances from the planned dimensions as shown on Drawings. Floats exceeding specified tolerances shall be removed and replaced. B. Float Fabrication Tolerances (allowable variation of construction dimension from nominal dimension shown on the Drawings): November 21, 2014 355135-14 Floating Docks MARINA PARK PACKAGE MARINA DOCKS C. Float Width: Plus or minus 2 inches from nominal float width. D. Float Depth: As required to satisfy freeboard requirements. E. Fillets at the connection of walkways to fingers shall not have less than a 4 -foot side. 3.4 ONE-YEAR MAINTENANCE A. Following the Notice of Completion, Contractor shall be responsible for maintenance per Section 35 0150 for one year (365 Calendar Days). The maintenance shall be performed at two dates, one at 180 days from NOC, and one at 365 days from NOC. END OF SECTION November 21, 2014 355135-15 Floating Docks SECTION 35 5140 GANGWAYS PART 1 -GENERAL 1.1 WORK INCLUDED MARINA PARK PACKAGE4 MARINA DOCKS A. GANGWAYS consists of furnishing transportation, labor, materials, and equipment to design, fabricate and install the gangways complete in place. 1.2 RELATED WORK A. Section 05 5000 — Metal Fabrications B. Section 35 5135 — Floating Docks 1.3 MEASUREMENT AND PAYMENT A. The contract lump sum price paid for GANGWAYS shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in procurement and installation of GANGWAYS, utility hangars, transition plate, skid plates, hinges and appurtenances. Payment will be made under GANGWAYS unit price bid item 1.4 REFERENCES A. Aluminum Association, Inc. (AA): AA ADM -1 Aluminum Design Manual B. American Institute of Steel Construction (AISC): Steel Construction Manual — 13" Edition C. American Society for Testing and Materials (ASTM International): ASTM A36 Standard Specification for Steel Sheet, Zinc -Coated (Galvanized) by the Hot -Dip Process for Roofing and Siding ASTM A123 Standard Specification for Zinc (Hot -Dip Galvanized) Coatings on Iron and Steel Products ASTM A153 Specification for Zinc Coating (Hot -Dip) on Iron and Steel Hardware ASTM A276 Specification for Stainless Steel Bars and Shapes ASTM A325 Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength ASTM A666 Specification for Annealed or Cold -Worked Austenitic Stainless Steel Sheet, Strip, Plate and Flat Bar November 21, 2014 355140-1 Gangways MARINA PARK PACKAGE MARINA DOCKS ASTM 8221 Standard Specification for Aluminum and Aluminum -Alloy Extruded Bars, Rods, Wire, Profiles, and Tubes ASTM F436 Specification for Hardened Steel Washers ASTM F593 Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs ASTM F594 Standard Specification for Stainless Steel Nuts D. American Welding Society (AWS): AWS D1.2 Structural Welding Code -Aluminum E. Reference Specifications (RS) are the 2009 Edition of the "Greenbook", Standard Specifications for Public Works Construction F. California Department of Boating and Waterways (DBAW): DBAW Layout and Design Guidelines for Marina Berthing Facilities G. Society for Protective Coatings (SSPC): SSPC SP 6 Commercial Blast Cleaning 1.5 QUALITY ASSURANCE A. Gangway system shall be furnished by a firm having a minimum of 5 years experience in the fabrication of marina aluminum gangway systems. B. The Engineer reserves the right to inspect the manufacture or fabrication. The Engineer's inspection of the work does not relieve the Contractor of the responsibility for the work. Errors or faults that are discovered during fabrication shall be corrected by the Contractor prior to installation. C. Welders shall be qualified in accordance with the requirements of AWS D1.2. D. Prepare mill tests for specified ASTM material. 1.6 WARRANTY A. Gangway system shall carry a warranty against defects in material and workmanship for 10 years from the date of Notice of Completion. 1.7 DESIGN REQUIREMENTS A. Information presented in this Section is based upon the Engineer's best estimate of those environmental and physical factors which reasonably can be expected to affect the design, performance, and durability of the proposed gangway system. These criteria shall be considered as minimum requirements for any proposed gangways. Conformance to the minimum sizes, strengths, and design parameters given in this Section will not automatically ensure approval. The proposed gangway design shall be subject to thorough engineering analysis using all relevant criteria that could affect the structural integrity of the installed system. November 21, 2014 355140-2 Gangways MARINA PARK PACKAGE 4 MARINA DOCKS B. Final calculations shall demonstrate that the gangways using the criteria specified in this section as a minimum standard are designed to withstand the required loading without damage throughout the specified design life. The load combinations and allowable stresses are described in this Section. C. The length and width of the gangways shall be as shown on Drawings. D. The vertical design load shall be the combination of the dead weight of the structure, including any attached utilities, and either live load Case A or Case B, whichever governs. 1. Case A shall be a uniform live load of 100 pounds per square foot of deck surface area 2. Case B shall be a concentrated live load of 650 pounds (since on the ADA Path of Travel) applied anywhere on the deck surface. E. The maximum allowable deflection under the vertical design load shall equal the span divided by 240. F. The horizontal design load shall be a uniform wind load of 15 pounds per square foot of profile area. The horizontal design load shall be applied in combination with the dead weight. G. Guard, mid and hand railings shall meet the requirements of the latest State of California Title 24 requirements. H. Railings shall be designed to resist a load of 50 pounds per foot applied horizontally to the rail or a 200 -pound point load applied vertically at any point along the length of all horizontal rails. Deck and structural components shall be designed with a minimum safety factor on working stress as specified in AA ADM -1 for bridge type structures. For non -aluminum structural components, similar safety factors shall apply. J. The walking surface of the gangway, including the transition and hinge plates, shall be provided with a non -slip surface. K. The gangways shall be fitted with a guardrail on each side of the walking surface with a handrail extending a minimum of 1 foot beyond the ends of the structure, with return at the ends. The rails shall be fabricated of aluminum pipe or tubing. Openings in the guardrail shall not permit passage of a 4 -inch diameter sphere, including the transitions at each end of the gangway at extreme low and high tides. L. Design shall also consider stresses resulting from handling and installation. M. Gangway shall be designed to withstand dock motions including a vertical change in dock elevation due to water level fluctuation as indicated on Drawings and horizontal drift due to wind loads without structure interference or overstress, including fatigue of gangway members and supports. Gangway wheels shall remain in contact with the tracks on the dock at all times. Transition plate shall make a smooth, gap -free transition between the gangway deck and the floating dock. The transition plate shall be designed for a minimum 100 psf live load, be made from at least 1/4 -inch material and shall be attached to the gangway by means of a continuous pipe hinge. The transition plate shall be the full width of the gangway and have a maximum slope of 12(H):1(V) and a non -slip walking surface. The sliding edge of the transition plate shall be fitted with a continuous UHMW polyethylene wear block a minimum of 1/2 -inch thick, which shall be beveled conforming to code requirements for accessibility and safety. November 21, 2014 355140-3 Gangways MARINA PARK PACKAGE MARINA DOCKS O. Skid plates shall be provided at the dock end of the gangway. The skid plate shall have an allowable load rating greater than that required by the design loads. The gangway design shall allow the skid plate to be supported by the skid plate track at all times regardless of dock motions. P. Skid plates shall be kept on skid guides, for each skid plate. The skid guides shall be of such length to underlie the gangway skid plates without contact to the gangway structure at any time and not present a tripping hazard. Q. Provide gangway hinge at gangway platform end. The hinge shall be designed to permit rotation of the gangway in the vertical and horizontal directions to accommodate float motions for all environmental conditions. R. Gangway hinge shall make a smooth, gap -free transition between the gangway walking surface and the marina promenade. Hinge plate shall be designed for a minimum 100 psf live load, have a non -slip walking surface, be made of at least 114 -inch material and shall be the full width of the walking surface. S. Gangway design shall be coordinated with the design of the dock system and utilities. T. Completed gangway shall have a manufacturer's label plate attached in a conspicuous location. This label plate shall be stainless steel. The following information shall be stamped or etched into this plate in letters not less than 174 -inch high filled with black enamel: Manufacturer's name Date of Manufacturer Overall length, not including the transition and hinge plates Overall weight including the transition and hinge plates U. The gangway system, including all structural components of the system, shall be designed for a minimum thirty-year life expectancy. V. Gangway shall conform in all respects to the most current design guidelines of the California DBAW, OSHA, and the 2010 ADA Standards for Accessible Design, as they relate to marinas. 1.8 SUBMITTALS A. Prior to ordering materials or starting fabrication of the gangway, submit final design calculations signed and sealed by a State of California registered civil engineer. Calculations shall demonstrate that the gangway, using the criteria specified in this Section as minimum requirements, is designed to withstand the specified loads without damage throughout the design life of the gangway. B. Prior to ordering materials, or starting fabrication of the gangway, submit shop drawings signed and sealed by a State of California registered civil engineer. Shop drawings shall indicate the proposed layout and connection details, sections and methods for attaching accessories. Submit shop drawings for all fabricated items and include catalog sheets for all standard manufactured items that are to be incorporated into the gangway system. C. Submit experience data verifying the gangway supplier's required years of experience in the manufacture of marina aluminum gangway systems. November 21, 2014 355140-4 Gangways D. Submit quality control plan to be used during the manufacture and installation of the gangway. E. Prior to fabrication of the gangway, submit certified test reports for the following: Fixtures and fittings Aluminum Fasteners Steel hardware items Non-skid deck surface/coating 1.9 PRODUCT STORAGE A. Store gangways above ground upon platforms, skids, or other supports, and kept free from dirt, grease, and other foreign material. Protect metals from corrosion while stored. PART 2- PRODUCTS 2.1 MATERIALS A. Miscellaneous Metals 1. Refer to METAL FABRICATIONS Section B. Aluminum shall be alloy 6061-T6 or 6063-T6 conforming to the provisions in ASTM B221. C. Skid plate assembly shall consist of UHMW pads that do not require lubrication. . 2.2 FABRICATION A. General: Refer to METAL FABRICATIONS Section PART 3 - EXECUTION 3.1 INSTALLATION A. Work shall conform to the approved shop drawings, Drawings and this Section. Construction details, finishing details and colors shall be consistent throughout. Work shall be accurately set to establish lines and elevations, and securely fastened in place. Cutting, drilling and punching shall produce clean true lines and surfaces. Exposed surfaces of work shall have a smooth finish. B. Contractor shall furnish all materials and equipment required for gangway installation. The gangway shall not be dragged or skidded into place. C. Contractor shall provide, install and remove when no longer required, all temporary supports used to secure the gangway in place during installation. D. After the gangway is secured in the correct position, install the wheel guides and fasten in place. November 21, 2014 355140-5 Gangways MARINA PARK PACKAGE MARINA DOCKS E. Coordinate and furnish anchorages, setting drawings, diagrams, templates, instructions, and directions for installing anchorages, including concrete inserts, sleeves, anchor bolts, and miscellaneous items having integral anchors that are to be embedded in concrete or masonry construction. Coordinate delivery of such items to project site. 3.2 FINISHING A. Gangway structural members may have a non -polished mill finish or be sandblasted in accordance with SSPC-SP 6 to produce a coarse matte finish. Handrails shall have a rubbed or light brush finish and provide a smooth gripping surface. END OF SECTION November 21, 2014 355140-6 Gangways FINAL GEOTECHNICAL REPORT MARINA PARK PROJECT NEWPORT BEACH, CALIFORNIA Prepared for CITY OF NEWPORT BEACH Newport Beach, California PLAN/REPORT REVIEW These plans/reports have been reviewed and are found to be in substantial compliance with the applicable grading codes adopted by the City of Newporl Beach. Approval is recommended for permit issuance pending approval by all applicable City departments and agencies. The permittee shall enure that all plana, specifications, and construction conducted herc�.... ler shall comply in all respects to the applicable codes and ordinances. and by commencing construction thereunder, agrees to release and indrounfy the City and its consultants from and against any code va lationo- i the completed work 1 ha issuance or gracing of a permit based or „yvm at of these plans shall not allow or approve any violation of the .p phcahle codes or ordinances. No permit presumed to give authority to violate or cancel the provisions of such codes or ordinances shall be valid. PLAN/REPORT DATES: Date: *01 f Prepared by TERRACom CONSULTING GROUP, INC. San Diego, California Project No. 2573 August 27, 2013 Revised: September 6, 2013 Project No. 2573 August 27, 2013 Revised: September 6, 2013 Ms. Iris Lee, P.E. G,w,, ncalEngineering Public Works Department Caastar Engineerzng CITY OF NEWPORT BEACH MaMdme Engineering 3300 Newport Boulevard Newport Beach, California 92663 FINAL GEOTECHNICAL REPORT MARINA PARK PROSECT NEWPORT BEACH, CALIFORNIA Dear Ms. Lee: In accordance with your request, TerraCosta Consulting Group, Inc. (TCG) has prepared the following final geotechnical report for the subject project. This report incorporates the results of our initial geotechnical investigation and our subsequent work. Our efforts were performed in accordance with our Proposal No. 08018 dated March 3, 2008, and our Professional Services Agreement dated March 25, 2008. Our efforts are in support of the proposed Marina Park project, located on Newport Harbor between 15th and 19th Streets, and north of West Balboa Boulevard, in Newport Beach, California. The accompanying report presents the results of our review of available reports, plans, and literature, our field investigation, and our conclusions and updated recommendations pertaining to the geotechnical aspects of the proposed site development. We appreciate the opportunity to be of service and trust this information meets your needs. If you have any questions or require additional information, please give us a call. Very truly yours, TERRACOSTA CONSULTING GROUP, INC. RpFESS/pN9 1 p e. o an No, 6 015 avid B. Nevins, Project Engineer raven R. Smillie, Principal Geologist C.E. 65015, R.G.E. 789 R.G. 402, C.E.G. 207 °OF cap°¢ QgQFESSJoy� ewav>a�RQ w4��YdW,E�,`F,6 � azo Matthew W. Eckert, Director of Engineer ng y {+ eFxtn R.C.E. 45171, R.G.E. 2316 g No. 2916 m x MWE/DBN/BRS/jg Attachments.n, 3890 Murphy Canyon Road, Suite 200 .A San Diego, California 92123-4450 A (858) 573-6900 vozee A (858) 573-8900 fns www.terracosta.com CITY OF NEWPORT BEACH Project No. 2573 TABLE OF CONTENTS August 27, 2013 Revised: September 6, 2013 1 INTRODUCTION, PROJECT DESCRIPTION, AND SCOPE OF WORK.......................A 1.1 Introduction.................................................................................................................................1 1.2 Project Description...................................................................................................................... l 1.3 Scope of Work.............................................................................................................................2 2 PREVIOUS STUDIES...........................................................................................................3 3 FIELD AND LABORATORY INVESTIGATION...............................................................4 3.1 Field Investigation.......................................................................................................................4 3.2 Laboratory Testing......................................................................................................................5 4 GENERAL SITE CONDITIONS...........................................................................................5 4.1 Geologic Setting..........................................................................................................................5 4.2 Site Topography and Bathymetry................................................................................................5 4.3 Soil and Geologic Units..............................................................................................................6 4.4 Groundwater.. ................... .......................................................................................................... 6 5 GEOLOGIC HAZARDS........................................................................................................7 5.1 Regional and Local Faulting.......................................................................................................7 5.2 Seismicity....................................................................................................................................7 5.3 Geologic Hazards........................................................................................................................8 6 DISCUSSION.........................................................................................................................9 6.1 Site Development and Seismic Risk...........................................................................................9 6.1.1 Introduction ............................ :......................................................................................... 9 6.1.2 Seismic Hazard Assessment..........................................................................................10 6.1.3 Seismic Hazard, Mitigation, and Design Considerations .............................................. 13 6.2 Analytical Basis for Lateral Load Recommendations for Marina Bulkhead ................ ............ 16 6.2.1 Introduction....................................................................................................................16 6.2.2 Site Conditions Impacting Lateral Earth Pressures.......................................................18 6.2.3 Seismic Criteria..............................................................................................................19 6.2.4 Basis for Lateral Loads Acting on the Anchored Bulkhead..........................................19 6.2.5 Anchored Sheet Pile Bulkhead Anchoring Systems......................................................23 M: 5�513@ 73 R02 R,3 Fml Ge W& lnvesedoc CITY OF NEWPORT BEACH Project No. 2573 TABLE OF CONTENTS (continued) August 27, 2013 Revised: September 6, 2013 7 RECOMMENDATIONS......................................................................................................25 7.1 Site Preparation.........................................................................................................................25 7.1.1 Ground Improvements Via Stone Column Installed by Vibro-Replacement ................25 7.1.2 Site Preparation and Earthwork Operations...................................................................27 7.1.2.1 Site Preparation Beneath Sidewalks, Flatwork, and Buildings, Excluding Girl ScoutHouse........................................................................................................27 7.1.2.2 Site Preparation for Girl Scout House Area.......................................................27 7.1.2.3 Site Preparation for Remaining Areas................................................................28 7.1.2.4 Site Preparation and Remediation within Ground Improvement Areas ............. 28 7.1.2.5 General Site Preparation and Earthwork............................................................28 7.1.3 Mitigation of Near -Surface On -Site Clayey Material Within Proposed Dredged Area 29 7.2 Foundation Design....................................................................................................................30 7.2.1 Foundations for Sailing and Community Centers... ....................................................... 30 7.2.2 Mat Foundations for Restroom Facilities and Other Small Buildings ........................... 31 7.3 Seismic Design Parameters per CBC........................................................................................31 7.4 Concrete Flatwork and Walkways............................................................................................32 7.5 Soil Corrosivity.........................................................................................................................32 7.6 Sheet -Pile Bulkheads.................................................................................................................33 7.6.1 Limits of Liquefaction...................................................................................................33 7.6.2 Recommended Lateral Earth Pressures for Bulkhead Design for Support of Buildings Founded on Ground Improvement.................................................................................33 7.6.3 Recommended Lateral Earth Pressures for Bulkhead Design for Areas NOT SupportingBuildings..................................................................................................... 33 7.6.4 Recommended Lateral Earth Pressures for Bulkhead Design for Static Conditions in General........................................................................................................................... 33 7.6.5 Anchoring Systems as Proposed....................................................................................34 7.7 Guide Pile Recommendations...................................................................................................35 7.7.1 Pre -Jetting Considerations............................................................................................. 35 7.8 Approach Pier/Gangway Abutment Foundation Recommendations ......................................... 36 7.9 Dredging36 7.10 Shore Perpendicular Groin Wall...............................................................................................37 8 LIMITATIONS.....................................................................................................................37 REFERENCES ii N:�5=3W7) R02 RaO Final rentech rnveee,doc CITY OF NEWPORT BEACH Project No. 2573 TABLE OF CONTENTS (continued) August 27, 2013 Revised: September 6, 2013 FIGURE 1 BORING LOCATION MAP FIGURE 2 ARCHITECTURAL MASTER PLAN FIGURE 3 LIMITS OF MARINA AND TOP OF OLDER ALLUVIUM FIGURE 4 LIMITS OF GROUND IMPROVEMENT FIGURE 5 RECOMMENDED LATERAL EARTH PRESSURES FOR BULKHEADS PROVIDING LATERAL SUPPORT TO BUILDINGS — ACTIVE LOADING — CBC DESIGN EARTHQUAKE — Kh = 0.45 FIGURE 6 RECOMMENDED LATERAL EARTH PRESSURES FOR BULKHEADS SUPPORTING ADJACENT BUILDINGS — PASSIVE LOADING — CBC DESIGN EARTHQUAKE — Kh = 0.45 FIGURE 7 RECOMMENDED LATERAL EARTH PRESSURES FOR BULKHEADS NOT PROVIDING LATERAL SUPPORT TO BUILDINGS — ACTIVE LOADING — SEISMIC — MOTEMS LEVEL 1 — Kh = 0.12 FIGURE 8 RECOMMENDED LATERAL EARTH PRESSURES FOR BULKHEADS NOT PROVIDING LATERAL SUPPORT TO BUILDINGS — PASSIVE LOADING — SEISMIC — MOTEMS LEVEL 1 — Kh = 0.12 FIGURE 9 RECOMMENDED LATERAL EARTH PRESSURE FOR BUILDINGS — STATIC LOADING FIGURE 10 RECOMMENDED LATERAL EARTH PRESSURES FOR BULKHEADS — STATIC LOADING FIGURE 11 RECOMMENDED LOCATION OF TIED -BACK ANCHORS FOR BULLKHEADS REQUIRED TO PROVIDE LATERAL SUPPORT TO BUILDINGS FIGURE 12 RECOMMENDED DEADMAN AND TIE -BACK ANCHORS FOR BULKHEADS NOT SUPPORTING BUILDINGS FIGURE 13 ROLLER DEFLECTION APPENDIX A LOGS OF TEST BORINGS & CPT SOUNDINGS AND RAW CPT DATA APPENDIX B LABORATORY TEST RESULTS APPENDIX C GROUND IMPROVEMENT SPECIFICATIONS APPENDIX D SUMMARY CALCULATIONS N'Z5 57M73 R02 Rm3 Fined G.t«hllllt&a CITY OF NEWPORT BEACH Project No. 2573 FINAL GEOTECHNICAL REPORT MARINA PARK PROJECT NEWPORT BEACH, CALIFORNIA August 27, 2013 Revised: September 6, 2013 Page 1 1 INTRODUCTION, PROJECT DESCRIPTION, AND SCOPE OF WORK 1.1 Introduction TerraCosta Consulting Group, Inc. (TCG) is pleased to present the following final geotechnical report that summarizes our various geotechnical and geologic studies and recommendations for the Marina Park project, located on Newport Harbor between 15th and 19th Streets, and north of West Balboa Boulevard, in Newport Beach, California (please refer to Figure 1, Vicinity Map/Boring Location Map). 1.2 Project Description We understand that the principal structural elements of the project consist of: A 10,190 -square -foot, two-story, steel -framed community center building; An 11,000 -square -foot, two-story, steel -framed sailing center building (potentially including a 60' -foot -tall steel moment -frame tower); Two small single -story restroom structures (one of which is located approximately one block away from the site on a separate property); An 800 -square -foot, single -story marine services building; Ancillary concrete flatwork and paved parking areas designed to support all of the above structures; and Offshore facilities, including 28 floating dock boat slips, flexi-float support docks, approach piers, a groin wall, and bulkheads located in an area that must be dredged to accommodate the new facilities. In addition, we understand that the site preparation for the proposed "Girl Scout House" may become part of this project. The overall project layout is shown on the Architectural Master Plan (Figure 2). N:WQ573QM R02 Rea Fuel 0..r hI,v ,do CITY OF NEWPORT BEACH August 27, 2013 Project No. 2573 Revised: September 6, 2013 Page 2 1.3 Scope of Work The purpose of various studies for this project is to provide information to assist the City and its consultants in evaluating the site (both onshore and offshore) for project design. In particular, our efforts addressed the following onshore geotechnical issues: The geologic/geotechnical setting of the site; Potential geologic hazards, such as faulting and seismicity; Seismic mitigation; General engineering characteristics of the identified soil and geologic units, including on-site allowable soil bearing and earth pressure values; Settlement estimates; Depth to groundwater; Building foundation and flatwork recommendations; Building setbacks for any foundation impacts from adjacent and nearby structures, if applicable; Grading and earthwork recommendations; and Soil corrosion potential. Likewise, our efforts addressed the following offshore issues: Geotechnical recommendations for dredging; Geotechnical design input for the proposed groin wall; • Recommendations for the lateral support of the dock -area bulkheads, including both earth anchor and tieback/deadman approaches; Geotechnical recommendations for approach pier foundations; and Depth and load/deflection criteria for use in guide pile design. N:�5Q5M573 R02 Re 3 }goal Geo h Inves6doc CITY OF NEWPORT BEACH Project No. 2573 2 PREVIOUS STUDIES August 27, 2013 Revised: September 6, 2013 Page 3 Throughout the course of this project, we conducted a series of studies that began with our initial geotechnical investigation conducted in 2008 and ended with the development of revised lateral load recommendations and ground improvement specifications for stone columns. A list of our previous reports and letters for this project is presented below: • Geotechnical Investigation, Marina Park Project, Newport Beach, California, dated August 7, 2008; • Earthwork Recommendations, "Clayey" Layer, Marina Park Development, Newport Beach, California, dated July 6, 2012; • Compilation of CPT Data, Marina Park Development, Newport Beach, California, dated November 7, 2012; • Response to Third Parry Review Comments, Ground Improvement Specifications, Marina Park Development, Newport Beach, California, dated December 3, 2012; • Response to City of Newport Beach's Review Comments, Ground Improvement Specifications, Marina Park Development, Newport Beach, California dated December 5, 2012; • Seismic Update Letter, Marina Park Project, Newport Beach, California dated February 15, 2012; • Seismic Hazard Assessment, Liquefaction and Site Impacts, Marina Park Development, Newport Beach, California, dated February 19, 2013; • Recommendations, Design of Sheet -Pile Bulkhead, Marina Park Development, Newport Beach, California, dated February 19, 2013; • Response to City of Newport Beach's Review Comments, Marina Park Package 2, Marina Park Development, Newport Beach, California dated February 19, 2013; N1 5�573�573 R02 R,0 Fi.1 Gemelli bvatda CITY OF NEWPORT BEACH Project No. 2573 August 27, 2013 Revised: September 6, 2013 Page 4 • Review of Marina Park Project, Sheet -Pile Sheet Pile Design, Structural Calculations, Marina Park Development, Newport Beach, California, dated February 19, 2013; • Review of Ground Improvement and Bulkhead Sheet Piling, Marina Park Development, Newport Beach, California, dated February 19, 2013; • Revised Recommendations, Design of Sheet -Pile Bulkhead, Marina Park Development, Newport Beach, California, dated April 5, 2013; and • Summary of Building Foundation Recommendations, Marina Park Development, Newport Beach, California, dated June 26, 2013. 3 FIELD AND LABORATORY INVESTIGATION 3.1 Field Investigation On May 16, 2008, we performed our field investigation. This investigation included a geotechnical reconnaissance of the site and surrounding area; drilling, sampling and logging two 8 -inch -diameter exploratory test borings to a depth of 31.5 feet; and performing twelve continuous cone penetration test (CPT) soundings to depths ranging from 30 feet to 50 feet. The approximate locations of our test borings and CPT soundings are shown on the Boring Location Map (Figure 1). Samples were obtained from the test borings using both a 2 -inch O.D. Standard Penetration Test Sampler (SPT) and a 3 -inch O.D. "California Sampler." The samplers were advanced by driving them into the soil ahead of the auger using a 140 -pound hammer falling 30 inches. Samples obtained from the borings were sealed in the field to preserve in-situ moisture, and transported to the laboratory for additional inspection and testing. The drilling operations were observed, and the borings logged and classified, by a geologist from our firm. Field logs of the materials encountered in the test borings were prepared based on visual examination of the materials, and on the action of the drilling and sampling equipment. The descriptions on the logs are based on our field observations, sample inspection, and laboratory test results. A Key to Excavation Logs is presented in Appendix A as Figure A-1, and the final logs of the test borings are presented as Figures A-2 and A-3. N,�5 25MS73 R02 Reo3 FmM bromeh Invest&, CITY OF NEWPORT BEACH August 27, 2013 Project No. 2573 Revised: September 6, 2013 Page 5 CPT soundings were performed at the locations of proposed structures in order to obtain continuous profiles of the underlying foundation soils, in correlation with data from the test borings. Results of the CPT soundings, including the raw CPT data, are also included in Appendix A. 3.2 Laboratory Testing Representative soil samples obtained during our field exploration program were tested in the laboratory to verify field classifications and to provide data for geotechnical input to the design of project structures. The results of our laboratory tests are presented in Appendix B. 4 GENERAL SITE CONDITIONS 4.1 Geologic Setting The project site is situated on the landward side of a naturally formed coastal bar (or "barrier") of the type formed by a transgressive sea and littoral currents at the seaward edge of a stream delta or lagoon. The Newport Bay coastal estuary was originally formed as the lower reach of the Santa Ana River. However, in 1915, because of severe silting that resulted from flooding of the Santa Ana River (and also the construction of a man-made channel), the Santa Ana River was structurally realigned and the bay is currently fed only by San Diego Creek, which drains a comparatively small area. 4.2 Site Topography and Bathymetry Elevations across the site range from approximately 7.8 feet (NAVD 88) along West Balboa Boulevard, ascending to almost +10 feet near the central backbone of the parcel, then back down to about +5 feet at the U.S. bulkhead line generally along the existing shoreline. From the U.S. bulkhead line, the nearshore bay floor slope descends at an inclination of approximately 10:1, down to approximate elevation -10 to -12 feet along the channel limit line. tii25Z73@593 R02 Rw3 Fn l Ge.& l ,mda CITY OF NEWPORT BEACH August 27, 2013 Project No. 2573 Revised: September6,2013 Page 6 4.3 Soil and Geologic Units The site is underlain by hydraulic fill, bay deposits, and older alluvial deposits beyond the depths of our deepest exploratory testing at 50 feet. These soil and geologic units are described below in order of increasing age. Hydraulic Fill Soils: Our test borings indicate that the project site -area is generally underlain by 5 to 6 feet of loose to medium dense, gray -brown, damp to wet, hydraulically -placed sands and silty sands (SP/SM), with occasional shell fragments. It is likely that these relatively "clean" granular soils were placed as the result of dredging during one or more phases of the development of Newport Harbor. SPT blow counts within these artificially placed, dry to saturated sands range from 7 to 25 blows per foot. Bay Deposits: The hydraulic fill sands are typically underlain by a 2- to V2 -foot - thick, soft to firm, compressible sandy silt to silty clay bay mud, which is in turn underlain by relatively clean, medium dense, gray sands (SP/SM), with shells and shell fragments, characteristic of Holocene -age bay deposits below an elevation of approximately -2 to -3 feet. SPT blow counts within these clean, saturated, natural bay deposit sands range from 13 to 24 blows per foot. Older Alluvial Deposits: Dense to very dense, red -brown to gray, coarse "clean" sands (SP -SM), generally characteristic of older fluviaValluvial deposits, underlie the project site area at elevations ranging from approximately -20 to -26 feet. Limited blow counts within these older estuarine soils range from 37 to 38 blows per foot. However, the CPT tip resistance in these deposits typically exceeds 300 tsf, indicating a very dense sand. 4.4 Groundwater Groundwater levels at the site can be expected to vary in response to tidal fluctuations. Groundwater highs will likely approach tidal highs in the bay, and groundwater lows may drop slightly below mean sea level. From a construction standpoint, any excavations advanced down to within the tidal zone should be expected to experience severe caving. N:@5\2573W73 R02 Re 3 Fml Ge tecb Avevtdoc CITY OF NEWPORT BEACH Project No. 2573 5 GEOLOGIC HAZARDS 5.1 Regional and Local Faulting August 27, 2013 Revised: September 6, 2013 Page 7 We did not observe indications of faulting during our field investigation at the site, and available geologic literature does not indicate that active faults have been mapped in the immediate project site area. However, our review of published and unpublished maps indicates that the site is approximately 3 km westerly of the Newport-Inglewood/Rose Canyon fault zone (south Los Angeles Basin segment), which generally trends north/south along the easterly margin of the Newport ("Upper") Back Bay. It is generally accepted that movement along the Newport-Inglewood/Rose Canyon fault zone has created compressional forces, which caused warping and tilting of the portion of crustal block underlying this area of Orange County. 5.2 Seismicity The project site is located in a moderately active seismic region of Southern California that is subject to moderate to strong shaking from nearby and distant earthquakes. Ground shaking from earthquakes on 63 major active faults could affect the site. The nearest of these, the Los Angeles Basin segment of the Newport-Inglewood/Rose Canyon Fault, is located approximately 3 km easterly of the site. According to the United States Geologic Survey (USGS) Open -File Report 2008-1128, the maximum credible earthquake for this segment of the Newport-Inglewood/Rose Canyon Fault is considered to be magnitude 7.2. During the 1933 Long Beach earthquake, a 6.4 magnitude shock was experienced offshore approximately 2.5 miles north-northeast of the site about 30 minutes prior to the shocks that devastated Long Beach. To get a sense of the potential ground shaking at the site, we performed a seismic hazard assessment for the site. The resulting peak ground accelerations and their corresponding level of risk for the site are summarized in Table 1. For the California Building Code (CBC) level design earthquake, the estimated peak ground acceleration at the site is 0.5g. See Section 6.1 for a more detailed presentation of seismic risk for the site. N:� 5QS93V573 R02 Re 3 Firms Ge.wO, 1.,atd. CITY OF NEWPORT BEACH Project No. 2573 5.3 Geologic Hazards August 27, 2013 Revised: September 6, 2013 Page A Potential geologic hazards that may exist at the site include landslides, fault rupture, ground shaking, liquefaction, seismic -induced settlement, lateral spreading, seiches, and tsunamis. With respect to these potential hazards, we have the following comments: Landslides: No landslides have been mapped at the site. As such, it is our opinion that the risk associated with landslides is negligible. Fault Rupture: No faults have been mapped across the site or inferred to cross the site. As such, it is our opinion that the risk associated with fault rupture is low to negligible. Ground Shaking: All sites within Southern California are susceptible to ground shaking. Liquefaction: Liquefaction is a potential hazard in any water -saturated, clean sandy soils. The loose to medium dense, near -surface hydraulic fills and bay deposits (typically above elevation -15 to -25 feet) exhibit relatively low relative densities and consist of clean (SP/SM) soils, making these materials susceptible to seismic -induced liquefaction and lateral spreading. The dense to very dense, older alluvial deposits encountered below -20 to -26 feet are not susceptible to liquefaction. Spontaneous liquefaction develops within sandy soils when they are subjected to a rapid buildup of pore pressure, such as that caused by seismic shock, and the result of this condition could be massive mobilization of the near -surface foundation soils and the failure (settlement) of site -area structural improvements. A more detailed discussion of site liquefaction and lateral spreading and its potential impacts to the site is presented in Section 6.1 of this report. Lateral Spreading: The results of our seismic hazard assessment for this site (see Section 6.1 for details) indicate that seismic -induced lateral spreading is expected at the site during various seismic events. Gently sloping -ground estimated lateral displacements range from 10 to 90 inches (see Table 2). Seismic -Induced Settlement: Ground settlements due to seismic activity results from a densification of soils due to ground vibration, as well as by reconsolidation of liquefied soils. For the facilities under consideration for this study, we anticipate that Nd 5@59312573 R02 Rc0 Final GeMe I ,.t&a CITY OF NEWPORT BEACH Project No. 2573 August 27, 2013 Revised: September 6, 2013 Page 9 the majority of the seismic ground settlements will be associated with potential liquefaction of the upper 20± feet of the hydraulic fills and bay deposits. A more detailed discussion of seismic -induced settlement at the site is presented in Section 6.1 of this report. We estimate that if these soils were to liquefy, the amount of total induced settlement could be on the order of 1 to 4 inches. • Seiches: As the site is located within the Newport Bay, it is our opinion that the risks associated with Seiches are moderate to high. Tsunamis: As the site lies on the coast, it is our opinion that the risk associated with tsunamis is the same as all projects located along the shoreline of the City of Newport Beach. Studies performed by Legg, Borrero, and Synolakis (2004) suggest that this area of the coastline may be affected by both earthquake- and subaqueous landslide - generated tsunamis with wave heights of 2+ meters and wave runup of 4+ meters. As such, the site may be affected by a tsunami under certain critical conditions. As we understand, the City of Newport Beach already has a tsunami contingency plan and evacuation routes in place. 6 DISCUSSION 6.1 Site Development and Seismic Risk 6.1.1 Introduction One key issue associated with the development of this project is the performance of site soils during seismic events and the response of the proposed improvements during these events. As stated in Section 5.3 of this report, the proposed development is located on soils that are susceptible to liquefaction and lateral spreading. These have the potential to adversely affect the proposed buildings due primarily to excessive ground settlement and lateral ground displacements. According to Sections 1803.5.11 and 1803.5.12 of the 2010 Edition of the CBC, structures need to consider the potential for liquefaction and lateral spreading and their impact on the proposed development. As part of this assessment, mitigation measures pertaining to the potential seismic impacts are to be considered as part of the design process for the structures. Such mitigation measures typically include ground stabilization, appropriate foundation N X25@573[2573 R02 Rev3 Final Geutech lav a[doc CITY OF NEWPORT BEACH August 27, 2013 Project No. 2573 Revised: September 6, 2013 Page 10 systems, and/or other structural systems that can accommodate the anticipated displacements and forces. As we understand the code requirements, the primary focus of seismic mitigation is to mitigate and address life and safety concerns more so than maintaining building performance. As such, it is our opinion that a mitigation measure that prevents building collapse but does not prohibit building damage satisfies code requirements. The first step in assessing what mitigation measures may need to be implemented is an assessment of seismic hazard and its impact to the site. Once the potential site response has been ascertained, one may then develop a mitigation strategy that matches the benefit of mitigation to the project mitigating life and safety concerns. As part of this project, TCG conducted a seismic hazard and liquefaction risk assessment concerning potential impacts to the proposed Marina Park project. The findings of that assessment were issued in our letter dated February 19, 2013, and are summarized below. 6.1.2 Seismic Lazard Assessment Our seismic hazard analysis was conducted using the computer program EZFRISK. The hazard assessment was based on a site location of latitude 33.6048 degrees north and longitude 117.92335 degrees west. In addition, we considered earthquake faults and seismic zones within 200 km of the site, included directivity effects, and used four new generation attenuation relationships to estimate the mean peak ground acceleration (PGA) at the site. Also, we performed deaggregation analyses to determine various earthquake scenarios corresponding to various levels of PGA tisk. To confirm the reasonableness of our analyses, we compared our results to risk data obtained from the USGS Seismic Hazard website. Typically, an assessment of seismic hazard generally considers the level of risk associated with the buildings, structures, and facilities of a project. Oftentimes, there are aspects to a project that contain elements that have no significant life and safety concerns. Such elements can include retaining walls, open space, parking lots, and other non -human occupied building -related areas. For these elements, the question of mitigation is oftentimes tied to the cost of mitigation and the overall benefits to the project. As such, a more comprehensive discussion of seismic risk and hazard is germane in order to provide context and guidance in the decisions related the selection of mitigation measures. In order to provide context for the results of our hazard assessment, we used the CBC as our guide for our discussions concerning the nuances of seismic hazard as it pertains to this N QS@SM57 R02 Ravi Foot Gltllb irtveacdw CITY OF NEWPORT BEACH August 27, 2013 Project No. 2573 Revised: September 6, 2013 Page 11 project's facilities that have life -safety concern and those facilities that do not have a life - safety concern. Within the CBC, two seismic criteria are presented: one for structures (see Chapters 16 and 18 of the CBC) and one for marine oil terminals (see Chapter 31F of the CBC). The design criterion for marine oil terminals is oftentimes referred to as MOTEMS. Chapters 16 and 18 focus on buildings that have life -safety concerns, whereas Chapter 31F, while pertaining specifically to marine oil terminals, provides a means for contextualizing seismic risk within a context of benefit and the performance of a facility. According to Chapter 18 of the CBC, the seismic criterion for structures requires liquefaction and other seismic impacts, such as lateral spreading, be evaluated using the PGA corresponding to the design response spectra which is equal to 2/3 of the response spectra based on the maximum considered earthquake (MCE). For this site, the corresponding design PGA is 0.5g. Under MOTEMS, seismic criteria are expressed in terms of a seismic risk classification (High, Medium, and Low) and a seismic performance level (Level 1 and Level 2). As such, a structure is classified as a high, medium, or low seismic risk facility. These risk classifications are in great part based on the relative importance of the structure to the operation of the facility, as well as the consequences of its failure on the functioning of the facility. The use of two levels of seismic performance permits the owner of the facility the opportunity to mitigate impacts to the facility according to the level of hazard and its relative benefit and import to the facility. Once its risk classification has been determined, the structure is designed to achieve its various design objectives based on its given level of seismic performance. For example, a structure could be classified as a high risk facility, which would then be designed for both seismic performance Levels 1 and 2 (defined below). For facilities designed for Level 1, the seismic performance would be such that during the design event, the structure would be expected to experience minor to no structural damage, and would have temporary to no interruption in operations. However, for Level 2, seismic performance would be for controlled inelastic structural behavior with repairable damage, prevention of structural collapse, temporary loss of operations that are restorable within months, and prevention of major spills. N:@12573@573 R02 Re0 Fml Ge 1e0 6rvxtd. CITY OF NEWPORT BEACH August 27, 2013 Project No. 2573 Revised: September 6, 2013 Page 12 A key reason for the MOTEMS approach is the matching of the appropriate level of seismic risk to each specified seismic criteria. For each of these risk classifications and seismic performance levels, a particular earthquake risk is specified. This earthquake risk is either specified in terms of a particular probability of exceedance or a particular earthquake return period. For example, evaluation of a structure having a High risk classification with Level 1 seismic performance would consider various earthquake scenarios having a 50 percent probability of exceedance in 50 years or a return period of 72 years. Likewise, the earthquake scenarios used for a structure having a corresponding High risk classification with a Level 2 seismic performance would correspond to an earthquake scenario having a 10 percent probability of exceedance in 50 years or an event having a return period of 474 years. It is important to point out that the seismic criteria used for structures as outlined in Chapters 16 and 18 of the CSC differ from those presented for MOTEMS related to structures. The primary design objective for structures applicable to Chapters 16 and 18 is life and safety. The implication of such an objective is that the level of function of the structure after the design earthquake event is left unspecified, other than the buildings in question should have performed so as to limit risk to life and safety. As such, a building could, under such a design event, be rendered non-functional as long as life and safety concerns were mitigated. Thus, the objectives associated with geotechnical stability of the site as it relates to ground instabilities (liquefaction and lateral spreading) induced by the design earthquake are to mitigate the impacts from a life and safety perspective. As such, impairment to the functionality of the site after the design earthquake event may occur. The level to which a site is remediated oftentimes results in a lengthy and robust discussion between owner, designer, and geotechnical engineer as costs and level of performance are weighed against each other. For the proposed Marina Park Project, there are facilities, such as the Sailing Center, a Community Center, and other human -occupied structures, where life and safety concerns are applicable; and there are other structures and facilities, such as portions of the anchored sheet -pile bulkhead and open spaces, where life and safety concerns are not applicable. As such, the grouping of like facilities permits one to adopt different mitigation strategies. In the assessment of liquefaction and lateral spreading -related hazards, key parameters include the peak ground acceleration (PGA) and the corresponding level of earthquake shaking. This is oftentimes expressed in terms of an earthquake magnitude, which serves as al�5L573�573 R02 Re 3 Final Gemeah Investdn, CITY OF NEWPORT BEACH August 27, 2013 Project No. 2573 Revised: September 6, 2013 Page 13 a proxy for earthquake shaking as both duration of shaking and number of significant cycles of an earthquake correlated to earthquake magnitude. In order to determine the appropriate earthquake magnitude for a given PGA, a deaggregation of the seismic hazard evaluation is made. For the subject site location and its associated faults, the range of mean and mode earthquake magnitudes was fairly insensitive to PGA level. As such, the use of a single earthquake magnitude is, in our opinion, applicable for this study. As such, we chose a moment magnitude of 7 for assessment of liquefaction and lateral spreading -related hazards. Given the above context, the seismic risk associated at the site can be illustrated by examining the variation of PGA for various levels of seismic risk. To help facilitate this comparison, a summary of the PGA corresponding to the various CBC -specified seismic criteria is presented in Table 1. One of the primary purposes of our study was the assessment of liquefaction and lateral spreading -related hazards as it pertains to various levels of seismic risk. As such, we evaluated the liquefaction and lateral spreading potential for the seismic criteria summarized in Table 1, the results of which are summarized in Table 2. For our assessment, we used as our measure of liquefaction potential the amount of liquefaction -induced settlement and the likelihood of surface manifestations, such as sand boils. With respect to lateral spreading, we used as our measure the amount of lateral displacement for gently sloping ground. In addition to the measures of liquefaction -induced hazard, we noted the depths of liquefaction as a function of seismic risk. For a HIGH seismic risk corresponding to the CBC Chapter 18 and for MOTEMS — LEVEL 2 criterion, the depth of liquefaction generally extends from a depth 6 feet below the existing ground surface to depths ranging from 21 to 32 feet below the existing ground surface. For MOTEMS — LEVEL 1 criterion, the depth of liquefaction is reduced to a zone of soil between 6 and 10 feet below the existing ground surface. 6.1.3 Seismic Hazard, Mitigation, and Design Considerations As the site is prone to liquefaction and lateral spreading under many earthquake scenarios, impacts to the site include ground settlement, lateral ground movements, and increased lateral loads on the proposed anchored sheet -pile bulkhead. In addition, it is important to N:@52573 573 R02 Re0 FmM G..h Imese,duc CITY OF NEWPORT BEACH August 27, 2013 Project No. 2573 Revised: September 6, 2013 Page 14 note that portions of the sheet -pile bulkhead are essential in maintaining foundational support to the Sailing and Community Centers. Due to their proximity to the proposed sheet -pile bulkhead, failure of the bulkhead near these two centers would likely result in severe ground settlement and lateral ground movements that could lead to collapse of these structures, regardless of foundation system. As such, mitigation measures are considered necessary in order to address and mitigate the life and safety concerns of the Sailing and Community Centers and other human -occupied structures. After various discussions with the design team and City staff, the mitigation strategy adopted for this project was to stabilize the site soils within the vicinity of the Sailing and Community Centers, and to found other human -occupied structures not located near the marina sheet -pile bulkhead on mat foundations. The remaining portions of the project site, comprised of non- life -safety facilities, were not to be mitigated with respect to earthquake effects. Thus, the following mitigation measures were adopted for the project: 1. Mitigate soil liquefaction and lateral spreading by installing stone columns via vibro- replacement within the subsurface soils in the vicinity of the Sailing and Community Centers and the associated adjacent segments and portions of the anchored sheet -pile bulkhead. The lateral extent of the stone column treated area is to extend into the proposed dredge area of the marina in order to improve soils necessary for the stability of the anchored bulkhead system. The level and extent of stone column treatment is to treat the limits of the soils that are deemed potentially liquefiable to the level necessary to prevent soil liquefaction under the design earthquake corresponding to Chapter 18 of the CBC. In concept, the treatment of these soils will result in stable ground sufficient to support the proposed centers without the need to use special foundations systems, such as mat foundations or pile foundations. While a conventional foundation system is considered appropriate for these treated soils, buildings will still need to be designed in accordance with Code requirements for buildings located within high seismic zones. 2. The proposed ground improvement via stone columns proposed for the Sailing and Community Centers is to be extended to treat those areas of unstable soils during the design earthquake event that impact the stability of the anchored bulkhead. The purpose of this extended treatment is intended to provide soils that are not liquefiable N:�525M5]3 R@ Rea Firel G.Wre G W.d.a CITY OF NEWPORT BEACH Project No. 2573 August 27, 2013 Revised: September 6, 2013 Page 15 and susceptible to lateral spreading during the design earthquake event so as to reduce the magnitude of lateral earth pressures acting on the anchored sheet -pile bulked. 3. To support all other human -occupied structures, such as the site restrooms and lighthouse, on structural mat foundations designed to accommodate ground settlements and movements so distortions and added loads to the structures in question are reduced due to the rigidity of the building foundations. In other words, the use of mat foundations is intended to permit foundation movements to be generally "rigid -body" in nature. As such, buildings are to be designed to prevent building collapse and yet permit building damage and building movement due to ground settlements and movements. 4. Lastly, non -human occupied structures, such as open -areas and the remaining portions of the anchored sheet -pile bulkheads, are not to be mitigated for seismic impacts and as such are permitted to be damaged due to increased seismic loads and associated ground movements. By adopting these mitigation objectives, it is important to realize that during the CBC level design earthquake event, those areas not ground -improved will undergo the effects of lateral spreading and liquefaction. As such,, improvements located in those areas will experience the full effect of lateral displacement to foundation elements, seismic -induced settlements, and potential effects associated with surface manifestations related to liquefaction. In addition, it is important to extend the limits of ground improvement beyond the Sailing and Community Centers in order to protect them from secondary ground movements related to the effects of lateral spreading of adjacent areas. Such ground movements would be associated with the potential development of "graben" like features related to slumping of ground adjacent to those areas prone to lateral spreading areas due to loss of lateral support, not unlike the grabens developed in the head scarp areas of landslides. Thus, it is important to provide a buffer area around the buildings that could accommodate such secondary ground disturbance. In developing the buffer width, we considered the depth of potentially liquefiable soils, the limits of the active wedge that could develop due to loss of lateral support, and the angle of friction of the treated soil. The depth of liquefiable soils varies across the site and is estimated to range from 30 to 34 feet. Assuming a friction angle of 36 degrees for the treated Nd25�5 573 RW. Re3 Final GeWch lnvsLdoe CITY OF NEWPORT BEACH August 27, 2013 Project No, 2573 Revised: September 6, 2013 Page 16 soils, we would anticipate that the limits of potential secondary ground movement could extend approximately 15 feet (limits of the active wedge) to 47 feet (limits of a wedge inclined at the angle of friction of the treated soil) from the edge of the treated soils. Assuming that foundation systems will be embedded at least 2 feet below the ground surface, a reasonable buffer zone from the edge of buildings is approximately 45 feet. It is important to note that improvements placed within this buffer zone could be damaged if secondary ground displacements extend into the zone as a result of ground displacements in the non- treated areas of the site. 6.2 Analytical Basis for Lateral Load Recommendations for Marina Bulkhead 6.2.1 Introduction As part of the development for Marina Park, a new concrete anchored sheet -pile bulkhead is to be constructed for the purpose of retaining on-site soils around the perimeter of a marina basin that is to be created by excavation and dredging. The general layout of the proposed marina basin is shown on Figure 3. According to preliminary project plans: • The marina basin is to be excavated and dredged to a depth of -10 feet Mean Lower Low Water (MLLW). • The proposed marina bulkhead is to consist of precast concrete sheet piles laterally restrained by either grouted tieback anchor or deadman anchor systems via a concrete cap. The inclinations of the deadman anchor and grouted tieback anchor systems are approximately 10 degrees and 20 degrees from the horizontal, respectively. According to the plans, the deadman anchor beam is anticipated to be 1.5 -feet wide and 4 -feet tall, with a top -of -beam at +4 feet MLLW. • The design top -of -sheet -pile elevations vary between +7.5 feet and +8.0 feet MLLW, and the top -of -wall or pile -cap elevations vary between +9.5 feet and +10.0 feet MLLW. MU52 2573 2593 X02 Rc 3 Final G.twh Invevt�« CITY OF NEWPORT BEACH Project No. 2573 August 27, 2013 Revised: September 6, 2013 Page 17 Based on our discussions with City staff and the design team, the following design approach was adopted for the project, including marina seawall bulkheads: 1. Design the proposed Sailing Center, Community Center, and other life and safety related buildings to accommodate the design earthquake, as defined by the 2010 CBC, without collapse. 2. For the proposed marina bulkhead, design that portion of the bulkhead that provides lateral support to the Sailing and Community Centers to accommodate the design earthquake, as defined by the 2010 CBC. Design the remaining portions of the marina bulkhead for lesser earthquake conditions corresponding to a Level 1 earthquake for low priority facilities according to MOTEMS (Chapter 31 of the CBC). 3. Site soils are unstable during the CBC design earthquake and are expected to liquefy and laterally spread. As such, buildings founded on these soils in their current state are expected to be damaged and possibly fail during the design earthquake. In order to mitigate life -safety concerns associated with occupied buildings, the foundations for these structures will need to be designed to accommodate the anticipated ground movement, or the site soils will need to be modified and improved so that they remain stable during the design earthquake event. Due to the location of the proposed marina bulkhead, foundation soils within and near the vicinity of the Sailing and Community Centers require stabilization by ground improvement in order to mitigate liquefaction and lateral spreading of foundation soils. The proposed ground improvements that consist of stone columns are to be installed within the area of the proposed Sailing and Community Centers and within the immediate toe area fronting that portion of the seawall adjacent to the buildings. Given the above basis of design and our discussions with Moffatt & Nichol, our recommendations for geotechnical design input include the following: Lateral earth pressure recommendations for an anchored wall assuming ground improvements and for the CBC design earthquake. Lateral earth pressure recommendations for an anchored sheet -pile bulkhead for the Level 1 MOTEMS design earthquake corresponding to low priority facilities. No�5073V53 R02 Rc3 Firms G.fil ,td. CITY OF NEWPORT BEACH Project No. 2573 August 27, 2013 Revised: September 6, 2013 Page 18 Recommendations for design of the wall anchoring system for both deadman and tieback anchor systems. Recommendations for the limits of ground improvement and for construction sequencing of potential ground improvements for the proposed seawall bulkhead. 6.2.2 Site Conditions Impacting Lateral Earth Pressures The project site is situated on the landward side of a naturally formed coastal bar (or "barrier") of the type formed by a transgressive sea and littoral currents at the seaward edge of a stream delta or lagoon. Elevations across the site range from approximately 7.8 feet NAVD88 along West Balboa Boulevard, ascending to almost +10 feet near the central backbone of the parcel, then back down to about +5 feet at the U.S. bulkhead line generally along the existing shoreline. From the U.S. bulkhead line, the nearshore bay floor slope descends at an inclination of approximately 10:1, down to approximate elevation -10 to -12 feet along the channel limit line. As discussed in Section 4.3 of this report, the site is underlain by hydraulic fill, bay deposits, and older alluvial deposits beyond the depths of our deepest exploratory testing at 50 feet. Groundwater levels at the site can be expected to vary in response to tidal fluctuations. Groundwater highs will likely approach tidal highs in the bay, and groundwater lows may drop slightly below mean sea level. From a construction standpoint, any excavations advanced down to within the tidal zone should be expected to experience severe caving. As indicated in this report, geologic hazards at the site include seismic ground shaking, liquefaction, and lateral spreading. Specifically, our analyses indicate that liquefaction will occur under the design earthquake within the on-site soils located below the groundwater surface and above the older alluvial deposits. As the depth of groundwater is expected to vary with the water elevation in Newport Bay, we have assumed for this discussion that the groundwater surface is near mean sea level or near elevation +3 feet MLLW. As such, liquefaction is expected below +3 feet MLLW and above elevations ranging from approximately -20 to -26 feet. N:@5�573573 R02 Re13 Fircnf Gltm6IDvesedoc CITY OF NEWPORT BEACH Project No. 2573 6.2.3 Seismic Criteria August 27, 2013 Revised: September 6, 2013 Page 19 Seismic criteria for the design of the marina sheet -pile bulkhead are twofold. For those portions of the bulkhead that provide lateral support to buildings having life and safety concerns, the seismic criteria are governed by Chapter 16 of the CBC, whereas for this project, it was decided to employ the seismic criteria for MOTEMS Level 1 earthquakes for low priority structures described in Chapter 3 1 F of the CBC for those remaining portions of the bulkhead that do not maintain the lateral support for buildings having life and safety concerns. For earthquakes governed by Chapter 16 of the CBC, the CBC requires a site-specific seismic response analysis for any site that is considered liquefiable. As the CBC references ASCE/SEI 7-05, there is an exclusion to this requirement, provided the proposed structures have a fundamental period of vibration equal to or less than 0.5 second. For such structures, a site-specific analysis is not required and the response spectra can be determined using the equivalent site class for non -liquefiable soil. As this is the case for this project, we recommend using the Site Class D characterization for stiff soil. For this site class, we recommend using spectral accelerations of 1.252 and 0.711 for periods of 0.2 and 1.0 second, respectively. In addition, according to the CBC, the peak ground acceleration (PGA) at the site can be estimated by taking the spectral acceleration at 0.2 second and dividing by 2.5. As such, the corresponding PGA at the site is estimated to be 0.5g. This PGA forms the basis of our evaluation of seismic loads acting on the proposed marina bulkhead for those portions of the bulkhead that provide lateral support for the Sailing and Community Centers. For the remaining portions of the bulkhead, the PGA corresponding to a MOTEMS Level 1 earthquake (see Chapter 31F of the CBC) for low priority structures was used to determine the lateral earth pressures acting on the bulkhead. The design earthquake for this condition corresponds to an earthquake having a 75 percent probability of exceedance in 50 years that, for this site, is expected to produce a PGA of 0.12g. 6.2.4 Basis for Lateral Loads Acting on the Anchored Bulkhead To evaluate the active and passive lateral earth loads acting on the proposed bulkhead, we used procedures outlined in "The Seismic Design of Waterfront Retaining Structures" (Ebeling and Morrison, 1992). In this report, the Mononobe and Okabe (M&O) equation has been modified to include partially submerged backfill conditions and pore pressure effects, N:�5\1593 2593 R02 Rrv3 Ficin G,ot o Lrvestdoc CITY OF NEWPORT BEACH August 27, 2013 Project No. 2573 Revised: September 6, 2013 Page 20 including both increases and decreases in pore pressures. For discussion purposes, the modified Mononobe and Okabe equation will be referred to as the "MM&O" equation. The inclusion of the backfill submergence effect effectively increases the equivalent seismic coefficient by a factor of approximately 2 for 100 percent submerged backfill soils. The inclusion of pore pressure effects affects the equivalent seismic coefficient by either increasing or decreasing the coefficient. The change in equivalent seismic angle is due to the change in the effective buoyant weight of the soils. An increased pore pressure reduces the effective buoyant weight of the soil and hence increases the equivalent seismic angle, whereas a decrease in pore pressure increases the effective buoyant unit weight of soil and, as such, decreases the equivalent seismic angle. One key characteristic of both the M&O and MM&O equations is the potential condition where the solution of the equation transitions from real to complex solutions. For the condition of a vertical wall with horizontal backfill and no wall friction, this point of transformation occurs when the strength of the soil, as represented by the angle of friction of the soil, is equal to the seismic inertial load as represented by the equivalent seismic angle. In other words, the angle of friction of the soils is equal to the equivalent seismic angle. At this point, the coefficient of lateral earth pressure for both active and passive conditions becomes equal and is only a function of angle of friction of soil. For seismic loadings greater than this critical condition, the inertial loading of the soil becomes theoretically unbounded. Conceptually, this point could be viewed as an equivalent "fluidized" condition with unbounded soil mobility. Three important implications of this transition point are: 1. There are potential scenarios where, given no pore pressure changes or an increase in pore pressure, the active and passive pressures become undefined and, as such, are commonly taken as being equal to the limiting value at the point of transition. 2. For soils that dilate during shear (i.e., dense soils), the inclusion of pore pressure changes, which in this case would be negative, can result in solutions to the MM&O when no solution for the MM&O equation would exist, given no pore pressure changes. 3. Recent building codes are imposing progressively higher design seismic demands on retaining structures than before, when most of the analytical methods for retaining structures were being developed. As such, additional engineering judgment is N:�5V1 3?M58 R02 Re 3 Fi.1 Ommeh hve tda CITY OF NEWPORT BEACH Project No. 2573 August 27, 2013 Revised: September 6, 2013 Page 21 needed for projects with submerged backfills. To illustrate, consider the following. For non -submerged backfill conditions, the impact of these code changes has resulted in the development of methods that permit the inclusion of soil cohesion in their solutions and, as such, mitigate the impact of high seismic coefficients on the solution of problems. However, for submerged and partially submerged backfill soils comprised of cohesionless materials, such as sands, the increased seismic coefficients have led to more and more problems concerning the stability of the MM&O equations. This is true even with fairly strong soils with high friction angles. For example, a strong soil, even with a friction angle of 40 degrees at a site having a seismic coefficient of 0.458 in a dry backfill condition, would have an equivalent seismic angle of approximately 24 degrees and, as such, the MM&O equation would have a real solution, whereas under a submerged backfill condition, the same seismic coefficient would result in an equivalent seismic angle of approximately 44 degrees and, as such, would result in no real solution to the MM&O equation. However, if this strong soil was considered to be dilative and, under shearing conditions, resulted in a pore pressure ratio of -0.5, the equivalent seismic angle would be approximately 33 degrees, which could then be evaluated by the MM&O equation. In the above discussion, the question of pore pressure and its potential impact on the problem has been discussed generally. However, some additional comments pertaining to the incorporation of pore pressure changes during earthquakes is considered helpful in understanding why a given pore pressure ratio is selected for use with the MM&O equation. The MM&O equation has, as one of its purposes, the computation of the maximum force necessary to be applied to a critical wedge of soil in order to maintain force equilibrium of wedge. As such, the critical wedge is considered to have mobilized its strength along the base of the critical wedge, or, in other words, the wedge is at the point of failure for the forces considered acting on that wedge. As such, when one is selecting the pore pressure value to consider for the lateral seismic coefficient under consideration, one needs to consider what it means for the soil wedge in question to be at "failure." Soils that are failing in a drained condition do not generate pore pressures during failure and, if they have arrived under shearing to their critical state, those soils no longer change strength. At this point, if the applied shear stresses are greater than the available shear N:V S�! M593 R02 Rev3 Final Geotech bnvestdo CITY OF NEWPORT BEACH August 27, 2013 Project No. 2573 Revised: September 6, 2013 Page 22 strength of the soil, the soil behaves as frictional fluid and begins to flow. However, when the loading is such that it is considered "undrained," soils oftentimes undergo changes in their pore pressures and, as a result, undergo a strength change. Depending upon the "state" of the soil, the soil strength can either decrease due to increased pore pressures or increase due to a decrease in pore pressures. Consequently, the soil can become "fluidized," remain coherent and "solid -like," or behave somewhere in between. In any of the cases, the stress - state of the soil ultimately follows along the failure or strength envelope of the soil, depending on the direction of the change in pore pressure. As such, "loose" soils trend toward "fluidized" behavior as the soil loses strength with applied shear stress, whereas "dense" soils trend toward stable or "solid -like" behavior as the soil strength matches applied shear stress. Thus, the pore pressure response of the "dense" soil inversely follows the change in shear stress or, in other words, under high applied shear stress, the soil experiences negative changes in pore pressure and, while under low applied shear stress, the soil will experience positive pore pressure changes. In our evaluation of the lateral earth pressures acting on the bulkhead, we assumed the following conditions: 1. Soils needed to maintain lateral stability to human -occupied buildings and structures need to be densifred so that these soils will remain stable during the design earthquake. In other words, soils need to be densified so that they will tend to dilate under the undrained earthquake loading conditions during the high shear stress - inducing portions of the ground motion. 2. For soils improved via ground improvement by stone columns, we assumed a friction angle of 36 degrees; for those improved soils located below the groundwater table, we assumed that the pore pressure ratio would be -0.5 to account for dilative effects of the soil during ground shaking. For these soils, we used a seismic coefficient of 0.45g modified for wall height for a PGA of 0.5g to determine the lateral earth pressures for those portions of the bulkhead that were needed to provide lateral support for the proposed Sailing and Community Centers. 3. For the existing fill and bay soils, we assumed a friction angle of 32 degrees. This condition was used with a seismic coefficient of O.12g to determine the lateral earth pressures for the remaining portions of the bulkhead that did not provide lateral support to buildings. W: 5\2573@573 R02 Re0 Finai G.te6ID Ldo CITY OF NEWPORT BEACH Project No. 2573 August 27, 2013 Revised: September 6, 2013 Page 23 4. For the submerged older alluvial soils, we assumed an angle of 38 degrees and, during seismic loading, a pore pressure ratio of -0.5 to account for the dilation of the soils during seismic loading corresponding to the PGA of 0.5g and a pore pressure ratio of 0.0 for a PGA of 0.12g. 5. In the determination of the seismic coefficient corresponding to the PGA, we reduced the seismic coefficient to 0.45 to account for wall height effects and the incoherency of ground motions. 6.2.5 Anchored Sheet Pile Bulkhead Anchoring Systems As we understand, the proposed anchoring systems for the bulkhead are to consist of either a deadman anchor or grouted tieback anchors. We understand that the proposed deadman anchor is inclined at approximately 12 degrees from the horizontal, and is anticipated to have a width of 1.5 feet and a height of 4 feet. Review of site conditions and preliminary wall geometries suggests that the proposed deadman anchor will be located within a soft, silty clay to loose silty sand layer found generally between elevations +3 feet and -2 feet. These soils appear to be at the interface between the overlying fills soils and the underlying bay deposits. These soils are considered weak. In our assessment of the capacity of the deadman anchor, we have assumed that the deadman anchor is located a minimum of 5 feet below the ground surface. Given that the anchor will likely be founded into a weak layer at the site, the capacity of the anchor is controlled by the local shearing within this layer. According to preliminary plans, the proposed grouted tieback anchor system is inclined at 5 to 12 degrees from the horizontal. We anticipate that the grouted zone of the anchor will begin approximately 12 to 20 feet below surface grade. We anticipate that the bonded zone will be on the order of 40 feet, such that the average depth of cover along the anchor will be on the order of 20 feet. In addition, we anticipate that the grout for the anchor will be injected under pressure. For purposes of our evaluation, we have assumed that grout will be injected under a pressure of approximately 200 psi. In terms of design considerations, there are two issues of interest. One is the potential impact associated with pore pressure changes during the design earthquake and anchor capacity. The second issue is the location of the anchors. These two issues are discussed below. N M573�573 R03 Re 3 Fml Gemme I ,e Ida CITY OF NEWPORT BEACH August 27, 2013 Project No. 2573 Revised: September 6, 2013 Page 24 Pore pressures are anticipated to vary throughout the earthquake. The magnitude of the pore pressures will vary with ground acceleration and response of the soil. We anticipate that the pore pressures at the site will be a function of ground acceleration and behavior of the soil. As such, we anticipate that the pore pressure ratio will vary between +0.2 and -0.5 during the ground shaking within those areas improved by ground modification, with a residual positive pore pressure ratio between 0 and 0.2 after shaking stops. For segments of the bulkhead not located adjacent to ground improved soils, pore pressure ratios are expected to trend to a pore pressure ratio of 1.0 as these soils liquefy during the CBC design earthquake event. The wall in question in the area of ground improvement has been designed for a seismic loading corresponding to a seismic coefficient of 0.45. On the basis of our analyses, the induced loading for this condition is greater than or equal to approximately 1.6 times the other loading conditions. As such, while the load resisting capabilities are anticipated to be less when pore pressure ratios are positive, the capacity of the anchor systems is still anticipated to be greater than needed, given the seismic load for which they have been designed in the first place. Roughly speaking, the capacity of an anchoring system would be reduced approximately by the pore pressure ratio. For a pore pressure ratio of 0.2, we would expect a 20 percent reduction in capacity. Since the system has a design capacity of at least 160 percent beyond the loading conditions where pore pressures are anticipated to be positive, it is our opinion that the system has sufficient capacity to accommodate the reduced capacity of the anchor systems. For those anchor systems located adjacent to unimproved ground, we anticipate that the bulkheads will fail during significant earthquake events. As for the location of anchorage systems, the literature supports two approaches to the location of deadman anchors (anchor systems that rely on the passive resistance of the anchor). In both approaches, the location of the deadman is such that the passive and active zones of the wall do not interact. The difference is how one defines the locations of the active and passive zones. One method uses the bottom of the tip of the anchored sheet pile to define the two zones. The other method (illustrated in DM7 and used by Duncan in his lectures) bases the determination of the wedges from the point of zero moment. In the latter method, a simplification is oftentimes introduced by locating this point of zero moment as being equal to a point of 0.25 times the embedment depth up from the bottom of the embedment. If one considers that most anchored sheet -pile walls are designed by the free - earth method, where the depth required for equilibrium and hence zero moment is then increased by 1.3 to 1.4 times depth required for assessing the required safe embedment, then No@5\$73t 573 Rat Re 3 proal Gc t h Ml.t. o CITY OF NEWPORT BEACH August 27, 2013 Project No. 2573 Revised: September 6, 2013 Page 25 the "active zone" of the sheet pile would actually be at some point above the embedded toe, as the portion of the sheet embedment beyond the originally computed depth is not loaded but is to provide reserved capacity. Thus, in our opinion, the method suggested by DM7 defines where the active zone would start, and hence the basis for using the point of zero moment as the point from which to define the location of the deadman anchor. 7 RECOMMENDATIONS 7.1 Site Preparation Site preparation for this project consists of installing ground improvements to remediate soils within the Sailing and Community Centers located near the proposed anchor sheet -pile bulkhead lined marina, preparation of subgrade soils for other structures and facilities, and potential remediation and special handling of a near -surface wet, loose silty sand to sandy silt and soft silty to sandy clay and clayey silt layer. To this end, we have the following recommendations. 7.1.1 Ground Improvements Via Stone Column Installed by Vibro-Replacement 1. We recommend that the ground improvements consist of vibro-replaced stone columns installed within the limits of the proposed building footprint and selected areas adjacent to the marina bulkhead (see Figure 4). The limits shown on Figure 4 include a 45 -foot buffer zone from the edge of the footing to mitigate potential impacts associated with secondary ground displacements related to lateral spreading of adjacent non -treated soils. It is important to note that improvements placed within this buffer zone could be damaged if secondary ground displacements extend into the zone as a result of ground displacements in the non -treated areas of the site. 2. We recommend that the stone column improvement be installed prior to the excavation of the marina basin and prior to the installation of the concrete sheet piles in order to limit potential increase in soil loads to the bulkhead. 3. We recommend that the layout of the stone columns be such that the installation of the anchor systems can be accommodated with minimal impact to the anchor systems and to the stone column improved soils. Nd 250T W573 R02 Rao Poat Ge Im h Imutdoc CITY OF NEWPORT BEACH Project No. 2573 August 27, 2013 Revised: September 6, 2013 Page 26 4. We recommend that the stone column improvements extend vertically from elevation +5 feet MLLW to an elevation corresponding to 5 feet below the top of the older alluvial soils. 5. For soils within the toe area fronting the bulkhead, we recommend that the area of stone column improvement extend a lateral distance of 30 feet from the face of the wall. In addition, we recommend that the depth of treatment extend from an elevation of -12 feet MLLW to an elevation corresponding to 5 feet below the top of the older alluvial soils. 6. We recommend that ground improvements be installed in accordance with the specifications and criteria presented in Appendix C. In addition, we recommend that liquefiable soils be improved to a condition such that the post -treated soils have a minimum normalized clean sand CPT tip resistance of 190. The normalized clean sand CPT tip resistance is to be computed using Robertson and Wride, 1998. 7. The near -surface soils in the area of ground improvement will be highly disturbed during the installation. As such, within the areas of ground improvement, we recommend that the site be excavated to an elevation of+4 feet (1 foot below the top of treatment). The contractor is to then place to elevation +5.5 feet a minimum of 18 inches of 1/2 -inch crushed rock or gravel. The crushed rock or gravel shall comply with Section 200-1.2 - Crushed Rock and Rock Dust of the Standard Specifications for Public Works Construction. A non -woven filter fabric shall be placed on top of the 18 -inch crushed rock layer. The non -woven filter fabric shall be a Mirafi N-140 or equivalent. The contractor is to then recompact the soil to finish grade to a relative compaction of 95 percent in accordance with ASTM D 1557. 8. We recommend that the excavation and recompaction of the stone column disturbed area be performed prior to the installation of the tied -back anchor systems for the adjacent concrete sheet -pile bulkhead. M\15�5M573 R02 Re0 Final Gwiwh Inv It&m CITY OF NEWPORT BEACH August 27, 2013 Project No, 2573 Revised: September 6, 2013 Page 27 7.1.2 Site Preparation and Earthwork Operations 7.1.2.1 Site Preparation Beneath Sidewalks, Flatwork, and Buildings, Excluding Girl Scout House We recommend that, where improvements consisting of sidewalks, flatwork, pavements, and buildings are to be placed, the site be excavated to a minimum depth of 2 feet below existing grade or finish grade, whichever is deeper, and then scarified to a minimurm depth of 8 inches, watered, and properly recompacted to a minimum of 95 percent relative compaction, in accordance with ASTM Test Designation D 1557. Any loose zones encountered during compaction of the final subgrade should be overexcavated and properly recompacted to 95 percent in order to provide the recommended subgrade density. In addition, we recommend subgrade soils underlying flatwork or pavement areas and building foundations be scarified to a depth of 12 inches, moistened as needed, and recompacted to a minimum relative compaction of 95 percent. This may require depths of treatment to extend deeper than the minimum depth of removal and recompaction described above. 7.1.2.2 Site Preparation for Girl Scout House Area If site preparation for the proposed Girl Scout House becomes part of this project, we recommend that, within the proposed building area and to a distance of 5 feet beyond the limits of the proposed structural mat foundation, the near -surface soils be excavated to a depth of approximately 7 feet below current site grades and recompacted to a minimum of 90 percent relative compaction, in accordance with ASTM Test Designation D 1557. In addition, we recommend that the upper 12 inches below the bottom of the mat foundation be compacted to a minimum of 95 percent relative compaction, in accordance with ASTM Test Designation D 1557. Lastly, during the excavation and recompaction of the 7 -foot zone of material, we anticipate that saturated loose sands and silty sands, sandy silts, and soft to firm silty clays will be encountered. The subgrade soils will likely be soft and compressible, and these materials will likely be difficult to dry out and process for recompaction purposes. As such, a gravel layer may be required to form a competent foundation upon which to recompact the excavated on-site soils. The thickness of this gravel N'.@525932593 R02 Rev3 Final Qenmch Invest.doo CITY OF NEWPORT BEACH Project No. 2573 August 27, 2013 Revised: September 6, 2013 Page 28 layer will depend on site conditions encountered at the time of excavation. We estimate that this layer may be on the order of I- to 2 -feet thick, with the actual thickness being determined in the field. This gravel layer can be increased to account for the replacement of unsuitable soils that may be encountered during the excavation. If a gravel layer is used, we recommend that it be compacted to an unyielding condition and that it be wrapped in a filter cloth. We recommend using a Mirafi N-140 non -woven filter fabric or equivalent in which to wrap the gravel layer. Seams for the filter cloth should overlap a minimum of 18 inches. 7.1.2.3 Site Preparation for Remaining Areas We recommend that, as a minimum, the existing ground surface or finish grade, whichever is deeper, be scarified to a depth of 12 inches, moistened as needed, and recompacted to a relative compaction of 92 percent. 7.1.2.4 Site Preparation and Remediation within Ground Improvement Areas The near -surface soils in the area of ground improvement will be highly disturbed during the installation. As such, within the areas of ground improvement, we recommend that the site be excavated to an elevation of +4 feet (1 foot below the top of treatment). The contractor is to then place to elevation +5.5 feet a minimum of 18 inches of 1!2 -inch crushed rock or gravel. The crushed rock or gravel shall comply with Section 200-1.2 - Crushed Rock and Rock Dust of the Standard Specifications for Public Works Construction ("Greenbook"). A non -woven filter fabric shall be placed on top of the 18 -inch crushed rock layer. The non -woven filter fabric shall be Mirafi N-140 or equivalent. The contractor is to then place fill materials and recompact the soil to finish grade to relative compaction of 95 percent. We recommend that the excavation and recompaction of the stone column disturbed area be performed prior to the installation of the tied -back anchor systems for the adjacent concrete sheet -pile bulkhead. 7.1.2.5 General Site Prenaration and Earthwork Where new fill is to be placed in areas underlying buildings or structures, we recommend that new fill be compacted to 95 percent relative compaction. For areas N:?52573�573 R02 R,3 Fine} GaM hhrv.td.a CITY OF NEWPORT BEACH Project No. 2573 August 27, 2013 Revised: September 6, 2013 Page 29 not underlying buildings, sidewalks, flatwork, and pavements, we recommend placing new fill at a minimum relative compaction of 92 percent. All fill should be placed at a moisture content between optimum moisture, as determined by the latest approved version of ASTM D 1557, and 2 percent above optimum. For utility trench backfill, we recommend that the soils within the pipe zone be compacted to the minimum specified relative compaction per the utility designer. Soils used as backfill above the pipe zone shall be compacted to a minimum relative compaction of 92 percent. We recommend that the existing hydraulic fill sands be compacted by a combination of vibration using a vibratory roller, compactor, and/or heavy track equipment. Except for as noted above, all site preparation and grading should be performed under the observation of the geotechnical engineer and in accordance with Section 300, "Earthwork," of the Standard Specifications for Public Works Construction. 7.1.3 Mitigation ofNear-Surface On -Site Clayey Material Within Proposed Dredged Area A 2- to 3 -foot -thick layer of wet, loose silty sands to sandy silt and soft silty to sandy clay and clayey silt, encountered approximately 6 feet below current site grades, was identified in 10 out of the 12 CPT soundings performed for this project. We anticipate that this layer will be encountered during the dredging and grading of the proposed marina. This layer of soil was generally encountered between elevations of +3 and -2 feet and contained within it an approximately I- to 2 -foot -thick zone of clayey material. In general, these materials are unsuitable for beach nourishment or for use as fill soils in their current state. However, these materials can be used as fill materials, provided that they are suitably processed and placed in non -impacting areas. In order to use these soils as fill materials, we recommend the following: 1. We recommend that the soils obtained from the borrow area described above be dried to a moisture content ranging between their optimum moisture content and 2 percent N9 5\2573 553 R02 Rw3 Ftr l Gewt¢ Invastdoo CITY OF NEWPORT BEACH Project No. 2573 August 27, 2013 Revised: September 6, 2013 Page 30 above optimum moisture content, as determined by the current version of ASTM Test Method D-1557; 2. We recommend that these soils be placed in non -building pad areas at a minimum depth of 5 feet below finish surface grades, and a minimum of 2 feet below finished subgrade if placed within parking and pavement areas. In addition, we do not recommend that this layer be used within the stone column area; and 3. We recommend that these soils be compacted to a minimum relative compaction of 92 percent of the laboratory maximum dry density as determined by the current version of ASTM Test Method D-1557. These soils may be used in other locations provided that they are blended with on-site sandy soils to a condition such that the composite material has a plastic index less than, or equal to, 4. Lastly, the processing of these soils on-site will likely require a drying area where materials can be spread and disced as needed. Blending of the material with other site materials will likely also require discing. 7.2 Foundation Design 7.2.1 Foundations for Sailing and Community Centers For those buildings located on improved ground using stone columns: We recommend that buildings be supported on a combination of continuous strip footings, spread or pad footings, and grade beams. We recommend that the foundation elements be designed for an allowable bearing pressure of 2,500 psf or less. The allowable bearing pressure may be increased by one-third for seismic and/or wind loads. We estimate that for foundations designed to these bearing pressures, total settlements due to building loads will be less than I inch and differential settlements will be less than or equal to 1/2 inch. We recommend that foundation elements have a minimum embedment depth of 24 inches. N:�5�573@573 R02 R13 Final G,we , Invwcdoc CITY OF NEWPORT BEACH Project No. 2573 August 27, 2013 Revised: September 6, 2013 Page 31 Foundations shall be designed in accordance with Chapter 18 of the CBC and shall specifically address the requirements of seismic ties for footings presented in Section 1809.13 of the CBC. 7.2.2 Mat Foundations for Restroom Facilities and Other Small Buildings For buildings located on non -improved ground: We recommend that buildings be founded on mat foundations having a minimum embedment depth of 24 inches. We recommend that buildings founded on mat foundations be designed for an allowable bearing capacity of 1,000 psf or less. The bearing capacity may be increased by one-third for seismic and/or wind loads. We estimate that for foundations designed to these bearing pressures, total settlements due to building loads will be less than I inch and differential settlements will be less than or equal to 1/2 inch. We recommend a subgrade modulus of 100 pci that is then adjusted for mat and foundation size. To provide resistance for design lateral loads, we recommend that an allowable friction coefficient of 0.45 be used between the concrete mat foundation and the underlying recompacted sandy subgrade soils. If, for some reason, additional lateral resistance is required, interior shear keys can be added when located a minimum of three times the depth of the shear key in from the perimeter edge of the mat foundation. Passive pressures, if used, should be limited to an equivalent fluid pressure of 300 pef. 7.3 Seismic Design Parameters per CBC Portions of the proposed project will be founded on ground improved soils that are non - liquefiable and on liquefiable soil deposits. The CBC states that a site-specific seismic response analysis for any site that is considered liquefiable be performed. However, based on ASCE Standard ASCE/SEI 7-05, if the proposed structures have a fundamental period of vibration equal to or less than 0.5 second, site-specific analysis is not required and response spectra can be determined using the equivalent site class for non -liquefiable soil. As such, we have treated the site as a non -liquefiable site having Site Class D.I. For this site class, we N:P 5�573V573 R02 Rw3 Fw.1(3 W6 S,Cl CITY OF NEWPORT BEACH August 27, 2013 Project No. 2573 Revised: September 6, 2013 Page 32 recommend using spectral accelerations of 1.251 and 0.710 for periods of 0.2 and 1.0 second, respectively. For structures that are to be designed for earthquake loads per Section 1613 and 1613A of the 2010 CBC, we have provided the following recommended site coefficients for proposed improvements that have a fundamental period of vibration equal to or less than 0.5 second (approximate location: 33.6079 degrees latitude, -117.9234 degrees longitude). CBC Seismic Design Parameters FA�o 1 Fv1.5 Ss.. — — 1.877 SI 0.710 SMS 1.877 SMI 1.066 SDS 1.251 SDI 0.710 The above parameters do not take into consideration the likelihood of on-site liquefaction and the resulting increased loads on proposed piles and bulkhead walls. To withstand anticipated seismic, liquefaction, and lateral spreading -induced loads, site-specific seismic analyses may need to be conducted for the design of those structures, with consideration given to ground improvements to mitigate seismic hazards. 7.4 Concrete Flatwork and Walkways We recommend that areas to receive concrete flatwork and walkways be prepared in general accordance with Section 301-1 of the Greenbook Specifications. We recommend that subgrade soils be scarified to a minimum depth of 6 inches, and compacted to a minimum relative compaction of 95 percent. Additional subgrade preparation may be necessary in those areas where flatwork and walkways may be subject to vehicle loading and should be evaluated on a case-by-case basis. 7.5 Soil Corrosivity The results of corrosivity testing of the near -surface soils indicate a soil pH of 7.0 and 40 years to perforation for a 16 gauge metal culvert. Test results are included in Appendix B. N.aSS812573 R02 Re,3 Pinel Ommcb h,.Id. CITY OF NEWPORT BEACH Project No. 2573 7.6 Sheet -Pile Bulkheads 7.6.1 Limits of Liquefaction August 27, 2013 Revised: September 6, 2013 Page 33 In order to determine the depths of soil liquefaction in relation to soils retained and fronting the proposed bulkhead, we recommend limiting the interval of liquefaction from the groundwater surface to the top of older alluvium. Our recommended elevations for the top of the older alluvium layer are shown as spot elevations along the alignment of the bulkhead on Figure 3. We recommend linearly interpolating between the spot elevations. Locally, the top of the older alluvium is likely higher than indicated by the spot elevations shown on Figure 3. 7.6.2 Recommended Lateral Earth Pressures for Bulkhead Design for Support of Buildings Founded on Ground Improvement For those portions of the bulkhead necessary to maintain the lateral support of buildings founded on ground improved land, we recommend using the lateral earth pressure distributions presented in Figures 5 and 6. 7.6.3 Recommended Lateral Earth Pressures for Bulkhead Design for Areas NOT Supporting Buildings For those portions of the bulkhead not required to maintain the lateral support of buildings founded on ground improved land, we recommend using the lateral earth pressure distributions presented in Figures 7 and 8. 7.6A Recommended Lateral Earth Pressures for Bulkhead Design for Static Conditions in General In addition, we recommend that all bulkhead designs be checked for static loading conditions. If the static design controls the design of that portion of the bulkhead, the design should be modified to accommodate the static loading. For the static loading check, we recommend the lateral earth pressures presented in Figures 9 and 10. When applying the lateral earth pressure distributions presented in Figures 9 and 10, it is important to note that the passive pressures presented in Figure 10 have been factored using a factor of safety of 1.5. As such, if the design method selected for design makes use of an un -factored passive pressure, the passive pressure distribution presented in Figure 10 will need to be increased. NMU573�513 R02 Re,3 Final G.Ivvutdoc CITY OF NEWPORT BEACH Project No. 2573 August 27, 2013 Revised: September 6, 2013 Page 34 In addition, for the condition when surcharge loadings adjacent to the wall are due to temporary conditions, such as delivery services or maintenance and repair where the surcharge loading has a one -day or less duration, then we recommend increasing the passive pressure distribution presented in Figure 10 by one-third. If the passive pressure used in the analyses for transient conditions is based on an un -factored passive pressure distribution, then we recommend that the adjustments to depth of penetration be based on the transient nature of the loading condition. 7.6.5 Anchoring Systems as Proposed Recommendations for the locations of anchoring systems, as proposed by the preliminary plans, for static conditions for deadman and grouted tieback anchors are as follows: For deadman anchors located 5 feet below the ground surface and within the underlying wet, loose silty sand to sandy silt and soft silty to sandy clay to clayey silt soil layer, generally located between elevations + 3 feet and -2 feet, we recommend an ultimate lateral bearing capacity of 2,000 psf and an allowable lateral bearing pressure of 1,000 psf. For tieback anchor systems grouted under a grout pressure of 200 psi, we recommend an ultimate anchor skin capacity of 3,800 psf and an allowable anchor skin capacity of 1,900 psf We recommend that anchor capacities be confirmed by field testing. Also, we recommend that these anchors be post -grouted double -corrosion protected anchors. Contractors, through the use of post -grouting, can oftentimes achieve higher capacity anchors at shorter bonded lengths. As such, all anchors should be tested to confirm their capacities. Lastly, anchors and deadman anchors need to be located such that they do not add additional load to the wall. As such, we recommend using Figure 11 to locate tieback anchors for bulkheads that provide lateral support to buildings. In addition, we recommend using Figure 12 to locate both tieback anchors and deadman anchors for the remaining portions of the bulkhead that do not provide support for buildings. Na25Q573t 573 R02 Re0 Final G�te& Invescdoc CITY OF NEWPORT BEACH August 27, 2013 Project No. 2573 Revised: September 6, 2013 Page 35 7.7 Guide Pile Recommendations As we understand, guide piles for the proposed marina docks will utilize round pre -stressed concrete piles designed to accommodate maximum lateral design loads on the order of 2 to 4 kips. The outer shore -parallel 200 -foot -long public side visitor dock will also be restrained by round guide piles. We also understand that this dock may incorporate a wave attenuation structure, which may ultimately result in lateral design loads on the order of 8 to 12 kips. In order to evaluate the structural requirements and load deformation characteristics of the proposed concrete guide piles, we have used the elastic theory approach developed by Matlock and Reese (1962). A condensed version of this approach is outlined in the NAVFAC Design Manual DM 7.02, Chapter 5, Section 7. A copy of this design section is included with our calculation package (Appendix D). We have also used a coefficient of variation of soil modulus of 15 pci for the medium dense to very dense sand deposits, which extend well below the depth of interest. Ultimate lateral load capacity was also evaluated using the approach developed by Broms (1965), which follows the general approach developed by Matlock and Reese. We have used a roller assembly design load elevation of +10.0 feet (plan datum) and a dredge bottom elevation of -12 feet. For this loading condition, we have calculated guide pile deflections for 14 -inch, 16 -inch, 20 -inch, and 24 -inch round, prestressed concrete piles for the marina docks and the visitor dock. Figure 13 presents the load -deflection relationship for each pile size. When using the Matlock and Reese solution, in order to minimize guide pile deflections and account for variabilities in subsurface soil conditions, we recommend a minimum embedment depth of 4T or 4(EUf)115. The recommended minimum embedment depth for various pile diameters is also summarized in Figure 13. Calculations are also attached. 7.7.1 Pre -Jetting Considerations Based on the subsurface data obtained from our borings, the relatively clean dense sands will require pre jetting to reach the required design tip elevation. To maximize the lateral load capacity and minimize the deformation and response to lateral loads, jetting should be terminated approximately 2 feet from the design tip elevation, and the last 2 feet driven to aid N. e5@573V573 R02 Re0 Fml Growfi iovmft, CITY OF NEWPORT BEACH August 27, 2013 Project No. 2573 Revised: September 6, 2013 Page 36 in redensifying the soils disturbed by jetting. We would suggest the use of a minimum 50,000 foot-pound capacity pile hammer to achieve design tip elevations within the medium dense to dense alluvial soils. The jetting of piles, and particularly if contemplated to be used to advance the piles down to design tip elevations, should be done using internal jet pipes, and jet volumes and velocities should be limited to the minimum flow needed to advance the piles. In this regard, it is important to recognize that excessive jetting will tend to enlarge the hole and significantly reduce the lateral load capacity of the soil. The proper jetting technique is to use a low- volume, low-pressure flow of water through the internal jet pipe while repeatedly lifting and dropping the pile to displace the dense sands beyond the pile tip and expel the sands up the annulus of the jetted hole without excessively disturbing the surrounding dense sands. The proper jetting technique essentially allows the lifting and repeated dropping of the pile to redensify the sand as the pile is advanced into the dense underlying sands. 7.8 Approach Pier/Gangway Abutment Foundation Recommendations We understand that the interior marina will be accessed by a single ADA -compliant gangway, approximately 80 -feet long. We further understand that the gangway will be attached to a square concrete abutment supported by both the southerly and easterly bulkheads, along with a single round concrete pile positioned on the outward edge of the abutment centered between the gangway hinge assembly. We recommend a minimum design pile tip elevation of -25 feet, plan datum. Jetting, if desired, may be allowed down to elevation -20 feet. We recommend an allowable axial capacity of 40 kips for a 16 -inch - diameter pile. We have not considered lateral loading for this condition. However, additional design criteria can be provided, if desired. 7.9 Dredging As we understand, other consultants have provided recommendations regarding the environmental processing of dredged materials. With regard to geotechnical considerations, it should be noted that there is a 2- to 3 -foot -thick layer of clayey material near elevation +1 to +2 feet (plan datum) that may affect the dredging and disposal operations. With the exception of this relatively thin layer of soil, all of the other on-site materials consist of granular sands and would likely be suitable as beach -quality sand fill. All of the near -surface soils may be dredged using conventional dredge equipment. R:�54523\2573 R02 Rev3 Final Gwtech Invest do CITY OF NEWPORT BEACH August 27, 2013 Project No. 2573 Revised: September 6, 2013 Page 37 7.10 Shore Perpendicular Groin Wall As we understand, a shore perpendicular groin wall is also proposed to accommodate deep- water access adjacent the westerly floating dock. We would suggest that the load deformation and structural requirements for this shore -parallel bulkhead be designed utilizing the elastic theory approach developed by Matlock and Reese and described in Section 7.2. Although the same coefficient of variation of soil modulus would apply in this area, the Matlock and Reese design assumes isolated piles, with soil bridging providing an approximately threefold increase in passive resistance restraining the isolated pile. Thus, when using the NAVFAC design manual for design of the shore perpendicular groin wall, a coefficient of variation of soil modulus of 5 pei should be used to account for the continuous shore perpendicular groin wall. 8 LIMITATIONS Coastal and geotechnical engineering, as well as the other earth sciences, are characterized by uncertainty. Professional judgments presented herein are based partly on our evaluation of the technical information gathered, partly on our understanding of the proposed construction, and partly on our general experience. Our engineering work and judgments rendered meet the current professional standards. We do not guarantee the performance of the project in any respect. We have investigated only a small portion of the pertinent soil and geologic conditions at the subject site. The opinions and conclusions made herein were based on the assumption that the soil and geologic conditions do not deviate appreciably from those encountered during our field investigation. We recommend that a soil engineer from our office observe construction to assist in identifying soil conditions that may be significantly different from those assumed in our design. Additional recommendations may be required at that time. NcQS2 M573 R02 Rev3 Final Oeotech Investdoc CITY OF NEWPORT BEACH August 27, 2013 Project No. 2573 Revised: September 6, 2013 Page 38 ASTM Standard D 1557, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort," ASTM International, West Conshohocken, PA, www.astm.ora. American Society of Civil Engineers, Minimum Design Loads for Buildings and Other Structures, ASCE Standard ASCE/SEI 7-05, including Supplement No. 1 and Errata. Broms, B.B., 1965, "Design of Laterally Loaded Piles," in Journal of the Soil Mechanics and Foundations Division, American Society of Civil Engineers, Vol. 91, No. SM3, May 1965, pp. 79-99. Fuscoe Engineering, June 6, 2008, Preliminary Topographic Survey, Marina Park. Legg, M.R., and J.C. Borrero and C.E. Synolakis, C.E., 2004, Tsunami hazards associated with the Catalina fault in southern California: Earthquake Spectra, vol. 20, p. 917- 950. Matlock, H., and L.C. Reese, 1962, "Generalized Solutions for Laterally Loaded Piles," in Transactions of the American Society of Civil Engineers, Vol. 127, Part 1, Paper No. 3370, pp. 1220-1251. Public Works Standards, Inc., 2006, Greenbook: Standard Specifications for Public Works Construction, Building News, Inc. U.S. Department of the Navy, Naval Facilities Engineering Command, 1986, Foundations and Earth Structures, NAVFAC DM 7.02. Xanthakos, P.P., 1995, Bridge Substructure and Foundation Design, Prentice Hall, New Jersey. M: 5 513\2533 R02 Rev3 Fivai Geot,6 imutda CITY OF NEWPORT BEACH August 27, 2013 Project No. 2573 Revised: September 6, 2013 Page 39 TABLE 1 SUMMARY OF PGA FOR VARIOUS CRITERIA Seismic Criteria PGA fig) % Probability of Exceedance in 50 Years Return Period (yr) CBC FOR STRUCTURES 0.5 NA NA MOTEMS — LEVEL 2 HIGH 0.45 10 475 MOTEMS — LEVEL 2 MED. 0.35 15 308 MOTEMS — LEVEL 2 LOW 0.30 20 224 MOTEMS — LEVEL 1 HIGH 0.18 50 72 MOTEMS - LEVEL 1 MED. 0.14 65 48 MOTEMS—LEVEL I LOW 0.12 75 36 N.5 5�573@513 R02 Re 3 fml Ge trcoh Snvatdw CITY OF NEWPORT BEACH Project No. 2573 IIFR11311 x7 August 27, 2013 Revised: September 6, 2013 Page 40 SUMMARY OF LIQUEFACTION -RELATED HAZARD Seismic Criteria Liquefaction- Induced Settlement (inches) Liquefaction - Induced Surface Manifestations Lateral Spreading of Gently Sloped Ground, inches CBC FOR STRUCTURES 1 to 4 YES 30 to 90 MOTEMS — LEVEL 2 HIGH 1 to 4 YES 25 to 80 MOTEMS — LEVEL 2 MED. 1 to 3 '/2 YES 20 to 75 MOTEMS —LEVEL 2 LOW I to 3 YES 20 to 70 MOTEMS — LEVEL 1 HIGH %z to 2 NOT LIKELY 15 to 40 MOTEMS - LEVEL 1 MED. %z to 1 '/2 NOT LIKELY 10 to 25 MOTEMS—LEVEL I LOW NA NO NA NOTES: 1. No liquefaction is anticipated for seismic risk conditions corresponding to MOTEMS — LEVEL 1 LOW. 2. The zone of soils likely liquefying for seismic risk categories corresponding to MOTEMS —LEVEL 1 is between depths of 6 to 10 feet in general. N:p5@573 573 R01 Rc13 Float Gltld SrImftc A ��bM OM b m M.,Qo oM 2YIYMYfM Nimim yW Qi F OO�a Nnmo�a NNa �M WbV�IN �n��0000j00000�00 W bN NYiN V VmN�Obbmm NN ba�N�ry NNYf i'^mA mmi°� r mmmvf ,p �rvrvumaoi �mm���mi onam�hn mmmm mem el3 mm obm �aaaaaama a mNm,mim'bb a�a�«aN ^ '*•. `'i w. a �� � '` ''�..� � '^..``,.`\``vim ^ i � ,.. e a b yW Qi F W � ^ '*•. `'i w. a �� � '` ''�..� � '^..``,.`\``vim ^ i � ,.. r-, rr , u L N x i Ru .OIV 4 _, - < b p 2_Q _ 5 Ll pp tQ ... kL �.ti k - -. ______ - __- -. _ _-__- _. __ -__ _ - _- __- ____ __. e" -------------- o., x_ U k13 LO A `X K$ V 4, ^ ° :NiVI 1 1 0 F O � } X ii' '41r, V X _M X 2 tJ !u t. a 4• C1. tL !u t. a 4• C1. �1 k X w a oc t3 o o o i W LL W 1 � � t vi 02 u� �Jv a u .9 �l C1 k w a S � LL F v o !y oa .9 C1 k LL F v o !y oa kA u N Cv 2 .9 k o F N kO m h N Is o� �wxf ro \ O N N 2�W 0 4 �y n �O s� z y y W N g � m 0 H b O N R '111MAXIM DIM Til IND - JI& I I 12D GREGG DRILLING & TESTING, INC. GEOTECHNICAL AND ENVIRONMENTAL INVESTIGATION SERVICES May 19, 2008 Terra Costa Consulting Group Attn: Bob Smille 4455 Murphy Canyon Road San Diego, CA 92123 Subject: CPT Site Investigation Marina Park Balboa Peninsula, California GREGG Project Number: 08-206SH Dear Mr. Smille: The following report presents the results of GREGG Drilling & Testing's Cone Penetration Test investigation for the above referenced site. The following testing services were performed: 1 Cone Penetration Tests (CPTU) 2 Pore Pressure Dissipation Tests (PPD) 3 Seismic Cone Penetration Tests (SCPTU) ❑ 4 Resistivity Cone Penetration Tests (RCPTU) ❑ 5 UVOST Laser Induced Fluorescence (UVOST) 6 Groundwater Sampling (GWS) ❑ 7 Soil Sampling (SS) ❑ 8 Vapor Sampling (VS) ❑ 9 Vane Shear Testing (VST) ❑ 10 SPT Enerqy Calibration (SPTE) n A list of reference papers providing additional background on the specific tests conducted is provided in the bibliography following the text of the report. If you would like a copy of any of these publications or should you have any questions or comments regarding the contents of this report, please do not hesitate to contact our office at (562) 427-6899. Sincerely, GREGG Drilling & Testing, Inc. Peter Robertson Technical Operations 2726 Walnut Ave • Signal Flill, California 90755 • (562) 427-6899 • FAX (562) 427-3314 OTHER OFFICES: SAN FRANCISCO • HOUSTON • SOUTH CAROLINA www geegdrilGng com q m E E rn c c con ami C 0 m 1 c a N c u y v N LL a` o L� Or a c I I I I I I I N. I I 0 0 t m .2 - LL LL .c n m 3 � c LL 0 Vo I I I 1 1 1 1 1 1 n m .c U) p -C Y Cal p c^u 0Q1 O O O O O to 0 0 0 I- M Ln u1 M fn M Ln M M M M d' V' Olf7 U- r E aiL H co (,o w 0 0 0 0 0ll� 0 0 0 0 0 O O ID � l � ID ko p H N H rV e -I H ri H N H H n n m In In n In n l.n cn cn cn O C C O 'O Y G U cn OOOOOOOOO.- -I C a a a aCl- a a a a a a a a U. u u u u u u u u u u u u v M r Cone 4 is Procedure .......:...::. Gregg Drilling carries out all Cone Penetration Tests (CPT) using an integrated electronic cone system, Figure CPT. The soundings were conducted using a 20 ton capacity cone with a tip area of 15 cm2 and a friction sleeve area of 225 cm2. The cone is designed with an equal end area friction sleeve and a tip end area ratio of 0.80. The cone takes measurements of cone bearing (q;,), sleeve friction (Q and penetration pore water pressure (uz) at 5 - cm intervals during penetration to provide a nearly continuous hydrogeologic log. GPT data reduction and interpretation is performed in real time facilitating on-site decision making. The above mentioned parameters are stored on disk for further analysis and reference. All CPT soundings are performed in accordance with revised (2002) ASTM standards (D 5778-s5). The cone also contains a porous filter element located directly behind the cone tip (u,), Figure CPT, It consists of porous plastic and is 5.0mm thick. The filter element is used to obtain penetration pore pressure as the cone is advanced as well as Pore Pressure Dissipation Tests (PPDTs) during appropriate pauses in penetration. It should be noted that prior to penetration, the element is fully saturated with silicon oil under vacuum pressure to ensure accurate and fast dissipation. Figure C'PT When the soundings are complete, the test holes are grouted using a Gregg support rig. The grouting procedures generally consist of pushing a hollow GPT rod with a "knock out' plug to the termination depth of the test hole. Grout is then pumped under pressure as the tremie pipe is pulled from the hole. Disruption or further contamination to the site is therefore minimized. BGG Cone Penetration Test data & Interpretation The Cone Penetration Test (GPT) data collected from your site are presented in graphical form in the attached report. The plots include interpreted Soil Behavior Type (SBT) based on the charts described by Robertson (1990). Typical plots display SBT based on the non - normalized charts of Robertson et at (1986). For CPT soundings extending greater than 50 feet, we recommend the use of the normalized charts of Robertson (1990) which can be displayed as SBTn, upon request. The report also includes spreadsheet output of computer calculations of basic interpretation in terms of SBT and SBTn and various geotechnical parameters using current published correlations based on the comprehensive review by Lunne, Robertson and Powell (1997), as well as recent updates by Professor Robertson. The interpretations are presented only as a guide for geotechnical use and should be carefully reviewed. Gregg Drilling & Testing Inc, do not warranty the correctness or the applicability of any of the geotechnical parameters interpreted by the software and do not assume any liability for any use of the results in any design or review. The user should be fully aware of the techniques and limitations of any method used in the software. Some interpretation methods require input of the groundwater level to calculate vertical effective stress. An estimate of the in-situ groundwater level has been made based on field observations and/or GPT results, but should be verified by the user. A summary of locations and depths is available in Table 1. Note that all penetration depths referenced in the data are with respect to the existing ground surface. Note that it is not always possible to clearly identify a soil type based solely on gt, f, and ua. In these situations, experience, judgment, and an assessment of the. pore pressure dissipation data should be used to infer the correct soil behavior type. y� Figure S8 {After Robertson, et al., 7988} ZONE S$T Y 2 3 _ Sensitive, fine grained Organic materials — Cla 4 5 Silty da to clay Clayey slit to silty day 6 Sandy silt to clayey alit 7 Silty sand to sandy silt a V9 Sand to silty sand Sand 10 Grave sand to sand it , Very stiff fine grained* 12 Sand to clayey sand* *over consolidated or cemented Pore Pressure Dissipation Tests (PPDT's) conducted at various intervals measured hydrostatic water pressures and determined the approximate depth of the ground water table. A PPDT is conducted when the cone is hafted at specific intervals determined by the field representative. The variation of the penetration pore pressure (u) with time is measured behind the tip of the cone and recorded by a computer system. Pore pressure dissipation data can be Interpreted to provide estimates of: • Equilibrium pfezometric pressure • Phreatic Surface • In situ horizontal coefffclent of consolidation (ch) • In situ horizontal coefficient of permeability (kh) In order to correctly interpret the equilibrium plezometric pressure and/or the phreatic surface, the pore pressure must be monitored until such time as there is no variation in pore pressure with time, Figure PPDT. This time is commonly referred to as tloo, the point at which 100% of the excess pore pressure has dissipated. A complete reference on pore pressure dissipation tests is presented by Robertson at at. 1992. A summary of the pore pressure dissipation tests is summarized in Table 1. water Tale CaldAatlw water = dcone - Hwater where Mwater= Us (depth units) Useful Cenve lw Fadorsa 1psl=0.704m=2.31feet (venter) last = 0.938 bar = 13.8 psi 1m=3.28feet F47ure APRT EGG GREGG DRILLING & TESTING, INC. GEOTECHNICAL AND ENVIRONMENTAL INVESTIGATION SERVICES Lunne, T., Robertson, P.K. and Powell, J.J.M., "Cone Penetration Testing in Geotechnical Practice" E & FN Spon. ISBN 0 419 23750, 1997 Roberston, P.K., "Soil Classification using the Cone Penetration Test", Canadian Geotechnical Journal, Vol. 27, 1990 pp. 151-158. Mayne, P.W., "NHI (2002) Manual on Subsurface Investigations: Geotechnical Site Characterization", available through www.ce:oatech.edu/—aeosys/Faculty/Mayne/papers/index,htmi, Section 5.3, pp, 107-112. Robertson, P.K., R.G. Campanella, D. Gillespie and A. Rice, "Seismic CPT to Measure In -Situ Shear Wave Velocity", Journal of Geotechnical Engineering ASCE, Vol. 112, No, 8, 1986 pp. 791-803. Robertson, P.K., Sully, J., Woeller, D.J., Lunne, T., Powell, J.J.M., and Gillespie, D.J., "Guidelines for Estimating Consolidation Parameters in Soils from Piezocone Tests', Canadian Geotechnical Journal, Vol. 29, No. 4, August 1992, pp. 539-550. Robertson, P.K., T. Lunne and J.J.M. Powell, "Geo -Environmental Application of Penetration Testing", Geotechnical Site Characterization, Robertson & Mayne (editors), 1998 Balkema, Rotterdam, ISBN 90 5410 939 4 pp 3547. Campanella, R.G. and I. Weemees, "Development and Use of An Electrical Resistivity Cone for Groundwater Contamination Studies', Canadian Geotechnical Journal, Vol. 27 No. 5, 1990 pp. 557-567. DeGroot, D.J. and A.J. Lutenegger, "Reliability of Soil Gas Sampling and Characterization Techniques', International Site Characterization Conference -Atlanta, 1998. Woeller, D.J., P.K. Robertson, T.J. Boyd and Dave Thomas, "Detection of Polyaromatic Hydrocarbon Contaminants Using the UVIF-CPT', 531d Canadian Geotechnical Conference Montreal, QC October pp. 733-739, 2000. Zemo, D.A., T.A. Delfino, J.D. Gallinatti, V.A. Baker and L.R. Hiipert, "Field Comparison of Analytical Results from Discrete -Depth Groundwater Samplers" BAT EnviroProbe and QED HydroPunch, Sixth national Outdoor Action Conference, Las Vegas, Nevada Proceedings, 1992, pp 299-312. Copies of ASTM Standards are available through www.astm.org 2726 Walnut Ave • Signal Hill, California 90755 • (562) 427-6899 • FAX (562) 427-3314 OTHER OFFICES: SAN FRANCISCO • HOUSTON • SOUTH CAROLINA w .greggdtilline.com La gat Iwo M, ............. Pi r CJ C5 v in C4 C2 0 CD C4 E a w c 9 9 cr (11) 4Id2CI 2i¢ a V) 06 w 27S - XA MNsL Ov- t" - 311 � MR 9? (u1 4lda❑ v 7— Cai? gida(i I& go . .......... ..... ME fl, AN IRR" qpm M I '41,11"IM-M-41MR-A AN 9 a (1j) qJdao R DO J (3}) uido(i w CD � rr J_ c+ 0a C!} p m N L: d ui G 5 C 0 W L R 99 O G O O 6 O (1a) 41daa e 00 m C4 to w to cn CL V) w� a 79 4" F (u) elaaa CN N r 00 £3 m [V ti w r: I N 4 v ta! uldaa - § $ k § § k� 3 � � \® / 2 \ - vu , CD edc 4 to W O c eo w ra war C} O 6 O C? p N [i K ur (u) gidap ISN yam`" j A tz N in ... .. ..... MEN, WIR MR MI-WRIORP-1 MRS, MR E (ij) qida(i tL SYS o ... .. ..... MEN, WIR MR MI-WRIORP-1 MRS, MR E (ij) qida(i � O nl �1 G {q fJ! p CD L fm C CA Wj IF 0 •r r, IE (7d) uidao (S) qld®Q M A- fJ7 R w Q KE 9-2 ({4) tgdea l4w as 4 9 .......... - ....... . ... ....... . ... ..... .... . . (1j) q}doo (1J) q{ dag s w 0 m �� 6 y �' N d O a d a :, Q m v m 0 U] ¢~] (17 m T O/ 4- 0 r N C1 V 6t? (11) U1dea w C6 w 14 C) cz Q to s fajj q}dao �' R u (1j) qldaCl \® s v , � I . .. .... ... . ....... . .............. ... -e 9,00151 M -"A pp"; (11) qjdaCj « « r m OJOd 11 m I / / \ l 8 % § 05:16:08 07:10 GREGG CPT -01 B. SMILLIE MARINA PARK 0.050, 12.972, 0.020, 0.716 0.100, 34.980, 0.020, 1.002 0.150, 47.002, 0.041, 1.396 0.200, 54.709, 0.054, 1.682 0.250, 57.857, 0.059, 2.040 0.300, 60.679, 0.083, 2.183 0.350, 66.107, 0.163, 2.326 0.400, 69.906, 0.289, 2.362 0.450, 68.983, 0.338, 2.612 0.500, 78.346, 0.348, 2.469 0.550, 60.489, 0.112, 2.684 0.600, 58.617, 0.109, 3.041 0.650, 59.392, 0.088, 2.863 0.700, 65.076, 0.400, 2.970 0.750, 76.772, 0.467, 3.256 0.800, 91.833, 1.217, 3.041 0.850, 103.258, 2.314, 3.149 0.900, 115.660, 0.662, 3.507 0.950, 119.743, 0.792, 3.793 1.000, 122.315, 0.246, 2.505 1.050, 118.042, 0.203, 2.541 1.100, 72.158, 0.225, 0.573 1.150, 78.277, 0.255, 0.573 1.200, 83.122, 0.343, 0.608 1.250, 109.364, 0.481, 0.608 1.300, 113.109, 0.600, 0.644 1.350, 108.387, 0.608, 0.644 1.400, 104.832, 0.576, 0.751 1.450, 103.746, 0.597, 0.751 1.500, 99.567, 0.355, 0.716 1.550, 93.759, 0.307, 0.966 1.600, 85.401, 0.277, 0.930 1.650, 91.969, 0.255, 0.894 1.700, 91.019, 0.198, 0.894 1.750, 82.606, 0.157, 0.930 1.800, 76.853, 0.138, 0.894 1.850, 69.879, 0.110, 0.894 1.900, 59.377, 0.134, 0.894 1.950, 54.791, 0.106, 0.859 2.000, 49.987, 0.119, 0.894 2.050, 51.154, 0.142, 0.894 2.100, 51.941, 0.143, 0.859 2.150, 49.933, 0.145, 0.823 2.200, 50.068, 0.112, 0.859 2.250, 49.906, 0.104, 0.894 2.300, 48.820, 0.095, 0.894 2.350, 48.820, 0.090, 0.894 2.400, 50.530, 0.092, 0.894 2.450, 50.313, 0.090, 0.859 2.500, 49.689, 0.087, 0.894 2.550, 56.636, 0.090, 0.894 2.600, 77.342, 0.158, 0.966 2.650, 91.589, 0.211, 0.966 2.700, 95.687, 0.244, 1.002 2.750, 104.452, 0.290, 1.109 TERRA COSTA 2.800, 104.723, 0.290, 1.145 2.850, 103.855, 0.266, 1.145 2.900, 112.783, 0.216, 1.109 2.950, 115.605, 0.189, 1.145 3.000, 121.983, 0.176, 1.145 3.050, 130.124, 0.217, 1.181 3.100, 137.614, 0.231, 1.217 3.150, 141.115, 0.263, 1.288 3.200, 143.665, 0.278, 1.324 3.250, 148.686, 0.263, 1.324 3.300, 153.218, 0.250, 1.396 3.350, 162.282, 0.273, 1.396 3.400, 167.492, 0.273, 1.431 3.450, 174.982, 0.312, 1.467 3.500, 175.769, 0.366, 1.431 3.550, 174.250, 0.388, 1.431 3.600, 179.786, 0.455, 1.539 3.650, 186.163, 0.478, 1.646 3.700, 186.678, 0.430, 1.646 3.750, 183.856, 0.467, 2.075 3.800, 186.651, 0.469, 2.075 3.850, 185.756, 0.485, 2.147 3.900, 199.487, 0.487, 2.147 3.950, 205.458, 0.467, 2.183 4.000, 204.019, 0.393, 2.183 4.050, 203.368, 0.347, 2.254 4.100, 198.456, 0.311, 2.218 4.150, 193.490, 0.364, 2.218 4.200, 183.286, 0.359, 2.254 4.250, 171.020, 0.355, 2.290 4.300, 162.635, 0.344, 2.326 4.350, 153.625, 0.261, 2.290 4.400, 149.744, 0.230, 2.326 4.450, 149.609, 0.239, 2.398 4.500, 149.690, 0.2666, 2.398 4.550, 142.309, 0.287, 2.433 4.600, 136.881, 0.289, 2.469 4.650, 132.051, 0.311, 2.469 4.700, 128.523, 0.235, 2.505 4.750, 126.949, 0.231, 2.755 4.800, 124.859, 0.245, 2.791 4.850, 127.443, 0.250, 2.755 4.900, 119.839, 0.247, 2.755 4.950, 117.424, 0.225, 2.82.7 5.000, 117.912, 0.216, 2.827 5.050, 128.686, 0.234, 2.863 5.100, 136.963, 0.239, 2.898 5.150, 144.426, 0.275, 2.934 5.200, 150.396, 0.310, 2.934 5.250, 156.691, 0.347, 2.970 5.300, 155.416, 0.362, 2.970 5.350, 154.819, 0.357, 3.006 5.400, 149.473, 0.309, 3.041 5.450, 148.333, 0.300, 3.113 5.500, 150.260, 0.248, 3.149 5.550, 155.362, 0.227, 3.113 5.600, 169.365, 0.222, 3.149 5.650, 170.314, 0.264, 3.185 5.700, 168.957, 0.271, 3.256 5.750, 152.757, 0.232, 3.256 5.800, 140.816, 0.202, 3.471 5.850, 139.378, 0.175, 3.471 5.900, 128.876, 0.191, 3.542 5.950, 123.068, 0.191, 3.507 6.000, 127.275, 0.190, 3.578 6.050, 135.280, 0.204, 3.578 6.100, 142.471, 0.197, 3.650 6.150, 146.813, 0.216, 3.685 6.200, 141.305, 0.191, 3.722 6.250, 136.338, 0.196, 3.722 6.300, 132.431, 0.197, 3.793 6.350, 123.692, 0.175, 3.793 6.400, 114.357, 0.139, 3.829 6.450, 113.109, 0.137, 3.865 6.500, 122.905, 0.163, 3.900 6.550, 139.378, 0.227, 3.900 6.600, 160.681, 0.279, 4.008 6.650, 198.456, 0.329, 4.079 6.700, 226.950, 0.378, 4.151 6.750, 249.203, 0.623, 4.473 6.800, 263.260, 0.662, 4.508 6.850, 291.211, 0.539, 4.544 6.900, 321.497, 0.583, 4.616 6.950, 349.530, 0.794, 4.759 7.000, 362.529, 1.160, 4.831 7.050, 367.441, 1.610, 4.974 7.100, 379.815, 1.922, 5.152 7.150, 384.944, 1.998, 5.224 7.200, 398.730, 1.861, 5.296 7.250, 405.270, 1.945, 5.403 7.300, 416.098, 2.119, 5.475 7.350, 414.198, 2.038, 5.510 7.400, 413.411, 1.940, 5.654 7.450, 411.295, 1.846, 5.725 7.500, 403.615, 1.703, 5.797 7.550, 392.950, 1.515, 5.868 7.600, 386.111, 0.287, 5.976 7.650, 396.098, 0.370, 6.083 7.700, 418.568, 0.704, 6.834 7.750, 442.747, 1.088, 6.656 7.800, 441.688, 1.307, 6.691 7.850, 439.979, 1.460, 6.727 7.900, 420.603, 1.440, 6.727 7.950, 390.833, 1.505, 6.799 8.000, 369.530, 1.716, 6.870 8.050, 351.565, 2.064, 6.942 8.100, 338.105, 2.253, 7.121 8.150, 331.999, 2.211, 7.657 8.200, 336.884, 2.194, 7.729 8.250, 341.579, 2.384, 7.800 8.300, 340.629, 2.512, 8.051 8.350, 337.210, 2.493, 8.158 8.400, 339.598, 2.309, 8.158 8.450, 341.307, 2.229, 8.158 8.500, 343.153, 2.151, 8.158 8.550, 336.884, 2.060, 8.194 8.600, 343.071, 1.706, 8.266 8.650, 351.131, 1.768, 8.266 8.700, 360.765, 1.802, 8.695 8.750, 373.736, 1.783, 8.659 8.800, 394.768, 1.672, 8.659 8.850, 391.973, 1.686, 8.731 8.900, 372.242, 1.909, 8.731 8.950, 351.945, 2.110, 8.767 9.000, 341.470, 2.371, 8.874 9.050, 339.245, 2.584, 8.981 9.100, 335.120, 2.665, 9.089 9.150, 337.182, 2.730, 9.232 9.200, 342.420, 2.669, 9.339 9.250, 341.144, 2.418, 9.375 9.300, 343.478, 2.044, 9.447 9.350, 350.887, 1.772, 9.375 9.400, 361.633, 1.659, 9.447 9.450, 376.314, 1.747, 9.447 9.500, 385.786, 1.939, 9.482 9.550, 375.500, 2.045, 9.590 9.600, 366.898, 2.014, 9.625 9.650, 367.766, 1.991, 9.697 9.700, 364.157, 2.057, 9.697 9.750, 353.085, 2.210, 10.985 9.800, 368.336, 2.272, 10.806 9.850, 372.570, 2.212, 10.771 9.900, 372.950, 2.348, 10.699 9.950, 367.739, 2.485, 10.734 10.000, 369.394, 2.649, 10.734 10.050, 371.457, 2.708, 10.806 10.100, 370.968, 2.800, 10.842 10.150, 375.419, 2.829, 10.878 10.200, 372.325, 2.820, 10.949 10.250, 371.728, 2.845, 10.914 10.300, 373.357, 2.776, 11..057 10.350, 374.469, 2.767, 10.985 10.400, 369.042, 2.731, 11.021 10.450, 364.781, 2.824, 11.057 10.500, 362.882, 1.786, 11.128 10.550, 366.491, 1.571, 11.164 10.600, 359.652, 1.997, 10.878 10.650, 359.896, 2.018, 10.484 10.700, 367.630, 2.348, 10.484 10.750, 360.005, 2.397, 10.413 10.800, 360.195, 2.233, 10.448 10.850, 372.678, 2.172, 10.377 10.900, 375.365, 2.274, 10.377 10.950, 370.453, 2.493, 10.341 11.000, 366.355, 2.550, 10.377 11.050, 356.396, 2.479, 10.377 11.100, 357.074, 2.261, 10.448 11.150, 359.869, 2.193, 10.484 11.200, 354.198, 2.353, 10.520 11.250, 344.537, 2.311, 10.520 11.300, 328.960, 2.142, 10.663 11.350, 323.505, 1.938, 11.200 11.400, 322.013, 1.854, 11.092 11.450, 323.207, 1.882, 11.092 11.500, 330.045, 1.928, 11.128 11.550, 325.323, 1.902, 11.128 11.600, 325.242, 1.797, 11.200 11.650, 330.452, 1.770, 11.235 11.700, 328.336, 1.771, 11.271 11.750, 328.906, 1.737, 11.307 11.800, 330.317, 1.673, 11.307 11.850, 334.876, 1.665, 11.343 11.900, 338.594, 1.531, 11.450 11.950, 324.129, 1.535, 12.023 12.000, 338.458, 1.701, 11.951 12.050, 344.727, 1.843, 11.880 12.100, 340.900, 2.035, 11.880 12.150, 339.733, 2.116, 11.880 12.200, 332.433, 2.050, 11.880 12.250, 331.864, 1.921, 11.915 12.300, 324.672, 1.852, 11.951 12.350, 31.6.693, 1.682, 11.987 12.400, 313.274, 1.430, 12.058 12.450, 321.633, 1.401, 12.094 12.500, 349.557, 1.426, 12.130 12.550, 361.579, 1.354, 12.273 12.600, 362.420, 1.218, 12.238 12.650, 363.234, 1.173, 12.309 12.700, 344.048, 1.229, 12.882 12.750, 347.495, 1.242, 12.667 12.800, 355.256, 1.212, 12.739 12.850, 364.293, 1.126, 12.810 12.900, 362.393, 1.173, 12.882 12.950, 362.746, 1.274, 12.989 13.000, 355.256, 1.349, 13.096 13.050, 356.016, 1.340, 13.239 13.100, 373.465, 1.224, 13.311 13.150, 397.021, 1.236, 13.418 13.200, 415.610, 1.316, 13.562 13.250, 417.048, 1.278, 13.633 13.300, 401.634, 1.021, 13.669 13.350, 415.908, 0.940, 13.705 13.400, 428.310, 1.052, 13.705 13.450, 422.150, 1.178, 13.883 13.500, 415.203, 1.188, 13.883 13.550, 414.958, 1.263, 13.955 13.600, 404.076, 1.176, 13.991 13.650, 389.123, 0.945, 14.098 13.700, 373.139, 0.785, 14.026 13.750, 370.860, 0.937, 14.492 13.800, 369.365, 1.250, 14.456 13.850, 361.471, 1.617, 14.527 13.900, 357.101, 1.860, 14.814 13.950, 356.830, 1.931, 14.957 14.000, 358.594, 1.842, 15.029 14.050, 353.818, 1.865, 15.100 14.100, 362.122, 1.836, 15.136 14.150, 360.928, 1.891, 15.136 14.200, 347.440, 1.977, 15.207 14.250, 340.439, 1.961, 15.243 14.300, 341.497, 1.746, 15.315 14.350, 349.448, 1.580, 15.315 14.400, 349.367, 1.609, 15.386 14.450, 342.746, 1.759, 15.458 14.500, 328.471, 1.768, 15.493 14.550, 312.460, 1.666, 15.530 14.600, 303.478, 1.524, 15.530 14.650, 296.992, 1.541, 15.530 14.700, 295.391, 1.646, 15.565 14.750, 227.439, 1.464, 15.493 14.800, 257.426, 1.123, 15.959 14.850, 295.391, 0.977, 15.851 14.900, 323.505, 1.000, 15.744 14.950, 328.498, 1.080, 15.744 15.000, 331.375, 1.069, 15.780 15.050, 336.206, 0.919, 15.851 15.100, 352.434, 0.843, 15.959 15.150, 345.188, 0.864, 16.030 15.200, 346.138, 0.864, 16.138 15.250, 355.717, 0.864, 16.173 ------------------------------------------ Units: metres,tsf,tsf,psi 0.960, 0.960, 0.700 05:16:08 08:02 GREGG CPT -02 B. SMILLIE MARINA PARK 0.050, 14.057, 0.061, 0.644 0.100, 26.025, 0.070, 0.644 0.150, 50.557, 0.117, 0.716 0.200, 75.361, 0.193, 0.751 0.250, 92.919, 0.270, 0.716 0.300, 105.755, 0.330, 0.751 0.350, 119.106, 0.384, 0.751 0.400, 128.496, 0.462, 0.787 0.450, 134.330, 0.505, 0.787 0.500, 137.017, 0.395, 0.823 0.550, 140.490, 0.483, 0.823 0.600, 126.623, 0.522, 0.930 0.650, 131.413, 0.557, 0.859 0.700, 136.908, 0.526, 0.895 0.750, 134.439, 0.471, 0.930 0.800, 133.950, 0.426, 1.002 0.850, 124.913, 0.385, 0.966 0.900, 112.457, 0.327, 0.930 0.950, 105.239, 0.314, 1.002 1.000, 100.273, 0.260, 0.966 1.050, 98.075, 0.209, 0.966 1.100, 96.555, 0.202, 1.038 1.150, 98.835, 0.227, 1.038 1.200, 95.225, 0.234, 1.038 1.250, 88.794, 0.214, 1.038 1.300, 85.266, 0.197, 1.074 1.350, 81.141, 0.201, 1.038 1.400, 75.062, 0.201, 1.038 1.450, 67.165, 0.211, 1.074 1.500, 55.143, 0.175, 1.109 1.550, 57.830, 0.165, 1.038 1.600, 57.314, 0.147, 1.181 1.650, 48.739, 0.170, 1.145 1.700, 30.991, 0.286, 1.038 1.750, 17.395, 0.419, 1.002 1.800, 9.417, 0.372, 1.038 1.850, 5.563, 0.252, 1.074 1.900, 4.478, 0.127, 1.396 1.950, 4.450, 0.086, 2.469 2.000, 8.033, 0.071, 3.722 2.050, 10.394, 0.063, 4.079 2.100, 9.525, 0.056, 4.222 2.150, 8.575, 0.064, 4.401 2.200, 10.095, 0.076, 4.437 2.250, 7.137, 0.078, 4.330 2.300, 11.099, 0.067, 3.972 2.350, 8.413, 0.036, 3.829 2.400, 4.885, 0.041, 4.330 2.450, 4.098, 0.044, 4.938 2.500, 4.803, 0.038, 5.475 2.550, 5.455, 0.032, 5.689 2.600, 10.176, 0.029, 6.476 2.650, 13.243, 0.031, 6.584 2.700, 14.844, 0.031, 6.584 2.750, 16.201, 0.045, 6.691 TERRA COSTA 2.800, 15.712, 0.077, 7.049 2.850, 16.527, 0.069, 7.264 2.900, 20.109, 0.063, 7.228 2.950, 18.264, 0.088, 7.371 3.000, 19.919, 0.067, 7.765 3.050, 31.100, 0.090, 7.943 3.100, 46.487, 0.144, 5.832 3.150, 60.517, 0.193, 4.187 3.200, 73.298, 0.255, 2.898 3.250, 90.123, 0.319, 2.612 3.300, 105.212, 0.398, 2.469 3.350, 110.775, 0.473, 2.433 3.400, 109.011, 0.475, 2.326 3.450, 109.852, 0.207, 2.290 3.500, 103.285, 0.220, 2.290 3.550, 89.852, 0.191, 1.610 3.600, 92.973, 0.166, 1.717 3.650, 96.121, 0.170, 2.004 3.700, 100.761, 0.200, 2.183 3.750, 102.797, 0.209, 2.218 3.800, 100.056, 0.237, 2.433 3.850, 100.680, 0.194, 2.469 3.900, 104.832, 0.163, 2.541 3.950, 104.913, 0.188, 2.576 4.000, 110.667, 0.162, 2.576 4.050, 120.979, 0.212, 2.576 4.100, 133.109, 0.207, 2.755 4.150, 140.979, 0.222, 2.827 4.200, 136.908, 0.229, 2.898 4.250, 126.406, 0.241, 2.898 4.300, 123.611, 0.232, 2.898 4.350, 132.105, 0.268, 2.934 4.400, 140.138, 0.222, 3.041 4.450, 150.531, 0.232, 3.077 4.500, 153.462, 0.223, 3.113 4.550, 150.667, 0.191, 3.113 4.600, 143.991, 0.189, 3.328 4.650, 143.910, 0.172, 3.292 4.700, 142.933, 0.171, 3.328 4.750, 146.162, 0.174, 3.292 4.800, 153.516, 0.175, 3.328 4.850, 162.445, 0.265, 3.399 4.900, 163.530, 0.243, 3.399 4.950, 151.969, 0.264, 3.364 5.000, 149.256, 0.279, 3.435 5.050, 149.554, 0.267, 3.507 5.100, 152.458, 0.246, 3.542 5.150, 165.945, 0.264, 3.614 5.200, 171.074, 0.277, 3.685 5.250, 165.538, 0.222, 3.685 5.300, 161.305, 0.209, 3.722 5.350, 161.251, 0.223, 3.722 5.400, 158.320, 0.224, 3.722 5.450, 162.282, 0.245, 3.793 5.500, 175.389, 0.245, 3.900 5.550, 190.586, 0.280, 4.258 5.600, 206.977, 0.332, 4.222 5.650, 202.852, 0.350, 4.151 5.700, 202.391, 0.387, 4.258 5.750, 204.453, 0.370, 4.330 5.800, 194.277, 0.380, 4.294 5.850, 191.834, 0.343, 4.401 5.900, 202.228, 0.319, 4.508 5.950, 214.494, 0.305, 4.580 6.000, 220.030, 0.314, 4.616 6.050, 219.515, 0.380, 4.652 6.100, 219.650, 0.433, 4.688 6.150, 229.447, 0.523, 4.831 6.200, 225.946, 0.553, 4.938 6.250, 228.741, 0.534, 4.974 6.300, 234.630, 0.401, 4.974 6.350, 260.384, 0.416, 5.046 6.400, 291.022, 0.594, 5.189 6.450, 305.269, 0.866, 5.296 6.500, 326.111, 1.540, 5.117 6.550, 334.143, 1.217, 5.510 6.600, 339.326, 1.086, 5.439 6.650, 343.641, 0.913, 5.475 6.700, 339.028, 0.819, 5.510 6.750, 346.436, 0.904, 5.582 6.800, 344.075, 0.948, 5.618 6.850, 340.059, 0.960, 5.654 6.900, 340.819, 0.954, 5.761 6.950, 342.963, 0.981, 5.797 7.000, 326.219, 1.000, 5.832 7.050, 311.782, 0.953, 5.868 7.100, 305.025, 0.969, 5.868 7.150, 287.384, 1.003, 5.940 7.200, 271.483, 1.124, 5.976 7.250, 265.133, 1.248, 6.012 7.300, 260.736, 1.291, 6.155 7.350, 257.697, 1.218, 6.155 7.400, 255.634, 1.206, 6.262 7.450, 250.506, 1.327, 6.262 7.500, 249.854, 1.345, 6.369 7.550, 240.980, 1.407, 6.870 7.600, 252.324, 1.407, 6.906 7.650, 262.039, 1.462, 6.906 7.700, 265.757, 1.539, 6.942 7.750, 255.770, 1.562, 6.942 7.800, 249.963, 1.532, 6.978 7.850, 249.529, 1.492, 7.049 7.900, 253.871, 1.444, 7.013 7.950, 249.556, 1.385, 7.013 8.000, 247.683, 1.354, 7.049 8.050, 249.040, 1.396, 7.121 8.100, 247.086, 1.351, 7.085 8.150, 247.303, 1.305, 7.192 8.200, 248.470, 1.298, 7.228 8.250, 246.354, 1.232, 7.192 8.300, 236.394, 1.165, 7.264 8.350, 236.584, 1.214, 7.264 8.400, 239.624, 1.104, 7.300 8.450, 246.625, 1.027, 7.371 8.500, 242.364, 1.031, 7.657 8.550, 242.473, 1.243, 7.550 8.600, 244.210, 1.370, 7.550 8.650, 239.054, 1.365, 7.586 8.700, 237.507, 1.318, 7.550 8.750, 245.024, 1.359, 7.586 8.800, 254.739, 1.355, 7.657 8.850, 262.690, 1.355, 7.622 8.900, 262.989, 1.343, 7.693 8.950, 263.260, 1.418, 7.657 9.000, 260.655, 1.393, 7.729 9.050, 257.806, 1.424, 7.765 9.100, 251.537, 1.478, 7.837 9.150, 242.202, 1.508, 7.837 9.200, 231.238, 1.450, 7.837 9.250, 228.986, 1.366, 7.943 9.300, 236.340, 1.428, 7.980 9.350, 238.077, 1.567, 8.051 9.400, 227.194, 1.701, 8.123 9.450, 212.974, 1.588, 8.123 9.500, 199.840, 1.396, 8.552 9.550, 205.132, 1.384, 8.445 9.600, 218.999, 1.455, 8.445 9.650, 224.671, 1.551, 8.516 9.700, 224.345, 1.580, 8.445 9.750, 227.466, 1.603, 8.445 9.800, 227.330, 1.638, 8.445 9.850, 222.663, 1.593, 8.480 9.900, 222.771, 1.523, 8.516 9.950, 225.702, 1.980, 8.552 10.000, 228.633, 1.499, 8.552 10.050, 233.083, 1.593, 8.588 10.100, 236.231, 1.676, 8.588 10.150, 236.883, 1.702, 8.659 10.200, 235.010, 1.638, 8.731 10.250, 243.450, 1.666, 8.731 10.300, 252.487, 1.818, 8.767 10.350, 250.858, 1.916, 8.874 10.400, 251.781, 1.846, 8.910 10.450, 257.344, 1.916, 8.981 10.500, 267.874, 2.162, 9.160 10.550, 266.082, 1.896, 9.160 10.600, 233.518, 1.723, 9.768 10.650, 255.634, 1.744, 9.733 10.700, 269.448, 1.718, 9.590 10.750, 272.487, 1.912, 9.590 10.800, 278.050, 2.047, 9.590 10.850, 282.256, 2.007, 9.554 10.900, 269.258, 1.961, 9.625 10.950, 271.103, 1.857, 9.697 11.000, 272.189, 1.765, 9.804 11.050, 272.107, 1.826, 9.912 11.100, 268.172, 1.874, 10.019 11.150, 263.884, 1.819, 10.126 11.200, 266.571, 1.841, 10.234 11.250, 266.869, 1.834, 10.341 11.300, 263.396, 1.814, 10.377 11.350, 263.857, 1.720, 10.448 11.400, 266.408, 1.665, 10.591 11.450, 268.606, 1.663, 10.663 11.500, 269.176, 1.736, 10.734 11.550, 265.431, 1.887, 10.806 11.600, 265.675, 1.707, 10.878 11.650, 261.727, 1.614, 11.701 11.700, 262.392, 1.630, 11.450 11.750, 269.258, 1.648, 1.1.415 11.800, 274.115, 1.605, 11.450 11.850, 276.259, 1.497, 11.450 11.900, 276.341, 1.494, 11.450 11.950, 278.294, 1.603, 11.522 12.000, 281.904, 1.731, 11.593 12.050, 284.454, 1.895, 11.737 12.100, 281.361, 1.922, 11.772 12.150, 280.357, 1.874, 11.915 12.200, 280.899, 1.816, 11.951 12.250, 280.004, 1.861, 12.058 12.300, 282.473, 1.830, 12.058 12.350, 287.901, 1.812, 12.202 12.400, 291.049, 1.791, 12.273 12.450, 284.292, 1.777, 12.381 12.500, 279.570, 1.740, 12.452 12.550, 279.326, 1.937, 12.559 12.600, 279.814, 1.672, 12.631 12.650, 270.017, 1.384, 13.490 12.700, 273.464, 1.296, 13.454 12.750, 284.699, 1.366, 12.917 12.800, 288.335, 1.498, 12.882 12.850, 293.410, 1.522, 12.989 12.900, 299.488, 1.484, 13.025 12.950, 306.165, 1.373, 13.132 13.000, 330.100, 1.346, 13.311 13.050, 363.804, 1.304, 13.382 13.100, 381.525, 1.220, 13.525 13.150, 394.063, 1.224, 13.562 13.200, 395.392, 1.206, 13.633 13.250, 386.627, 1.183, 13.597 13.300, 384.266, 1.092, 13.597 13.350, 385.948, 1.072, 13.812 13.400, 388.038, 1.103, 13.883 13.450, 370.667, 1.087, 13.883 13.500, 363.777, 1.043, 13.883 13.550, 365.052, 1.062, 13.919 13.600, 375.256, 1.079, 13.919 13.650, 379.245, 1.108, 13.991 13.700, 363.831, 1.143, 14.706 13.750, 356.803, 1.092, 14.492 13.800, 333.844, 1.041, 14.420 13.850, 316.097, 1.154, 14.277 13.900, 292.921, 1.287, 14.313 13.950, 271..836, 1.114, 14.313 14.000, 276.096, 0.928, 14.241 14.050, 294.658, 1.027, 14.313 14.100, 294.387, 1.174, 14.384 14.150, 294.142, 1.182, 14.420 14.200, 293.518, 1.126, 14.456 14.250, 295.852, 1.150, 14.528 14.300, 297.616, 1.295, 14.599 14.350, 297.372, 1.539, 14.742 14.400, 291.510, 1.722, 14.885 14.450, 289.773, 1.868, 15.172 14.500, 284.156, 1.859, 15.279 14.550, 277.643, 1.541, 15.315 14.600, 274.522, 1.350, 15.350 14.650, 271.836, 1.382, 15.673 14.700, 274.359, 1.614, 15.637 14.750, 275.472, 1.582, 155.565 14.800, 275.119, 1.396, 15.601 14.850, 276.774, 1.270, 15.601 14.900, 279.108, 1.252, 15.601 14.950, 290.506, 1.314, 15.601 15.000, 289.638, 1.528, 15.780 15.050, 293.681, 1.592, 16.030 15.100, 300.466, 1.467, 16.138 15.150, 301.497, 1.411, 16.102 15.200, 298.267, 1.411, 16.102 15.250, 292.704, 1.411, 16.353 ---------------------------------- Units: metres,tsf,tsf,psi 0.960, 0.960, 0.700 1 � �.• 05:16:08 08:24 GREGG CPT -03 B. SMILLIE MARINA PARK 0.050, 14.953, 0.051, 0.393 0.100, 32.945, 0.092, 0.393 0.150, 49.933, 0.142, 0.430 0.200, 60.571, 0.189, 0.465 0.250, 73.325, 0.211, 0.537 0.300, 81.412, 0.230, 0.573 0.350, 83.000, 0.247, 0.573 0.400, 82.172, 0.265, 0.573 0.450, 86.568, 0.297, 0.608 0.500, 84.832, 0.291, 0.608 0.550, 82.226, 0.257, 0.573 0.600, 78.400, 0.213, 0.644 0.650, 59.431, 0.240, 0.680 0.700, 71.398, 0.186, 0.71.6 0.750, 72.592, 0.211, 0.716 0.800, 68.902, 0.211, 0.680 0.850, 62.253, 0.171, 0.716 0.900, 55.659, 0.123, 0.680 0.950, 50.394, 0.258, 0.644 1.000, 47.626, 0.205, 0.644 1.050, 48.521, 0.150, 0.608 1.100, 49.906, 0.166, 0.430 1.150, 55.659, 0.154, 0.250 1.200, 57.586, 0.128, 0.215 1.250, 58.942, 0.095, 0.215 1.300, 59.132, 0.100, 0.215 1.350, 55.984, 0.101, 0.215 1.400, 52.728, 0.088, 0.250 1.450, 49.092, 0.082, 0.250 1.500, 42.063, 0.093, 0.215 1.550, 31.724, 0.166, 0.215 1.600, 20.543, 0.275, 0.215 1.650, 12.103, 0.233, 0.250 1.700, 8.358, 0.136, 0.322 1.750, 16.988, 0.100, 1.288 1.800, 14.844, 0.051, 1.252 1.850, 12.809, 0.030, 2.433 1.900, 11.805, 0.033, 3.722 1.950, 11.343, 0.039, 4.365 2.000, 13.379, 0.031, 4.938 2.050, 19.593, 0.038, 4.974 2.100, 23.935, 0.064, 4.616 2.150, 31.479, 0.108, 4.365 2.200, 37.450, 0.160, 3.972 2.250, 43.203, 0.210, 3.578 2.300, 50.638, 0.258, 3.364 2.350, 61.113, 0.295, 2.970 2.400, 76.880, 0.360, 2.791 2.450, 96.094, 0.432, 2.755 2.500, 111.073, 0.496, 2.684 2.550, 121.630, 0.478, 2.648 2.600, 121.250, 0.394, 2.648 2.650, 118.998, 0.372, 2.612 2.700, 93.651, 0.302, 2.755 2.750, 110.829, 0.256, 2.648 TERRA COSTA 2.800, 111.209, 0.265, 2.541 2.850, 102.715, 0.243, 2.469 2.900, 95.795, 0.204, 2.433 2.950, 92.946, 0.166, 2.398 3.000, 93.597, 0.165, 2.361 3.050, 97.396, 0.182, 2.469 3.7.00, 100.381, 0.182, 2.469 3.150, 104.343, 0.191, 2.469 3.200, 106.514, 0.200, 2.433 3.250, 101.983, 0.208, 2.433 3.300, 100.001, 0.193, 2.433 3.350, 103.014, 0.195, 2.469 3.400, 104.751, 0.169, 2.469 3.450, 109.608, 0.183, 2.469 3.500, 110.829, 0.187, 2.541 3.550, 110.395, 0.195, 2.469 3.600, 109.879, 0.278, 2.576 3.650, 111.128, 0.232, 2.576 3.700, 92.728, 0.186, 2.827 3.750, 110.802, 0.204, 2.755 3.800, 121.820, 0.230, 2.684 3.850, 120.816, 0.252, 2.755 3.900, 124.262, 0.286, 2.719 3.950, 137.343, 0.278, 2.791 4.000, 150.124, 0.277, 2.827 4.050, 156.664, 0.296, 2.791 4.100, 159.867, 0.375, 2.862 4.150, 167.167, 0.392, 2.934 4.200, 165.891, 0.423, 2.934 4.250, 163.964, 0.428, 3.006 4.300, 159.052, 0.352, 3.006 4.350, 150.070, 0.273, 3.077 4.400, 140.111, 0.228, 3.077 4.450, 135.524, 0.224, 3.113 4.500, 142.336, 0.211, 3.149 4.550, 148.984, 0.182, 3.185 4.600, 146.542, 0.202, 3.220 4.650, 139.269, 0.261, 3.220 4.700, 134.710, 0.211, 3.185 4.750, 125.402, 0.242, 3.220 4.800, 123.014, 0.181, 3.471 4.850, 115.958, 0.183, 3.471 4.900, 106.840, 0.201, 3.471 4.950, 100.354, 0.204, 3.542 5.000, 101.765, 0.197, 3.542 5.050, 110.504, 0.209, 3.578 5.100, 120.355, 0.201, 3.650 5.150, 142.553, 0.353, 3.722 5.200, 154.005, 0.330, 3.757 5.250, 162.879, 0.365, 3.828 5.300, 170.830, 0.398, 3.900 5.350, 176.882, 0.379, 3.936 5.400, 199.270, 0.475, 4.008 5.450, 237.887, 0.758, 4.115 5.500, 279.217, 0.873, 4.186 5.550, 302.528, 0.761, 4.222 5.600, 314.305, 0.827, 4.401 5.650, 330.832, 0.915, 4.544 5.700, 3551.402, 0.888, 4.652 5.750, 358.865, 0.586, 4.723 5.800, 356.368, 0.739, 4.902 5.850, 383.370, 0.843, 5.117 5.900, 370.507, 0.827, 5.081 5.950, 361.905, 0.871, 5.117 6.000, 338.403, 0.848, 5.189 6.050, 335.445, 0.755, 5.224 6.100, 351.484, 0.732, 5.295 6.150, 360.385, 0.747, 5.403 6.200, 365.812, 0.695, 5.439 6.250, 378.703, 0.595, 5.475 6.300, 414.063, 0.540, 5.582 6.350, 427.713, 0.571, 5.582 6.400, 421.281, 0.741, 5.618 6.450, 425.108, 0.949, 5.761 6.500, 402.394, 1.478, 5.976 6.550, 383.696, 1.608, 6.047 6.600, 382.556, 1.259, 6.155 6.650, 396.260, 1.040, 6.262 6.700, 415.094, 1.005, 6.942 6.750, 437.021, 1.068, 6.977 6.800, 419.762, 1.100, 6.942 6.850, 391.810, 1.001, 6.942 6.900, 383.723, 1.043, 7.013 6.950, 368.119, 1.272, 6.942 7.000, 353.139, 1.444, 7.049 7.050, 347.250, 1.391, 7.013 7.100, 369.476, 1.412, 7.156 7.150, 392.624, 1.476, 7.228 7.200, 392.298, 1.628, 7.264 7.250, 405.976, 1.803, 7.371 7.300, 410.860, 1.763, 7.407 7.350, 404.239, 1.948, 7.514 7.400, 413.330, 1.897, 7.586 7.450, 408.011, 1.881, 7.550 7.500, 384.863, 1.774, 7.657 7.550, 373.573, 1.529, 7.657 7.600, 384.646, 1.347, 7.800 7.650, 394.958, 1.339, 7.800 7.700, 388.201, 1.416, 8.123 7.750, 398.757, 1.432, 8.051 7.800, 403.289, 1.448, 8.015 7.850, 397.834, 1.413, 8.015 7.900, 391.512, 1.307, 8.015 7.950, 378.078, 1.173, 8.015 8.000, 363.370, 1.039, 7.980 8.050, 355.066, 0.966, 8.015 8.100, 350.697, 0.879, 8.015 8.150, 353.546, 0.786, 8.051 8.200, 358.377, 0.805, 8.051 8.250, 355.147, 0.971, 8.086 8.300, 341.416, 1.102, 8.051 8.350, 333.627, 1.274, 7.980 8.400, 318.620, 1.357, 8.051 8.450, 300.465, 1.341, 8.123 8.500, 299.353, 1.316, 8.123 8.550, 296.395, 1.248, 8.123 8.600, 295.743, 1.247, 8.194 8.650, 284.699, 1.269, 8.444 8.700, 288.416, 1.301, 8.337 8.750, 292.813, 1.310, 8.266 8.800, 296.123, 1.268, 8.301 8.850, 288.009, 1.320, 8.230 8.900, 274.115, 1.514, 8.158 8.950, 265.105, 1.655, 8.194 9.000, 251.862, 1.857, 8.158 9.050, 235.146, 1.902, 8.194 9.100, 210.559, 1.863, 8.194 9.150, 194.548, 1.777, 8.158 9.200, 189.175, 1.708, 8.194 9.250, 194.195, 1.697, 8.194 9.300, 217.506, 1.806, 8.230 9.350, 234.657, 2.009, 8.266 9.400, 237.100, 2.201, 8.194 9.450, 225.105, 2.211, 8.194 9.500, 210.260, 2.119, 8.123 9.550, 198.402, 1.975, 8.086 9.600, 185.973, 1.439, 8.086 9.650, 182.798, 1.463, 8.086 9.700, 210.369, 1.612, 8.480 9.750, 236.774, 1.981, 8.194 9.800, 252.703, 2.149, 8.158 9.850, 257.073, 2.228, 8.086 9.900, 257.561, 2.212, 8.086 9.950, 256.720, 2.172, 8.051 10.000, 265.268, 2.132, 8.086 10.050, 286.625, 2.176, 8.123 10.100, 320.384, 2.272, 8.086 10.150, 334.903, 2.229, 8.123 10.200, 342.013, 2.133, 8.123 10.250, 351.321, 2.250, 8.158 10.300, 353.519, 2.132, 8.158 10.350, 365.161, 2.127, 8.194 10.400, 387.522, 2.123, 8.266 10.450, 383.723, 2.205, 8.230 10.500, 383.533, 2.149, 8.230 10.550, 396.776, 1.832, 8.266 10.600, 399.327, 1.743, 8.301 10.650, 399.981, 2.102, 8.516 10.700, 399.001, 1.637, 8.194 10.750, 432.625, 0.912, 8.230 10.800, 435.148, 1.381, 8.624 10.850, 435.013, 1.398, 7.765 10.900, 433.493, 1.339, 7.729 10.950, 420.847, 1.194, 7.800 11.000, 410.996, 1.049, 7.729 11.050, 412.977, 1.092, 7.765 11.100, 417.319, 1.148, 7.800 11.150, 427.441, 1.154, 7.836 11.200, 436.152, 1..296, 7.943 11.250, 429.612, 1..379, 7.980 11.300, 413.058, 1.393, 8.015 11.350, 414.605, 1.309, 8.051 11.400, 416.288, 1.429, 8.123 11.450, 410.480, 1.593, 8.194 11.500, 423.452, 1.706, 8.337 11.550, 438.486, 1.630, 8.409 11.600, 463.073, 1.300, 9.303 11.650, 469.016, 0.960, 9.267 11.700, 442.258, 0.827, 9.590 11.750, 432.299, 0.978, 9.089 11.800, 428.228, 1.126, 8.981 11.850, 410.535, 1.072, 8.910 11.900, 414.551, 1.057, 8.874 11.950, 404.375, 1.141, 8.802 12.000, 397.699, 1.150, 8.910 12.050, 391.430, 1.136, 8.910 12.100, 374.334, 1.227, 8.874 12.150, 366.463, 1.283, 8.945 12.200, 358.947, 1.323, 8.981 12.250, 372.379, 1.237, 9.124 12.300, 380.819, 1.185, 9.160 12.350, 383.560, 1.154, 9.160 12.400, 385.188, 1.129, 9.196 12.450, 386.518, 1.150, 9.267 12.500, 386.247, 1.058, 9.339 12.550, 381.416, 1.104, 9.303 12.600, 377.427, 1.272, 9.375 12.650, 340.195, 1.508, 10.019 12.700, 342.501, 1.722, 10.055 12.750, 338.322, 1.771, 10.091 12.800, 332.705, 1.773, 10.269 12.850, 329.421, 1.676, 10.341 12.900, 326.924, 1.687, 10.413 12.950, 331.782, 1.626, 10.520 13.000, 337.942, 1.654, 10.556 13.050, 347.495, 1.702, 10.734 13.100, 350.778, 1.726, 10.806 13.150, 367.658, 1.741, 10.949 13.200, 361.633, 1.866, 11.021. 13.250, 366.789, 1.910, 1.1.378 13.300, 390.616, 1.882, 11.593 13.350, 405.053, 0.933, 11.772 13.400, 418.215, 0.807, 11.844 13.450, 412.896, 0.966, 9.661 13.500, 418.947, 0.791, 9.447 13.550, 407.848, 0.693, 9.375 13.600, 392.868, 0.724, 9.375 13.650, 379.462, 0.754, 9.375 13.700, 347.685, 0.750, 9.303 13.750, 306.625, 0.626, 9.303 13.800, 316.069, 0.514, 9.447 13.850, 343.153, 0.530, 9.482 13.900, 369.611, 0.574, 9.625 13.950, 347.603, 0.659, 10.734 14.000, 315.554, 0.695, 10.699 14.050, 302.636, 0.697, 10.734 14.100, 299.244, 0.655, 10.770 14.150, 310.099, 0.656, 10.949 14.200, 325.622, 0.769, 11.200 14.250, 323.722, 0.881, 11.415 14.300, 318.376, 0.964, 11.736 14.350, 315.689, 1.017, 11.987 14.400, 308.661, 1.167, 12.238 14.450, 294.712, 1.014, 12.524 14.500, 299.733, 0.697, 12.702 14.550, 289.122, 0.608, 12.774 14.600, 320.330, 0.610, 13.132 14.650, 344.374, 0.764, 13.311 14.700, 346.436, 0.889, 13.705 14.750, 333.356, 0.922, 13.955 14.800, 327.956, 0.927, 14.277 14.850, 335.445, 0.942, 14.527 14.900, 339.760, 1.099, 14.706 14.950, 343.451, 1.348, 14.885 15.000, 343.749, 1.690, 15.493 15.050, 343.044, 1.946, 15.780 15.100, 338.811, 2.153, 16.102 15.150, 333.329, 2.315, 16.102 15.200, 325.920, 2.315, 16.102 15.250, 316.368, 2.315, 16.066 ------------------------------------------------ Units: metres,tsf,tsf,psi 0.960, 0.960, 0.700 05:16:08 08:55 GREGG CPT -04 B. SMILLIE MARINA PARK 0.050, 23.501, 0.040, 0.072 0.100, 43.094, 0.089, 0.072 0.150, 54.492, 0.152, 0.144 0.200, 82.498, 0.227, 0.144 0.250, 100.517, 0.294, 0.179 0.300, 101.358, 0.319, 0.107 0.350, 102.444, 0.323, 0.144 0.400, 107.329, 0.330, 0.215 0.450, 111.236, 0.348, 0.287 0.500, 115.985, 0.344, 0.250 0.550, 120.870, 0.387, 0.287 0.600, 120.056, 0.395, 0.430 0.650, 118.753, 0.360, 0.465 0.700, 120.680, 0.359, 0.465 0.750, 119.350, 0.360, 0.501 0.800, 116.528, 0.364, 0.501 0.850, 114.493, 0.323, 0.573 0.900, 113.624, 0.303, 0.573 0.950, 111.969, 0.239, 0.501 1.000, 102.498, 0.214, 0.537 1.050, 91.046, 0.195, 0.573 1.100, 77.667, 0.160, 0.608 1.150, 64.723, 0.129, 0.573 1.200, 51.208, 0.085, 0.537 1.250, 42.145, 0.076, 0.573 1.300, 43.311, 0.091, 0.644 1.350, 52.945, 0.114, 0.573 1.400, 51.208, 0.163, 0.644 1.450, 38.644, 0.168, 0.608 1.500, 23.447, 0.101, 0.608 1.550, 10.231, 0.163, 0.573 1.600, 6.622, 0.220, 0.608 1.650, 3.908, 0.175, 0.608 1.700, 2.470, 0.097, 0.644 1.750, 2.171, 0.058, 1.932 1.800, 2.280, 0.035, 3.757 1.850, 4.017, 0.031, 5.689 1.900, 6.106, 0.070, 7.336 1.950, 7.273, 0.097, 7.908 2.000, 14.736, 0.085, 7.371 2.050, 15.550, 0.069, 4.902 2.100, 13.379, 0.100, 4.222 2.150, 11.832, 0.076, 4.258 2.200, 16.147, 0.055, 4.330 2.250, 21.303, 0.069, 4.258 2.300, 22.795, 0.077, 4.365 2.350, 31.425, 0.088, 4.258 2.400, 37.775, 0.154, 4.079 2.450, 48.061, 0.244, 3.865 2.500, 59.838, 0.338, 3.722 2.550, 77.070, 0.414, 3.078 2.600, 90.720, 0.472, 2.934 2.650, 107.763, 0.545, 2.827 2.700, 121.657, 0.591, 2.791 2.750, 124.561, 0.554, 2.755 TERRA COSTA 2.800, 118.835, 0.359, 2.827 2.850, 110.721, 0.213, 2.720 2.900, 105.266, 0.153, 2.755 2.950, 98.509, 0.111, 2.648 3.000, 96.609, 0.120, 2.612 3.050, 96.446, 0.139, 2.648 3.100, 96.799, 0.154, 2.720 3.150, 96.067, 0.191, 2.720 3.200, 95.334, 0.196, 2.791 3.250, 96.012, 0.193, 2.863 3.300, 97.830, 0.204, 2.934 3.350, 97.668, 0.218, 2.898 3.400, 99.5667, 0.253, 2.934 3.450, 97.179, 0.231, 2.970 3.500, 89.092, 0.209, 2.970 3.550, 86.270, 0.204, 3.006 3.600, 86.216, 0.201, 3.006 3.650, 85.157, 0.204, 3.006 3.700, 85.320, 0.220, 3.041 3.750, 84.940, 0.247, 3.078 3.800, 87.898, 0.249, 3.113 3.850, 96.446, 0.241, 3.185 3.900, 104.479, 0.226, 3.221 3.950, 114.493, 0.209, 3.221 4.000, 126.840, 0.234, 3.221 4.050, 132.729, 0.264, 3.328 4.100, 126.162, 0.280, 3.364 4.150, 121.494, 0.286, 3.399 4.200, 121.847, 0.293, 3.507 4.250, 124.208, 0.287, 3.507 4.300, 127.410, 0.277, 3.507 4.350, 134.005, 0.281, 3.578 4.400, 145.131, 0.243, 3.650 4.450, 149.636, 0.192, 3.686 4.500, 140.870, 0.205, 3.256 4.550, 155.416, 0.764, 3.185 4.600, 153.164, 0.639, 3.328 4.650, 138.618, 0.481, 3.542 4.700, 148.360, 0.417, 3.972 4.750, 145.728, 0.311, 4.044 4.800, 1.38.319, 0.304, 4.187 4.850, 139.133, 0.285, 4.365 4.900, 145.565, 0.248, 4.401 4.950, 146.352, 0.223, 4.473 5.000, 148.007, 0.182, 4.508 5.050, 156.746, 0.208, 4.580 5.100, 162.933, 0.211, 4.580 5.150, 154.955, 0.262, 4.795 5.200, 149.581, 0.256, 4.938 5.250, 152.702, 0.234, 5.117 5.300, 157.289, 0.236, 5.189 5.350, 154.168, 0.259, 5.189 5.400, 150.558, 0.166, 5.260 5.450, 147.329, 0.159, 5.296 5.500, 148.795, 0.152, 5.439 5.550, 150.694, 0.161, 5.367 5.600, 151.888, 0.190, 5.403 5.650, 150.070, 0.193, 5.367 5.700, 140.545, 0.186, 5.475 5.750, 138.971, 0.172, 5.546 5.800, 144.181, 0.167, 5.511 5.850, 159.079, 0.211, 5.582 5.900, 169.745, 0.478, 5.689 5.950, 170.125, 0.562, 5.725 6.000, 173.055, 0.412, 5.761 6.050, 166.732, 0.311, 5.725 6.100, 171.427, 0.232, 5.869 6.150, 171.047, 0.223, 5.976 6.200, 167.926, 0.216, 6.012 6.250, 167.384, 0.212, 6.083 6.300, 176.339, 0.238, 6.190 6.350, 195.71.5, 0.341, 6.190 6.400, 213.381, 0.365, 6.226 6.450, 240.818, 0.357, 6.369 6.500, 267.466, 0.396, 6.513 6.550, 265.648, 0.426, 6.834 6.600, 272.758, 0.394, 6.834 6.650, 281.116, 0.436, 6.870 6.700, 287.032, 0.478, 6.906 6.750, 297.345, 0.657, 6.978 6.800, 295.146, 0.858, 6.978 6.850, 285.485, 0.939, 6.906 6.900, 275.472, 1.064, 6.978 6.950, 273.030, 1.119, 7.228 7.000, 273.247, 1.118, 7.264 7.050, 272.867, 1.102, 7.336 7.100, 275.607, 1.136, 7.371 7.150, 273.247, 1.217, 7.407 7.200, 276.395, 1.292, 7.479 7.250, 282.880, 1.345, 7.622 7.300, 294.360, 1.409, 7.657 7.350, 301.035, 1.427, 7.729 7.400, 309.312, 1.399, 7.837 7.450, 312.813, 1.177, 7.837 7.500, 313.600, 1.295, 7.872 7.550, 311.293, 1.435, 8.373 7.600, 302.229, 1.503, 8.302 7.650, 306.246, 1.372., 8.302 7.700, 313.736, 1.105, 8.302 7.750, 319.000, 1.005, 8.266 7.800, 317.481, 0.950, 8.230 7.850, 318.946, 0.922, 8.194 7.900, 316.612, 0.946, 8.158 7.950, 312.243, 0.909, 8.158 8.000, 303.342, 0.807, 8.194 8.050, 310.615, 0.794, 8.158 8.100, 303.776, 0.780, 8.158 8.150, 305.757, 0.769, 8.230 8.200, 304.482, 0.775, 8.266 8.250, 299.190, 0.839, 8.337 8.300, 294.007, 0.860, 8.302 8.350, 291.239, 0.873, 8.373 8.400, 293.735, 0.937, 8.445 8.450, 292.731, 0.935, 8.445 8.500, 276.856, 1.044, 8.981 8.550, 273.627, 1.184, 8.946 8.600, 271.130, 1.204, 8.946 8.650, 274.685, 1.083, 9.017 8.700, 271.646, 1.010, 9.017 8.750, 271.673, 0.988, 9.053 8.800, 260.112, 0.897, 8.981 8.850, 235.933, 0.775, 8.981 8.900, 200.654, 0.725, 8.946 8.950, 177.099, 0.661, 8.981 9.000, 172.377, 0.750, 9.053 9.050, 174.304, 0.916, 9.089 9.100, 162.988, 0.916, 9.161 9.150, 150.640, 0.916, 9.124 Units: metres,tsf,tsf,psi 0.960, 0.960, 0.700 i .• ..• 05:16:08 09:14 GREGG CPT -05 B. SMILLIE MARINA PARK 0.050, 10.746, 0.020, 0.000 0.100, 23.202, 0.041, 0.036 0.150, 37.639, 0.063, 0.072 0.200, 48.087, 0.079, 0.107 0.250, 64.315, 0.213, 0.036 0.300, 80.082, 0.229, 0.072 0.350, 76.310, 0.248, 0.072 0.400, 71.860, 0.295, 0.072 0.450, 76.609, 0.279, 0.072 0.500, 90.557, 0.260, 0.143 0.550, 91.996, 0.268, 0.072 0.600, 98.780, 0.300, 0.143 0.650, 104.506, 0.325, 0.179 0.700, 104.262, 0.204, 0.179 0.750, 101.901, 0.216, 0.179 0.800, 86.704, 0.248, 0.393 0.850, 92.973, 0.254, 0.393 0.900, 92.918, 0.254, 0.430 0.950, 89.960, 0.218, 0.393 1.000, 84.859, 0.207, 0.393 1.050, 77.396, 0.205, 0.358 1.100, 66.161, 0.172, 0.358 1.150, 58.128, 0.124, 0.322 1.200, 70.313, 0.135, 0.430 1.250, 76.744, 0.202, 0.430 1.300, 72.484, 0.193, 0.393 1.350, 68.793, 0.173, 0.465 1.400, 66.405, 0.165, 0.393 1.450, 66.459, 0.154, 0.430 1.500, 79.540, 0.151, 0.465 1.550, 99.431, 0.155, 0.430 1.600, 112.484, 0.172, 0.430 1.650, 115.877, 0.170, 0.430 1.700, 109.879, 0.226, 0.430 1.750, 95.605, 0.369, 0.537 1.800, 57.205, 0.333, 0.501 1.850, 63.311, 0.373, 0.573 1.900, 65.075, 0.353, 0.501 1.950, 59.594, 0.175, 0.465 2.000, 57.423, 0.138, 0.430 2.050, 58.074, 0.113, 0.393 2.100, 56.066, 0.100, 0.393 2.150, 53.976, 0.102, 0.358 2.200, 54.600, 0.166, 0.322 2.250, 55.062, 0.236, 0.322 2.300, 58.942, 0.259, 0.250 2.350, 58.020, 0.279, 0.286 2.400, 56.880, 0.300, 0.250 2.450, 55.469, 0.303, 0.250 2.500, 53.352, 0.315, 0.179 2.550, 55.007, 0.316, 0.215 2.600, 59.946, 0.344, 0.179 2.650, 64.967, 0.311, 0.179 2.700, 68.359, 0.344, 0.215 2.750, 79.757, 0.366, 0.072 TERRA COSTA 2.800, 90.937, 0.373, 0.143 2.850, 94.357, 0.311, 0.107 2.900, 96.175, 0.229, 0.143 2.950, 96.826, 0.195, 0.143 3.000, 95.958, 0.193, 0.107 3.050, 91.806, 0.193, 0.107 3.100, 85.211, 0.203, 0.143 3.150, 76.337, 0.190, 0.107 3.200, 68.196, 0.183, 0.072 3.250, 59.078, 0.189, 0.107 3.300, 61.303, 0.204, 0.143 3.350, 77.124, 0.214, 0.179 3.400, 82.118, 0.200, 0.250 3.450, 78.563, 0.147, 0.250 3.500, 74.519, 0.134, 0.286 3.550, 71.670, 0.127, 0.286 3.600, 77.857, 0.120, 0.358 3.650, 86.215, 0.120, 0.393 3.700, 88.739, 0.124, 0.465 3.750, 95.306, 0.153, 0.501 3.800, 100.164, 0.168, 0.751 3.850, 103.502, 0.182, 0.859 3.900, 103.665, 0.204, 0.894 3.950, 108.522, 0.227, 0.966 4.000, 106.758, 0.226, 0.966 4.050, 108.007, 0.253, 1.002 4.100, 106.867, 0.261, 1.002 4.150, 103.828, 0.273, 1.074 4.200, 102.688, 0.282, 1.109 4.250, 100.028, 0.246, 1.217 4.300, 100.761, 0.226, 1.324 4.350, 99.893, 0.190, 1.431 4.400, 98.319, 0.178, 1.539 4.450, 97.695, 0.163, 1.682 4.500, 96.690, 0.144, 1.825 4.550, 96.121, 0.140, 1.968 4.600, 101.087, 0.134, 2.147 4.650, 103.013, 0.147, 2.254 4.700, 98.943, 0.161, 2.648 4.750, 100.191, 0.164, 2.791 4.800, 99.703, 0.154, 2.898 4.850, 97.803, 0.139, 2.970 4.900, 101.439, 0.147, 3.113 4.950, 100.734, 0.147, 3.220 5.000, 104.913, 0.159, 3.256 5.050, 105.836, 0.177, 3.399 5.100, 108.305, 0.195, 3.471 5.150, 108.549, 0.191, 3.507 5.200, 110.992, 0.185, 3.542 5.250, 112.810, 0.181, 3.650 5.300, 111.209, 0.212, 3.757 5.350, 107.627, 0.226, 3.865 5.400, 105.184, 0.259, 3.900 5.450, 102.471, 0.259, 4.043 5.500, 100.761, 0.241, 4.151 5.550, 100.245, 0.244, 4.186 5.600, 100.978, 0.232, 4.294 5.650, 103.176, 0.234, 4.365 5.700, 104.669, 0.199, 4.401 5.750, 105.537, 0.199, 4.544 5.800, 108.577, 0.202, 4.723 5.850, 111.480, 0.198, 4.795 5.900, 112.864, 0.207, 4.866 5.950, 111.399, 0.211, 5.009 6.000, 109.635, 0.214, 5.009 6.050, 105.401, 0.202, 5.117 6.100, 101.032, 0.169, 5.189 6.150, 103.448, 0.145, 5.260 6.200, 105.049, 0.131, 5.332 6.250, 106.758, 0.127, 5.332 6.300, 105.727, 0.140, 5.475 6.350, 103.556, 0.164, 5.582 6.400, 101.032, 0.169, 5.618 6.450, 97.532, 0.161, 5.725 6.500, 91.154, 0.134, 5.761 6.550, 89.635, 0.124, 5.832 6.600, 87.844, 0.138, 5.940 6.650, 85.700, 0.152, 6.011 6.700, 83.637, 0.133, 6.047 6.750, 82.389, 0.117, 6.262 6.800, 85.002, 0.118, 6.405 6.850, 89.228, 0.123, 6.512 6.900, 88.007, 0.122, 6.548 6.950, 80.842, 0.125, 6.584 7.000, 76.663, 0.099, 6.691 7.050, 86.894, 0.104, 6.834 7.100, 99.675, 0.118, 6.942 7.150, 104.587, 0.148, 7.013 7.200, 107.193, 0.164, 7.085 7.250, 118.617, 0.199, 7.156 7.300, 134.520, 0.204, 7.228 7.350, 161.006, 0.277, 7.300 7.400, 208.497, 0.321, 7.407 7.450, 252.106, 0.417, 7.550 7.500, 272.324, 0.523, 7.550 7.550, 284.997, 0.544, 7.657 7.600, 296.069, 0.554, 7.657 7.650, 311.809, 0.547, 7.765 7.700, 321.117, 0.608, 7.765 7.750, 314.115, 0.696, 7.836 7.800, 306.924, 0.713, 7.908 7.850, 305.133, 0.652, 8.015 7.900, 317.806, 0.635, 8.015 7.950, 313.410, 0.632, 8.015 8.000, 319.868, 0.647, 8.015 8.050, 328.362, 0.617, 8.086 8.100, 328.308, 0.615, 8.123 8.150, 329.801, 0.510, 8.086 8.200, 331.728, 0.494, 8.123 8.250, 338.078, 0.537, 8.086 8.300, 340.900, 0.583, 8.086 8.350, 337.942, 0.642, 8.051 8.400, 333.573, 0.602, 8.051 8.450, 341.416, 0.630, 8.158 8.500, 344.781, 0.647, 8.123 8.550, 344.184, 0.659, 8.158 8.600, 339.624, 0.715, 8.194 8.650, 321.225, 0.811, 8.230 8.700, 308.579, 0.880, 8.266 8.750, 286.490, 0.988, 8.802 8.800, 286.408, 0.942, 8.874 8.850, 283.749, 0.853, 8.981 8.900, 283.477, 0.836, 8.945 8.950, 286.625, 0.844, 9.053 9.000, 286.815, 0.816, 9.160 9.050, 287.086, 0.803, 9.196 9.100, 282.555, 0.747, 9.267 9.150, 288.118, 0.703, 9.410 9.200, 300.520, 0.642, 9.482 9.250, 309.285, 0.577, 9.482 9.300, 325.269, 0.597, 9.625 9.350, 319.760, 0.706, 9.590 9.400, 307.222, 0.732, 9.661 9.450, 321.117, 0.811, 9.733 9.500, 326.761, 0.962, 9.768 9.550, 331.320, 1.135, 9.876 9.600, 339.326, 1.237, 9.983 9.650, 354.279, 1.159, 10.055 9.700, 372.352, 0.998, 10.091 9.750, 368.173, 0.955, 10.341 9.800, 390.751, 0.966, 10.234 9.850, 409.693, 1.058, 10.162 9.900, 409.666, 1.172, 9.947 9.950, 424.348, 1.416, 10.019 10.000, 443.425, 1.956, 10.019 10.050, 468.744, 2.045, 9.911 10.100, 496.994, 1.097, 7.765 10.150, 518.840, 1.327, 10.878 10.200, 517.972, 1.017, 13.490 10.250, 552.436, 1.025, 13.347 10.300, 494.796, 1.025, 14.456 10.350, 496.615, 1.025, 14.384 Units: metres,tsf,tsf,psi 0.960, 0.960, 0.700 05:16:08 09:33 GREGG CPT -06 B. SMILLIE MARINA PARK TERRA COSTA 0.050, 18.481, 0.052, 0.573 0.100, 29.064, 0.071, 0.644 0.150, 40.652, 0.081, 0.680 0.200, 48.522, 0.121, 0.787 0.250, 55.577, 0.141, 0.787 0.300, 67.735, 0.176, 0.787 0.350, 86.514, 0.231, 0.823 0.400, 93.271, 0.264, 0.894 0.450, 94.655, 0.293, 1.288 0.500, 95.117, 0.282, 1.324 0.550, 91.480, 0.331, 1.360 0.600, 82.145, 0.166, 1.324 0.650, 71.860, 0.124, 1.324 0.700, 54.275, 0.118, 1.324 0.750, 41.466, 0.140, 1.288 0.800, 33.895, 0.211, 1.324 0.850, 26.920, 0.276, 1.324 0.900, 13.949, 0.163, 1.288 0.950, 35.143, 0.126, 1.431 1.000, 54.085, 0.134, 1.360 1.050, 70.177, 0.167, 1.360 1.100, 84.669, 0.214, 1.396 1.150, 93.516, 0.243, 1.396 1.200, 95.090, 0.275, 1.360 1.250, 97.668, 0.303, 1.467 1.300, 96.989, 0.374, 1.431 1.350, 89.255, 0.454, 1.431 1.400, 71.426, 0.522, 1.431 1.450, 57.477, 0.452, 1.431 1.500, 72.457, 0.450, 1.467 1.550, 93.380, 0.384, - 1.503 1.600, 92.104, 0.414, 1.539 1.650, 93.407, 0.395, 1.539 1.700, 106.949, 0.337, 2.147 1.750, 93.163, 0.254, 2.075 1.800, 97.695, 0.198, 2.147 1.850, 97.613, 0.186, 2.075 1.900, 89.906, 0.098, 2.147 1.950, 79.892, 0.085, 2.075 2.000, 70.639, 0.120, 2.111 2.050, 68.766, 0.109, 2.075 2.100, 72.240, 0.111, 2.040 2.150, 74.954, 0.206, 2.040 2.200, 73.922, 0.303, 2.004 2.250, 74.899, 0.350, 2.040 2.300, 75.116, 0.366, 2.040 2.350, 76.989, 0.387, 2.040 2.400, 81.331, 0.396, 2.040 2.450, 86.433, 0.404, 2.040 2.500, 92.294, 0.414, 2.040 2.550, 99.353, 0.395, 2.040 2.600, 109.472, 0.440, 2.040 2.650, 114.330, 0.352, 2.075 2.700, 118.020, 0.353, 2.004 2.750, 115.660, 0.342, 2.040 2.800, 115.714, 0.362, 2.075 2.850, 116.745, 0.390, 2.075 2.900, 116.745, 0.407, 2.075 2.950, 118.401, 0.415, 2.040 3.000, 114.439, 0.382, 2.040 3.050, 106.352, 0.326, 2.040 3.100, 101.901, 0.277, 2.075 3.150, 101.603, 0.211, 2.111 3.200, 104.045, 0.165, 2.111 3.250, 103.719, 0.152, 2.111 3.300, 102.525, 0.138, 2.111 3.350, 103.773, 0.143, 2.147 3.400, 102.416, 0.159, 2.111 3.450, 97.586, 0.138, 2.147 3.500, 93.787, 0.138, 2.111 3.550, 91.996, 0.118, 2.111 3.600, 90.503, 0.150, 2.147 3.650, 90.503, 0.149, 2.183 3.700, 85.211, 0.147, 2.183 3.750, 89.391, 0.140, 2.183 3.800, 91.969, 0.129, 2.218 3.850, 90.531, 0.125, 2.290 3.900, 89.147, 0.124, 2.326 3.950, 89.798, 0.146, 2..361 4.000, 89.119, 0.142, 2.398 4.050, 90.313, 0.160, 2.398 4.1.00, 93.299, 0.166, 2.433 4.150, 89.282, 0.165, 2.433 4.200, 94.954, 0.197, 2.505 4.250, 100.029, 0.207, 2.541 4.300, 99.377, 0.212, 2.505 4.350, 97.586, 0.211, 2.541 4.400, 95.361, 0.178, 2.576 4.450, 96.284, 0.154, 2.576 4.500, 95.469, 0.234, 2.612 4.550, 97.912, 0.262, 2.648 4.600, 98.672, 0.245, 2.648 4.650, 95.849, 0.193, 2.684 4.700, 92.430, 0.163, 2.612 4.750, 94.411, 0.162, 2.684 4.800, 94.357, 0.175, 2.719 4.850, 92.050, 0.207, 2.755 4.900, 90.232, 0.213, 2.863 4.950, 92.919, 0.191, 2.863 5.000, 95.524, 0.158, 2.934 5.050, 101.141, 0.150, 2.970 5.100, 104.805, 0.152, 3.006 5.150, 106.677, 0.171, 3.077 5.200, 106.867, 0.152, 3.077 5.250, 111.671, 0.168, 3.077 5.300, 114.004, 0.184, 3.185 5.350, 114.357, 0.171, 3.185 5.400, 116.175, 0.162, 3.185 5.450, 117.668, 0.142, 3.220 5.500, 116.338, 0.149, 3.185 5.550, 114.574, 0.150, 3.220 5.600, 112.186, 0.136, 3.292 5.650, 113.434, 0.126, 3.364 5.700, 115.252, 0.150, 3.399 5.750, 119.052, 0.156, 3.471 5.800, 121.874, 0.180, 3.542 5.850, 127.465, 0.183, 3.578 5.900, 130.097, 0.205, 3.614 5.950, 132.403, 0.189, 3.722 6.000, 131.535, 0.181, 3.757 6.050, 129.255, 0.181, 3.793 6.100, 126.298, 0.199, 3.900 6.150, 124.588, 0.183, 3.972 6.200, 122.960, 0.177, 4.008 6.250, 125.483, 0.150, 4.079 6.300, 1.22.444, 0.142, 4.115 6.350, 119.296, 0.130, 4.151 6.400, 121.223, 0.129, 4.186 6.450, 117.315, 0.122, 4.330 6.500, 111.481, 0.125, 4.330 6.550, 113.760, 0.129, 4.437 6.600, 113.570, 0.143, 4.473 6.650, 109.554, 0.152, 4.544 6.700, 106.568, 0.125, 4.616 6.750, 105.673, 0.156, 4.688 6.800, 105.239, 0.267, 4.831 6.850, 94.167, 0.293, 4.831 6.900, 93.516, 0.224, 4.831 6.950, 101.2.77, 0.184, 5.009 7.000, 117.288, 0.229, 5.045 7.050, 139.133, 0.210, 5.152 7.100, 190.098, 0.501, 5.296 7.150, 214.657, 0.471, 5.403 7.200, 229.284, 0.471, 5.439 7.250, 244.589, 0.437, 5.510 7.300, 243.015, 0.445, 5.510 7.350, 237.344, 0.494, 5.582 7.400, 244.047, 0.442, 5.689 7.450, 258.972, 0.427, 5.761 7.500, 265.295, 0.433, 5.832 7.550, 255.526, 0.417, 5.904 7.600, 238.267, 0.410, 6.011 7.650, 237.669, 0.376, 6.047 7.700, 237.425, 0.357, 6.298 7.750, 235.444, 0.369, 6.405 7.800, 226.570, 0.380, 6.476 7.850, 237.914, 0.380, 6.584 7.900, 248.579, 0.476, 6.656 7.950, 261.333, 0.455, 6.799 8.000, 276.720, 0.478, 6.870 8.050, 298.376, 0.519, 6.942 8.100, 314.848, 0.732, 7.085 8.150, 315.092, 1.026, 7.228 8.200, 314.550, 1.311, 7.300 8.250, 315.527, 1.621, 7.371 8.300, 315.988, 1.893, 7.407 8.350, 309.204, 2.119, 7.514 8.400, 304.645, 2.172, 7.622 8.450, 302.881, 2.151, 7.693 8.500, 304.482, 2.135, 7.729 8.550, 308.172, 2.020, 7.800 8.600, 319.434, 2.051, 7.800 8.650, 320.899, 2.174, 8.301 8.700, 318.240, 2.194, 8.444 8.750, 321.823, 2.293, 8.480 8.800, 324.536, 2.333, 8.516 8.850, 324.672, 2.303, 8.516 8.900, 322.610, 2.299, 8.552 8.950, 320.737, 2.228, 8.552 9.000, 327.304, 2.098, 8.624 9.050, 344.482, 2.083, 8.695 9.100, 355.392, 2.260, 8.767 9.150, 353.600, 2.312, 8.910 9.200, 353.682, 2.271, 8.874 9.250, 360.629, 2.277, 8.874 9.300, 357.454, 2.427, 8.946 9.350, 365.107, 2.493, 9.017 9.400, 378.458, 2.501, 9.053 9.450, 381.471, 2.522, 9.089 9.500, 384.727, 2.491, 9.160 9.550, 399.137, 2.069, 9.196 9.600, 403.153, 2.078, 9.267 9.650, 393.927, 2.143, 9.554 9.700, 391.620, 2.368, 9.518 9.750, 401.091, 1.552, 9.554 9.800, 412.814, 0.953, 9.625 9.850, 401.824, 1.089, 7.908 9.900, 382.800, 1.386, 7.836 9.950, 384.944, 1.354, 7.908 10.000, 393.438, 1.427, 7.908 10.050, 388.255, 1.481, 7.980 10.100, 372.515, 1.548, 7.872 10.150, 348.743, 1.750, 7.908 10.200, 340.385, 1.963, 7.908 10.250, 337.020, 2.053, 8.015 10.300, 336.124, 2.197, 8.123 10.350, 338.865, 2.145, 8.194 10.400, 340.303, 2.130, 8.194 10.450, 339.679, 2.156, 8.266 10.500, 339.923, 2.167, 8.301 10.550, 344.862, 2.181, 8.373 10.600, 346.762, 2.219, 8.444 10.650, 343.370, 2.292, 9.124 10.700, 353.356, 2.490, 9.160 10.750, 362.854, 2.591, 9.375 10.800, 372.705, 1.756, 9.554 10.850, 387.549, 1.431, 9.625 10.900, 372.977, 1.416, 9.124 10.950, 390.697, 1.838, 8.910 11.000, 392.651, 2.048, 9.160 11.050, 395.229, 1.990, 9.768 11.100, 401.661, 1.913, 10.305 11.150, 405.596, 1.867, 10.663 11.200, 408.364, 1.852, 10.985 11.250, 411.241, 1.815, 11.164 11.300, 409.476, 1.816, 11.343 11.350, 402.041, 1.881, 11.987 11.400, 406.871, 1.981, 11.951 11.450, 410.372, 1.832, 11.951 11.500, 414.985, 1.526, 11.987 11.550, 394.686, 1.165, 9.590 11.600, 403.750, 1.541, 9.554 11.650, 412.896, 1.737, 9.733 11.700, 412.462, 1.781, 10.269 11.750, 416.722, 1.763, 10.985 11.800, 421.498, 1.729, 11.379 11.850, 420.413, 1.656, 11.629 11.900, 416.451, 1.674, 11.701 11.950, 407.305, 1.733, 11.880 12.000, 407.143, 1.900, 11.987 12.050, 411.295, 1.913, 12.273 12.100, 410.155, 1.850, 12.416 12..150, 408.798, 1.825, 12.559 12.200, 406.817, 1.819, 12.702 12.250, 402.964, 1.451, 12.846 12.300, 403.669, 1.626, 12.917 12.350, 383.886, 1.785, 11.307 12.400, 374.062, 1.860, 11.558 12.450, 371.674, 1.352, 12.166 12.500, 369.666, 1.441, 12.524 12.550, 347.223, 1.564, 7.156 12.600, 331.212, 1.737, 7.121 12.650, 319.136, 1.666, 7.765 12.700, 316.911, 1.497, 8.802 12.750, 315.907, 1.509, 10.019 12.800, 308.525, 1.459, 11.057 12.850, 300.303, 1.319, 11.987 12.900, 301.958, 1.227, 12.667 12.950, 299.950, 1.156, .13.204 13.000, 296.639, 1.031, 13.848 13.050, 296.476, 0.970, 14.527 13.100, 297.833, 0.959, 14.814 13.150, 284.672, 0.928, 14.885 13.200, 271.347, 0.944, 14.921 13.250, 269.258, 0.908, 14.885 13.300, 264.807, 0.878, 15.064 13.350, 260.655, 0.862, 15.207 13.400, 253.925, 0.789, 15.279 13.450, 251.754, 0.809, 15.422 13.500, 256.096, 0.728, 15.565 13.550, 246.462, 0.727, 15.315 13.600, 243.015, 0.772, 15.636 13.650, 244.589, 0.757, 15.959 13.700, 253.002, 0.786, 16.173 13.750, 255.146, 0.845, 16.317 13.800, 264.264, 0.925, 16.496 13.850, 271.700, 1.010, 16.639 13.900, 274.061, 1.110, 16.710 13.950, 271.048, 1.135, 16.853 14.000, 279.217, 1.131, 16.817 14.050, 290.642, 1.268, 16.960 14.100, 293.925, 1.434, 17.068 14.150, 298.186, 1.590, 17.247 14.200, 304.428, 1.718, 17.354 14.250, 314.061, 1.803, 17.390 14.300, 320.086, 1.800, 17.318 14.350, 318.865, 1.728, 17.175 14.400, 312.2.70, 1.708, 17.247 14.450, 312.107, 1.701, 17.247 14.500, 302.392, 1.737, 14.957 14.550, 307.928, 1.980, 14.849 14.600, 299.814, 2.092, 15.136 14.650, 297.779, 2.111, 15.315 14.700, 299.082, 2.072, 15.565 14.750, 302.636, 2.094, 15.780 14.800, 305.269, 2.097, 15.959 14.850, 308.742, 2.178, 16.102 14.900, 309.638, 2.190, 16.209 14.950, 310.506, 2.146, 16.388 15.000, 312.080, 2.074, 16.496 15.050, 314.740, 2.112, 16.674 15.100, 317.969, 2.066, 16.853 15.150, 320.276, 1.939, 16.997 15.200, 326.626, 1.939, 17.032 15.250, 330.452, 1.939, 17.104 ===== ------------------- Units: metres,tsf,tsf,psi 0.960, 0.960, 0.700 Kl ORNM I 05:16:08 10:30 GREGG CPT -07 B. SMILLIE MARINA PARK 0.050, 10.502, 0.044, 0.430 0.100, 37.042, 0.069, 0.537 0.150, 63.529, 0.143, 0.537 0.200, 89.11.9, 0.231, 0.608 0.250, 110.449, 0.303, 0.608 0.300, 115.361, 0.364, 0.644 0.350, 118.618, 0.385, 0.680 0.400, 120.680, 0.407, 0.716 0.450, 119.785, 0.424, 0.752 0.500, 119.785, 0.345, 0.716 0.550, 118.564, 0.412, 0.752 0.600, 104.506, 0.457, 1.181 0.650, 105.185, 0.480, 0.966 0.700, 93.244, 0.448, 1.002 0.750, 76.473, 0.380, 1.002 0.800, 69.309, 0.305, 1.038 0.850, 72.973, 0.277, 1.109 0.900, 98.726, 0.318, 1.109 0.950, 130.965, 0.473, 1.074 1.000, 139.921, 0.582, 1.145 1.050, 135.986, 0.574, 1.145 1.100, 135.497, 0.553, 1.145 1.150, 143.774, 0.695, 1.181 1.200, 150.152, 0.516, 1.217 1.250, 158.537, 0.481, 1.217 1.300, 151.753, 0.469, 1.288 1.350, 142.227, 0.405, 1.253 1.400, 141.115, 0.363, 1.288 1.450, 131.779, 0.321, 1.324 1.500, 131.644, 0.303, 1.396 1.550, 124.452, 0.250, 1.396 1.600, 121.331, 0.248, 1.431 1.650, 110.775, 0.243, 1.574 1.700, 102.932, 0.221, 1.574 1.750, 95.741, 0.199, 1.574 1.800, 83.990, 0.163, 1.574 1.850, 68.034, 0.113, 1.611 1.900, 48.206, 0.107, 1.646 1.950, 36.147, 0.142, 1.611 2.000, 21.005, 0.225, 1.574 2.050, 10.041, 0.252, 1.539 2.100, 6.079, 0.214, 1.574 2.150, 4.695, 0.113, 1.539 2.200, 4.152, 0.058, 1.574 2.250, 4.233, 0.051., 1.968 2.300, 10.041, 0.050, 2.290 2.350, 11.289, 0.040, 2.433 2.400, 11.886, 0.038, 2.505 2.450, 13.677, 0.038, 2.541 2.500, 16.255, 0.069, 2.612 2.550, 19.403, 0.090, 2.684 2.600, 34.519, 0.125, 3.041 2.650, 43.284, 0.159, 3.041 2.700, 49.716, 0.185, 3.006 2.750, 55.550, 0.218, 3.006 TERRA COSTA 2.800, 59.729, 0.256, 2.970 2.850, 62.606, 0.300, 2.970 2.900, 61.168, 0.320, 2.970 2.950, 63.936, 0.318, 2.970 3.000, 70.937, 0.368, 2.970 3.050, 83.041, 0.423, 2.970 3.100, 98.645, 0.444, 2.970 3.150, 113.543, 0.519, 3.006 3.200, 121.494, 0.541, 2.934 3.250, 126.895, 0.527, 2.970 3.300, 129.174, 0.509, 2.970 3.350, 127.926, 0.438, 2.970 3.400, 124.507, 0.342, 2.934 3.450, 123.638, 0.275, 2.934 3.500, 119.812, 0.179, 2.934 3.550, 107.519, 0.187, 2.970 3.600, 102.091, 0.191, 2.934 3.650, 94.330, 0.182, 2.934 3.700, 94.058, 0.168, 2.934 3.750, 94.520, 0.170, 2.934 3.800, 99.839, 0.150, 2.934 3.850, 108.848, 0.152, 2.898 3.900, 112.783, 0.162, 3.006 3.950, 115.388, 0.162, 3.006 4.000, 112.566, 0.145, 2.970 4.050, 107.600, 0.138, 3.006 4.100, 108.984, 0.135, 3.006 4.150, 111.888, 0.146, 3.041 4.200, 113.896, 0.148, 3.006 4.250, 114.819, 0.154, 2.970 4.300, 123.123, 0.209, 3.041 4.350, 124.181, 0.275, 3.041 4.400, 119.486, 0.304, 3.078 4.450, 115.524, 0.190, 3.078 4.500, 118.754, 0.135, 3.041 4.550, 118.373, 0.149, 3.221 4.600, 126.379, 0.166, 3.221 4.650, 125.972, 0.191, 3.399 4.700, 128.849, 0.206, 3.471 4.750, 128.713, 0.204, 3.507 4.800, 126.976, 0.218, 3.542 4.850, 129.228, 0.263, 3.614 4.900, 130.151, 0.279, 3.614 4.950, 125.185, 0.252, 3.614 5.000, 121.033, 0.223, 3.650 5.050, 116.935, 0.207, 3.650 5.100, 116.365, 0.204, 3.650 5.150, 119.513, 0.218, 3.686 5.200, 118.048, 0.223, 3.722 5.250, 117.315, 0.220, 3.722 5.300, 117.749, 0.230, 3.757 5.350, 114.873, 0.214, 3.757 5.400, 112.620, 0.201, 3.793 5.450, 115.578, 0.195, 3.793 5.500, 118.591, 0.186, 3.829 5.550, 118.373, 0.206, 3.936 5.600, 117.370, 0.198, 3.972 5.650, 114.249, 0.202, 3.972 5.700, 110.612, 0.191, 3.972 5.750, 109.065, 0.180, 4.008 5.800, 108.251, 0.183, 4.044 5.850, 110.070, 0.201, 4.079 5.900, 106.569, 0.220, 4.079 5.950, 103.122, 0.216, 4.115 6.000, 99.567, 0.216, 4.187 6.050, 99.052, 0.205, 4.258 6.100, 98.075, 0.181, 4.258 6.150, 97.342, 0.182, 4.294 6.200, 95.415, 0.209, 4.330 6.250, 96.012, 0.298, 4.401 6.300, 96.284, 0.312, 4.401 6.350, 100.382, 0.317., 4.437 6.400, 101.413, 0.204, 4.437 6.450, 104.561, 0.188, 4.508 6.500, 106.162, 0.180, 4.473 6.550, 108.305, 0.197, 4.545 6.600, 108.713, 0.208, 4.616 6.650, 109.255, 0.208, 4.616 6.700, 111.915, 0.208, 4.759 6.750, 111.372, 0.216, 4.795 6.800, 111.616, 0.209, 4.795 6.850, 114.683, 0.224, 4.795 6.900, 121.739, 0.188, 4.866 6.950, 126.406, 0.191, 4.902 7.000, 131.590, 0.191, 4.938 7.050, 136.963, 0.198, 4.974 7.100, 140.843, 0.211, 5.046 7.150, 141.468, 0.206, 5.081 7.200, 135.090, 0.181, 5.117 7.250, 128.876, 0.165, 5.189 7.300, 120.029, 0.161, 5.153 7.350, 116.419, 0.126, 5.224 7.400, 114.357, 0.168, 5.296 7.450, 115.796, 0.148, 5.296 7.500, 105.022, 0.172, 5.367 7.550, 104.316, 0.241, 5.439 7.600, 109.689, 0.290, 5.582 7.650, 115.171, 0.330, 5.618 7.700, 115.578, 0.343, 5.618 7.750, 120.355, 0.195, 5.654 7.800, 117.641, 0.143, 5.761 7.850, 120.300, 0.175, 5.832 7.900, 122.417, 0.161, 5.832 7.950, 122.607, 0.148, 5.904 8.000, 123.964, 0.132, 6.012 8.050, 125.972, 0.131, 6.012 8.100, 123.665, 0.118, 6.083 8.150, 118.102, 0.133, 6.119 8.200, 110.205, 0.153, 6.155 8.250, 100.273, 0.158, 6.226 8.300, 99.866, 0.188, 6.262 8.350, 95.117, 0.170, 6.298 8.400, 96.446, 0.142, 6.369 8.450, 90.476, 0.138, 6.369 8.500, 84.180, 0.124, 6.584 8.550, 91.426, 0.145, 6.656 8.600, 95.225, 0.164, 6.727 8.650, 95.659, 0.201, 6.834 8.700, 94.737, 0.182, 6.834 8.750, 97.288, 0.154, 6.906 8.800, 102.661, 0.150, 7.013 8.850, 105.999, 0.158, 7.085 8.900, 99.215, 0.162, 7.192 8.950, 99.703, 0.122, 7.264 9.000, 108.495, 0.185, 7.371 9.050, 117.803, 0.125, 7.443 9.100, 113.082, 0.175, 7.514 9.150, 108.115, 0.129, 7.586 9.200, 99.079, 0.152, 7.586 9.250, 88.712, 0.112, 7.657 9.300, 79.784, 0.122, 7.657 9.350, 80.436, 0.255, 7.765 9.400, 76.093, 0.245, 7.837 9.450, 67.247, 0.357, 7.800 9.500, 70.802, 0.291, 8.302 9.550, 59.784, 0.223, 8.373 9.600, 60.896, 0.134, 8.445 9.650, 70.476, 0.096, 8.588 9.700, 92.376, 0.186, 8.695 9.750, 120.056, 0.303, 8.803 9.800, 145.484, 0.336, 8.981 9.850, 192.540, 0.402, 9.089 9.900, 251.591, 0.634, 9.232 9.950, 285.648, 0.975, 9.411 10.000, 309.611, 1.280, 9.590 10.050, 322.420, 1.549, 9.661 10.100, 334.306, 1.654, 4.697 10.150, 334.034, 1.721, 9.733 10.200, 337.779, 1.733, 9.804 10.250, 345.079, 1.792, 9.840 10.300, 354.713, 1.839, 9.912 10.350, 362.176, 1.938, 9.912 10.400, 371.837, 2.051, 9.983 10.450, 375.82.6, 2.040, 10.055 10.500, 370.155, 2.199, 10.091 10.550, 356.504, 2.066, 10.663 10.600, 330.181, 2.083, 11.164 10.650, 352.651, 2.081, 11.128 10.700, 351.593, 2.081, 11.236 10.750, 352.624, 2.081, 11.271 ----------------------------- ------------------------------- Units: metres,tsf,tsf,pi 0.960, 0.960, 0.700 05:16:08 10:59 GREGG CPT -08 B. SMILLIE MARINA PARK 0.050, 173.055, 0.378, 0.465 0.100, 154.575, 0.617, 0.501 0.150, 143.557, 0.695, 0.537 0.200, 146.977, 0.932, 0.573 0.250, 147.221, 1.421, 0.644 0.300, 116.284, 1.156, 0.680 0.350, 86.867, 0.741, 0.680 0.400, 96.528, 0.410, 0.787 0.450, 105.728, 0.407, 0.859 0.500, 112.892, 0.400, 0.894 0.550, 1.21.847, 0.378, 1.002 0.600, 123.340, 0.362, 1.074 0.650, 119.703, 0.392, 1.109 0.700, 114.249, 0.213, 1.109 0.750, 107.193, 0.279, 1.181 0.800, 90.829, 0.290, 1.431 0.850, 87.844, 0.253, 1.467 0.900, 84.370, 0.251, 1.431 0.950, 81.738, 0.227, 1.467 1.000, 77.016, 0.223, 1.574 1.050, 70.558, 0.206, 1.503 1.100, 61.521, 0.160, 1.539 1.150, 50.720, 0.132, 1.539 1.200, 40.381, 0.134, 1.574 1.250, 30.367, 0.129, 1.574 1.300, 19.756, 0.159, 1.539 1.350, 10.638, 0.226, 1.539 1.400, 7.626, 0.255, 1.539 1.450, 5.753, 0.200, 1.539 1.500, 4.152, 0.118, 1.467 1.550, 3.800, 0.065, 1.539 1.600, 3.718, 0.067, 1.932 1.650, 4.885, 0.074, 2.111 1.700, 6.378, 0.065, 2.218 1.750, 7.924, 0.061, 2.254 1.800, 10.584, 0.052, 2.326 1.850, 13.216, 0.049, 2.254 1.900, 15.360, 0.054, 2.218 1.950, 20.380, 0.064, 2.147 2.000, 26.595, 0.074, 2.075 2.050, 34.709, 0.092, 2.004 2.100, 43.746, 0.108, 1.968 2.150, 52.755, 0.127, 1.932 2.200, 61.005, 0.142, 1.861 2.250, 67.165, 0.148, 1.861 2.300, 70.042, 0.157, 1.825 2.350, 71.996, 0.160, 1.825 2.400, 76.121, 0.161, 1.825 2.450, 82.091, 0.177, 1.825 2.500, 88.957, 0.194, 1.825 2.550, 95.117, 0.200, 1.789 2.600, 100.110, 0.231, 1.825 2.650, 101.820, 0.287, 1.789 2.700, 101.521, 0.202, 1.753 2.750, 98.808, 0.175, 1.789 TERRA COSTA 2.800, 94.601, 0.111, 1.717 2.850, 96.311, 0.094, 1.717 2.900, 99.757, 0.120, 1.682 2.950, 100.924, 0.129, 1.717 3.000, 103.122, 0.135, 1.682 3.050, 105.700, 0.143, 1.717 3.100, 104.968, 0.149, 1.717 3.150, 104.778, 0.149, 1.717 3.200, 106.162, 0.147, 1.682 3.250, 117.505, 0.143, 1.717 3.300, 122.336, 0.172, 1.717 3.350, 123.258, 0.170, 1.682 3.400, 123.340, 0.175, 1.717 3.450, 128.577, 0.152, 1.717 3.500, 129.201, 0.186, 1.717 3.550, 127.627, 0.174, 1.717 3.600, 122.716, 0.172, 1.789 3.650, 117.722, 0.172, 1.717 3.700, 120.463, 0.162, 1.717 3.750, 118.482, 0.154, 1.789 3.800, 111.861, 0.150, 1.825 3.850, 102.308, 0.136, 1.789 3.900, 100.951, 0.138, 1.789 3.950, 103.746, 0.123, 1.825 4.000, 101.223, 0.127, 1.861 4.050, 107.356, 0.151, 1.825 4.100, 120.029, 0.154, 1.861 4.150, 121.874, 0.166, 1.861 4.200, 121.223, 0.166, 1.825 4.250, 124.724, 0.186, 1.897 4.300, 132.702, 0.172, 1.932 4.350, 135.715, 0.188, 1.932 4.400, 132.431, 0.214, 1.932 4.450, 121.684, 0.211, 1.932 4.500, 111.101, 0.216, 1.932 4.550, 102.362, 0.172, 1.968 4.600, 89.988, 0.153, 1.932 4.650, 83.556, 0.129, 2.004 4.700, 82.525, 0.127, 2.004 4.750, 99.215, 0.138, 2.004 4.800, 110.151, 0.161, 2.004 4.850, 113.163, 0.170, 1.968 4.900, 111.942, 0.163, 2.040 4.950, 109.744, 0.166, 2.004 5.000, 102.498, 0.193, 2.004 5.050, 98.048, 0.219, 2.040 5.100, 99.242, 0.159, 2.075 5.150, 112.838, 0.214, 2.040 5.200, 118.618, 0.162, 2.040 5.250, 121.603, 0.165, 2.075 5.300, 123.069, 0.141, 2.111 5.350, 121.359, 0.283, 2.11.1 5.400, 113.380, 0.240, 2.111 5.450, 101.955, 0.233, 2.111 5.500, 97.342, 0.179, 2.111 5.550, 93.651, 0.166, 2.111 5.600, 92.702, 0.167, 2.147 5.650, 90.042, 0.176, 2.183 5.700, 90.314, 0.192, 2.147 5.750, 89.336, 0.163, 2.290 5.800, 99.296, 0.176, 2.254 5.850, 112.322, 0.181, 2.290 5.900, 120.246, 0.202, 2.326 5.950, 121.467, 0.225, 2.361 6.000, 121.169, 0.201, 2.361 6.050, 127.790, 0.328, 2.398 6.100, 128.659, 0.332, 2.361 6.150, 120.979, 0.243, 2.398 6.200, 124.724, 0.168, 2.469 6.250, 144.561, 0.159, 2.505 6.300, 152.784, 0.182, 2.541 6.350, 156.420, 0.201, 2.648 6.400, 150.477, 0.200, 2.612 6.450, 153.842, 0.172, 2.648 6.500, 152.920, 0.186, 2.684 6.550, 146.786, 0.175, 2.648 6.600, 140.084, 0.383, 2.791 6.650, 166.570, 0.321, 2.791 6.700, 182.092, 0.346, 2.791 6.750, 205.702, 0.367, 2.934 6.800, 219.542, 0.401, 2.934 6.850, 214.250, 0.724, 3.041 6.900, 242.093, 0.568, 3.041 6.950, 292.731, 0.672, 3.149 7.000, 305.432, 0.716, 3.185 7.050, 303.043, 0.724, 3.221 7.100, 302.148, 0.830, 3.256 7.150, 301.225, 0.870, 3.328 7.200, 305.133, 0.924, 3.399 7.250, 305.432, 0.890, 3.399 7.300, 309.719, 0.989, 3.471 7.350, 308.933, 1.023, 3.507 7.400, 303.993, 1.074, 3.507 7.450, 308.688, 1.243, 3.578 7.500, 304.618, 1.313, 3.650 7.550, 301.551, 1.326, 3.650 7.600, 305.242, 1.334, 3.722 7.650, 315.147, 1.209, 3.757 7.700, 312.840, 1.242, 3.829 7.750, 312.677, 1.306, 4.186 7.800, 320.493, 1.444, 4.330 7.850, 321.361, 1.464, 4.330 7.900, 319.245, 1.423, 4.365 7.950, 316.395, 1.369, 4.365 8.000, 315.120, 1.356, 4.401 8.050, 313.356, 1.341, 4.437 8.100, 311.321, 1.331, 4.473 8.150, 308.661, 1.334, 4.580 8.200, 308.363, 1.402, 4.580 8.250, 308.525, 1..397, 4.616 8.300, 308.091, 1.327, 4.688 8.350, 306.571, 1.334, 4.688 8.400, 305.975, 1.400, 4.795 8.450, 300.574, 1.457, 4.795 500, 299.896, 1.464, 4.866 550, 292.053, 1.401, 4.866 600, 290.588, 1.370, 4.974 650, 288.878, 1.212, 5.009 700, 275.309, 1.217, 5.332 750, 282.989, 1.281, 5.332 800, 272.026, 1.310, 5.332 850, 258.837, 1.270, 5.332 900, 250.886, 1.279, 5.367 950, 250.777, 1.282, 5.403 000, 256.340, 1.387, 5.403 050, 245.811, 1.306, 5.475 100, 224.155, 1.306, 5.439 150, 228.931, 1.306, 5.510 =—= ------------- Units: metres,tsf,tsf,psi 0.960, 0.960, 0.700 05:16:08 11:22 GREGG CPT -09 B. SMILLIE MARINA PARK 0.050, 181.007, 0.409, 1.145 0.100, 198.673, 0.775, 0.859 0.150, 90.558, 0.652, 0.787 0.200, 85.130, 0.898, 1.002 0.250, 94.194, 0.860, 0.966 0.300, 108.088, 0.761, 0.894 0.350, 110.666, 0.607, 0.787 0.400, 110.639, 0.536, 0.930 0.450, 138.211, 0.424, 1.002 0.500, 155.688, 0.462, 1.037 0.550, 162.309, 0.525, 1.145 0.600, 159.568, 0.540, 1.181 0.650, 150.803, 0.483, 1.181 0.700, 140.518, 0.473, 1.181 0.750, 119.975, 0.457, 1.610 0.800, 119.188, 0.419, 1.610 0.850, 115.660, 0.384, 1.538 0.900, 120.789, 0.398, 1.610 0.950, 119.839, 0.575, 1.610 1.000, 115.443, 0.464, 1.538 1.050, 113.651, 0.408, 1.538 1.100, 115.307, 0.385, 1.503 1.150, 114.737, 0.376, 1.503 1.200, 111.101, 0.396, 1.503 1.250, 105.022, 0.365, 1.538 1.300, 98.862, 0.293, 1.503 1.350, 90.341, 0.239, 1.574 1.400, 82.443, 0.215, 1.538 1.450, 79.269, 0.188, 1.503 1.500, 73.108, 0.160, 1.503 1.550, 64.560, 0.132, 1.467 1.600, 57.939, 0.104, 1.395 1.650, 43.854, 0.085, 1.324 1.700, 41.547, 0.091, 1.288 1.750, 45.211, 0.108, 1.288 1.800, 44.786, 0.118, 1.217 1.850, 39.241, 0.138, 1.181 1.900, 27.925, 0.166, 1.109 1.950, 13.867, 0.203, 1.074 2.000, 7.273, 0.187, 0.966 2.050, 5.916, 0.131, 1.002 2.100, 5.238, 0.090, 1.002 2.150, 5.292, 0.061, 1.181 2.200, 8.060, 0.041, 1.467 2.250, 10.421, 0.038, 1.682 2.300, 9.688, 0.033, 1.753 2.350, 10.068, 0.030, 1.861 2.400, 14.899, 0.027, 2.004 2.450, 19.539, 0.034, 2.111 2.500, 24.261, 0.044, 2.147 2.550, 32.999, 0.058, 2.147 2.600, 41.683, 0.095, 2.147 2.650, 45.998, 0.118, 2.075 2.700, 48.820, 0.126, 2.075 2.750, 52.104, 0.131, 2.075 TERRA COSTA 2.800, 56.826, 0.156, 2.040 2.850, 65.211, 0.161, 2.075 2.900, 80.788, 0.197, 2.040 2.950, 101.250, 0.266, 2.004 3.000, 116.827, 0.336, 2.040 3.050, 125.565, 0.373, 2.075 3.100, 132.431, 0.390, 2.075 3.150, 137.451, 0.419, 2.075 3.200, 138.537, 0.434, 2.040 3.250, 137.071, 0.405, 2.075 3.300, 134.303, 0.381, 2.111 3.350, 132.512, 0.375, 2.111 3.400, 125.348, 0.328, 2.111 3.450, 122.254, 0.337, 2.147 3.500, 124.724, 0.332, 2.111 3.550, 123.150, 0.295, 2.147 3.600, 129.445, 0.299, 2.147 3.650, 133.191, 0.309, 2.433 3.700, 138.727, 0.321, 2.433 3.750, 138.835, 0.334, 2.433 3.800, 131.399, 0.333, 2.469 3.850, 122.227, 0.284, 2.398 3.900, 118.536, 0.241, 2.433 3.950, 119.025, 0.232, 2.433 4.000, 124.669, 0.244, 2.433 4.050, 132.132, 0.269, 2.469 4.100, 130.694, 0.258, 2.504 4.150, 128.577, 0.240, 2.469 4.200, 128.197, 0.222, 2.469 4.250, 132.675, 0.232, 2.504 4.300, 127.112, 0.234, 2.504 4.350, 128.306, 0.226, 2.541 4.400, 143.910, 0.290, 2.576 4.450, 150.857, 0.355, 2.612 4.500, 144.7.78, 0.411, 2.576 4.550, 146.243, 0.405, 2.648 4.600, 139.459, 0.444, 3.006 4.650, 144.751, 0.522, 2.970 4.700, 147.627, 0.652, 3.006 4.750, 154.385, 0.720, 3.006 4.800, 161.386, 0.718, 3.077 4.850, 167.492, 0.741, 3.041 4.900, 170.993, 0.590, 3.077 4.950, 164.860, 0.552, 3.077 5.000, 161.739, 0.340, 3.113 5.050, 154.819, 0.273, 3.185 5.100, 147.302, 0.257, 3.220 5.150, 146.732, 0.191, 3.185 5.200, 150.911, 0.178, 3.256 5.250, 160.572, 0.193, 3.256 5.300, 161.061, 0.252, 3.292 5.350, 151.237, 0.238, 3.328 5.400, 148.442, 0.239, 3.363 5.450, 153.815, 0.303, 3.399 5.500, 152.702, 0.209, 3.399 5.550, 151.400, 0.204, 3.435 5.600, 165.348, 0.231, 3.650 5.650, 172.241, 0.185, 3.650 5.700, 180.817, 0.292, 3.685 5.750, 191.427, 0.439, 3.614 5.800, 187.709, 0.419, 3.650 5.850, 185.077, 0.401, 3.721 5.900, 186.461, 0.286, 3.793 5.950, 186.000, 0.209, 3.865 6.000, 191.997, 0.182, 3.900 6.050, 204.453, 0.190, 3.971 6.100, 206.570, 0.210, 4.008 6.150, 205.620, 0.204, 4.008 6.200, 199.216, 0.193, 4.079 6.250, 187.818, 0.204, 4.1.15 6.300, 178.808, 0.279, 4.115 6.350, 183.693, 0.216, 4.186 6.400, 206.326, 0.251, 4.222 6.450, 216.285, 0.268, 4.222 6.500, 213.897, 0.317, 4.329 6.550, 202.472, 0.312, 4.329 6.600, 198.239, 0.315, 4.616 6.650, 208.931, 0.294, 4.652 6.700, 203.965, 0.232, 4.723 6.750, 208.361, 0.234, 4.759 6.800, 216.367, 0.238, 4.830 6.850, 234.929, 0.278, 4.902 6.900, 239.162, 0.419, 4.974 6.950, 243.396, 0.665, 5.081 7.000, 250.288, 1.656, 5.045 7.050, 251.781, 1.334, 5.081 7.100, 235.743, 1.114, 5.117 7.150, 195.525, 0.830, 5.403 7.200, 227.493, 0.814, 5.475 7.250, 238.782, 0.464, 5.510 7.300, 251.374, 0.317, 5.653 7.350, 274.848, 0.368, 5.689 7.400, 305.730, 0.478, 5.832 7.450, 325.866, 0.635, 5.904 7.500, 354.361, 0.508, 5.976 7.550, 343.777, 0.467, 6.047 7.600, 319.082, 0.506, 6.476 7.650, 343.017, 0.506, 6.548 7.700, 382.719, 0.711, 6.655 7.750, 391.864, 0.779, 6.763 7.800, 415.827, 0.697, 6.834 7.850, 418.486, 0.690, 6.942 7.900, 405.189, 0.799, 7.013 7.950, 402.448, 0.751, 7.049 8.000, 411.105, 0.813, 7.085 8.050, 406.497., 1.322., 7.156 8.100, 405.135, 0.981, 7.263 8.150, 420.114, 0.994, 7.335 8.200, 422.936, 0.848, 7.443 8.250, 416.478, 0.626, 7.478 8.300, 415.827, 0.506, 7.514 8.350, 405.786, 0.471, 7.550 8.400, 385.650, 0.521, 7.550 8.450, 341.579, 0.542, 7.586 8.500, 299.461, 0.649, 7.478 8.550, 275.255, 0.758, 7.407 8.600, 287.060, 0.495, 7.765 8.650, 342.664, 0.519, 7.872 8.700, 348.200, 0.476, 7.908 8.750, 334.659, 0.600, 7.943 8.800, 323.776, 0.499, 7.943 6.850, 330.778, 0.563, 7.979 8.900, 348.960, 0.692, 8.086 8.950, 345.595, 0.850, 8.051 9.000, 323.342, 1.088, 8.086 9.050, 307.413, 1.369, 8.158 9.100, 302.935, 1.369, 8.373 9.150, 296.314, 1.369, 8.552 ----------------------------------------------- Units: metres,tsf,tsf,psi 0.960, 0.960, 0.700 05:16:08 11:39 GREGG CPT -10 B. SMILLIE MARINA PARK 0.050, 155.470, 0.495, -0.179 0.100, 130.694, 0.549, -0.573 0.150, 140.490, 0.680, -0.787 0.200, 142.879, 0.649, -0.823 0.250, 153.326, 0.651, -0.823 0.300, 158.157, 0.674, -0.895 0.350, 162.037, 0.692, -0.895 0.400, 165.566, 0.638, -0.895 0.450, 168.334, 0.644, -0.930 0.500, 163.340, 0.652, -0.930 0.550, 158.320, 0.582, -0.930 0.600, 155.063, 0.529, -0.930 0.650, 131.562, 0.537, -0.680 0.700, 138.509, 0.544, -0.859 0.750, 134.222, 0.547, -0.895 0.800, 127.220, 0.513, -0.895 0.850, 126.569, 0.484, -0.859 0.900, 128.170, 0.474, -0.930 0.950, 129.635, 0.461, -0.966 1.000, 128.686, 0.461, -1.002 1.050, 130.015, 0.472, -1.002 1.100, 130.965, 0.474, -1.038 1.150, 130.612, 0.492, -1.002 1.200, 131.698, 0.499, -1.038 1.250, 129.201, 0.506, -1.074 1.300, 125.266, 0.469, -1.503 1.350, 118.808, 0.396, -1.503 1.400, 118.292, 0.313, -1.503 1.450, 112.078, 0.248, -1.467 1.500, 100.110, 0.230, -1.503 1.550, 88.549, 0.195, .--1.539 1.600, 76.636, 0.164, -1.539 1.650, 67.355, 0.124, -1.574 1.700, 50.069, 0.096, -1.503 1.750, 42.389, 0.078, -1.611 1.800, 35.713, 0.073, -1.646 1.850, 32.185, 0.060, -1.646 1.900, 32.158, 0.074, -1.646 1.950, 31.398, 0.120, -1.682 2.000, 20.950, 0.184, -1.682 2.050, 8.738, 0.199, -1.825 2.100, 5.509, 0.163, -1.754 2.150, 4.044, 0.118, -1.718 2.200, 4.423, 0.065, -0.573 2.250, 9.742, 0.050, 0.071 2.300, 23.528, 0.044, 0.286 2.350, 24.804, 0.054, 0.286 2.400, 31.262, 0.050, 0.358 2.450, 41.032, 0.095, 0.393 2.500, 43.284, 0.137, 0.429 2.550, 47.491, 0.120, 0.358 2.600, 50.937, 0.117, 0.393 2.650, 53.054, 0.136, 0.393 2.700, 53.949, 0.158, 0.214 2.750, 60.354, 0.187, 0.143 TERRA COSTA 2.800, 66.595, 0.207, 0.179 2.850, 74.058, 0.233, 0.143 2.900, 81.059, 0.252, 0.143 2.950, 88.929, 0.276, 0.143 3.000, 97.505, 0.300, 0.214 3.050, 104.208, 0.320, 0.179 3.100, 113.407, 0.390, 0.214 3.150, 122.661, 0.407, 0.179 3.200, 130.639, 0.443, 0.214 3.250, 139.025, 0.485, 0.250 3.300, 140.762, 0.521, 0.250 3.350, 139.269, 0.538, 0.214 3.400, 137.614, 0.519, 0.286 3.450, 132.403, 0.463, 0.214 3.500, 129.391, 0.435, 0.214 3.550, 128.577, 0.423, 0.250 3.600, 127.871, 0.460, 0.250 3.650, 129.663, 0.355, 0.250 3.700, 120.572, 0.362, 0.000 3.750, 125.755, 0.357, -0.107 3.800, 123.828, 0.342, -0.036 3.850, 125.809, 0.344, 0.000 3.900, 126.895, 0.359, 0.036 3.950, 131.345, 0.403, 0.107 4.000, 134.819, 0.463, 0.179 4.050, 137.533, 0.503, 0.214 4.100, 140.002, 0.534, 0.214 4.150, 144.887, 0.558, 0.286 4.200, 147.817, 0.618, 0.250 4.250, 149.663, 0.653, 0.322 4.300, 154.304, 0.708, 0.358 4.350, 163.313, 0.803, 0.322 4.400, 167.628, 0.926, 0.393 4.450, 177.018, 1.044, 0.429 4.500, 177.886, 1.049, 0.429 4.550, 176.122, 0.978, 0.429 4.600, 175.986, 0.946, 0.501 4.650, 169.826, 0.927, 0.537 4.700, 150.667, 0.798, 0.465 4.750, 147.058, 0.664, 0.537 4.800, 152.431, 0.597, 0.608 4.850, 153.978, 0.532, 0.644 4.900, 153.353, 0.432, 0.715 4.950, 148.984, 0.357, 0.751 5.000, 145.049, 0.322, 0.787 5.050, 136.365, 0.295, 0.787 5.100, 124.859, 0.282, 0.859 5.150, 115.958, 0.426, 0.859 5.200, 113.245, 0.205, 0.859 5.250, 108.387, 0.370, 0.823 5.300, 119.920, 0.353, 1.073 5.350, 119.893, 0.403, 1.180 5.400, 124.724, 0.263, 1.252 5.450, 128.360, 0.243, 1.252 5.500, 120.626, 0.225, 1.288 5.550, 116.935, 0.213, 1.324 5.600, 127.512, 0.187, 1.360 5.650, 133.652, 0.202, 1.360 5.700, 132.675, 0.225, 0.966 5.750, 133.706, 0.249, 1.145 5.800, 135.687, 0.245, 1.288 5.850, 132.458, 0.246, 1.360 5.900, 130.151, 0.242, 1.538 5.950, 124.615, 0.211, 1.574 6.000, 132.268, 0.229, 1.574 6.050, 145.701, 0.277, 1.646 6.100, 140.870, 0.293, 1.717 6.150, 141.223, 0.289, 1.753 6.200, 145.647, 0.323, 1.861 6.250, 162.743, 0.391, 1.896 6.300, 177.045, 0.309, 1.968 6.350, 217.235, 0.375, 2.075 6.400, 262.283, 0.325, 2.182 6.450, 289.936, 0.384, 2.182 6.500, 339.218, 0.455, 2.361 6.550, 360.710, 0.421, 2.397 6.600, 364.239, 0.469, 2.504 6.650, 379.055, 0.719, 2.576 6.700, 360.331, 0.512, 2.862 6.750, 356.531, 0.567, 2.827 6.800, 356.151, 0.549, 3.721 6.850, 363.424, 0.465, 3.864 6.900, 370.724, 0.378, 3.864 6.950, 378.757, 0.381, 3.864 7.000, 383.804, 0.369, 3.864 7.050, 387.034, 0.445, 3.864 7.100, 385.324, 0.405, 3.828 7.150, 381.281, 0.378, 3.828 7.200, 391.891, 0.398, 3.900 7.250, 413.221, 0.947, 3.936 7.300, 416.912, 0.797, 4.115 7.350, 424.266, 0.898, 4.186 7.400, 427.414, 0.858, 4.401 7.450, 420.576, 0.758, 4.544 7.500, 407.468, 0.821, 4.687 7.550, 380.304, 0.906, 5.295 7.600, 396.993, 1.032, 5.188 7.650, 415.799, 1.101, 5.152 7.700, 429.368, 1.212, 5.260 7.750, 435.691, 1.501, 5.295 7.800, 432.353, 1.624, 5.295 7.850, 442.720, 1.512, 5.367 7.900, 458.785, 0.642, 5.475 7.950, 480.821, 0.686, 5.653 8.000, 488.039, 0.989, 5.331 8.050, 493.603, 1.170, 5.117 8.100, 507.633, 1.192, 5.152 8.150, 514.145, 1.090, 5.188 8.200, 515.177, 0.991, 5.260 8.250, 524.919, 0.855, 5.367 8.300, 538.732, 0.854, 5.295 8.350, 526.493, 0.909, 5.403 8.400, 492.083, 0.887, 5.367 8.450, 468.446, 0.828, 5.475 500, 455.067, 0.675, 5.510 550, 457.483, 0.950, 6.083 600, 451.566, 0.998, 6.119 650, 438.025, 1.119, 6.119 700, 441.390, 1.619, 6.119 750, 447.605, 1.436, 6.262 800, 466.465, 1.542, 6.405 850, 490.482, 1.674, 6.440 900, 483.887, 1.611, 6.798 950, 485.380, 1.615, 6.870 000, 483.019, 1.666, 7.013 050, 481.282, 1.671, 7.013 100, 481.092, 1.671, 7.085 150, 481.798, 1.671, 7.085 ---------------------------------- --------------------- ------------------------------------ Units: metres,tsf,tsf,psi 0.960, 0.960, 0.700 FA 05:16:08 12:10 GREGG CPT -11 B. SMILLIE MARINA PARK 0.050, 325.133, 0.207, 0.572 0.100, 150.124, 0.256, 0.537 0.150, 139.188, 0.466, 0.465 0.200, 131.046, 0.649, 0.537 0.250, 124.724, 3.256, 0.429 0.300, 213.083, 3.449, 0.465 0.350, 216.952, 2.413, 0.465 0.400, 215.552, 0.873, 0.143 0.450, 213.571, 0.577, 0.250 0.500, 220.410, 1.079, 0.286 0.550, 204.996, 1.053, 0.358 0.600, 194.005, 0.987, 0.393 0.650, 179.297, 0.871, 0.286 0.700, 165.131, 0.695, 0.393 0.750, 155.443, 0.563, 0.429 0.800, 151.074, 0.526, 0.429 0.850, 136.772., 0.524, 0.680 0.900, 137.017, 0.556, 0.680 0.950, 131.888, 0.559, 0.680 1.000, 120.436, 0.514, 0.716 1.050, 110.965, 0.364, 0.716 1.100, 117.315, 0.372, 0.716 1.150, 132.322, 0.417, 0.716 1.200, 134.574, 0.492, 0.751 1.250, 136.311, 0.564, 0.787 1.300, 130.178, 0.529, 0.787 1.350, 123.592, 0.503, 0.823 1.400, 140.762, 0.515, 0.859 1.450, 142.824, 0.538, 0.859 1.500, 135.334, 0.427, 0.894 1.550, 125.673, 0.356, 0.894 1.600, 117.206, 0.321, 0.859 1.650, 105.320, 0.309, 0.894 1.700, 94.628, 0.273, 0.930 1.750, 84.886, 0.198, 0.894 1..800, 72.728, 0.168, 0.930 1.850, 66.677, 0.154, 0.894 1.900, 58.861, 0.137, 0.859 1.950, 50.937, 0.116, 0.823 2.000, 40.652, 0.104, 0.823 2.050, 28.765, 0.144, 0.751 2.100, 17.151, 0.243, 0.716 2.150, 8.657, 0.269, 0.751 2.200, 6.214, 0.215, 0.787 2.250, 6.214, 0.135, 0.716 2.300, 7.246, 0.086, 0.787 2.350, 6.540, 0.088, 0.894 2.400, 7.788, 0.070, 1.037 2.450, 15.034, 0.065, 1.002 2.500, 20.407, 0.059, 1.037 2.550, 24.640, 0.085, 1.037 2.600, 27.951, 0.131, 1.037 2.650, 31.859, 0.138, 1.037 2.700, 38.074, 0.126, 1.037 2.750, 45.211, 0.158, 1.037 TERRA COSTA 2.800, 53.271, 0.183, 0.894 2.850, 62.307, 0.255, 0.930 2.900, 69.282, 0.279, 0.930 2.950, 69.526, 0.255, 0.894 3.000, 74.058, 0.243, 0.894 3.050, 84.397, 0.277, 0.894 3.100, 88.875, 0.287, 0.859 3.150, 91.236, 0.294, 0.823 3.200, 94.628, 0.292, 0.859 3.250, 95.985, 0.300, 0.823 3.300, 96.175, 0.298, 0.823 3.350, 96.907, 0.302, 0.859 3.400, 99.947, 0.320, 0.823 3.450, 102.932, 0.334, 0.859 3.500, 107.573, 0.369, 0.859 3.550, 117.641, 0.376, 0.859 3.600, 127.139, 0.389, 0.859 3.650, 138.211, 0.396, 0.930 3.700, 145.103, 0.390, 0.930 3.750, 148.170, 0.324, 0.894 3.800, 154.493, 0.341, 0.894 3.850, 157.343, 0.397, 0.680 3.900, 160.653, 0.433, 0.644 3.950, 163.855, 0.473, 0.644 4.000, 173.625, 0.554, 0.644 4.050, 178.021, 0.716, 0.644 4.100, 181.196, 0.880, 0.680 4.150, 183.150, 1.046, 0.680 4.200, 184.751, 1.119, 0.716 4.250, 181.386, 1.139, 0.716 4.300, 181.712, 1.130, 0.751 4.350, 186.434, 1.179, 0.751 4.400, 183.367, 1.136, 0.823 4.450, 173.896, 0.916, 0.859 4.500, 170.152, 0.614, 0.823 4.550, 173.354, 0.437, 0.859 4.600, 170.287, 0.317, 0.823 4.650, 163.448, 0.265, 0.859 4.700, 166.623, 0.236, 0.930 4.750, 162.906, 0.200, 0.966 4.800, 158.455, 0.190, 0.930 4.850, 148.957, 0.211, 1.037 4.900, 141.467, 0.244, 1.002 4.950, 130.911, 0.227, 0.966 5.000, 125.076, 0.201, 1.002 5.050, 127.872, 0.196, 1.002 5.100, 137.370, 0.190, 1.037 5.150, 143.991, 0.198, 1.109 5.200, 146.840, 0.213, 1.073 5.250, 146.162, 0.218, 1.180 5.300, 143.231, 0.210, 1.217 5.350, 137.966, 0.198, 1.217 5.400, 129.961, 0.203, 1.217 5.450, 120.083, 0.200, 1.324 5.500, 112.457, 0.204, 1.360 5.550, 112.078, 0.188, 1.360 5.600, 114.764, 0.192, 1.431 5.650, 123.231, 0.204, 1.467 5.700, 131.942, 0.209, 1.538 5.750, 132.810, 0.190, 1.574 5.800, 131.834, 0.192, 1.574 5.850, 120.246, 0.176, 1.646 5.900, 131.779, 0.201, 1.503 5.950, 138.401, 0.204, 1.574 6.000, 136.935, 0.207, 1.646 6.050, 135.171, 0.186, 1.753 6.100, 133.760, 0.190, 1.825 6.150, 127.193, 0.172, 1.896 6.200, 112.322, 0.163, 1.968 6.250, 101.358, 0.154, 2.039 6.300, 96.365, 0.133, 2.075 6.350, 92.783, 0.140, 2.111 6.400, 92.131, 0.147, 2.147 6.450, 94.601, 0.159, 2.218 6.500, 97.586, 0.153, 2.326 6.550, 102.064, 0.177, 2.397 6.600, 112.078, 0.180, 2.397 6.650, 117.423, 0.182, 2.504 6.700, 115.442, 0.197, 2.540 6.750, 116.012, 0.178, 2.648 6.800, 119.567, 0.183, 2.684 6.850, 115.497, 0.163, 2.934 6.900, 117.152, 0.191, 3.041 6.950, 116.881, 0.180, 3.113 7.000, 111.480, 0.183, 3.256 7.050, 110.639, 0.177, 3.363 7.100, 113.163, 0.193, 3.399 7.150, 114.194, 0.173, 3.435 7.200, 119.323, 0.161, 3.435 7.250, 131.182, 0.163, 3.578 7.300, 130.802, 0.147, 3.685 7.350, 124.995, 0.146, 3.864 7.400, 116.636, 0.125, 3.900 7.450, 103.041, 0.127, 3.936 7.500, 98.861, 0.115, 4.008 7.550, 95.903, 0.211, 4.151 7.600, 82.335, 0.179, 4.151 7.650, 81.331, 0.181, 4.222 7.700, 107.980, 0.150, 4.329 7.750, 119.296, 0.147, 4.401 7.800, 119.106, 0.176, 4.544 7.850, 114.113, 0.157, 4.830 7.900, 105.456, 0.168, 4.938 7.950, 92.484, 0.146, 4.973 8.000, 82.850, 0.118, 5.009 8.050, 88.251, 0.164, 5.117 8.100, 98.943, 0.127, 5.260 8.150, 107.437, 0.147, 5.331 8.200, 108.577, 0.131, 5.403 8.250, 101.277, 0.125, 5.510 8.300, 102.254, 0.115, 5.510 8.350, 109.309, 0.152, 5.546 8.400, 117.831, 0.342, 5.725 8.450, 123.773, 0.227, 5.976 8.500, 129.391, 0.209, 6.119 8.550, 123.231, 0.251, 6.226 8.600, 123.394, 0.349, 6.369 8.650, 144.425, 0.312, 6.512 8.700, 172.132, 0.521, 6.619 8.750, 223.992, 0.504, 6.763 8.800, 271.781, 0.663, 6.977 8.850, 318.240, 0.771, 7.621 8.900, 341.931, 0.851, 7.621 8.950, 341.959, 0.999, 7.764 9.000, 338.946, 1.179, 7.836 9.050, 334.278, 1.441, 7.836 9.100, 331.836, 1.562, 8.015 9.150, 331.022, 1.656, 8.122 9.200, 329.638, 1.687, 8.158 9.250, 325.025, 1.792, 8.230 9.300, 327.277, 1.942, 8.301 9.350, 337.562, 2.082, 8.373 9.400, 337.182, 2.107, 8.480 9.450, 336.477, 2.076, 8.552 9.500, 338.240, 2.011, 8.444 9.550, 342.745, 1.939, 8.516 9.600, 349.448, 1.930, 8.587 9.650, 350.534, 1.777, 8.695 9.700, 353.682, 1.608, 8.767 9.750, 359.353, 1.420, 8.802 9.800, 360.629, 1.495, 8.838 9.850, 360.412, 1.517, 9.482 9.900, 367.413, 1.384, 9.482 9.950, 360.385, 1.317, 9.482 10.000, 361.199, 1.316, 9.482 10.050, 364.157, 1.343, 9.446 10.100, 349.475, 1.343, 9.446 10.150, 334.876, 1.294, 9.554 10.200, 335.418, 1.215, 9.554 10.250, 331.402, 1.182, 9.554 10.300, 332.840, 1.160, 9.625 10.350, 331.700, 1.189, 9.697 10.400, 338.023, 1.367, 9.661 10.450, 336.449, 1.618, 9.733 10.500, 334.333, 1.827, 9.840 10.550, 328.987, 1.908, 9.947 10.600, 329.936, 1.841, 10.054 10.650, 335.581, 1.759, 10.197 10.700, 334.523, 1.532, 10.197 10.750, 345.595, 1.472, 10.197 10.800, 333.410, 1.634, 10.699 10.850, 335.228, 1.727, 10.699 10.900, 329.041, 1.684, 10.734 10.950, 374.008, 1.499, 10.770 11.000, 338.973, 1.350, 10.770 11.050, 332.053, 1.249, 10.878 11.100, 325.649, 1.133, 10.842 11.150, 320.601, 1.033, 10.734 11.200, 314.115, 1.102, 10.842 11.250, 304.373, 1.156, 10.770 11.300, 298.294, 1.183, 10.770 11.350, 295.363, 1.191, 10.842 11.400, 291.836, 1.242, 10.806 11.450, 297.100, 1.402, 10.913 11.500, 298.864, 1.619, 10.949 11.550, 293.654, 1.710, 11.021 11.600, 290.832, 1.690, 11.021 11.650, 295.662, 1.573, 11.092 11.700, 302.284, 1.601, 11.164 11.750, 311.809, 1.489, 11.164 11.800, 312.514, 1.596, 11.200 11.850, 290.696, 1.691, 11.092 11.900, 306.842, 1.884, 11.486 11.950, 309.068, 2.080, 11.558 12.000, 314.984, 2.180, 11.593 12.050, 326.056, 2.281, 11.664 12.100, 336.639, 2.306, 11.772 12.150, 340.167, 2.212, 11.772 12.200, 344.564, 2.297, 11.772 12.250, 350.181, 2.437, 11.879 12.300, 345.432, 2.647, 11.915 12.350, 341.769, 2.672, 11.987 12.400, 328.200, 2.383, 12.022 12.450, 328.172, 2.098, 12.022 12.500, 336.124, 2.051, 12.166 12.550, 331.972, 1.875, 12.058 12.600, 336.097, 1.569, 12.094 12.650, 327.928, 1.29.7, 10.734 12.700, 338.810, 1.425, 10.520 12.750, 348.743, 1.512, 10.663 12.800, 350.941, 1.476, 10.770 12.850, 351.891, 1.371, 10.913 12.900, 351.809, 1.258, 10.949 12.950, 349.964, 1.283, 10.949 13.000, 348.879, 1.844, 10.985 13.050, 341.606, 1.827, 11.128 13.100, 321.442, 1.946, 11.879 13.150, 329.936, 2.064, 11.879 13.200, 339.706, 2.250, 12.022 13.250, 344.048, 1.340, 12.273 13.300, 340.900, 1.074, 12.273 13.350, 335.744, 1.062, 10.591 13.400, 341.388, 1.349, 9.804 13.450, 337.426, 1.453, 9.804 13.500, 334.794, 1.390, 9.804 13.550, 339.109, 1.260, 9.840 13.600, 338.675, 1.220, 9.911 13.650, 340.547, 1.284, 9.983 13.700, 341.823, 1.445, 10.234 13.750, 340.113, 1.851, 10.448 13.800, 345.540, 1.763, 10.770 13.850, 338.675, 1.722, 11.343 13.900, 342.12.1, 1.840, 11.629 13.950, 345.866, 2.016, 11.772 14.000, 348.526, 2.091, 11.951 14.050, 333.600, 1.891, 11.987 14.100, 326.355, 1.894, 12.380 14.150, 329.529, 1.889, 13.525 14.200, 329.123, 14.250, 330.289, 14.300, 331.429, 14.350, 329.529, 1.880, 13.525 1.891, 13.597 1.891, 13.561 1.891, 13.633 Units: metres,tsf,tsf,psi 0.960, 0.960, 0.700 05:16:08 12:31 GREGG CPT -12 S. SMILLIE MARINA PARK 0.050, 276.232, 0.206, 1.753 0.100, 241.686, 0.398, 1.646 0.150, 201.143, 0.987, 1.610 0.200, 119.540, 1.859, 1.503 0.250, 69.526, 2.092, 1.037 0.300, 41.222, 1.361, 0.894 0.350, 49.065, 0.926, 1.037 0.400, 134.954, 0.671, 1.109 0.450, 152.485, 0.481, 1.002 0.500, 159.487, 0.504, 1.074 0.550, 162.363, 0.521, 1.037 0.600, 162.010, 0.565, 1.074 0.650, 162.173, 0.601, 1.109 0.700, 155.280, 0.604, 1.145 0.750, 153.625, 0.349, 1.109 0.800, 150.233, 0.406, 1.217 0.850, 134.439, 0.416, 1.145 0.900, 136.501, 0.446, 0.966 0.950, 138.510, 0.481, 0.823 1.000, 134.764, 0.494, 0.823 1.050, 132.376, 0.493, 0.716 1.100, 134.900, 0.494, 0.716 1.150, 138.130, 0.522, 0.716 1.200, 139.269, 0.549, 0.680 1.250, 135.226, 0.527, 0.680 1.300, 128.442, 0.508, 0.644 1.350, 117.532, 0.452, 0.608 1.400, 108.143, 0.373, 0.608 1.450, 105.700, 0.289, 0.572 1.500, 98.373, 0.277, 0.608 1.550, 90.476, 0.265, 0..537 1.600, 77.179, 0.218, 0.572 1.650, 64.642, 0.167, 0.537 1.700, 54.519, 0.127, 0.537 1.750, 41.765, 0.223, 0.465 1.800, 15.360, 0.305, 0.429 1.850, 11.181, 0.271, 0.429 1.900, 10.231, 0.211, 0.429 1.950, 10.475, 0.134, 0.465 2.000, 9.227, 0.095, 0.465 2.050, 9.308, 0.104, 0.572 2.100, 10.204, 0.081, 0.644 2.150, 12.185, 0.076, 0.680 2.200, 15.170, 0.067, 0.644 2.250, 20.299, 0.072, 0.680 2.300, 26.269, 0.092, 0.644 2.350, 32.972, 0.115, 0.644 2.400, 41.466, 0.126, 0.644 2.450, 50.584, 0.136, 0.680 2.500, 58.807, 0.133, 0.680 2.550, 64.397, 0.131, 0.680 2.600, 68.142, 0.131, 0.680 2.650, 69.607, 0.120, 0.680 2.700, 71.154, 0.020, 0.716 2.750, 72.023, 0.093, 0.787 TERRA COSTA 2.800, 74.228, 0.092, 0.751 2.850, 75.659, 0.089, 0.680 2.900, 81.250, 0.108, 0.751 2.950, 88.007, 0.139, 0.680 3.000, 96.012, 0.234, 0.644 3.050, 109.201, 0.275, 0.608 3.100, 109.255, 0.317, 0.608 3.150, 112.050, 0.242, 0.644 3.200, 115.035, 0.216, 0.608 3.250, 118.591, 0.249, 0.608 3.300, 120.816, 0.268, 0.680 3.350, 117.505, 0.248, 0.644 3.400, 115.986, 0.247, 0.680 3.450, 118.129, 0.242, 0.680 3.500, 119.975, 0.286, 0.716 3.550, 126.026, 0.309, 0.716 3.600, 132.376, 0.281, 0.716 3.650, 138.917, 0.298, 0.787 3.700, 139.106, 0.277, 0.823 3.750, 137.098, 0.261, 0.823 3.800, 141.223, 0.281, 0.823 3.850, 149.174, 0.294, 0.751 3.900, 158.211, 0.320, 0.787 3.950, 163.666, 0.357, 0.751 4.000, 167.736, 0.399, 0.859 4.050, 164.968, 0.414, 0.823 4.100, 164.290, 0.429, 0.894 4.150, 163.422, 0.435, 0.966 4.200, 158.401, 0.427, 1.002 4.250, 151.970, 0.382, 1.074 4.300, 143.964, 0.295, 1.074 4.350, 140.219, 0.230, 1.145 4.400, 141.983, 0.255, 1.109 4.450, 140.708, 0.286, 1.145 4.500, 142.309, 0.248, 1.180 4.550, 146.732, 0.298, 1.217 4.600, 163.693, 0.302, 1.288 4.650, 167.384, 0.316, 1.360 4.700, 168.985, 0.254, 1.431 4.750, 164.670, 0.221, 1.395 4.800, 167.764, 0.213, 1.610 4.850, 175.172, 0.223, 1.574 4.900, 177.018, 0.225, 1.610 4.950, 180.790, 0.232, 1.610 5.000, 179.840, 0.222, 1.682 5.050, 175.118, 0.293, 1.717 5.100, 168.497, 0.280, 1.789 5.150, 156.284, 0.263, 1.825 5.200, 150.341, 0.251, 1.861 5.250, 157.506, 0.202, 1.932 5.300, 148.659, 0.185, 1.968 5.350, 148.876, 0.194, 2.040 5.400, 147.492, 0.215, 2.075 5.450, 135.823, 0.223, 2.147 5.500, 131.861, 0.224, 2.254 5.550, 129.663, 0.207, 2.218 5.600, 130.124, 0.175, 2.290 5.650, 128.523, 0.161, 2.397 5.700, 135.280, 0.172, 2.397 5.750, 135.986, 0.167, 2.469 5.800, 136.284, 0.157, 2.504 5.850, 143.503, 0.158, 2.576 5.900, 153.761, 0.175, 2.648 5.950, 152.295, 0.212, 2.755 6.000, 148.903, 0.198, 2.827 6.050, 149.962, 0.167, 2.934 6.100, 156.610, 0.166, 2.970 6.150, 157.940, 0.159, 3.113 6.200, 155.118, 0.167, 3.185 6.250, 152.458, 0.217, 3.220 6.300, 165.973, 0.225, 3.292 6.350, 168.605, 0.272, 3.399 6.400, 162.390, 0.311, 3.507 6.450, 158.890, 0.393, 3.578 6.500, 155.986, 0.341, 3.614 6.550, 157.967, 0.314, 3.757 6.600, 165.864, 0.223, 3.721 6.650, 155.850, 0.650, 3.793 6.700, 148.333, 0.574, 3.757 6.750, 143.666, 0.388, 3.828 6.800, 144.615, 0.252, 3.936 6.850, 142.037, 0.181, 4.008 6.900, 143.747, 0.178, 4.043 6.950, 143.096, 0.618, 4.222 7.000, 154.710, 0.869, 4.043 7.050, 152.920, 0.551, 4.365 7.100, 148.469, 0.403, 4.544 7.150, 153.137, 0.335, 4.687 7.200, 148.225, 0.228, 4.759 7.250, 141.169, 0..222, -4.795 7.300, 134.385, 0.188, 4.938 7.350, 126.053, 0.166, 5.117 7.400, 114.737, 0.159, 5.188 7.450, 106.949, 0.150, 5.224 7.500, 106.541, 0.135, 5.332 7.550, 119.676, 0.168, 5.403 7.600, 126.460, 0.332, 5.618 7.650, 133.353, 0.311, 5.725 7.700, 286.300, 0.397, 6.405 7.750, 317.454, 0.504, 6.512 7.800, 330.425, 0.566, 6.763 7.850, 340.846, 0.683, 6.906 7.900, 341.145, 0.683, 6.977 7.950, 336.857, 0.680, 7.085 8.000, 352.515, 0.670, 7.156 8.050, 356.423, 0.739, 7.228 8.100, 369.693, 0.702, 7.300 8.150, 391.810, 0.663, 7.300 8.200, 368.526, 0.662, 7.371 8.250, 400.874, 0.733, 7.407 8.300, 386.518, 0.917, 7.371 8.350, 360.629, 0.951, 7.407 8.400, 347.440, 0.915, 7.478 8.450, 346.626, 0.832, 7.514 8.500, 352.271, 0.861, 7.550 8.550, 358.757, 0.950, 7.586 8.600, 358.513, 0.933, 7.693 8.650, 342.909, 0.960, 8.051 8.700, 370.941, 1.053, 8.086 8.750, 382.692, 1.117, 8.122 8.800, 402.665, 1.147, 8.086 8.850, 417.591, 1.187, 8.158 8.900, 420.331, 1.323, 8.266 8.950, 412.136, 1.391, 8.301 9.000, 404.782, 1.610, 8.301 9.050, 397.563, 1.576, 8.373 9.100, 408.744, 1.694, 8.444 9.150, 413.411, 1.769, 8.480 9.200, 401.607, 1.771, 8.587 9.250, 401.118, 1.904, 8.624 9.300, 400.195, 2.091, 8.659 9.350, 393.221, 2.167, 8.838 9.400, 390.942, 2.026, 8.874 9.450, 387.821, 1.886, 8.981 9.500, 384.537, 0.987, 9.017 9.550, 378.024, 0.638, 9.017 9.600, 394.741, 0.804, 5.832 9.650, 399.951, 0.921, 5.940 9.700, 403.425, 1.144, 4.472 9.750, 395.284, 1.361, 4.437 9.800, 398.839, 1.491, 4.544 9.850, 399.951, 1.626, 4.580 9.900, 390.779, 1.759, 4.616 9.950, 390.100, 1.850, 4.759 10.000, 397.373, 1.921, 4.866 10.050, 397.590, 1.964, 5.045 10.100, 388.716, 1.971, 5.117 10.150, 385.107, 2.042, 5.188 10.200, 381.634, 0.380, 5.332 10.250, 387.468, 0.366, 5.439 10.300, 372.977, 0.552, 4.974 10.350, 380.005, 0.953, 4.687 10.400, 373.899, 1.261, 4.723 10.450, 366.898, 1.583, 4.723 10.500, 364.673, 1.795, 4.866 10.550, 358.675, 1..963, 4.974 10.600, 334.767, 1.875, 5.009 10.650, 353.953, 1.834, 5.689 10.700, 361.905, 1.867, 5.725 10.750, 368.743, 0.554, 5.761 10.800, 381.145, 0.496, 5.868 10.850, 338.214, 0.473, 5.761 10.900, 366.002, 0.592, 5.510 10.950, 376.043, 0.900, 5.295 11.000, 384.293, 1.062, 5.260 11.050, 383.886, 1.258, 5.295 11.100, 382.719, 1.359, 5.332 11.150, 366.844, 1.491, 5.332 11.200, 349.557, 1.577, 5.439 11.250, 339.218, 1.512, 5.653 11.300, 346.382, 1.484, 5.832 11.350, 347.305, 1.438, 5.868 11.400, 350.290, 1.476, 6.083 11.450, 353.546, 1.535, 6.190 11.500, 357.264, 1.510, 6.369 11.550, 358.865, 0.453, 6.548 11.600, 364.239, 0.597, 6.619 11.650, 347.223, 0.950, 5.403 11.700, 353.736, 0.433, 6.011 11.750, 354.361, 0.610, 6.942 11.800, 355.473, 0.935, 7.228 11.850, 353.601, 1.060, 7.120 11..900, 355.500, 1.062, 7.192 11.950, 362.013, 1.214, 7.263 12.000, 367.359, 1.499, 7.478 12.050, 362.339, 1.732, 7.872 12.100, 358.703, 1.850, 8.194 12.150, 354.985, 1.809, 8.409 12.200, 357.943, 1.805, 8.587 12.250, 352.949, 1.781, 8.838 12.300, 357.780, 1.741, 9.232 12.350, 360.005, 1.743, 9.375 12.400, 356.070, 0.224, 9.661 12.450, 353.221, 0.278, 9.840 12.500, 338.539, 0.490, 6.977 12.550, 356.314, 0.863, 7.013 12.600, 348.743, 1.000, 7.085 12.650, 342.203, 1.007, 7.228 12.700, 347.359, 1.031, 7.657 12.750, 345.785, 0.987, 8.158 12.800, 347.739, 0.967, 8.659 12.850, 366.708, 1.012, 9.017 12.900, 388.689, 1.136, 9.410 1.2.950, 413.330, 1.682, 9.876 13.000, 436.804, 1.528, 10.234 13.050, 432.136, 0.506, 10.913 13.100, 468.690, 0.621, 10.878 13.150, 478.921, 0.621, 9.697 13.200, 477.103, 0.621, 9.232 Units: metres,tsf,tsf,psi 0.960, 0.960, 0.700 PROJECT NAME LOG OF TEST BORING IMARINA PARK 1 2573TNUMBER IBLEGEND DEPTH 140 -Ib hammer/ 30 -inch dro WATER 10 15 KEY TO EXCAVATION LOGS WATER TABLE MEASURED AT TIME OF DRILLING OTHER TESTS CC Confined Compression PI Plasticity Index CL Chloride Content R O�Uc ZW Consolidation RV R -Value DS Direct Shear SA Sieve Analysis EI Z ~Qin cn w X fir» SF Sulfate a Laboratory Compaction SG a pH w a v~i' w a J DESCRIPTION AND CLASSIFICATION ¢ S2 O0 H o Til ¢ ZWm >v Ov OF- of w Q_ o W 10 15 KEY TO EXCAVATION LOGS WATER TABLE MEASURED AT TIME OF DRILLING OTHER TESTS CC Confined Compression PI Plasticity Index CL Chloride Content R Resistivity CS Consolidation RV R -Value DS Direct Shear SA Sieve Analysis EI Expansion Index HD Hydrometer GS Grain Size Analysis SF Sulfate LC Laboratory Compaction SG Specific Gravity pH Hydrogen Ion SW Swell PENETRATION RESISTANCE fBLOWSIft) Number of blows required to advance the sampler 1 foot. California Sampler blow counts can be converted to equivalent SPT blow counts by using an end -area conversion factor of 0.67 when using a 140 -pound hammer and a 30 -inch drop. SAMPLE TYPE 1 C ("California Sampler"y An 18 -inch -long, 2 -1/2 -inch I.D., 3 -inch O.D., thick-walled sampler. The sampler is lined with eighteen 2 -3/8 -inch I.D. brass rings. Relatively undisturbed, intact soil samples are retained in the brass rings. 2 S ("SPT')- a.k.a. Standard Penetration Test, an 18 -inch -long, 2 -inch O.D., 1 -3/8 -inch I.D. drive sampler. 3 B ("Bulk")- a.k.a. Bulk Sack Sample, a disturbed, but representative sample obtained from a specific depth interval placed in a large plastic bag. 4 PB ('Plastic Bag")- A disturbed, but representative sample obtained from a specific depth interval placed in a small sealable plastic bag. ' TerraCosta Consulting Group, Inc. 4455 Murphy Canyon Road, Suite 100 San Diego, California 92123 (CONTINUED) THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION FIGURE A-1 a WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. NAME ING JECT ILOG OF TEST BORING AAO INAPAPI( IP'WE6TNUMBER BI C:rZFpin BORING DIA. (in) 140-I1b hammer / 30 -inch dro 5/16/2008 40 1 1 I. TerraCosta Consulting Group, Inc. 4455 Murphy Canyon Road, Suite 100 San Diego, California 92123 KEY TO EXCAVATION LOGS (CONTINUED) NOTES ON FIELD INVESTIGATION Borings were advanced using a truck -mounted Mad 65 drill rig with an 8 -inch hollow -stem auger. Standard Penetration Tests (SPT) and California Samplers were used to obtain soil samples. The SPT and California Samplers were driven into the soil at the bottom of the borings with a 140 -pound hammer falling 30 inches. When the samplers were withdrawn from the boring, the samples were removed, visually classified, sealed in plastic containers, and taken to the laboratory for detailed inspection. Free groundwater was encountered in the borings as shown on the logs. Classifications are based upon the Unified Soil Classification System and include color, moisture, and consistency. Field descriptions have been modified to reflect results of laboratory inspection where deemed appropriate. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. a. z -Z Z 0 Z Q¢� w w v o- n=~. ¢ Q. p a o F W O DESCRIPTION AND CLASSIFICATION W > M 2UJ < zwm ❑., OI- Wgr W m o- ❑ TerraCosta Consulting Group, Inc. 4455 Murphy Canyon Road, Suite 100 San Diego, California 92123 KEY TO EXCAVATION LOGS (CONTINUED) NOTES ON FIELD INVESTIGATION Borings were advanced using a truck -mounted Mad 65 drill rig with an 8 -inch hollow -stem auger. Standard Penetration Tests (SPT) and California Samplers were used to obtain soil samples. The SPT and California Samplers were driven into the soil at the bottom of the borings with a 140 -pound hammer falling 30 inches. When the samplers were withdrawn from the boring, the samples were removed, visually classified, sealed in plastic containers, and taken to the laboratory for detailed inspection. Free groundwater was encountered in the borings as shown on the logs. Classifications are based upon the Unified Soil Classification System and include color, moisture, and consistency. Field descriptions have been modified to reflect results of laboratory inspection where deemed appropriate. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. LOG OF TEST BORING 1 PROJECT NUMBER BORING MPROJECTNAME MARINA PARK 2573 B-1 SITE LOCATION START FINISH SHEET NO. Newport Beach, CA 1 5/16/2008 1 5/16/2008 1 1 of 2 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY GreggDrilling Hollow Stem Auger I G. S auldin DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHiELEV. GROUND WATER (ft Marl M5 8 31.5 Y n/a SAMPLING METHOD NOTES 140 -Ib hammer / 30 -inch drop a z Z ov Z Z FZ� e) W Cy U a < a a W N 30 o a o F W Q O DESCRIPTION AND CLASSIFICATION O~ O J G Q Wim �O� O W W d HYDRAULIC FILL SAND to Silty SAND (SP/SM)loose to medium dense, gray -brown, dry, with occasional shell fragments - Becomes medium dense, moist 5 C 1 25 SA 10 BAY DEPOSIT S C 2 24 SA Medium SAND (SP/SM) medium dense, gray, wet, with shell fragments HD -- 15 C 3 18 SA HD THIS SUMMARY APPLIES ONLY AT THE LOCATION TerraCosta Consulting Group, Inc. OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER FIGURE A-2 a 4455 Murphy Canyon Road, Suite 100 LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA San Diego, California 92123 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. PROJECT NAME PRROJJE3CT NUMBER BORING -- LOG OF TEST BORING MARINA PARK S `a TOTAL DEPTH (ft)I GROUND ELEV (ft) 4 1 22 1 1 1 SA 5 1 15 1 1 1 SA 6 1 37 TerraCosta Consulting Group, Inc. 4455 Murphy Canyon Road, Suite 100 San Diego, California 92123 dense, gray, wet at approximately 10 feet at time of excavation. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING, SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. reli _. A s; M O Z pU Z Z ~¢Q� K Ky U a o a a W O = w ¢ DESCRIPTION AND CLASSIFICATION o a v~i Iz- O w o w � ¢ Zwm r g w m � adv o 4 1 22 1 1 1 SA 5 1 15 1 1 1 SA 6 1 37 TerraCosta Consulting Group, Inc. 4455 Murphy Canyon Road, Suite 100 San Diego, California 92123 dense, gray, wet at approximately 10 feet at time of excavation. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING, SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. reli _. A s; LOG OF TEST BORING PR NAM 1 PROJECT NUMBER BORING MARINA PARK 2573 B-2 SITE LOCATION START FINISH SHEET NO. Newport Beach, CA 1 5/16/2008 1 5/16/2008 1 1 of 2 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY GreggDrilling Hollow Stem Auger I G. S auldin DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft Marl 65 8 31.5 # n/a SAMPLING METHOD NOTES 140 -Ib hammer / 30 -inch drop a- Z r o z ¢� a ¢ a a W n O Lu v. r a: w 0 DESCRIPTION AND CLASSIFICATION 0 w Q Zwm 0 y a� o w HYDRAULIC FILL Medium SAND (SP -SM) loose to medium dense, gray -brown, damp to wet - Becomes medium dense, moist 5 C 1 7 SA - Becomes wet - Becomes coarse with approximately 10 percent shell fragments 10 C 2 20 SA BAY DEPOSITS Medium SAND (SP -SM) medium dense, gray, et 15 C 3 13 THIS SUMMARY APPLIES ONLY AT THE LOCATION TerraCosta Consulting Group, Inc. OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER FIGURE A-3 a 4455 Murphy Canyon Road, Suite 100 LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA - San Diego, California 92123 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. LOG OF TEST BORING R JE TNAME PROJECT NUMBER BORING MARINA PARK 2573 B-2 SITE LOCATION START FINISH SHEET NO. Newport Beach, CA 5/16/2008 1 5/16/2008 2 of 2 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY GreggDrillingHollow Stem Au er G. S auldin DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft Marl B5 8 31.5 .X n/a SAMPLING METHOD NOTES 140 -Ib hammer! 30 -inch drop O z OU > H = Z O Z FZ of zc K ��. K wl�- U acs a ¢ w a. p w Q o h w Q O DESCRIPTION AND CLASSIFICATION 0v O~ Of CEJ W 2 < awm KV S 4 14 SA 25 S5 50/3^ -Sampler on rock OLDER ALLUVIAL DEPOSITS Coarse SAND (SPSM) medium dense, red -brown, wet 30 S 6 38 SA Boring terminated at depth of 31.5 feet. Groundwater encountered at depth of approximately 6.5 feet at time of excavation. 35 TerraCosta Consulting Group, Inc. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONSAND FIGURE A-3 b 4455 Murphy Canyon Road, Suite 100 MAY CHANGEATTHIS LOCATION WITH THE PASSAGE OF TIME. THE DATA San Diego, California 92123 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. F.1 9 a Nei 11 NO ill 100 90 80 or: Z 60 U - z 50 W U tY W 40 0- 30 20 10 0 Particle Size Distribution Report %+Y %Gravel / Sand %Fines Coarse Fine Coarse I Medium Fine Silt i Clay 0.0 0.0 1.0 4.0 390 49.7 63 SIEVE SIZE PERCENT FINER SPEC.' PERCENT PASS? (X=NO) 0.375" 100.0 #4 99.0 #10 95.0 #20 81.0 #40 56.0 #100 20.0 #200 6.3 i i (no specification provided) Sample Number: B1-1 Depth: 5' MACTEC, Inc. San Diego, California Material Description (Lab #19844) Atterberg Limits PL= LL= P1= Coefficients D85= 0.9950 D60= 0.4701 D50= 0.3650 D30= 0.2109 D15= 0.1208 D10= 0.0930 Cu= 5.05 Cc= 1.02 Classification USCS= AASHTO= Remarks As received moisture content=15.9% Client: TerraCosta Consulting Group, Inc. Project #2573 Marina Park Tested By: Valles_lStacy Checked By: Date: 5129108 GRAIN SIZE DISTRIBUTION TEST DATA Client: TerraCosta Consulting Group, Inc. Project: #2573 Marina Park Project Number: 5014-07-0012.25 Depth: 5' Sample Number: 131-1 Material Description: (Lab #19844) Date: 5/29/08 Testing Remarks: As received moisture content=15.9% Tested by: Valles/Stacy Checked by: Collins Sieve Test Data Sieve Gravel Opening Percent Size Finer 0.375" 100.0 #4 99.0 #10 95.0 #20 81.0 #40 56.0 #100 20.0 #200 6.3 Fractional Components 513012008 D10 Gravel Sand Fines Cobbles Coarse Fine --- Total — Coarse_ — Fine Silt Clay Total_ _ 0.0 0.0 1.0 1.0 4.0 _Medium 39.0 _Total 49.7 92.7 6.3 D10 D15 D20 D30 D50 D60 D80 D85 D90 D95 0.0930 0.1208 0.1500 0.2109 0.3650 0.4701 0.8209 0.9950 L2932 2.0000 Fineness Cc _Modulus _Cu 1.84 lllll�OMM 100 90 80 70 60 6Yf1 40 30 Particle Size Distribution Report ` +g o 0 arse Fine Coarse Medium i Fine Silt Clay C _ o Gravel % Sand !Fines 0.0 Co.0 0.0 1.0 18.0 1 78.2 1.8 LO I SIEVE SIZE PERCENT FINER SPEC.` PERCENT PASS? (X=NO) #4 100.0 #10 99.0 #20 95.0 #40 81.0 #100 29.0 #200 2.8 I I i (no specification provided) Sample Number: B1-2 Depth: 10' ----, MACTEC, Inc. Material Description (Lab #19845) - Atte rberg Limits PL= LL= PI= Coefficients D85= 0.4834 DB0- 0.2643 D50= 0.2192 D30= 0.1528 D15= 0.]137 DlO= 0.1008 Cu= 2.62 Cc= 0.88 Classification USCS= SP AASHTO= Remarks As received moisture content -24.6% Client: TerraCosta Consulting Group, Inc. Project: #2573 Marina Park Tested By: Valles_ __ Checked By: Collins Date: 5(29(08 ure GRAIN SIZE DISTRIBUTION TEST DATA 5/30/2008 Client: TerraCosta Consulting Group, Lit. Project: #2573 Marina Park Project Number: 5014-07-0012.25 Depth: 10' Sample Number: BI -2 Material Description: (Lab #19845) Date: 5/29/08 USCS Classification: SP Testing Remarks: As received moisture content=24.6% Tested by: Valles Checked by: Collins Sieve Test Data Sieve Opening Percent Size Finer #4 100.0 #10 99.0 #20 95.0 #40 81.0 #100 29.0 #200 2.8 Hydrometer Test Data Hydrometer test uses material passing #10 Percent passing #10 based upon complete sample = 99.0 Weight of hydrometer sample =116.88 Hygroscopic moisture correction: Moist weight and tare = 33.95 Dry weight and tare = 33.92 Tare weight = 20.67 Hygroscopic moisture = 0.2% Table of composite correction values: Temp., deg. C: 18.0 19.8 21.6 27.7 Comp. torr.: -8.0 -7.0 -6.0 -5.0 Meniscus correction only = 0.0 Specific gravity of solids = 2.65 Hydrometer type= 152H Hydrometer effective depth equation: L = 16.294964 •0.164 x Rm Elapsed Temp. Actual Corrected Eff. Diameter Percent Time (min.) (deg. C.) Reading Reading K Run Depth (mm.) Finer 1.00 19.8 11.0 4.0 0.0137 11.0 14.5 0.0521 3.4 2.00 19.8 10.0 3.0 0.0137 10.0 14.7 0.0370 2.5 5.00 19.5 10.0 2.8 0.0137 10.0 14.7 0.0235 2.4 15.00 19.7 9.0 E9 0.0137 9.0 14.8 0.0136 1.7 30.00 19.7 9.0 1.9 0.0137 9.0 14.8 0.0096 1.7 60.00 19.8 9.0 2.0 0.0137 9.0 14.8 0.0068 1.7 120.00 20.0 8.0 1.1 0.0136 8.0 15.0 0.0048 0.9 250.00 20.2 8.0 1.2 0.0136 8.0 15.0 0.0033 1.0 1440.00 19.6 8.0 0.9 0.0137 8.0 15.0 0.0014 0.8 MACTEC, Inc. Fractional Components Cobbles — Gravel Sand — Fines _ X30 X50 Coarse Fine Total Coarse Medium Fine Total Silt Clay 0.0 0.0 OA i 0.0 1.0 18.0 78.2 97.2 1.8 L0 _Total 2.8 ®10 X15 X20 X30 X50 X60 X80 X85 D90 X95 0.1008 0.1137 0.1264 0.1528 0.2192 0.2643 0.4130 0.4834 0.5980 0.8500 Fineness Modulus Cc 1.18 _Cu 2.62 0.88 MACTEC, Inc. 1 Particle Size Distribution Report u rcr,uv aiZ.c - nail. 3„ °% Gravel % Sand % Fines C_oarse Fine Coarse; Medium Fine _ _ Silt Clay 0 0 0.0 1 1.0 1 0 a 34.0 63.2 0.3 i 0.5 SIEVE SIZE PERCENT FINER SPEC,* PERCENT PASS? (X=NO) 0.375" 100.0 #4 99.0 #10 98.0 #20 91.0 #40 64.0 #100 12.0 #200 0.8 (no specification provided) Material Description (Lab #19846) Atterber, Limits PL= NV LL= PI= NP Coefficients D85= 0.6900 DB0= 0.3937 D50= 0.3276 D30= 0.2267 D15= 0.1631 D10= 0.1408 Cu= 2.80 Cc= 0.93 Classification USCS= SP AASHTO= Remarks As received moisture content= 19.7% Sample Number: 131-3 Depth: 15' MACTEC, Inc. Client: TerraCosta Consulting Group, Inc. 11 Project: #2573 Marina Park '10 •: Tested By:,.Valles ____ Checked By: Collins Date: 5/29/08 GRAIN SIZE DISTRIBUTION TEST DATA 5/3012008 Client: TerraCosta Consulting Group, Inc. Project: #2573 Marina Park Project Number: 5014-07-0012.25 Depth: 15' Sample Number: B1-3 Material Description: (Lab #19846) Date: 5/29/08 PL: NV PI: NP USCS Classification: SP Testing Remarks: As received moisture content= 19.7% Tested by: Valles Checked by: Collins Sieve Test Data Sieve Opening Percent Size Finer 0.375" 100.0 #4 99.0 #10 98.0 #20 91.0 #40 64.0 #100 12.0 #200 0.8 Hydrometer Test Data Hydrometer test uses material passing #10 Percent passing #10 based upon complete sample = 98.0 Weight of hydrometer sample =11261 Hygroscopic moisture correction: Moist weight and tare = 33.08 Dry weight and tare = 33.04 Tare weight = 20.68 Hygroscopic moisture = 0.3% Table of composite correction values: Temp., deg. C: 18.0 19.8 21.6 27.7 Comp. torr.: -8.0 -7.0 -6.0 -5.0 Meniscus correction only = 0.0 Specific gravity of solids= 2.65 Hydrometer type = 152H Hydrometer effective depth equation: L = 16.294964 -0.164 x Rm Elapsed Temp. Actual Corrected Eff. Diameter Percent Time (min.) (deg. C.) Reading Reading K Rm Depth (mm.) Finer 1.00 199 8.0 1.1 0.0137 8.0 15.0 0.0529 0.9 2.00 19.9 8.0 1.1 0.0137 8.0 15.0 0.0374 0.9 5.00 19.8 8.0 1.0 0.0137 8.0 15.0 0.0237 0.8 15.00 19.7 8.0 0.9 0.0137 8.0 15.0 0.0137 0.8 30.00 19.8 8.0 1.0 0.0137 8.0 15.0 0.0097 0.8 60.00 19.8 8.0 1.0 0.0137 8.0 15.0 0.0068 0.8 120.00 20.0 7.5 0.6 0.0136 7.5 15.1 0.0048 0.5 250.00 20.3 7.5 0.8 0.0136 7.5 15.1 0.0033 0.7 1440.00 19.6 7.5 0.4 0.0137 7.5 15.1 0.0014 0.3 MACTEC. Inc. Fractional Components X10 Gravel Sand Fines o es Coarse Fine Total Coarse d Fine Total Silt Clay Total 0.0 0.0 1.0 1.0 1.0 34.0 63.2 98.2 0.3 0.5 0.8 X10 015 X20 D30 X50 D60 X80 X85 X90 X95 0.1408 0.1631 0.1841 0.2267 ' 0.3276 0.3937 0.6023 0.6900 0.8160 1.0624 Fineness Modulus Cu Cc 1.70 2.80 0.93 MACTEC, Inc. ry w z LL z U-1 v W Q- Particle Size Distribution • ••,, V r%MI IN 01Gm - HIM. %+3" a � _.. %Fines Coarsen Grave -0oarse Med unman Eine Silt Clay 0.0 0.0 0.0 1.0 36.0 59.0 4.0 SIEVE SIZE PERCENT FINER SPEC. PERCENT PASS? (X=NO) #4 _ 100.0 0 99.0 t#20 '1 93.0 #40 63.0 #100 14.0 #200 4.0 i (no specification provided) Sample Number: SI -4 Depth: 20' ACTC, Inc. Material Description (Lab #19847) Atterberg_Limits PL= NV LL= PI= NP Coefficients D85= 0.6693 DfiO= 0.4020 D50= 0.3346 D30= 0.2270 D15= 0.1552 D10= 0.1266 Cu= 3.18 Cc= 1.01 Classification USCS= SP AASHTO= Remarks As received moisture content=20.0% Client: TerraCosta Consulting Group, Inc. Project: #2573 Marina Park Date: 5/29/08 California 11 Project No: 5014-07-0012.25 Fioure GRAIN SIZE DISTRIBUTION TEST DATA Client: TerraCosta Consulting Group, Inc. Project: #2573 Marina Park Project Number: 5014-07-0012.25 Depth: 20' Sample Number: B1-4 Material Description: (Lab #19847) Date: 5/29108 PL: NV PI: NP USCS Classification: SP Testing Remarks: As received moisture content -20.0% Sieve Test Data Sieve Gravel_ Opening Percent Size Finer #4 100.0 #10 99.0 #20 93.0 #40 63.0 #100 14.0 #200 4.0 Fractional Components 5/30/2008 D10 Gravel_ Sand Fines Cobbles Coarse Fine Total _ Coarse__ Medium Fine Total Siit ClayTotal 0.2270 0.0 0.0 _ 0.0 0.0 1.0 36.0 59.0 96.0 4.0 D10 D15 D20 i D30 D50 D60 D80 D85 D90 D95 0.1266 0.1552 0.1797 0.2270 0.3346 0.4020 0.5956 0.6693 0.7674 1.0568 Fineness Modulus Cu Cc 1.66 3.18 L01 MACTEC, Inc. Particle Size Distribution Report +3„ ravel % Sand % Fines %Coarse_; Fine Coarse I Medium I Fine4— Silt 0.0 0.0 5.0 5.0 1 40.0 48.0 2.0 SIEVE SIZE PERCENT FINER SPEC." PERCENT PASS? (X=NO) 0.5" 100.0 Cu= 3.34 Cc= 0.94 0.375" 97.0 USCS= SP AASHTO= #4 95.0 As reveived moisture content= 18.5% #10 90.0 #20 79.0 #40 50.0 #100 9.0 #200 2.0 (no specification provided) Material- escription SP (Lab #19848). Atterber�Limits PL= NV LL= Sample Number: B1-5 Depth: 25' MRCTEC, Inc. Client: TeraCostaConsulting Group, Inc, �i Project: #2573 Marina Park W- �''-1•_ •1 t Tested By: _Sancha/Stacy --- --- _ Checked By: Collins Date: 5/29/08 #1 Coefficients D85= 1.1243 D60= 0.5239 D50= 0.4250 D30= 0.2771 D15= 0.1.874 D10= 0.1567 Cu= 3.34 Cc= 0.94 Classification USCS= SP AASHTO= Remarks As reveived moisture content= 18.5% Sample Number: B1-5 Depth: 25' MRCTEC, Inc. Client: TeraCostaConsulting Group, Inc, �i Project: #2573 Marina Park W- �''-1•_ •1 t Tested By: _Sancha/Stacy --- --- _ Checked By: Collins Date: 5/29/08 #1 GRAIN SIZE DISTRIBUTION TEST DATA 5/30/2008 Client: TerraCosta Consulting Group, Inc. Project: #2573 Marina Park Project Number: 5014-07-0012.25 Depth: 25' Sample Number: 131-5 Material Description: SP (Lab #19848) Date: 5/29/08 PL: NV PI: NP USCS Classification: SP Testing Remarks: As reveived moisture content --I 8.5% Tested by: Sancha/Stacy Checked by: Collins Sieve Test Data Sieve Gravel I Opening Percent Size Finer 0.5" 100.0 0.375" 97.0 #4 95.0 #10 90.0 #20 79.0 #40 50.0 #100 9.0 #200 2.0 Fractional Components D10 Gravel I Fines Cobbles - rse Coae _ _ __Sand Fin Total Coarse Medium Fine Total Silt Clay Total 0.0 0.0 5.0 5.0 5.0 40.0 48.0 93.0 2.0000 4.7500 2.0 D10 D15 D20 D30 D50 D60 D80 D85 D90 D95 0.1567 0.1874 0.2166 0.277] 0.4250 0.5239 0.8814 1.1243 2.0000 4.7500 Fineness Modulus Cu-Cc94 - 2.23 3.34 MACTEC, Inc. ry W Z UL z Z C) U LU LU a VR/1nV OILC - 111111. %+3" %Gravel %Sand %Fines Coarse I Fine Coarse Medium Fine Silt I' Clay __. 0.0 0.0 1 11.0 7.0 45.0 32.1 4.9 SIEVE SIZE PERCENT FINER SPEC.' PERCENT PASS? (X=NO) 0.75" 100.0 -- 0.5" 96.0 0.375" 95.0 #4 89.0 #10 82.0 #20 64.0 #40 37.0 #100 12.0 #200 4.9 (no specification provided) Sample Number: B2 -1/w Depth: 5' MACTE`sy Inc. Material Description SP (Lab #19849) Atterberg Limits PL= NV LL= Coefficients D85= 2.7828 D80= 0.7598 D30= 0.3453 D15= 0.1824 Cu= 5.93 Cc= 1.23 Classification USCS= SP AASHTO= Remarks As received moisture content= 11.1% Client: TeiraCosta Consulting Group, Inc. Project: #2573 Marina Park Tested By: Valles/Stacy_________._ Checked By: D50= 0.5902 D10= 0.1281 Date: 5/30/08 GRAIN SIZE DISTRIBUTION TEST DATA Client: TerraCosta Consulting Group, Inc. Project: #2573 Marina Park Project Number: 5014-07-0012.25 Depth: 5' Sample Number: B2-1 Material Description: SP (Lab #19849) Date: 5/30/08 PL: NV PI: NP USCS Classification: SP Testing Remarks: As received moisture content=11.1% Tested by: Valles/Stacy Checked by: Collins Sieve Test Data Sieve Gravel Opening Percent Size Finer 0.75" 100.0 0.5" 96.0 0.375" 95.0 #4 89.0 #10 82.0 #20 64.0 #40 37.0 #100 12.0 #200 49 Fractional Components 6/16/2008 D10 Gravel Sand Fines Cobbles - Coarse_ Fine D85 Coarse Medium Fine Total Silt Clay Total 0.0 0.0 11.0 __Total___ 1 ] 0 7.0 45.0 1 32.1 84.1 __V _ 4.9 D10 D15 D20 D30 D50 D60 D80 D85 D90 D95 0.1281 0.1824 1 0.2360 0.3453 0.5902 0.7598 1.7060 2.7828 5.2834 9.5250 Fineness Modulus Cu Cc 2.71 5.93 1.23 Particle M Distribution ,•• Report ..t• %+3„ % Gravel _. % Sand _ _ %Fines Coarse I Fine Coarse I Medium Fine Silt Clay 0.0-4- 0.0 1.0 10.0 69.0 19.5 0.5 SIEVE SIZE PERCENT FINER SPEC.` PASS? (X=NO) 0.375" 100.0 _PERCENT �— #4 99.0 #10 89.0 #20 59.0 #40 20.0 #100 3.0 #200 0.5 i (no specification provided) Sample Number: B2-2 Depth: 10-I1' ACTEC, Inc. Material_ Description SP (Lab #19850) Atterberg Limits PL= NV LL= PI= NP Coefficients D85= 1.6791 D80= 0.8662 D50= 0.7255 D30= 0.5181 D15= 0.3737 D10= 0.3133 Cu= 2.77 Cc= 0.99 Classification USCS= SP AASHTO= Remarks As received moisture content -19.0% Client: TerraCosta Consulting Group, Inc. Project: #2573 Marina Park No: 5014-07-0012.25 Tested By: Sancha/Stacy Checked By: Collins Date: 5/29/08 GRAIN SIZE DISTRIBUTION TEST DATA Client: TerraCosta Consulting Group, Inc. Project: #2573 Marina Park Project Number: 5014-07-0012.25 Depth: 10-11' Sample Number: 132-2 Material Description: SP (Lab #19850) Date: 5129/08 PL: NV PI: NP USCS Classification: SP Testing Remarks: As received moisture content --19.0% Tested by: Sancha/Stacy Checked by: Collins Sieve Test Data Sieve Gravel_ Sand _ Opening Percent Size Finer 0375" 100.0 #4 99.0 #10 89.0 #20 59.0 #40 20.0 #100 3.0 #200 0.5 Fractional Components 5/30/2008 010 Gravel_ Sand _ Fines _ Cobbles Coarse Fine Total Coarse T Medium Fine Total Silt Clay Total 0.0 0.0 1.0 1.0 10.0 69.0 19.5 98.5 2.8913 0.5 010 D15 D20 D30 D50 D60 D80 D85 D90 D95 0.3133 0.3737 0.4250 0.5181 0.7255 0.8662 1.40(6 1.6791 2.1030 2.8913 Fineness Modulus Cu Cc 2.84 2.77 0.99 MACTEC, Inc. 1 I 111 ;111111 111111: 1111mill 11111 111111 11111 �• r91 1 i''.. i • ' • • Vr%F UN 01GG - 111111. +3„ % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 2.0 9.0 59.0 28.6 1.4 SIEVE SIZE PERCENT FINER --.-.._-100.0 SPEC." PERCENT PASS? (X=NO) 0.75' ---- 0.5" 99.0 0.375" 99.0 #4 98.0 #10 89.0 #20 68.0 #40 30.0 j #100 5.0 #200 L4 (no specification provided) Sample Number: 132-4 Depth: 20' ACTEC, Inc. 1�9Z Material Description SP (Lab #19851) Atterberg Limits PL= NV LL= Coefficients D85= 1.5276 D60=.0.7253 D30= 0.4250 D15= 0.2827 Cu= 3.22 Cc= 1.11 Classification USCS= SP AASHTO Remarks As received moisture content=16.6% Client: TerraCosta Consulting Group, Inc. Project: #2573 Marina Park 5014-07-0012.25 Tested By: Stacy/Valles ____._ Checked By: Collins____ D50= 0.6087 DSO= 0.2250 Date: 5/29/08 GRAIN SIZE DISTRIBUTION TEST DATA Client: TerraCosta Consulting Group, Inc. Project: #2573 Marina Park Project Number: 5014-07-0012.25 Depth: 20' Sample Number: B2-4 Material Description: SP (Lab #19851) Date: 5/29/08 PL: NV PI: NP USCS Classification: SP Testing Remarks: As received moisture content=16.6% Tested by: Stacy/Valles Checked by: Collins Sieve Test Data Sieve Gravel Sand Opening Percent Size Finer 0.75" 100.0 0.5" 99.0 0.375" 99.0 #4 98.0 #10 89.0 #20 68.0 #40 30.0 #100 5.0 #200 1.4 Fractional Components 5/30/2008 Fineness Modulus Gravel Sand Cobbles Coarse Fine. _ Total Coarse Medium Fine Silt _Fines Clay 0.0 0.0 2.0 2.0 9.0 59.0 j 28.6 _Total 96.6 _Total 1.4 Fineness Modulus D15 D20 D30 D50 D60 D80 D85 D90 D95 FD10 o.2250 0.2827 0.3334 0.4250 0.6087 0.7253 t 1.2022 1.5276 2.IS49 3.2640 Fineness Modulus Cu Cc _ 2.61 _ 3.22 1 1.11 MACTEC. Inc. I Particle Size Distribution Report %Gravel I Sand %Fines _ % Coarse Fine Coarse; Medwm1Fine Silt _ j Clay 0.0 0.0 1 0.0 2.0 51.0 44.8 2.2 SIEVE SIZE PERCENT FINER SPEC.* PERCENT PASS? (X=NO) #4 100.0 Cu= 2.71 Cc= 1.03 #10 98.0 USCS= SP AASHTO= #20 90.0 As received moisture content=19.8% #40 47.0 #100 5.0 11200 2.2 i j I (no specification provided) Sample Numbber::�B°'2--6 Depth: 30' MAC B EC, Inc. Lam• �+ • • • j.,, Material Description SP (Lab #19852) Atterberg_Limits PL= NV LL= Client: TerraCosta Consulting Group, Inc. Project: #2573 Marina Park Tested By: Stacy/Sancha Checked By: Collins Date: 5/29/08 Coefficients_ D85= 0.7628 D60= 0.5147 D50= 0.4448 D30= 0.3171 D15= 0.2237 D10= 0.1901 Cu= 2.71 Cc= 1.03 Classification USCS= SP AASHTO= Remarks As received moisture content=19.8% Client: TerraCosta Consulting Group, Inc. Project: #2573 Marina Park Tested By: Stacy/Sancha Checked By: Collins Date: 5/29/08 GRAIN SIZE DISTRIBUTION TEST DATA Client: TerraCosta Consulting Group, Inc. Project: 12573 Marina Park Project Number: 5014-07-0012.25 Depth: 30' Sample Number: 132-6 Material Description: SP (Lab #19852) Date: 5/29/08 PL: NV PI: NP USCS Classification: SP Testing Remarks: As received moisture content --19.8% Tested by: Stacy/Sancha Checked by: Collins Sieve Test Data Sieve Gravel Opening Percent Size Finer #4 100.0 #10 98.0 #20 90.0 #40 47.0 #100 5.0 #200 2.2 Fractional Components 5/30/2008 D10 Gravel Sand I, Fines Cobbles --- Coarse Fine _ Total Coarse D90 D95 Total Silt Clay Totai 0.0 0.0 0.0 0.0 2.0 _Medium 51.0 _Fine 44.8 97.8 i 2.2 D10 D15 D20 D30 D50 D60 D80 D85 D90 D95 0.1901 r 0.2237 0.2553 0.3171 0.4448 0.5147 0.6970 0.7628 0.8500 1.3398 Fineness Modulus Cu Cc 2.05 2.71 I.03 1 � � . � � , . � APPENDIX C 313200 STONE COLUMNS 1.1 STANDARDS AND REFERENCES A. American Society for Testing and Materials (ASTM) Standards (Latest Edition). B. State of California Department of Transportation (Caltrans) Standard Specification and Test Methods (Latest Edition). C. California Building Code, Title 24 Part 2, Volume 2 (Latest Edition, 2010). D. Campanella, R.G and Howie, J.A., 2008, Guidelines for the Use, Interpretation and Application of Seismic Piezocone Test Data, A Manual on Interpretation of Seismic Piezocone Test Data for Geotechnical Design, Geotechnical Research Group, Department of Civil Engineering, The University of British Columbia. E. CGS, 2008. California Geologic Survey, Special Publication 117A. Guidelines for Evaluating and Mitigating Seismic Hazards in California, California Geologic Survey. F. Idriss, I.M. and Boulanger, R.W. 2008. Soil Liquefaction during Earthquakes, Monograph 12, Earthquake Engineering Research Institute, Oakland. California. G. Robertson, P.K. and Cabal (Roberston), K.L., 2010, Guide to Cone Penetration Testing for Geotechnical Engineering, 4th Edition, Gregg Drilling & Testing, Inc. H. TerraCosta Consulting Group, 2012, "Compilation of CPT Data, Marina Park Development, Newport Beach, California." I. Youd, T.L., et. al., 2001. Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEBR/NSF Workshops on Evaluation of Liquefaction Resistance of Soils. Journal of Geotechnical and Geoenvironmental Engineering, October 2001. C-1 Zhang, G., Robertson, P.K., and Brachman, R.W.I., 2002, "Estimation of liquefaction -induced ground settlements from CPT level ground", Canadian Geotechnical Journal, 39, pages 1168-1180. K. Robertson, P.K. and Wride, C.E., 1998, Evaluating Cyclic Liquefaction Potential Using the Cone Penetration Test, Canadian Geotechnical Journal, V. 35(3). 1.2 DEFINITIONS A. Ground Improvement: The in-situ modification of soil to improve its characteristics and performance. One such ground improvement method is vibro-displacement using stone columns. B. Vibro-Displacement is a stone column installation method in which a Vibrator (down -hole vibratory probe) compacts aggregate into a column and densities the surrounding soils to increase bearing capacity, reduce settlement of a planned structure, and increase liquefaction resistance of in-situ soils. C. Vibro-Displacement Stone Columns (VDSCs): Columns of compacted aggregate used to reinforce the ground to increase bearing capacity and reduce settlement of a structure. Stone Columns are constructed with a down -hole vibrator. D. Older Alluvial Soils (OAS): A subsurface soil deposit that underlines the near -surface liquefiable soils. These deposits are considered non -liquefiable and are used to define the limits of ground improvement. The top elevation of the older alluvial soils varies across the site and is generally encountered between elevations -20 to -29 feet MLLW. E. Marina Contractor: The contractor responsible for the overall construction of the project. F. Specialty Geotechnical Contractor: The specialist subcontractor responsible for the design and construction of Vibro-Displacement Stone Columns specified herein. G. Engineer: The Geotechnical, Civil Engineer, Structural and/or Resident Engineer, as appropriate to the requirement for review, Request for Information (RFI) or other specific needs. H. Field Quality Control Representative (FQCR): An individual retained by Specialty Geotechnical Contractor responsible for specific quality control and inspection tasks identified in this Specification. C-2 Testing Agency: An independent testing firm provided by the Specialty Geotechnical Contractor, and approved by the Engineer, that can perform CPT testing for verification of the improved ground. 1.3 DESCRIPTION Work shall consist of designing, furnishing and installing materials, and constructing a ground improvement system at the locations noted on the drawings and as specified herein. Ground improvement system shall be Vibro-Displacement Stone Columns (VDSCs). This work shall include but is not limited to providing all equipment, material, labor, supervision and related services to do all ground improvement by VDSCs. The intent of ground improvement by VDSCs specified herein is to improve the m - situ soils such that soil's behavioral response to applied building and earthquake loading satisfy the design requirements specified in Section 1.6. 1.4 WORK INCLUDED A. The Specialty Geotechnical Contractor shall be responsible for design of a VDSCs ground improvement system that meets allowable bearing capacity, settlement, and liquefaction mitigation requirements presented in Section 1.6 of these specifications. Industry recognized standards or design methods specific to the installer's equipment and construction methods shall be used. B. Provide all equipment, material, labor, supervision and FQCR to design and install stone columns. The initial design shall be based on subsurface information presented in the project geotechnical report and TerraCosta Consulting Group's report "Compilation of CPT data, Marina Park Marina, Newport Beach, California." Given that the data presented in the reports only represents a limited understanding of subsurface conditions, conditions may exist within the site that may require modification of the initial design. As such, field verification of the improved ground will be used to confirm the improvement achieved by the initial design as well as, identifying areas where the initial design may require modification in order to satisfy project design criteria presented in Section 1.6 of this specification. C. Work shall consist of designing, furnishing and installing VDSCs to the lines and grades designated on the Contract Drawings and other contract documents and as specified herein. VDSCs shall be constructed with aggregate using a dry bottom feed method. The use of Rammed Aggregate Piers is not permitted. C-3 D. Ground Improvement with VDSCs will be limited to the areas specified and indicated on the project drawings. The actual limits of ground improvement may vary from those shown on the plans, either decreased or increased, depending on the subsurface conditions encountered during the work. All variations shall be approved by the Engineer prior to implementation. E. The installation of VDSCs is to precede the construction of the proposed marina sheet -pile bulkhead and the excavation and dredging of the proposed marina basin. F. Bid Reference: All Ground Improvement bid work shall be based upon the project documents including but not limited to Contract Drawings (including locations of known existing utilities and proposed utilities), project special provisions, geotechnical report, and any/all contract documents. 1.5 PROTECTION OF EXISTING STRUCTURES A. It is the responsibility of the Contractor and the Specialty Geotechnical Contractor to protect existing structures and utilities from damage related to the installation of VDSCs. Such damage may include but is not limited, to ground settlement and/or ground vibration. 1. The Contractor and Specialty Geotechnical Contractor shall install monitoring systems sufficient to assess potential damage to existing structures and utilities. Minimum requirements are described in Section 3.5 of these specifications. 2. A monitoring plan shall be submitted to the City for review and approval no less than 10 working days before the commencement of work. 3. Where necessary, the Contractor shall contact the utility operator to determine the appropriate action necessary to protect, isolate, or temporarily shut down or reroute the affected utility. 1.6 DESIGN A. The design of the VDSCs system shall be performed in accordance with the guidelines described herein. The Specialty Geotechnical Contractor shall retain the services of a Professional Engineer registered in the State of California for services identified in items 2 and 3, below. The Professional Engineer shall be C-4 either a Registered Geotechnical Engineer or a Registered Civil Engineer whose specialty is Geotechnical Engineering. The Professional Engineer shall have significant experience in the design of Ground Improvement Liquefaction Mitigation Systems. As a minimum, the Professional Engineer shall have provided similar services on three (3) similar and/or larger projects. The qualifications for the Specialty Geotechnical Contractor's Professional Engineer shall be submitted for review and approval by the Engineer. 2. The Specialty Geotechnical Contractor shall produce design calculations that shall be reviewed and stamped by a Professional Engineer registered in the State of California. The design calculations shall be reviewed and approved by the Engineer prior to construction. 3. The Specialty Geotechnical Contractor shall produce project -specific construction drawings that shall be reviewed and stamped by a Professional Engineer registered in the State of California. The construction drawings shall be reviewed and approved by the Engineer prior to construction. The construction drawings shall include a detailed VDSC lay -out plan. In the building mitigation area VDSCs shall consider the foundation location relative to the location of the VDSC such that symmetric bearing conditions are created beneath each foundation. 4. The design work shall include Errors and Omissions (E&O) insurance with a minimum coverage of $2,000,000 per occurrence. Submittals shall be prepared as described in Section 1.8. 6. Location of VDSCs shall be coordinated to avoid conflicts with the locations of the seawall bulkhead anchor systems, proposed utilities, and existing utilities that are to be abandoned in place. B. VDSCs shall be designed in accordance with generally -accepted engineering practice. C. VDSCs located within the building treatment area as designated in project plans shall meet the following performance criteria: Provide a VDSC reinforced soil mass such that the Minimum Ultimate Bearing Capacity of the improved soils for support of the proposed building foundation system is 7500 psf. 2. Minimum Stone Column Area Coverage of 6% to 10 %. Calculations shall be submitted. C-5 3. Estimated Total Long -Term Settlement for Footings: < 1 inch. Calculations shall be submitted. 4. Estimated Long -Term Differential Settlement of Adjacent Footings: < 1{2 inch. Calculations shall be submitted. 5. For the calculation of long-term total and differential settlement us a time period of 50 years. 6. The average liquefaction -induced settlement calculated at the Cone Penetrometer Test (CPT) locations shall not exceed 1 inch. The liquefaction induced settlement calculated at any CPT location shall not exceed finch. Calculations shall be submitted. The treated soils are to have a minimum normalized clean sand CPT tip resistance of 190. The normalized clean sand CPT tip resistance shall be determined by Robertson and Wride (1998). 8. The depth of soil improvement for those treatment areas located landward of the proposed marina sheet -pile bulkhead shall extend from elevation +5 feet MLLW to a minimum of 2 feet into the underlying Older Alluvial Soils (OAS) or refusal into the OAS. The depth of soil improvement for those treatment areas located bayward of the proposed marina sheet -pile bulkhead shall extend from the elevation -12 feet MLLW to a minimum of 2 feet or refusal into the underlying OAS or refusal into the OAS for those treatment areas located landward of the proposed marina sheet -pile bulkhead.. The top of the OAS varies across the site generally ranging between elevations -20 to -24 feet MLLW. 9. No VDSCs shall be located within a minimum clear distance of 4 feet from the proposed marina bulkhead sheet piles. 10. The Specialty Geotechnical Contractor can propose alternative Stone Column arrangements where existing infrastructure may restrict the lateral limits of soil improvement. D. VDSCs located within the bulkhead area treatment area as designated in project plans shall meet the following performance criteria: 1. Minimum Stone Column Area Coverage of 10%. 2. The treated soils are to have a minimum normalized clean sand CPT tip resistance of 190. C-6 The depth of soil improvement for those treatment areas located landward of the proposed marina sheet -pile bulkhead shall extend from the elevation +5 feet MLLW to a minimum of 2 feet or refusal into the underlying OAS. The depth of soil improvement for those treatment areas located bay -ward of the proposed marina sheet -pile bulkhead shall extend from the elevation -12 feet MLLW to a minimum of 2 feet or refusal into the underlying OAS for those treatment areas located landward of the proposed marina sheet -pile bulkhead. The top of the OAS varies across the site generally ranging between elevations -20 to -24 feet MLLW. 4. No VDSCs shall be located within a minimum clear distance of 4 feet from the proposed marina bulkhead sheet piles. The Specialty Geotechnical Contractor can propose alternative Stone Column arrangements where existing infrastructure may restrict the lateral limits of soil improvement. E. The Specialty Geotechnical Contractor shall recompact the near -surface soils that have been disturbed by the installation of the VDSCs. The zone of re - compaction shall extend vertically from the top of the VDSCs to the ground surface and laterally to 5 feet beyond the limits of the area of treatment as shown on the construction drawings. The re -compacted soils shall be compacted to a minimum relative compaction of 90 percent of the maximum dry density as determined by ASTM Test Method 1557 and to a moisture content between the optimum moisture content, as determined by ASTM Test Method 1557 and the optimum moisture content plus 2 percent. Further preparation of the near -surface soils for the support of the buildings, site improvements, pavements, and flat -work is the responsibility of the General Contractor for the project. During the installation of VDSCs the site elevation will likely drop following the densification of the liquefiable soils. As such, imported fill soils may be required to raise grades to the project specified finished subgrades. Imported fill soils will need to be approved by the Engineer. Imported fill soils shall have an Expansion Index less than 20 and a PI less than 4. In addition, the imported fill soils shall have the following grading unless an alternative gradation is petitioned by the contractor and approved by the Engineer: 100 percent passing the N inch sieve 2. 80 to 100 percent passing the No. 4 sieve 3. 0 to 12 percent passing the No. 200 sieve F. The execution and performance of the soil improvement shall be the responsibility of the Specialty Geotechnical Contractor, who shall satisfy the C-7 Engineer that all treated ground has attained the required degree of improvement. G. The Specialty Geotechnical Contractor shall submit calculations that show the requirements of all the performance criteria specified herein have been satisfactorily achieved. The calculations shall use analytical techniques that are based on widely accepted industry practice such as that provided in, but not limited to the Standards and Reference section of this Specification. The Engineer shall review and approval all calculations prepared by the Specialty Geotechnical Contractor. 1.7 QUALITY ASSURANCE A. Qualifications: 1. Specialty Geotechnical Contractor Qualifications: a. Marina Contractor shall submit the proposed Specialty Geotechnical Contractor, location, contact information, qualifications and project list with the bid. Specialty Geotechnical Contractor shall be pre -approved prior to bidding and shall demonstrate competence in installation of VDSCs. The qualifications and project list must demonstrate the following by the proposed Specialty Geotechnical Contractor: 1) Regular engagement in the practice of ground improvement, specifically by VDSCs. 2) Satisfactorily completed at least five (5) similar projects during the last three (3) years. Must have also completed at least one (1) project of not less than 25,000 cubic yards and one (1) project of not less than 15,000 cubic yards of installed VDSCs. b. At least two (2) weeks prior to the pre -construction conference, Specialty Geotechnical Contractor shall submit the superintendent's qualifications. Provide documentation of the proposed superintendent's qualifications, record of experience and prior project references demonstrating successful construction of a minimum of three (3) ground improvements projects of similar size in similar soil conditions and construction operations. C. At least two (2) weeks prior to the pre -construction conference, Specialty Geotechnical Contractor shall submit the FQCR qualifications. Provide documentation of the proposed FQCRs C-8 qualifications, record of experience and prior project references demonstrating successful quality control of the construction of ground improvements projects of similar size in similar soil conditions and construction operations. The FQCR will be required to be approved by the Engineer. In addition, a sample of the quality control reports prepared by the FQCR is to be included in the submittal of qualifications. d. The testing agency shall be approved by the Engineer. 1.8 SUBMITTALS A. Submittals shall follow the requirements of Section 01330 Submittal Procedures. B. The Specialty Geotechnical Contractor shall submit detailed design calculations and construction drawings to the Engineer for approval at least 3 week(s) prior to the start of construction. The construction drawings shall indicate the spacing, location, diameter, and depth of the VDSCs installation points to achieve the performance criteria outlined in this specification. C. Specialty Geotechnical Contractor shall submit the superintendent's qualifications. D. Specialty Geotechnical Contractor shall submit the FQCR qualifications. E. Specialty Geotechnical Contractor shall submit qualifications of the Testing Agency that will be responsible for the CPT testing for performance verification. F. The Specialty Geotechnical Contractor shall submit certification that their (or design subconsultant), Errors and Omissions design insurance policy has a minimum coverage of $2,000,000 per occurrence. G. Daily Progress Reports — The Specialty Geotechnical Contractor shall furnish a complete and accurate record of installation to the Engineer in the form of Daily Progress Reports. The VDSC daily log shall include a recording of probe number, start/finish time of probe, depth of treatment, average lift thickness, final elevations of the base and top of aggregate piers, approximate backfill quantities and indication of relative work energy increases. The format and data entry is to be submitted for review and approval by the Engineer. The records shall also indicate the type and size of the densification equipment used. H. The Specialty Geotechnical Contractor shall furnish the Engineer with a description of the installation equipment, installation records, complete test ZJ data and recommended design parameter values based on the modulus load test results. The report shall be prepared under supervision of a Professional Engineer registered in the State of California. I. The Specialty Geotechnical Contractor shall immediately report any unusual conditions encountered during installation to the Engineer. Any change in the predetermined Ground Improvement program necessitated due to a change in the subsurface conditions shall be immediately reported and submitted to and approved by the Engineer. The Specialty Geotechnical Contractor shall submit pre- and post video/photograph surveys to the Engineer for review and approval. The pre- video/photograph survey will be submitted one (1) week before the beginning of VDSC installation. The post-video/photograph survey will be submitted at the time of the Completion Report. Intermediate video/photograph surveys will be submitted one (1) week after the Engineer's request. K. The Engineer shall review all submittals, testing, and calculations. PART 2 - PRODUCTS 2.1 MATERIALS A. Backfill: Unless otherwise stated, stone shall be used for VDSCs. The backfill stone should consist of relatively hard, angular to subangular durable rock fragments, with the size of particles in the range of 1/8 inch to 1- %2 inches. The material to be used should be approved by the Engineer. The Specialty Geotechnical Contractor shall produce evidence that the material to be used meets or exceeds the design requirements. A gradation curve of the proposed material shall be submitted for review. The backfill stone shall have a minimum Durability Index of 40 when tested in accordance with California Test Method 229. A backfill stone gradation meeting the following requirements is acceptable. Sieve Size Percentage Passing 2 inch 100 1 inch 90-100 0.5 inch 5-80 No.4 0-5 C-10 PART 3 - EXECUTION 3.1 EQUIPMENT A. Specific equipment and procedural specifications are left to the Specialty Geotechnical Contractor performing the Ground Improvement work to achieve the specified performance criteria; however, the following minimum guidelines shall be implemented. B. Specialty Geotechnical Contractor shall use a down hole vibrator using the bottom feed dry method of installation for the VDSCs. The down -hole vibrator shall be of sufficient sized and capacity to construct the VDSCs to the diameters and lengths shown on the Specialty Geotechnical Contractor's approved construction drawings and to densify the surrounding soils. An appropriate metering device shall be provided at such a location that inspection of pressure build-up may be verified during the operation of the equipment. Metering device may be an ammeter, or a RPM meter directly indicating the performance of the vibrator tip of the eccentric. Complete equipment specifications shall be submitted to the Engineer prior to commencement of the field work. The probe and follower tubes shall be of sufficient length to reach the elevations shown on the plans. The probe shall be capable of penetrating to the required tip elevation. The probe and follower tubes shall have visible markings at 1 -foot increments to enable measurement of penetration and re -penetration depths. 3.2 PRESERVATION OF PROPERTY A. The Specialty Geotechnical Contractor shall take special measures to preserve existing property. Such property includes existing utilities, improvements, structures, and facilities. Such property and surrounding area shall be video/photographed before and after construction. Pre-video/photograph surveys will be submitted prior to construction and Post-video/photograph surveys will be submitted as part of the completion reports. If during construction activities conditions occur that additional video/photograph surveys are warranted to document concerns, the Specialty Geotechnical Contractor will conduct additional video -photograph surveys when requested by the Engineer. B. The Specialty Geotechnical Contractor shall conduct VDSCs operations in a manner which minimizes ground subsidence. C. The Specialty Geotechnical Contractor is responsible for damage caused by the installation of VDSCs. D. If existing property that is not subject to demolition is within 100 ft of the VDSCs work area, a relevant inspection and examination, and documentation, C -ll of that property shall be performed prior to initiating work. The property must also be monitored during any work within 100 ft of the structure. In addition, a minimum of two equally spaced intermittent monitoring points shall be established between the work area and identified buildings. E. The Specialty Geotechnical Contractor shall perform elevation and vibration monitoring of existing structures or utilities during performance of any VDSCs within 100 feet of such structure or utility. At a minimum the Specialty Geotechnical Contractor will establish monitoring points at 5 and 25 feet from the structure or utility and at two other equally spaced points between the structure/utility and the location of the VDSCs. If any settlement is observed within 25 feet of such a structure/utility or if peak particle velocity exceeds 0.5 inches per second 25 feet or less from such a structure/utility, the Contractor will be directed to discontinue work in order to assess potential impacts and if necessary the Specialty Geotechnical Contractor in conjunction with the Engineer will determine if an alternate procedure to avoid additional settlement is warranted. 3.3 SITE PREPARATION, LAYOUT OF WORK, AND HOUSEKEEPING A. The General Contractor shall provide a firm base on which the Specialty Geotechnical Contractor can operate his equipment. B. The General Contractor shall provide access and maintenance thereof, for the Specialty Geotechnical Contractor's equipment, work force, and delivery of materials to the work site. The Specialty Geotechnical Contractor is responsible for the maintenance of his equipment. C. After the stripping, utility relocation and initial rough grading of the treatment area, the General Contractor shall accurately lay out the limits of ground treatment in accordance with approved drawings for the Specialty Geotechnical Contractor. D. The general configuration of VDSCs (i.e., spacing and pattern) shall be as shown on the approved drawings. E. The Specialty Geotechnical Contractor shall comply with any SWPPP plans and requirements for the project. In addition, the Specialty Geotechnical Contractor shall ensure that waste materials, including installation water and spoil from the VDSCs operations shall be contained within the construction area. The containment system shall be reviewed Engineer. The Specialty Geotechnical Contractor shall make periodic inspections of the containment system. As needed, repairs and modifications to the containment system shall be performed by the Specialty Contractor. C-12 F. All equipment shall be inspected twice daily and maintained free or leaks. If leaks are discovered, all installation operations are to be shut down until repairs are completed. G. Fueling and repairs (where practical) are to be completed in an area away from the VDSC work so as not to inadvertently introduce contaminants into the subsurface soils. The handling of fueling and repairs are to be performed in conjunction with the requirements of the project's SWPPP. All major repairs/re-building of equipment shall be completed off site. 3.4 INSTALLATION AND PROCEDURES A. The dry bottom feed method of construction is required for all VDSCs. B. The Vibrator shall be lowered to the design depth and stone delivered through the tremie system as necessary. C. All columns shall be vibrated by displacement to the predetermined depth of treatment. Excavation with augers to install the columns is not permitted. D. Prior to the installation of production stone columns, a minimum of ten test columns shall be installed to demonstrate that the contractor's equipment and methods meet the project requirements. The test columns will be incorporated into the treatment area and will be installed at locations determined by the Engineer. E. After penetration to the treatment depth, slowly retrieve the vibrator in 1 to 2 foot increments to allow backfill placement. F. Re -penetrating the vibrator into the treated depth shall be attempted at approximately 2.0 to 3.0 feet intervals to observe resistance to penetration and pressure/amperage build-up. During re -driving, the tip shall penetrate to within 2 feet of the previous re -penetrating depth. G. Compact the backfill in each lift by re -penetrating it at least twice with the horizontally vibrating probe so as to density and force the stone radially into the surrounding in-situ soil. Re -penetrate the stone in each increment a sufficient number of times to develop a significant increase in amperage. H. Amperage build-up and backfill quantities will be contingent upon the type of vibrator used and procedures. Prior to commencement of work, the Specialty Geotechnical Contractor shall discuss the equipment capabilities with the Engineer to determine if trial probes will be necessary. I. The center of each VDSC shall be within six inches of the plan locations of the VDSC as shown on the approved set of construction drawings prepared by C-13 the Specialty Geotechnical Contractor. The final measurement of the top of stone columns shall be the lowest point on the aggregate in the last compacted lift. Stone columns installed outside of the above tolerances and deemed not acceptable by the Engineer shall be rebuilt at no additional expense to the City. 3.5 FIELD QUALITY CONTROL A. Following soil improvement, one CPT sounding shall be completed per 3000 square feet) of treatment area. The CPTs shall be located midway between adjacent Stone Columns. Each CPT shall terminate at -40 feet MLLW. The CPTs shall be completed no earlier than 10 days following soil improvement. CPTs shall be performed in accordance with ASTM 5778. As a minimum, CPTs (ASTM D 5778) shall be located no farther than 25 feet from the edge of the area of treatment, or as directed by the Engineer, along the proposed alignment of the ground improvement. B. All CPT testing to determine the specification compliance will be provided by independent Testing Agency hired by the Specialty Geotechnical Contractor, and approved by the Engineer. CPT data in digital form shall be submitted to the Engineer for review at the close of each working day. C. The Engineer will provide site observation to ensure performance of the VDSCs work. This observation may include the following: observance of the Specialty Geotechnical Contractor's procedures, recording of backfill quantities, and recording of work energy information. The Specialty Geotechnical Contractor's FQCR will prepare and maintain daily records concerning the VDSCs installation operations. The FQCR will provide the Engineer with daily reports concerning VDSCs operations for his review. D. A sample of the type of backfill (aggregate) material shall be submitted to the Engineer for a grain size distribution analysis to establish the suitability. The cost of the analysis will be borne by the Specialty Geotechnical Contractor. E. If the results of the CPTs do not meet the criteria established in this specification, additional Ground Improvement and CPTs verification testing tests will be required at no additional expense to the Engineer/City until the requirements of GROUND IMPROVEMENT PERFORMANCE CRITERIA are met. F. The Specialty Geotechnical Contractor shall perform elevation and vibration monitoring of existing structures or utilities during performance of any VDSCs within 100 feet of such structure or utility. At a minimum the Specialty Geotechnical Contractor will establish monitoring points at 5 and 25 feet from the structure or utility and at two other equally spaced points between the structure/utility and the location of the VDSCs. If any settlement C-14 is observed within 25 feet of such a structure/utility or if peak particle velocity exceeds 0.5 inches per second 25 feet or less from such a structure/utility, the Contractor will be directed to discontinue work in order to assess potential impacts and if necessary the Specialty Geotechnical Contractor in conjunction with the Engineer will determine if an alternate procedure to avoid additional settlement is warranted. G. The Engineer shall review and approve all reports and CPT testing results. 3.6 QUALITY CONTROL A. Inspections All VDSC operations shall be performed under the inspection of the FQCR. 2. Monitoring and logging of VDSC operations for production work shall be done by the FQCR. 3. The FQCR will provide site inspection to evaluate performance of the VDSC work. This inspection may include the following: recording of VDSCs rip elevation, observance of the Specialty Geotechnical Contractor's procedures, and recording of compaction energy information. 4. The Specialty Geotechnical Contractor shall provide access to the FQCR to observe the work, and to take samples, measurements and tests as necessary for quality control purposes. B. Construction Records: The Specialty Geotechnical Contractor shall keep daily records of the treatment completed and shall submit signed copies of the records to the Engineer within two working days. The Engineer shall review and approve all submitted records. The records shall show: Stone Column identification number. 2. Date. 3. Elevation of top and bottom of each Stone Column. 4. Quantity of gravel placed in each Stone Column. 5. Estimate of ground heave or subsidence. 6. Vibrator power consumption during penetration and compaction. C-15 7. Time to penetrate and time to form each Stone Column. 8. Detailed documentation of obstruction, delays and any unusual ground conditions. 9. Record Drawings showing specific Stone Column locations, identification numbers and estimated depths. C. Progress and Completion Reports The Specialty Geotechnical Contractor shall have a full-time FQCR to verify and report all QC installation procedures. The Ground Improvement contractor shall immediately report any unusual conditions encountered during installation to the Engineer, the General Contractor, and the Testing Agency. The QC procedures shall include the preparation of Progress Reports completed during each day of installation and containing the following information. a. VDSCs locations. b. VDSCs length and effective diameter. C. Planned and actual elevations at the top and bottom of the stone column. d. Relative work energy increases for VDSCs. e. Depth to groundwater, if encountered. f Documentation of any unusual conditions encountered. g. Type and size of equipment used. 2. At the completion of the installation of the VDSCs, The Specialty Geotechnical Contractor shall submit a completion report prepared by the FQCR that summarizes the completed work including means and methods, as -built locations of VDSCs, elevations of treatment at each VDSCs, length and effective diameter of VDSCs, and volume of stone used. In addition, the report will include the copies of the progress reports and CPT test results. Reporting of CPT test results will include locations of CPT sound, whether or not the CPT is pre- or post treatment, date and time of CPT test, and any CPT test result interpretations. Lastly, the report will verify that the design criteria for the project have been satisfied. Engineering analyses and calculations stamped by a Professional Engineer registered in the State of C-16 California will be presented in the completion report to verify that the project design criteria have been satisfied. The Engineer shall review and approve all progress and completion reports PART 4 - MEASUREMENT AND PAYMENT 4.1 MEASUREMENT A. Work will be measured by plan area of project footprint where Ground improvement is installed. Additional Ground Improvement beyond the limits shown on the plans shall not be installed without prior approval of the Engineer/City. Ground Improvement shall be performed in accordance with the type of treatment required: Minimum area of VDSCs treatment and depth below project footprint area shall be as specified on the Drawings. 4.2 PAYMENT A. The accepted work will be paid for at the contract price based on the following pay item. Pay Item Pay Unit Vibro-Displacement Stone Columns Square Foot Payment will be based on the project footprint area for Ground Improvement by VDSCs as installed. Minimum area and depth to be treated shall be as specified on the Drawings. 2. No separate payment will be made for the Testing Agency and CPT testing. This work will be considered subsidiary to the Ground Improvement by VDSCs work. No separate payment will be made for the Testing Agency and CPT testing. This work will be considered subsidiary to the Ground Improvement by VDSCs work. In addition, the pay unit includes all costs related to the installation and construction of VDSCs included but limited to all import and export of displaced soils, mobilization and demobilization of equipment, site grading required to establish finished subgrade elevations within the ground improvement areas, surveys including video/photograph, monitoring of structures, disposal of materials, meetings, coordination, and reporting, work associated with the installation of VDSCs including materials for the construction of VDSCs and equipment. C-17 SHEET -PILE AND GUIDE -PILE CALCULATIONS MARINA PARK PROJECT NEWPORT BEACH, CALIFORNIA August 7, 2008 Depth(ft) 0 -5 -10 -15 -20 -25 -30 -35 -40 0 1 ksf aShoringSulte> CIVILTECH SOFTWARE USA www.civiltechsoftware:com Licensed to DBN TerraCosta Consulting Group Date: 8/612008 File Name: UNTITLED Wall Height=21.0 Pile Diameter=1.0 Pile Spacing=1.0 ACTIVE SPACE: Z depth Spacing 1 0.00 1.00 2 21.00 1.00 SPACE: Z dt PILE LENGTH: Min. Embedment=15.93, Min. Pile Length=36.93 MOMENT IN PILE: Max. Moment=67.59 at Depth of 17.15 VERTICAL BEARING CAPACITY: Vertical Loading=0.0, Resistance=53.4, Vertical Factor of Safety=999.00 Request Embedment for Vertical Loading=0.0 Request Total Pile Length=21.0 PILE SELECTION: Request Min. Section Modulus = 34.1 in3/feet, Fy= 36 ksi = 248 MPa, Fb/Fy=0.66 -> Piles meet Min. Section Requirements: Top Deflection is shown in (In) L6 (-0.06) SPZ26 (-0.17) CZ128 (-0.17) 6M(-0.05) CZ128 (-0.17) 6H(-0.05) RZ11 (-0.18) H155(-0.19) PZ32 (-0.18) BZ20.7L (-0.17) CZ141 (-0.16) CZ148 (-0.15) 4N(-0.14) FSPZ25 (-0.15) BRACE FORCE: Strut, Tieback, Plate Anchor, and Deadman No. & Type Depth Angle Total Horiz. Vert. L free Fixed len th 1. Tieback 1.0 0.0 6.3 6.3 0.0 16.8 2.0 UNITS: Length/Depth - ft, Force - kip, Moment - kip-ft, Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in Depth(ft) 0 -5 -10 -15 -20 -25 -30 -35 40 L -45 MMIMMM"OSUCT, M, 0.30 g 0 1 ksf <ShoringSulte> CIVILTECH SOFTWARE USA www.civiitechsoftware.com Licensed to DBN TerraCosta Consulting Group Date: 8/6/2008 File Name: UNTITLED Wall Height=21.0 Pile Diameter --1.0 Pile Spacing=1.0 ACTIVE SPACE: Z depth Spacing 1 0.00 1.00 2 21.00 1.00 PASSIVE SPACE: Z 1 PILE LENGTH, Min. Embedment=16.62, Min. Pile Length=37.62 MOMENT IN PILE: Max. Moment=83.22 at Depth of 16.62 VERTICAL BEARING CAPACITY: Vertical Loading=0.0, Resistance=54.7, Vertical Factor of Safety=999.00 Request Embedment for Vertical Loading=0.0 Request Total Pile Length=21.0 PILE SELECTION: Request Min. Section Modulus = 42.0 in3/feet, Fy= 36 ksi = 248 MPa, Fb/Fy=0.66 -> Piles meet Min. Section Requirements: Top Deflection is shown in (in) 4N(-0.17) FSPZ25 (-0.18) PZ38 (-0.18) BZ26 (-0.15) AZ26 (-0.12) H175(-0.16) PZ35 (-0.14) H215(-0.13) BZ32 (-0.12) FSPZ32 (-0.13) PZ40 (-0.10) 5RU3 (-0.14) AZ36 (-0.08) BZ37 (-0.11) BRACE FORCE: Strut, Tieback, Plate Anchor, and Deadman No. & Type Depth Angle Total Horiz. Vert L free Fixed Length 1. Tieback 1.0 0.0 9.4 9.4 0.0 1 F A a n Depth(ft) 0 5 10 15 20 25 30 35 -40 0 1 ksf 45 1 1 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiitechsoftware.com T Licensed to DBN TerraCosta Consulting Group Date: 8/4/2008 File Name: UNTITLED Wall Height=22.0 Pile Diameter -1.0 Pile Spacing=1.0 ACTIVE SPACE: Z depth Spacing 1 0.00 1.00 2 22.00 1.00 PASSIVE SPACE: Z depth Spacing 1 22.00 1.00 PILE LENGTH: Min. Embedment=16.53, Min, Pile Length=38.53 MOMENT IN PILE: Max. Moment=76.23 at Depth of 17.94 VERTICAL BEARING CAPACITY: Vertical Loading=0.0, Resistance=55.6, Vertical Factor of Safety=999.00 Request Embedment for Vertical Loading=0.0 Request Total Pile Length=22.0 PILE SELECTION: Request Min. Section Modulus = 25.4 in3/feet, Fy= 36 ksi = 248 MPa, Fb/Fy=1 -> Piles meet Min. Section Requirements: Top Deflection is shown in (in) SZ222 (-0.29) SZ24 (-0.27) SZ24A (-0.25) SZ25 (-0.26) CZ114RD (-0.24) 3N(M) (-0.28) PZ27 (-0.26) PLZ23 (-0.23) BZ16.4 (-0.26) RZ10 (-0.28) 134N(-0.26) PZ27 (-0.25) BZ17 (-0.26) SPZ23 (-0.23) BRACE FORCE: Strut, Tieback, Plate Anchor, and Deadman No. & Type Depth Angle Total Horiz. Vert, L free Fixed Length 1. Tieback 1.0 0.0 6.8 6.8 0.0 17.6 2.2 Depth(ft) 5 X10 15 -20 -25 -30 -35 -40 -45 L Marina Park i Seawall LoadingWith H 20 0 1 ksf <Shodn9Suite> CIVILTECH SOFTWARE USA wmv.civiltechsoftware.com Licensed to DBN TerraCosta Consulting Group Date: 8!6/2008 File Name: C:\Project Files\2500-2599\2573 Marina Park\mp10.sh8 Wall Height=22.0 Pile Diameter -1.0 Pile Spacing=1.0 ACTIVE SPACE: Z depth Spacing 1 0.00 1.00 2 22.00 1.00 PASSIVE SPACE: 1.00 PILE LENGTH: Min. Embedment=16.55, Min. Pile Length=38.55 MOMENT IN PILE: Max. Moment=76.79 at Depth of 17.90 VERTICAL BEARING CAPACITY: Vertical Loading=0.0, Resistance=55.6, Vertical Factor of Safety=999.00 Request Embedment for Vertical Loading=0.0 Request Total Pile Length=22.0 PILE SELECTION: Request Min, Section Modulus = 25.6 in3/feet, Fy= 36 ksi = 248 MPa, Fb/Fy=1 -> Piles meet Min. Section Requirements: Top Deflection is shown in (in) SZ222 (-0.29) SZ24 (-0.27) SZ24A (-0.26) SZ25 (-0.26) CZ114RD (-0.24) 3N(M) (-0.29) PZ27 (-0.26) PLZ23 (-0.24) BZ16.4 (-0.27) RZ10 (-0.28) 134N(427) PZ27 (-0.26) BZ17 (-0.26) SPZ23 (-0.23) BRACE FORCE: Strut, Tieback, Plate Anchor, and Deadman No. &_Type Depth Angle Total Horiz Vert L free Fixed Length 1. Tieback 1.0 0.0 7.1 7.1 0.0 178 9 1 Depth(ft) 0 5 10 15 20 25 30 35 40 0 45 Licensed to DBN Date: 816/2008 Wall Height=22.0 Marina Park +10 Seawall 0. 1 ksf <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltachsoftware.com TerraCosta Consulting Group File Name: C:iProject Filest2500-2599\2573 Marina Park\3g.sh8 Pile Diameter=1.0 Pile Spacing=1.0 ACTIVE SPACE: Z depth Spacing 1 0.00 1.00 PASSIVE SPACE: Z depth Spacing 1 22.00 1.00 PILE LENGTH: Min. Embedment=17.36, Min. Pile Length=39.36 MOMENT IN PILE: Max. Moment=95.41 at Depth of 17.39 VERTICAL BEARING CAPACITY: Vertical Loading=0.0, Resistance=57.2, Vertical Factor of Safety=999.00 Request Embedment for Vertical Loading=0.0 Request Total Pile Length=22.0 PILE SELECTION: Request Min. Section Modulus = 48.2 in3/feet, Fy= 36 ksi = 248 MPa, Fb/Fy=0.66 -> Piles meet Min. Section Requirements: Top Deflection is shown in (in) BZ26 (-0.18) AZ26 (-0.15) H175(-0.19) PZ35 (-0.17) H215(-0.15) 8232 (-0.15) FSPZ32 (-0.15) PZ40 (-0.12) 5RU3 (-0.16) AZ36 (-0.10) BZ37 (-0.13) FSPZ38 (-0.12) BZ42 (-0.11) FSPZ45 (-0.10) BRACE FORCE: Strut, Tieback, Plate Anchor, and Deadman No. & Type Depth —Angle Total Horiz. Vert. L free Fixed Length 1. Tieback 1.0 0.0 10.3 10.3 0.0 17.6 3.3 All m� w @ a 0 pEa �w Nim O M J a z w o_ °a lV tp c wpm@� o ma $i ijaav aQ W 0 tit �p @ N. a L '•cYY o.E O F NNa �9 0:�0pcc 3 P 6 6 Z Q F ZTI O O n m5� _ a pQ Pyymm m=y N ANN N2VNN�- Q Nm N a i' G h�omoMn Y* N o000oO OOOOOO ��'y i9 n_ LL Nva c C @ N Z .O. 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C GZ+N Oa)M W IpMm:'p O(SIM W bMEI vat c� y 1-F-29ESd-O,��>m yK` O�oio ai ai0 iEiS'aov 5pm 0�0v0aim mJmOudS 'S.oEwaw p� r 'NE p�mt�i C`.O O ar E p p� O u- N N J a NN O N m� 2p22.at Fi 2i12 on�Edooc.=.=iii `� a ao'. u`�pp ww.'3Jw�op drop DESIGN REVALIDATED BY CHANGE 1 SEPTEMB6 Section 7. LATERAL LOAD CAPACITY 1. DESIGN CONCEPTS. A pile loaded by lateral thrust and/or moment at its top, resists the load by deflecting to mobilize the reaction of the surround- ing soil. The magnitude and distribution of the resisting, pressures are a function of the relative stiffness of pile and soil. Design criteria is based on maximum combined stress in the piling, allow- able deflection at the top or permissible bearing on the surrounding soil.. Although 1/4 -inch at the pile top is often used as a limit, the allowable lateral deflection should be based on the specific requirements of the structure. 7.2-234 2. DEFORMATION ANALYSIS - SINGLE PILE. a. General. Methods are available (e.g., Reference 9 and Reference 31, imensional Solutions for Laterally Loaded Piles. with Soil Modulus Assumed Proportional to Depth, by Reese and Matlock) ror computing lateral pile load -deformation based on complex soil conditions and/or non-linear soil stress -strain relationships. The CAM 622 computer program (Reference 32, Laterally Loaded Piles: Program Documentation, by Reese) has been documented and is widely used. Dse o£ these methods should only be considered when the soil stress -strain properties are well understood. Pile deformation and stress can be approximated through application of several simplified procedures based on idealized assumptions. The two basic approaches presented below depend on utilizing the concept of coeffi- cient of lateral subgrade reaction. It is assumed that the lateral load does not exceed about 1/3 of the ultimate lateral load capacity. b. Granular Soil and Normally to Slightly Overconsolidated Cohesive Soils. Pile deformation can be estimated assuming that the coefficient of subgrade reaction, Kh, increases linearly with depth in accordance with: fz Kh - D where: Kh - coefficient of lateral subgrade reaction (tons/ft3) f - coefficient of variation of lateral subgrade reaction (tons/ft3) z - depth (feet) D = width/diameter of loaded area (feet) Guidance for selection of f is given in Figure 9 for fine-grained and coarse-grained soils. c. Heavily Overcoasalidated Cohesive Soils. For heavily overconsoli- dated hard cohesive soils, the coefficient of lateral subgrade reaction can be assumed to be constant with depth. The methods presented in Chapter 4 can be used for the analysis; k varies between 35c and 70c (units of force/length3) where c is the drained shear strength. d. Loading Conditions. Three principal loading conditions are illus- trated with the design procedures in Figure 10, using the influence diagrams of Figure 11, 12 and 13 (all from Reference 31). loading may be limited by allowable deflection of pile top or by pile stresses. Case I. pile with flexible cap or hinged end condition. Thrust and moment are applied at the top, which is free to rotate. Obtain total deflec- tion, moment, and shear in the pile by algebraic sum of the effects of thrust and moment, given in Figure 11. 7.2-235 FIGURE 9 Coefficient of Variation of Subgrade Reaction 7.2-236 70 60 50 404 N O I 2 50H w a o 0 FIGURE 9 Coefficient of Variation of Subgrade Reaction 7.2-236 I FIGURE 9 Coefficient of Variation of Subgrade Reaction 7.2-236 CASE I. FLEXIBLE CAP, ELEVATED POS(TION CONDITION Low SNE GROUNDPT DESIGN PROCEDURE FOREAC i PULE+ P = PT FOR DEFINITION OF FOPAMETERS SEE FIGURE 12 L COMPUTE RELATIVE STIFFNESS FACTOR. T _ ( }I )1/5 H M ' PH SE E:T CURVE FOR PROPER W FIGURE i t 2 AR TL-- . M 3. OBTAIN 005FFICI&M FS^I.FV ATDEPMS DESIRED. 4. OMVM OEPLW(ION,MOMEWT AND SHEM AT p OEMEDD DEPTHS USING FORMULAS OFFIWRE /1. L NOTE= Y' VARIES FROM FIGURE 9 OND CDNVERT To LB/Wd3 n = NUMBER OF PILES DEFLECTED POSITION CASE X. PRES WITH RIGID CAP AT GROUND SURFACE PT P L PROCEED AS W STEP I,CASE1. 2 CUTE DEFLECTION AND MOI WT AT DESIRED OEP M USING COEFFICIENTS 1%.FM Alm T FORMULAS OF FIGURE 12. P 3. MA]OMUM SHEAR OCCURS AT TOP OFPILE _ T AND GXWS P e P IN EACH PILE. L n CASE 311. RIGID CAP, ELEVATED POSITION PT DEFLECTED POSMON , 1. ASSUME A HINGE AT POINT A WITH A BALANgNG q MOMENT M APPLIED AT POU+TT A. Z COMPUTE SLOPE 82 ABOVE GRDUIIO AS A FUNCTION 1 OF M FROM CHARACMISTICS OF �. i 3. COMPUTE SLOPE 81 FROM SLOPE CMFFTCIEHTS OF FIGURE 0 AS FOLLOWS= H 82 81=F49(P=2)+�FB(MT p / M 4. EQUATE 81 = 82 AND SOLVE FUR VALUE OF M. w p 5. IWOWIAKi YALM OF P AND M, SOLVE FOR DEFI.(3'.•i"ICN, / SHFAR,AND MOMEWT AS IN CASE Y. L L P M N07E 1 IF GROUND SIAAGE AT PILE LOCATION IS INCLINED, I= PTAKEH BY EACH PILE IS PWWORTIONALTo Y/No. t FIGURE 10 Design Procedure for Laterally Loaded Piles 7.2-237 7.2-238 �/ia■■■■SUN/�a![■■S'i� ■///ESU!/.■ii:"!�. ;,,• ..>>. : San%���on sons014/ii//!/■ ■NNlilNS■■■EN■■■■AM2M ENSU!/.!/M■/!!■E!■Ltim mamma////■■SEEN/!/ WE -, ■U■NU■NN■NNSSNSSUSSLISm ■NENNsNlSNS/olNossomSil of ENSNU/�/■SNSS■■■■■■■511 ■ ■■N■■NNSS!■/N■1l ■ . , ■Noll small ■..,mill ■■■A 3 on NNN\S NlUNS!■N/NUN/SNSI IN 11111111 a man i iiii iiiiiiiiii ii i i� om ■/■/N!/N/NE!■Nmeliiimm r N■SUU■■SlSNSN■ ■NN■NU/!■NE!■■/!u!■■xm //Emma!!/NENaENNINiwm SNS//N.USNNNNSaS ■� .Sall ■ENc /I■ / r . NOWEENNi ■■Sts FIGURE 13 Slope Coefficient for Pile with Lateral Load or Moment 7.2-240 Case I1. Pile with rigid cap fixed against rotation at ground sur- face. Thrust is applied at the top, which must maintain a vertical tangent. Obtain deflection and moment from influence values of Figure 12. Case III. Pile with rigid cap above ground surface. Rotation of pile top depends on combined effect .of superstructure and resistance below ground. Express rotation as a function of the influence values of Figure 13 and determine moment at pile top. Knowing thrust and moment applied at pile top, obtain total deflection, moment and shear in the pile by algebraic sum of the separate effects from Figure 11. 3. CYCLIC LOADS. Lateral subgrade coefficient values decrease to about 251 the initial value due to cyclic loading for soft/loose soils and to about 50X the initial value for stiff/dense soils. 4. LONG-TERM LOADING. Long-term loading will increase pile deflection cor- responding to a decrease in lateral subgrade reaction. To approximate this condition reduce the subgrade reaction values to 25% to 50% of their initial value for stiff clays, to 20X to 30% for soft clays, and to 80% to 90% for sands. 5. ULTIMATE LOAD CAPACITY - SINGLE PILES. A laterally loaded pile can fail by exceeding the strength of the surrounding soil or by exceeding the bending moment capacity of the pile resulting in a structural failure. Several met- hods are available for estimating the ultimate load capacity. The method presented in Reference 33, Lateral Resistance of Piles in Cohesive Soils, by Broms, provides a simple procedure for estimating ultimate lateral capacity of piles. 6. GROUP ACTION. Group action should be considered when the pile spacing in the direction of loading is less than 6 to 8 pile diameters. Group action can be evaluated by reducing the effective coefficient of lateral subgrade reac- tion in the direction of loading by a reduction factor R (Reference 9) as fol- lows: Pile Spacing in Direction of Loading D 4 Pile Diameter 8D 6D 4D 3D •7.2-241 Subgrade Reaction Reduction Factor R 1.00 0.70 0.40 0.25 0- 5 5 A PaKllmauWa,w I�OOo� Relative Density, D, (Percent) Figure 9. Pile Cross -Coupling Stiffness, YGG Figure 10. Recommendations for Coefficient f for Sands (Note: 1 LS/IN3 - 0.27 H/cm3) he authors. This recommendation and results of the correlation for clay are shown in Figure 11. Only the upper five ismeters of soils (soil type and ground ater) need to be considered In usage of the presented design charts. Limitations of &,mroach. There are weral simplifying assumptions in the presented approach. The coefficient f is not an intrinsic soil parameter. The scommendations for f presented in Figures 3 and 11 are appropriate for piles in cypioal highway bridge foundations (i.e. smaller piles). Furthermore, the embedment ffect has not been tarn into account in sae procedure. Therefore the recommenda- Uous are oonservative and appropriate for shallow embedment conditions (say less than feet or 1.5 m). Although correlations for the coefficient f can be conducted for other conditions 's.g. larger piles and bigger embedment apthe), the additional complexity negates -as merits of the use of simplified linear elastic solutions. For such cases, cos- --ater solutions, which can readily accomo- its nonlinear effects and more general _Sandary conditions, are recommended. g w eased on correlation of nonlinear we Solutions usinngq Natlock's Sort clay ® criteria t197o) 4t® t(> wP � S �e o W C Rammaw in OnfWdcn ktda N (1) mah baPoe () Ford PDNted Relative Density, D, (Percent) Figure 9. Pile Cross -Coupling Stiffness, YGG Figure 10. Recommendations for Coefficient f for Sands (Note: 1 LS/IN3 - 0.27 H/cm3) he authors. This recommendation and results of the correlation for clay are shown in Figure 11. Only the upper five ismeters of soils (soil type and ground ater) need to be considered In usage of the presented design charts. Limitations of &,mroach. There are weral simplifying assumptions in the presented approach. The coefficient f is not an intrinsic soil parameter. The scommendations for f presented in Figures 3 and 11 are appropriate for piles in cypioal highway bridge foundations (i.e. smaller piles). Furthermore, the embedment ffect has not been tarn into account in sae procedure. Therefore the recommenda- Uous are oonservative and appropriate for shallow embedment conditions (say less than feet or 1.5 m). Although correlations for the coefficient f can be conducted for other conditions 's.g. larger piles and bigger embedment apthe), the additional complexity negates -as merits of the use of simplified linear elastic solutions. For such cases, cos- --ater solutions, which can readily accomo- its nonlinear effects and more general _Sandary conditions, are recommended. g w eased on correlation of nonlinear we Solutions usinngq Natlock's Sort clay ® criteria t197o) 4t® t(> wP � S �e o W C Rammaw in OnfWdcn ktda N (1) mah baPoe () Ford PDNted (3) maaockl San Omy Cm eroSa (I) I4.& PaHd Daccdoe D 0. 1. 2. 3. 4. 5. Cohesion (kst) Comparison to Caltrans Practice. The Figure 11. Recommendations of move procedure can be compared to the Coefficient f for Clays ,.ractice adopted by Caltrans. In Caltrans (Note: i LS/IN3 - 0.27 H/cm3) ird bridge Engineering Conference, Denver, Colorado, March 10-13, 1991 .,r more information, contact Earth Mechanics, Inc., Fountain valley, CA 714) 848-9204 Project No. 2573 October 18, 2013 Geotechnical Engineering Ceasmi Engineering Ms. Iris Lee Maritime EngmeeHng CITY OF NEWPORT BEACH Public Works Department 3300 Newport Boulevard Newport Beach, California 92663 ADDENDUM NO. 1 REVISED FINAL GEOTECHNICAL REPORT MARINA PARK DEVELOPMENT NEWPORT BEACH, CALIFORNIA Dear Ms. Lee: Based our various conversations with Jon Hughes and the design team, TerraCosta Consulting Group, Inc. (TCG) is pleased to provide this addendum to our September 6, 2013, revised report titled "Final Geotechnical Report" for the subject project. BACKGROUND The purpose of this addendum is to revise the recommended minimum depth of embedment of the structural mat foundations that was inadvertently omitted in the final report, provide recommendations concerning site preparation as it pertains to construction of foundation systems, provide additional background information concerning vapor barrier systems beneath slabs and mats, and present the sulfate test results that were inadvertently omitted in our final report (Appendix A). DISCUSSION A conference call was held October 14, 2013 with selected members of the design team to discuss the vapor retarding system to be used beneath the proposed mat and slab foundation systems. Issues discussed included the use of a sand layer above and below the vapor retarding barrier. 3890 Murphy Canyon Road, Suite 200 A San Diego, California 92123-4450 A (858) 573-6900 voice A (858) 573-8900 fres vv w.terracostaxom Ms. Iris Lee October 18, 2013 CITY OF NEWPORT BEACH Page 2 Project No. 2573 From a geotechnical perspective, the component of the vapor retarding barrier most germane was the use of a sand layer beneath the intended barrier. Central to the question was whether or not a sand layer was needed given that the subgrade soils at the site already consist of clean sands. The primary geotechnically related functions of the material placed beneath the vapor barrier are the creation of a capillary barrier and to provide a layer for support and protection of the placed barrier. No recommendation concerning the use of a vapor barrier or slab underlayment was provided in our final geotechnical report. Review of the literature suggests a varied practice, as it pertains to the use of vapor barriers. For example, in ACI's "Guide for Concrete Slabs that Receive Moisture - Sensitive Flooring Materials (ACI 302.2R-06), the various components of the vapor retarding system are discussed. ACI provides guidance as to the use of the system, but does not provide specific recommendations. In addition, ACI uses the term "granular material" without specific requirements for "granular material." In addition to ACI 302.2R-06, ASTM provides a standard of practice for the installation of water vapor retarders used in contact with earth or granular fill under concrete slabs. This standard of practice is E 1643. In our review of ASTM E 1643-98 and E 1643-11, we note a significant difference between E 1643-98 and E 1643-11. In E 1643.98, details concerning the utilization of the components of the vapor retarding system, including a discussion concerning the use materials above and below the vapor retarder itself, are presented. Such details and information have been removed from E 1643-11, with the reader being directed to ACI 302.2R-06. In an effort to assess the standard of practice in California concerning slab underlayments and the use of vapor retarding barriers, the California Geotechnical Engineers Association (Ca1Geo previously known as CGEA), in 2007, issued a findings report that summarized the results of a literature search and industry survey concerning slab -on - grade underlayments. A copy of that report is provided in Appendix B. Salient aspects of their report are as follows: 1. In general, geotechnical engineers have been providing some information concerning slab underlayment. However, not every geotechnical firm provides recommendations concerning slab underlayment. M 5\2573W733 L00 City Newport Beeth Final Geotwh Rpt Addend= l.doc Ms. Iris Lee CITY OF NEWPORT BEACH Project No. 2573 October 18, 2013 Page 3 2. The general consensus of the committee was that geotechnical engineering academics or the geotechnical engineering profession is not the source for slab underlayment design, code requirements, or construction guidance. This does not mean that the profession has shied away from discussing, commenting, or providing recommendations. However, the committee held the strong opinion that geotechnical engineering reports should include a statement that the geotechnical engineering professional was not an expert in the field of moisture vapor transmission. As such, the committee provided suggested language for inclusion in reports as it pertains to the context of their discussions, comments, and recommendations pertaining to the field of moisture vapor transmission. The general consensus from the conference call was to use 2 inches of sand above and below the vapor barrier. As for placing the 2 inches of sand below the vapor retarder, the consensus was to provide a protective layer to mitigate punching through the barrier and to provide a contingency in case local conditions warranted a sand layer when none was present. In addition, during the conference call, TCG suggested that there may be some benefit for using a graded granular layer, such as a small -sized gravel, to help stabilize the subgrade soils, as they were comprised of clean sands that could become unstable and shift during construction. Additional discussion ensued concerning the need for guidance pertaining to maintaining subgrade stability in the native subgrade soils during construction of the mat foundations. In order to provide additional context for the recommendations presented in this addendum, the following discussion is provided. The near -surface soils at the site are comprised of sands having fines contents less than 8% (SP and SP -SM according to the Unified Soil Classification System). These soils are like most sands experienced by people at the beach. Due to their cohesionless nature and poor gradational characteristics, the bearing capacity of these soils at the ground surface depends on the level of lateral confinement and their moisture content. When dry, these soils have little bearing capacity, as evidenced by the difficulty of walking across a dry sandy beach. However, with increased moisture, these types of soils provide firm and stable surfaces. Other factors that impact surface stability include fines content and gradational characteristics. For example, a well -graded soil can be more stable at the ground surface due to the interlocking of soil particles. As such, the potential impact to K: 5S 5MVM L07 City Newport Bead.ldoal Geo[edi Rp[Addendum 1. doe Ms. Iris Lee October 18, 2013 CITY OF NEWPORT BEACH Page 4 Project No. 2573 the project is that the near -surface soils may provide a working surface that is prone to disturbance and surficial bearing capacity failures due to foot traffic. Such behavior could affect the construction of foundation systems owing to the disturbance of the underlying subgrade soils due to construction activities, including foot traffic. Such consequences can occur even if the soils were recompacted to project specifications due to modification of near -surface strength characteristics associated with loss in soil moisture. As such, precautions should be taken to help mitigate potential loss in subgrade surface stability. Such precautions include, but are not limited to: 1. Limiting the length of time that excavations are left open prior to the placement of steel reinforcement and concrete. 2. Maintaining soil moisture such that soils remain damp. 3. Careful walking and limitation of construction foot traffic and application of other point loads. 4. Use of surface applications and sprays to retain moisture and provide added binder to hold the surface together. In addition to the concerns related to the surface stability of subgrade in foundation areas, another potential issue related to construction activities in poorly graded clean sandy soils pertains to the stability of sides of excavations. Again, strength of these soils is based primarily on soil friction; hence confinement is oftentimes necessary in maintaining the stability of the sides of the excavations, regardless of the excavation depth. In some cases, damp soils have some measure of "apparent cohesion" that can help maintain the stability of the side of an excavation. However, such stability is temporary and directly a function of soil moisture. As such, use of forms for footing and mat foundations may be prudent to help maintain the stability of the sides of foundation excavations. Given the potential for loss of stability of the surface soils comprised of on-site poorly graded sands, we developed a series of recommendations to help mitigate and lessen the impacts. It is important to point out that these recommendations only reduce the risk associated with surface stability, but cannot eliminate the risk. N:VSP3V573-3 L07 City Newport Be bFinal Gewt h Rpt Addendum td. Ms. Tris Lee October 18, 2013 CITY OF NEWPORT BEACH Page 5 Project No. 2573 RECOMMENDATIONS Minimum Mat Foundation Thickness We recommend reducing the minimum depth of embedment from 24 inches to 12 inches for mat foundations for the proposed Sailing and Community Centers, as well as for the restrooms and other small buildings. As such, this recommendation supersedes the recommendations concerning minimum depth of embedment presented in Sections 7.2.1 and 7.2.2 of our September 6, 2013, Final Geotechnical Report Subgrade Treatment and Protection Measures for Foundation Construction Construction of the facilities will be taking place near a beach area along the southerly shoreline of Newport Bay. The near -surface soils are comprised of relatively clean sands (soils have a Unified Soil Classification of SP and SP -SM). In a dry state, these soils at grade and near -surface have poor bearing capacity and trench excavation stability due to their lack of fines content, their lack of particle interlocking due to uniformity in particle size, and the lack of lateral confinement. In a damp to moist condition, these soils are more stable due to the capillary stress-induced "apparent cohesion" in the soil. However, when moisture conditions become excessive, these soils approach complete saturation, capillary stress reduces to zero, and the apparent cohesion is lost. As such, their stability characteristics are highly dependent upon changes in moisture conditions. Recommended site preparation for these soils includes overexcavation and recompaction. Such preparation will temporarily stabilize the surface soils due to the effects related to the capillary stresses in the soil resulting from remoisturizing the soils. However, this effect is temporary if soil moisture levels are not maintained at as -compacted conditions due to their lack of fines content, lack of lateral confinement, and lack of interlocking. As such, these soils will revert back to their non -compacted condition if left to dry out. The potential impact to the construction process is that the surface soils will potentially become disturbed due to construction activities and excavation sides will become unstable. In order to mitigate this potential, we recommend the following: N t 5@593=3-3 LO] City Newport Beach Finai Ge tecb Rpt Add.dmn IA. Ms. Iris Lee CITY OF NEWPORT BEACH Project No. 2573 October 18, 2013 Page 6 1. We recommend that moisture conditions of the recompacted soils prepared during the general site preparation phase be maintained by sprinkling the area until the proposed foundations are to be excavated. If maintaining the moisture conditions during this interim is not feasible, then we recommend that the stability of the near -surface soils be evaluated and, if needed, the near -surface soils be remoisturized and recompacted just prior to the construction of the proposed foundations. 2. We recommend that excavations for building foundations be performed just prior to the scheduled placement of steel reinforcement and concrete. 3. We recommend that if the soils have become so dry that surface stability issues are a concern, the soils be wetted and proof -rolled to firm -up the subgrade soils prior to the placement of the vapor retarding barrier, the steel reinforcement, and the concrete. 4. As a vapor retarding barrier is proposed for the mat foundations, we recommend that this barrier be placed as soon as possible in order to help maintain moisture conditions in the soils underlying the proposed foundations. 5. Depending upon the depth of the excavations required for the proposed foundation systems, and the condition of the soils in the sides of the proposed excavations, we recommend that the contractor consider the use of formwork and/or other appropriate measures to help maintain the stability of the foundation excavations and adjacent areas. Remedial recompaction of soils adjacent to the proposed foundation excavations may be needed, depending upon the performance of the sides of excavations during construction. 6. We recommend that construction activities within the limits of the foundation excavations proceed in a careful manner so as to limit potential disturbance to the surface of the subgrade soils. 7. We recommend that the contractor consider the potential benefits of using low bearing pressure equipment, planking, and other surface pavement mats, and the use of water and/or other approved soil stabilization methods to facilitate N:125\2 M573-3 U i Ciry Newpon Beach Final GeWmb Rpt Addendum I.&o Ms. Iris Lee CITY OF NEWPORT BEACH Project No. 2573 October 18, 2013 Page 7 operations and to mitigate impacts to the disturbance of surface subgrade soils below foundation elements and flatwork, as well as to mitigate impacts to excavation trench stability. LIMITATIONS Professional judgments presented herein are based partly on our evaluation of the technical information gathered, partly on our understanding of the proposed construction, and partly on our general experience. Our engineering work and judgments rendered meet current professional standards. We do not guarantee the performance of the project in any respect nor are we responsible for the safety of construction operations and the risks associated with them. CLOSURE We appreciate the opportunity to work with you on this project. If you have any questions or require additional information, please give us a call. Very truly yours, TERRACOSTA CONSULTING GROUP, INC. US W. Ma hew W. Eckert, PhD. Director of Engineering R.C.E. 45171, R.G.E. 2316 Pio. 2316 rya MWEljg 4L Gtv Attachments_ �?'Ptr, I N:@5W?3i 573-3 L07 City Ne pm3Beaeh final Gennh Rpt Addendum I dm L A B O R A T O R Y R E P O R T Telephone (619) 425-1993 Fax 425-7917 Established 1928 CLARKSONLABORATORY AND SUPPLY I N C. 350 Trousdale Dr. Chula Vista, Ca. 91910 www.elarksonlab.eom ANALYTICAL AND CONSULTING C HEM I S T S Date: August 7, 2008 Purchase Order Number: 2573 Sales Order Number: 93846 Account Number: TERC To: *-------------------------------------------------* Terra Costa Consulting Group 4455 Murphy Canyon Road, Suite 100 San Diego, Ca 92123 Attention: Gregory Spaulding Laboratory Number: 503412 Customers Phone: 858-573-6900 Fax: 858-573-8900 Sample Designation: *-----`-------------------------------------------* One soil sample received on 08/07/08, taken on 08/07/08 from Marina Park Project# 2573 marked as HA -1 @ 2-4'. Analysis By California Test 643, 1993, Department of Transportation Division of Construction, Method for Estimating the Service Life of Steel Culverts. PH 7.0 Water Added (ml) 10 5 5 5 5 5 5 5 5 Resistivity (ohm -cm) 49000 35000 24000 18000 14000 12000 11000 13000 15000 40 years to perforation for a 16 gauge metal culvert. 52 years to perforation for a 14 gauge metal culvert. 72 years to perforation for a 12 gauge metal culvert. 93 years to perforation for a 10 gauge metal culvert. 113 years to perforation for a 8 gauge metal culvert. Water Soluble Sulfate Calif. Test 417 0.002% Water Soluble Chloride Calif. Test 422 0.00296 Laura Torres LT/ram ' SURVEY RESULTS Prepared by CGEA Board Members July (` SLAB -ON -GRADE UNDERLAYMENT LITERATURE SEARCH AND INDUSTRY SURVEY RESULTS :a Mnical lineers Association Prepared by CGEA Board Members JULY 2007 SLAB -ON -GRADE UNDERLAYMENT LITERATURE SEARCH AND INDUSTRY SURVEY RESULTS JULY 2007 INTRODUCTION For quite some time, geotechnical engineers have provided language in their reports that relate to curing of concrete slabs -on -grade, e.g. a sand cushion; mitigation of moisture transmission through the concrete slab -on -grade, e.g. a moisture vapor retarder/barrier; as well as a capillary break. To develop an understanding of the industry practice, a committee was assembled at CGEA's April 2005 annual meeting in Kauai, Hawaii to look into the relationship between the geotechnical engineering profession and current concrete slab -on -grade construction practices, specifically with regard to slab underlayment elements. In the weeks following the annual meeting a simple questionnaire was developed and a total of seven member firms offered samples of their recommendations for slab underlayment treatment. In reviewing the practice of member firms representing both northern and southern California, there was no clear consensus regarding the recommendations that geotechnical engineers should provide relative to slab -on -grade construction. Based on the interest shown by the member firms, the Board of Directors of CGEA decided to perform a comprehensive search of the related literature. The literature search was completed just before the CGEA's April 2006 annual meeting in Ojai, California. Based on the results of this literature search and the limited number of the participants in the original survey, the Board decided to extend the survey to all member firms. In October 2006, a questionnaire was sent to all member firms. A total of 50 individuals from 39 member and one non-member firms responded to this questionnaire. The results were summarized in series of tables and together with a summary of literature search conducted earlier were presented in the CGEA's April 2007 annual meeting in San Francisco, California. This presentation followed by a roundtable discussion by the conference participants. Further, a portion of attendees, who did not get a chance to participate in the October 2006 survey, contributed their comments to the database. The following presents the results of the literature search conducted on the subject as well as the results of survey participated by 70 individuals from 58 companies in northern and southern California. 2 Vapor RetarderNapor Proof Membrane ACI Manual of Concrete Practice, 2006, Part 5, Design of Slabs on Grade, ACI 360R-92, Chapter 9 Reducing the Effects of Slab Shrinkage and Curling, 9.8 Subgrade and vapor barriers. The information provided includes the following: • Vapor barriers in direct contact with the slab are discouraged because they increase slab curling as explained below. • Vapor barrier design should receive the same attention as the design of a roof membrane. The barrier should be covered with at least 3 inches of fine granular material to provide a permeable, absorptive base directly under the slab. However, using 6 inches or more of this material over the barrier will improve constructability and minimize damage. • If the subgrade is kept moist by groundwater or if the slab is placed on a wet subgrade, then this will increase upward curl. ACI Manual of Concrete Practice, 2006, Part 5, Guide for Concrete Floor and Slab Construction, ACI 302. IR -04, Chapter 3 Design Considerations, 3.2.3 Moisture protection. Under this heading, considerable guidance is provided, including the following selected information: • Proper moisture protection is essential for any slab -on -ground where the floor will be covered by moisture -sensitive flooring materials such as vinyl, linoleum, wood, carpet.. . .......... or environment exist, such as humidity -controlled or refrigerated rooms. • A vapor retarder is a material that is intended to minimize the transmission of moisture upward through the slab from sources below. The performance requirements for plastic vapor retarder materials in contact with soil or granular fill under concrete slabs are listed in ASTM E 1745. It is generally recognized that a vapor retarder should have a permeance (water vapor transmission rate) of less than 0.3 perms, as determined by ASTM E96. • Although conventional polyethylene film with a thickness of as little as 6 tails has been used, the committee strongly recommends that the material be in compliance with ASTM E 1745 and that the thickness be no less than 10 mils. • A number of vapor retarder materials have been incorrectly referred to and used by designers as vapor barriers. True vapor barriers are products that have a permeance (water vapor transmission rating) of 0.00 perms when tested in accordance with ASTM E96. • The decision to locate the vapor retarder or barrier in direct contact with the slab or beneath a layer of granular fill should be made on a case-by-case basis. For moisture 3 sensitive floor covering materials and environments, placing concrete in direct contact with the vapor retarder or barrier eliminates the potential for water from sources such as rain, saw -cutting, curing, cleaning, or compaction to become trapped within the fill course. The anticipated benefits and risks associated with the specified location of the vapor retarder should be reviewed with all appropriate parties before construction. Figure 3.1 can be used to assist this evaluation. (Include Fig. 3.1) ACI Manual of Concrete Practice, 2006, Part 3, Requirements for Residential Concrete Construction and Commentary, ACI 332-04, Chapter 8 Slabs -On -Ground, 8.1 Design. No mention is made of a vapor retarder or vapor proof membrane; however, Commentary R8.1 states in part "In addition, refer to the International Residential Code for applicable requirements concerning vapor retarder, granular base drainage, waterproofing, and damp -proofing requirements." ACI Manual of Concrete Practice, 2006, Part 3, Guide to Residential Cast -in -Place Concrete Construction, ACI 332R-84, Chapter 9 Concrete Slab Construction 9.2 Site Preparation, 9.2.2 Vapor Barriers. This section states "Vapor barriers are waterproof membranes of 4 to 6 mil (0.10 to 0.15 mm) polyethylene or roofing paper. They should be resistant to deterioration as well as to puncture by construction traffic." Additionally, the ACI Manual further states "Vapor barriers should be overlapped 6 inches (150 mm) and sealed at the joints and should be carefully fitted and sealed around all slab openings." 2003 International Residential Code for One- and Two -Family Dwellings, R506, Concrete Floors (On Ground), 506.2.3 Vapor Retarder. This document states a 6 -mil polyethylene or approved vapor retarder with joints lapped not less than 6 inches shall be placed between the concrete floor slab and the base course or the prepared subgrade where no base exists. Exception; The vapor retarder may be omitted: 1. From garages, utility buildings and other unheated accessory structures. 2. From driveways, walks, patios and other flatwork not likely to be enclosed and heated at a later date. 3. Where approved by the building official, based on local site conditions. The Portland Cement Association (PCA) EBOOLI3T, Design and Control of Concrete Mixtures, Chapter 9 Placing and Finishing Concrete. This section includes the following statement "A vapor barrier should be placed under all concrete floors on ground that are likely to receive an impermeable floor finish or be used for any purpose where the passage of water vapor through the floor is undesirable." 4 Post -Tensioning Institute — Design and Construction of Post -Tensioned Slabs -on -Ground, Third Edition, 2004, Ch. 9Installation and Field Procedures, 9.2 Moisture Barrier. This document states in part "A moisture barrier may be placed over the subgrade material after the beams are formed. When specified, the moisture barrier shall be taped adequately to provide a continuous moisture barrier under the entire slab." Post Tensioning Institute — Frequently Asked Questions: Slab -on -Ground Construction, July 2001, Issue No. 3. "Based on comments that were received, the consensus opinion of specialists in the design and construction of post -tensioned slabs -on -ground is that a vapor retarder be placed beneath all post -tensioned slab -on -ground foundations used for residential applications and that the retarder be placed on top of the leveling sand" Post -Tensioning Institute — Construction and Maintenance Procedures Manual for Post - Tensioned Slab -On -Ground Construction May 2006, Chapter 4 Building Pad Preparation, Section: 4.3 Vapor Barrier. This document states in part "A plastic vapor barrier or vapor retarder may be placed over the prepared subgrade material, if required by the engineer's drawings or geotechnical report. When required, the vapor barrier should be lapped to provide a continuous sheet under the entire slab." ASTM E1643 Standard Practice for Installation of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs. This standard provides guidance on installing flexible, prefabricated sheet membranes in contact with earth or granular fill used as vapor retarders under concrete slabs. ASTM E1643 references ACI 302.1R Guide for Concrete Floor and Slab Construction (which has been superseded by ACI 3021R.04, effective March 23, 2004). In its Appendices, ASTM E1643 advises the Architect to "....plan the organization and coordination of drawings and specifications so that graphic, dimensional, and descriptive information on subgrade, granular base, vapor retarder, and protection course, if any, appears in only one place." And further, to paraphrase, architectural drawings are the preferred location for graphic depictions and dimensions of the granular base and protection course, but structural drawings are sometimes used. To continue paraphrasing, specifications for base, vapor retarder, and protection course should be in the section on concrete. ASTM E1643 references the geotechnical discipline by describing that "the geotechnical survey includes comprehensive and reliable information on subsurface water table levels and the hydrology of geological strata as well as historical data on surface flooding and hydrology." It further states that "Soils with comparably higher clay contents are particularly troublesome because the relatively high capillary action within the clay allows moisture to rise under the slab." All of the information in the Appendices is noted to be "non -mandatory information." ASTM E1745 Standard Specification for Plastic Water Vapor Retarders Used in Contact with Soil or Granular Fill under Concrete Slabs. This specification covers flexible, preformed materials to be used as vapor retarders and defines vapor retarder (formerly vapor barrier) as "a material or construction that impedes the transmission of water vapor under specified conditions." Classifications of vapor retarders are further defined by the parameters of (1) water vapor permeance, (2) tensile strength and (3) puncture resistance. It should be noted that all three classes have the same water vapor permeance value of 0.3 perms. The differences are with respect to tensile strength and puncture resistance where Class A has the highest values and Class C has the lowest values. Capillary Break ACI Manual of Concrete Practice, 2006, Part S, Design of Slabs on Grade, ACI 360R-92, Chapter 3 Soil Support Systems for Slabs On Grade. This chapter discusses the various soil types that may be encountered referencing the Unified Soil Classification System and that typical slab -on -grade construction may involve a base course and a subbase course beneath the slab depending on the supporting value of the subgrade materials. No mention is made of a capillary break. ACI Manual of Concrete Practice, 2006, Part S, Guide for Concrete Floor and Slab Construction, ACI 302.IR-04, Chapter 3 Design Considerations, 3.2 Slabs -on -ground, 3.2.1 Required Design Elements. This section states in part: The following items should be specified in the contract documents by the designer: base and subbase materials, preparation requirements, and vapor retarder, if required. ACI Manual of Concrete Practice, 2006, Part 3, Requirements ,for Residential Concrete Construction and Commentary, an ACI Standard, ACI 332-04, Chapter 8 Slabs -On -Ground 8.2.2 Base. This section states that a 4 -inch -thick base course consisting of clean graded sand, gravel, crushed stone, or crushed blast -furnace slag passing a 2 -inch sieve shall be placed on the prepared subgrade when the slab is below grade. ACI Manual of Concrete Practice, 2006, Part 3, Guide to Residential Cast -in -Place Concrete Construction, ACI 332R-84, Chapter 9 Concrete Slab Construction, 9.2, Site Preparation, 9.2.1 Subgrade and Drainage. This section states that where the bearing or grade is not uniform, especially in clay or other cohesive soils, it is desirable to fill at least the top 4 inches with gravel, crushed stone or sand subbase. Fill coarse enough to be retained on a No. 4 sieve is widely used when it is desirable to interrupt capillarity between the slab and the soil. 2003 International Residential Code for One- and Two -Family Dwellings, R506, Concrete Floors (On Ground), 506.2.2 Base. 6 This section states that a 4 -inch -thick base course of clean graded sand, gravel, crushed stone or crushed blast -furnace slag passing a 2 -inch sieve shall be placed on the prepared subgrade when the slab is below grade. The Portland Cement Association (PCA) EB001.13T, Design and Control of Concrete Mixtures. This section states that many of the moisture problems associated with enclosed slabs on ground (floors) can be "minimized or eliminated" by the following five treatments: (1) sloping landscaping away from buildings, (2) using a 4 -inch granular subbase to form a capillary break between the soil and the slab, (3) providing drainage for the granular subbase to prevent water from collecting under the slab, (4) installing foundation drain tile, and (5) installing a vapor barrier. Continue to provide appropriate recommendations for commercial slab -on -grade elements. Post -Tensioning Institute - Design and Construction of Post -Tensioned Slabs -on -Ground, Third Edition, 2004. This document makes no reference to a capillary break. Post -Tensioning Institute — Construction and Maintenance Procedures Manual for Post - Tensioned Slab -On -Ground Construction October, 1998, Chapter 4 Building Pad Preparation. No mention is made of a capillary break in this document. Sand Above/Below Vapor Retarder ACI Manual of Concrete Practice, 2006, Part 5, Design of Slabs on Grade, ACI 360R-92, Chapter 9 Reducing the Effects of Slab Shrinkage and Curling, Para. 9.8 Subgrade and vapor barriers. The information provided includes the following: • Vapor barriers in direct contact with the slab are discouraged because they increase slab curling. The barrier should be covered with at least 3 inches of fine granular material to provide a permeable, absorptive base directly under the slab. If polyethylene is required only to serve as a slip sheet to reduce friction between the slab and subgrade, and the subgrade is to remain dry, then the polyethylene can be installed without a stone and sand cover. ACI Manual of Concrete Practice, 2006, Part 5, Guide for Concrete Floor and Slab Construction, ACI 302. IR -04, Chapter 3 Design Considerations, 3.2.3 Moisture protection. This section states in part: The decision to locate the vapor retarder or barrier in direct contact with the slab or beneath a layer of granular fill should be made on a case-by-case basis. For moisture sensitive floor covering materials and environments, placing concrete in direct contact with the vapor retarder or barrier eliminates the potential for water from sources such as rain, saw -cutting, curing, cleaning, or compaction to become trapped within the fill course. ACI Manual of Concrete Practice, 2006, Part 3, Requirements for Residential Concrete Construction and Commentary, ACI 332-04, Chapter 8 Slabs -On -Ground, 8.1 Design. No mention is made of a vapor retarder or vapor proof membrane, however, Commentary R8.1 states in part "In addition, refer to the International Residential Code for applicable requirements concerning vapor retarder, granular base drainage, waterproofing, and damp -proofing requirements." ACI Manual of Concrete Practice, 2006, Part 3, Guide to Residential Cast -in -Place Concrete Construction, ACI 332R-84, Chapter 9 Concrete Slab Construction 9.2 Site Preparation, 9.2.2 Vapor Barriers. This section states in part "To minimize the drying shrinkage cracking that may occur in a thin slab over a vapor barrier, a 2- to 3 -inch layer of damp sand over the vapor barrier has sometimes been used. However, some regard it as impractical because care must be taken to avoid mixing the sand blanket into the concrete during placement." 2003 International Residential Code for One- and Two -Family Dwellings, 8506, Concrete Floors (On Ground), 506.2.3 Vapor Retarder. This document states a 6 -mil polyethylene or approved vapor retarder with joints lapped not less than 6 inches shall be placed between the concrete floor slab and the base course or the prepared subgrade where no base exists. The Portland Cement Association (PCA) EB00L 13T, Design and Control of Concrete Mixtures, p. 108. This document states in part relative to "vapor barriers directly under concrete", a 3 -inch -thick sand layer may be placed over the vapor barrier. The Portland Cement Association (PCA) EB075, Concrete Floors on Ground, p.16 "Granular Layers over Vapor Barriers or Retarders ". This document provides a flow -chart as a guide as to where to place the retarder: Case I- No retarder required (to be used when there is no vapor sensitive floor covering); Case 2 — Retarder directly below slab (to be used when there is a vapor sensitive floor covering and/or when the slab will be placed with the roof membrane in place); Case 3 — Retarder placed below dry granular sand blanket (to be used in humidity controlled environments with either a low w1c ratio concrete or when the slabs will be paved with the roof membrane in place. Post -Tensioning Institute — Design and Construction of Post -Tensioned Slabs -on -Ground, Third Edition, 2004, Ch. 8 Note, Plans and Tolerances, Figure 8.2, Section 1. This figure illustrates that concrete is placed directly over the "continuous moisture barrier" which is placed directly over a sand cushion over the subgrade. Post -Tensioning Institute, Construction and Maintenance Procedures Manual for Post - Tensioned Slab -On -Ground Construction October, 1998, Chapter 4 Building Pad, 4.4 Leveling Base. This document states in part "If a vapor barrier is also required, the layer may be placed on top of, in between or below it, depending on the recommendations of the engineer or the geotechnical report." Post -Tensioning Institute — Construction and Maintenance Procedures Manual for Post - Tensioned Slab -On -Ground Construction May 2006, Chapter 4 Building Pad Preparation, Section: 4.4 Leveling Base. Section 4.4 states that: "If a vapor retarder is required it should always be placed on top of the leveling base material for ribbed foundations, but may be placed below the leveling base for uniform thickness foundations provided that special attention is given to the method of concrete placement to ensure that the leveling base material is not displaced." Slab Design (Maximum Water/Cement Ratio) The Portland Cement Association (PCA) EB001.13T, Design and Control of Concrete Mixtures, P. 108. This document discusses water -cement ratio in conjunction with the use of vapor barriers as follows. "If concrete is placed directly on a vapor barrier, the water -cement ratio should be low (0.45 or less)." Post -Tensioning Institute — Construction and Maintenance Procedures Manual for Post - Tensioned Slab -On -Ground Construction October, 1998, Chapter 7.0 Concrete, 7.1 Materials. This document states in part "The water/cement ratio, entrained air content and use of fly ash and other additives should be recommended by the ready mix concrete supply company and approved by the engineer." The other references reviewed do not provide guidance, recommendations or specifications for maximum water/cement ratio. The Uniform Building Code and the International Building Code, however, do provide guidelines on the maximum water -cement ratio if the concrete is to be in contact with sulfate concentrations of various degrees. SURVEY As stated earlier, a total of 70 individuals from 57 member and one non-member firms responded to our October 2006 questionnaire. Approximately 51 percent of the respondents were from Northern California and 49 percent from Southern California. The results are provided in Tables 1 through 5. The following presents a brief summary of our interpretation of the results. Please note that in interpreting and reporting the results in the following sections the results are rounded to the nearest 5 percent, where appropriate. Vapor Retarder/Vapor Proof Membrane Please refer to Tables I and 113. • No major trend in the use of vapor retarder/vapor proof membrane could be detected between Northern and Southern California respondents • 85 percent of Northern California and 95 percent of Southern California respondents ALWAYS recommend to place vapor retarder membrane below the slabs. • 5 percent of the Northern California respondents NEVER recommend to place vapor retarder/vapor proof membrane below the slabs. • 85 percent of those who responded to membrane thickness question recommend 10 mil vapor retarder membranes; one company recommends 2 layers of the same. • 5 percent of the respondents indicated that they require a perm rate or water vapor transmission rate (W VTR) for the membrane. Capillary Break Please refer to Tables 2A and 2B. • 80 percent of Northern California respondents and 45 percent of Southern California respondents ALWAYS recommend a layer of capillary break material. • 20 percent of Northern California respondents and 30 percent of Southern California respondents SOMETIMES recommend a layer of capillary break material. • 50 percent of the respondents recommend'/" rock. • Of those who recommend a capillary break layer, 75 percent recommend a 4 inch thick layer (The recommended capillary break thicknesses range from 2-6 inches). Sand Below Vapor Retarder 10 Please refer to Tables 3A and 3B. • 80 percent the Northern California respondent NEVER recommend a sand layer below the vapor retarder. • 40 percent of the Southern California respondents ALWAYS recommend a sand layer below the vapor retarder while 50 percent SOMETIMES recommend the same. • 80 percent of those who recommend sand below vapor retarder in Southern California recommend 2 inches of clean sand (The recommended sand thicknesses range from 1-4 inches). Sand Above Vapor Retarder Please refer to Tables 4A and 4B. • 55 percent of Northern California respondents and 70 percent of Southern California respondents ALWAYS recommend a layer of sand above the vapor retarder. • 30 percent of Northern California respondents and 15 percent of Southern California respondents NEVER recommend a layer of sand above the vapor retarder. • 70 percent of those responded recommend 2 inches of clean sand (The recommended sand thicknesses range from 1-3 inches). Slab Desian (Thickness and Maximum Water/Cement Ratio) Please refer to Tables 5a and 5B. • 60 percent of the Northern California respondents and 70 percent of Southern California respondents ALWAYS provide recommendations for slab thickness. • 25 percent of the respondents SOMETIMES provide recommendations for slab thickness. • 75 percent the Northern California survey participants and 70 percent of Southern California survey participants who responded to thickness question specify 4 -inch slab thickness. 11 DISCUSSION The design and construction process involves a collaboration of disciplines to produce a set of documents that ultimately results in the installation of a residential or non-residential slab -on -grade. Most of the disciplines involved, e.g. architectural, structural and civil engineering, provide drawings and specification documents that guide the contractor to build the slab -on -grade. The plans and specifications include illustrations and assembly instructions based on calculations performed with references to codes and various documents. The geotechnical contribution to this set of documents is a report wherein the engineer describes the process by which data was obtained, a description of the analyses performed as well as recommendations for the design and construction of the project, which in the case of a building or residence, typically includes a slab -on -grade. The geotechnical information rarely appears on the plans and specifications in any form except by reference in the same manner as the referencing of codes. Just as Caltrans specifications are referred to in the pavement construction portion of the plans, the geotechnical report is referenced in the structural notes, in illustrations of drainage elements as well as in grading plans. While the committee did not trace the origin of when it became common to discuss slab underlayment in geotechnical reports (one CGEA's 2007 San Francisco annual conference participant remembered that as early as 1963, when he entered the profession, these recommendations were being routinely provided by his fum), most of us would agree it is fairly common today to see discussion of these elements if not recommendations for what these elements consist of, and in some cases, why they are needed. In doing the research to prepare this document, it is apparent that neither geotechnical engineering academics nor geotechnical engineering profession has been the source for slab underlayment design, code requirements, or guidance for construction. As it is not the intent of this document to direct the geotechnical engineering profession in California regarding how to run their practices, it does seem prudent to acknowledge that slab underlayment is not under the purview of the geotechnical engineer. In researching where reference is made to slab underlayment, it is clear to this committee that organizations such as the American Concrete Institute (ACI), the Portland Cement Association, the American Society of Testing and Materials (ASTM) and the Post -Tensioning Institute (PTI) and the International Residential Code for One- and Two -Family Dwellings are the main contributors to the design and construction practices associated with slab underlayment. 12 RECOMMENDATIONS The practice of providing at least some information regarding slab underlayment in geotechnical engineering reports has clearly been in our profession for some time (for more than 44 years). As practices in California differ from north to south and from coastal to inland areas, one set of recommendations regarding slab underlayment likely does not apply. However, when geotechnical engineering reports do provide language for slab underlayment, the reports should include sufficient references to ACI, PCA, ASTM, PTI and the International Residential Code. While it does not yet appear to be common place in our reports, the committee feels strongly that geotechnical engineering reports should include a statement that we are not experts in the field of moisture vapor transmission. Furthermore, the report should advise that if moisture vapor transmission is a concern to the facility owner, the appropriate experts should be consulted to develop the proper design and construction elements relative to moisture vapor transmission through slabs -on -grade for the particular project. The committee suggests a similar statement in our reports as follows: "[Firm's Name] does not practice in the field of moisture vapor transmission evaluation/mitigation. Therefore, we recommend that a qualified person/firm be engaged/consulted with to evaluate the general and specific moisture vapor transmission paths and any impact on the proposed construction. This person/firm should provide recommendations for mitigation of potential adverse impact of moisture vapor transmission on various components of the structure as deemed appropriate." 13 REFERENCES ACI Manual of Concrete Practice, 2006, Part 5, Design ofSlabs on Grade, ACI 360R-92 ACI Manual of Concrete Practice, 2006, Part 5, Guide for Concrete Floor and Slab Construction, ACI 302, IR -04 ACI Manual of Concrete Practice, 2006, Part 3, Requirements for Residential Concrete Construction and Commentary, ACI 332-04 ACI Manual of Concrete Practice, 2006, Part 3, Guide to Residential Cast -in -Place Concrete Construction, ACI332R-84 ASTM E1643 Standard Practice for Installation of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs ASTMEl745 Standard Specification for Plastic Water Vapor Retarders Used in Contact with Soil or Granular Fill under Concrete Slabs 2003 International Residential Code for One- and Two -Family Dwellings, R506, Concrete Floors (On Ground) Portland Cement Association (PCA) EBOOL 13T, Design and Control of Concrete Mixtures Portland Cement Association (PCA) EB075, Concrete Floors on Ground Post -Tensioning Institute — Design and Construction of Post -Tensioned Slabs -on -Ground, Third Edition, 2004 Post -Tensioning Institute — Construction and Maintenance Procedures Manual for Post - Tensioned Slab -On -Ground Construction May, 2006 Post -Tensioning Institute — Frequently Asked Questions, Slab -on -Ground Construction, July 2001 14 Vapor Retarder TABLE 1A Recommendation Practice In Northern California Recommendation Specification Respondent Always Sometimes Never Thickness Permeance ASTM 1 X 10 2 X 3 X 10 4 X X 5 X 10 1643 6 X 10 7 X 15 8 X 10 9 X 1745 1745 1745 10 X 10 11 X 10 12x 10 X 13 X 10 14 X 10 15 X 10 16 X 10 17 X 10 18 X 10 19 X 10 20 X 10 1643 21 X 10 22 X 23 X 24 X 25 X 10 26 X 10 27 X 28 X 10 29 X 10 X 30 X 10 31 X 10 1745 32 X 10 33 X 10 34 X 35 X 10 X 36 X 10 15 iL Table 1B Vapor Retarder Recommendation Practice in Southern California Recommendation S ecification Respondent Always Sometimes Never Thickness, in Permeance ASTM 1 X 10 2 X 2x10 3 X 10 X 4 X 10 5 X 10 6 X 7 X 15 W Vrm X 8 X 9 X 10 X 10 11 X 10 12 X 10 13 X 14 X 6 15 X 15 1745 16 x 10 17 X 10 18 X 10 19 X 10 20 X 10 21 X 10 22 X 10 23 X 10 Max 0.04 1643 24 X 10 25 X 10 0.05 26 X 10 27 X 6 28 X X 29 X 10 30 X 10 31 X 10 32 X 10 33 X 10 34 X 15 X iL Capillary Table 2A Break Recommendation Practice in Northern California Recommendation Specification Respondent Always Sometimes Never Material Thickness, in 1 X Rock 4 2 X 3/ rock 3 X 3/ rock 4 4 X % rock 4 5 X 3/ rock 1 4 6 X 3/ rock 4 7 X 3/ rock 4 8 X Class 2 4 9 X Sand or Rock 4 10 X 3/ rock 4 11 X 3/ rock 4 12 X Class 2 4 13 X 3/ rock 4 14 X 1 rock 4 15 X 3/ rock 6 16 X A gregate Base 6 17 X 6 18 X 3/ rock 4 19 X Caltrans 2 20 X 3/ rock 4 21 X 1 rock 4 22 X 3/a rock 4 23 X % rock 4 24 X '/ rock 4 25 X / rock 4 26 X Gravel 4 27 X I % gravel 4 28 X 29 X % rock 6 30 X 4 31 X 1 rock 6 32 X 33 X 3/ rock 4 34 X 4 35 X 4 36 X SE 30 17 Capillary Table 2B Break Recommendation Practice in Southern California Recommendation Specification Respondent Always Sometimes Never Material Thickness, in 1 X SE 30 2 2 X '/ rock 4 3 X Rock 6 4 X X '/o rock 4 5 X 6 X 7 X 8 X 9 X 10 X 11 X 12 X Clean sand 2 13 3/ rock 2 14 X X 15 X 16 X 3/a rock 4 17 X CAB 4 18 X Clean sand 2 19 X % rock 4 20 X Sand 2 21 X '/< rock 4 22 X Sand or Gravel 4 23 X '/ rock 4 - 6 24 X '/ rock 4-6 25 X Clean sand 4 26 X Rock 4 27 28 X 29 X 3/< gravel 4 30 X 31 X 4 32 X Clean sand 4 33 X SE 30 4 34 X /2 rock 4 18 Sand Placement Below Vapor Table 3A Retarder Recommendation Practice in Northern California Recommendation Specification Respondent Always Sometimes Never Type Thickness, in 1 X Sand 4 2 X 3 X 4 X 5 X 6 X 7 X 8 X 9 X 10 X I 1 X Clean sand 1 12 X 13 X 14 X 15 X 16 X 17 X 18 X 19 X Clean sand 1 20 X 21 X 22 X 23 X 24 X 25 X 26 X 27 X 28 X 29 X 30 X 31 X Clean sand 2 32 X 33 X 34 X 35 X Clean gravel 4 36 X SE 30 M Sand Placement Below Vapor Table 3B Retarder Recommendation Practice in Southern California Recommendation Specification Respondent Always Sometimes Never Type Thickness in 1 X SE 30 2 2 X Clean sand 3 3 X SE30 4 4 X 5 X SE30 2 6 X 7 X 8 X 2 9 X 10 X Clean sand 2 11 X 12 X Clean sand 2 13 X SE30 2 14 X 2 15 X 16 X 17 X Clean sand 2 18 19 X 2 20 X 1 21 X 22 X Clean sand 2 23 X SE30 1 - 2 24 X Clean sand 2 25 X SE 30 2-4 26 X Clean sand 2 27 X 4 28 X 29 X SE 30 2 30 X % fines < 8 2 31 X 32 X Clean sand 2 33 X SE 30 2 34 X 20 Table 4A Sand Placement Above Vapor Retarder Recommendation Practice in Northern California Recommendation S ecin ation Respondent Always Sometimes Never Type Thickness, in 1 X Sand 1 2 X 2 3 X 2 4 X SE30 1 '/2 5 X Fine sand 1 6 X Clean sand 2 7 X ACI 2 8 X 9 X ASTM C 33 2 10 X Clean sand 1 11 X Clean sand 1 12 X ACI 2 13 X Washed sand 1 14 X 15 X 16 X 17 X Clean sand 2 18 X Clean sand 2 19 X Clean sand 1 20 X 21 X 1 22 X 23 X 24 X 25 X 26 X 2 27 X 28 X Clean sand 2 29 X SE 30 2 30 X 2 31 X < 3% pass #200 2 32 X 33 X 2 34 X 2 35 X Clean sand i 36 X SE 301 2 21 Sand Placement Above Vapor Table 4B Retarder Recommendation Practice in Southern California Recommendation S ecification Respondent Always Sometimes Never Type Thickness in I X Clean Sand 2 2 X Clean Sand 3 3 X 4 X 2 5 X SE30 1 6 X 7 X 8 X 2 9 X 10 X Clean sand 2 11 X Clean sand 12 X Clean sand 2 13 X 14 X 2 15 X 1 16 X Clean sand 2 17 X Clean sand 2 18 X Clean sand 2 19 X Clean sand 1 20 X 1 21 X Clean sand 2 22 X Clean sand 2 23 X 24 X Clean sand 2 25 X SE 30 2-4 26 X Clean sand 2 27 X Concrete sand 4 28 X 29 X sand 2 30 X 0 fines < 8 2 31 X 2 32 X Clean sand 2 33 X 2 34 X 22 23 Table 5A Slab Design Recommendation Practice in Northern California Recommendation Specification Res ondent Alwa s Sometimes Never Thickness, in w/c Ratio 1 X 3.5 2 X 5 <0.45 3 X 4 X 5 X 4 <0.48 6 X 4 7 X 5" slum 8 X 6 9 X 4 0.5 10 x 4 o.s 11 X 4 0.5 12 X 4 0.5 13 X 14 X 15 X 4 16 X 4 17 X 4 18 X 5 19 X 3.5 20 X 4 0.45 21 X 4 22 X 4 23 X 4 24 X 4 25 X 8 0.5 26 X 27 X 28 X 4 29 X 4-6 0.45 30 X 5 0.45 31 X 4 0.45 32 X 33 X 4 34 X 4 35 X 4 4" slum 36 X 4 23 24 Slab Design Table 5B Recommendation Practice in Southern California Recommendation Sp ecification Respondent Always Sometimes Never Thickness in w/c Ratio 1 X 4 CBC 2 X 5 0.45 3 X 4.5 0.45 4 X 4 0.45 5 X 5 CBC 6 X 7 X 8 X 5 9 X 4 10 X 4 5"slum 11 X 4 4"slum 12 X 4 CBC 13 X 3.5 14 X 4 CBC 15 X 5 CBC 16 X 4 CBC 17 X 4 18 X 4 19 X 4 0.45 20 X 5 21 X 4 0.45 22 X 4 Sulfate 23 X 5 CBC/Green Book 24 X 5 25 X 4 CBC 26 X 4 27 X 4 4" slum 28 X 29 X 4 30 X 31 X 32 X 4 33 X 4-5 0.47 34 X 5 CBC 24 Project No. 2573-05 August 29, 2014 Geow,hnicml Engineering Coasml Engineering Ms. Iris Lee Marione Engineering CITY OF NEWPORT BEACH Public Works Department 100 Civic Center Drive Newport Beach, California 92660 SUMMARY OF ELEVATIONS UPPER CONTACT OF THE OLDER ALLUVIUM SOILS MARINA PARK DEVELOPMENT NEWPORT BEACH, CALIFORNIA Reference: City of Newport Beach Contract No. 3897-B, Marina Park Project -Marina Basin Construction including Dredging, Grading, and Soil Remediation Dear Ms. Lee: Per your request, TeiraCosta Consulting Group (TCG) has prepared a figure (see Figure 1) which summarizes the estimated elevation of the upper contact (top) of the soil deposits referred to as the Older Alluvium Soils (OAS). Figure 1 shows locations of estimated spot elevations of the upper contact of the OAS. These data points were collected from the soil borings and CPT soundings performed during the design phase of the project, the CPT soundings of the pre -verification tests and a selected number of post -verification CPT soundings performed during the stone column installation, and the CPT soundings performed by GMU along the alignment of the marina bulkhead as part of their efforts in assessing subsurface conditions along the bulkhead. Review of the spot elevations of the top of the OAS shows a variable and hummocky contact that varies between elevation -13 feet (MLLW) and elevation -24 feet (MLLVO where measured. In general, the OAS contact tends to be the shallowest in the southwestern corner of the site and generally deepens towards the bay to the north and to the east. Due to the variability of the contact, we have not provided a contour interpretation of the top of the OAS contact. 3890 Murphy Canyon Road, Suite 200 A. San Diego, Califomia92123 A (858) 573-6900 roice A (858) 573-8900 fiax- www.terracosta.com Ms. Iris Lee CITY OF NEWPORT BEACH Project No. 2573-05 August 29, 2014 Page 2 We appreciate the opportunity to work with you on this project and trust that this information satisfies your current needs. If you have any questions or require additional information, please give us a call. Very truly yours, TERRACOSTA CONSULTING GROUP, INC. — A,6 " Matthew W. Eckert, Ph.D., Director of Engineering R.C.E. 45171, R.G.E. 2316 MWE/sr Attachment V W e S zi 3 W a CD V I� s ,� TO: FROM: PREPARED BY: PHONE: TITLE: ABSTRACT: CITY OF NEWPORT BEACH City Council Staff Report February 10, 2015 Agenda Item No. 14 HONORABLE MAYOR AND MEMBERS OF THE CITY COUNCIL David A. Webb, Public Works Director- (949) 644-3330, dawebb@newportbeachca.gov Iris Lee, Senior Civil Engineer (949)644-3323 Marina Park Project — Marina Docks (Bid Package 4) — Award of Contract No. 3897-D (CAP09-0070) Staff has received bids for the "Marina Docks" Bid Package, which is the last of four bid packages for the Marina Park Project, and is requesting City Council approval to award the contract to Bellingham Marine Industries, Inc. of Dixon, California. RECOMMENDATION: a) Approve the project drawings and specifications; b) Award Contract No. 3897-D (Marina Park Project — "Marina Docks") to Bellingham Marine Industries, Inc. of Dixon, California, for the total bid price of $2,937,661.00, and authorize the Mayor and the City Clerk to execute the contract; c) Establish a contingency of $293,739.00 (approximately ten percent) to cover the cost of unforeseen work; and d) Approve Budget Amendment No. 15BA-029 appropriating $1,676,400.00 from the unappropriated Tidelands Harbor Capital Fund to Account No. 7241-C4002002 for Marina Park. FUNDING REQUIREMENTS: The current Capital Improvement Program budget includes partial funding from the Tidelands Capital Fund for this work. Upon approval of the budget amendment, sufficient funding for the award of this contract is available in the following account: Account Description Account Number Amount Marina Park (Tidelands Capital) 7241-C4002002 $ 3,231,400.00 Total: $ 3,231,400.00 14-1 Proposed uses are as follows: Vendor Bellingham Marine Industries Bellingham Marine Industries DISCUSSION: Purpose Construction Contract Construction Contingency Total: Amount $ 2,937,661.00 $ 293.739.00 $ 3,231,400.00 The 10 -acre Marina Park Project is located on the bay side of the Balboa Peninsula between 15th Street and 19th Street. This long -planned park project includes construction of a new 23 slip visitor marina and sailing program basin, 10,500 square -foot community center, 11,000 square -foot sailing center, nautical - themed children's playground and picnic area, two half -court basketball surfaces, a fitness circuit, a restaurant to be operated privately under lease, reconstruction of the 19th Street public restroom facility, frontage beach improvements, and 177 on-site parking spaces. Due to the complex and prominently different types of construction operations needed to build this new facility, the Marina Park Project was divided into four general construction plan sets and bid packages. The first two construction bid packages 1) demolished and removed the prior mobile home park; and 2) dredged and constructed the new marina basin, as well as completed the deep foundation work for the new buildings, are now complete. The third construction bid package is constructing multiple new buildings, surface parking lots, park amenities, and landscaping and is currently under construction. The fourth and final construction package, which staff is requesting City Council to award tonight, is for the construction of the new marina's docks. As mentioned and discussed further below, staff is now requesting City Council's review and approval to award Contract No. 3897-D — Marina Docks for the Marina Park Project, which generally includes the construction of the concrete marina dock system, piles, dock utilities, marina equipment and accessories. Given the recent holidays, staff advertised the construction documents for bids on December 10, 2014 for an extended bid period. At 2:30 PM on January 20, 2015, the City Clerk opened and read out the bids for the "Marina Park Project — Marina Docks' contract work. BIDDER BID AMOUNT Low Bellingham Marine Industries, Inc. $ 2,937,661.00 2 John S. Meek Company, Inc. $ 2,969,060.00 3 Dutra Construction Company, Inc. $ 3,346,000.00 4 R.E. Straite Engineering, Inc. $ 3,491,400.00 The low bid amount submitted by Bellingham Marine Industries, Inc. (Bellingham) is approximately 30 percent higher ($557,661.00) than the Engineer's Estimate of $2,380,000. The disparity between the estimate and actual bid prices reflects the relatively small concrete marina dock market, with an even more limited pool of dock system manufacturers. A comparison of the bids received with the Engineer's Estimate showed relatively consistent pricing on the construction line items, with apparent variations in General Conditions and Mobilization. Typical "soft" and "start-up" costs amount to approximately 10 percent of a total contract amount; however, these bids ranged from 20 to 30 percent. This could represent an on-going upswing of construction costs in the marina docks sector that has not been captured from recent similar project bid data, or an under estimate of a market constraint on special equipment availability and associated mobilization by the consulting engineer. Further bid analysis showed the total bid amount from each bidder is relatively consistent, with the low and second bid within one percent of each other, and that the bids received (although higher than expected) are reflective of regional market rates for the dock system being proposed. City and Consultant Construction Management staffs final conclusion was that the Design Engineer's estimate was unfortunately below current market condition; however, the concrete dock system and utilities specified in 14-2 the bid package are the systems that the City desires Additionally, changing the dock system type or trying to redesign significant pieces of the dock by utilizing additional value engineering would not provide for the desired end result or yield much cost savings. As a result, staff recommends that the City Council award the contract to Bellingham Marine Industries, Inc. Similar to the other bid packages, upon award of the contract staff will work with the contractor to identify any construction efficiencies and potential means to reduce cost. Staff performed reference checks and confirmed that Bellingham possesses the required state contractor's license classification "A", work experience and references. Furthermore, Bellingham is one of the leading concrete dock manufacturers in the industry. Pursuant to the contract specifications, the contractor will have 130 consecutive working days to complete the Bid Package 4 construction work. BUDGET SUMMARY: Staff has included a running summary table of the total Marina Park Budget to date for your review (see Attachment B). The all -in estimated total project budget was established at $39,500,000. This cost includes conceptual design and permitting; land acquisition; all soft costs such as project design, geotechnical testing and inspection, and construction management; hard construction cost for all four bid packages, Fixtures Furniture & Equipment; as well as a City Reserve. From the project budget summary table, and now with the completion cost of bid package 1 and 2 fixed, as well as the contract and contingency cost amounts for bid packages 3 and 4 know, the actual total cost of the project is currently projected to be under budget by approximately $515,470 even if all contingencies and reserves are expended (as of this date, the entire City Reserve of $2,081,000 is unspent, as well as about $2,000,000 in construction contingency). The project is also now running ahead of the scheduled Spring 2016 opening and on target for a Winter 2015/2016 opening. ENVIRONMENTAL REVIEW: All significant environmental effects for the Marina Park project have been addressed in the previously - certified Marina Park Environmental Impact Report No. (SCH No. 2008051096) ("EIR"). The EIR also included mitigation, monitoring & reporting program, and statement of overriding considerations, and the City of Newport Beach intends to use said document for this approval. Copies of the previously prepared environmental document are available for public review and inspection at the City of Newport Beach website at www.newoortbeachca.aov/ceaadocuments. 11*11101110 10 The agenda item has been noticed according to the Brown Act (72 hours in advance of the meeting at which the City Council considers the item). ATTACHMENTS: Description Attachment A - Location Mao Attachment B - Budget Summary Attachment C - Budget Amendment 14-3 BAY AVENI IF _ I NEWPORT CHANNEL PROJECT .00ATION W.BALBOA BOULEVARD w�W FRONT WEST PACIFIC OCEAN MARINA PARK - PACKAGE 4 MARINA DOCKS LOCATION MAP LEGEND MARINA PARK PACKAGE 4 BOUNDARIES CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT C -3897-D I 2/10/15 14-4 MASTER BUDGET ATTACHMENT B Items noted in Red are unconfirmed costs Last Updated 1-30-15 14-5 BUDGETED BUDGETED ACTUAL ACTUAL TASK DESCRIPTION DETAIL COST TOTAL DETAIL COST TOTAL COMMENTS 1 CONCEPTUAL DESIGNIPERMITTING $ 1,680,441 $ 1,680,441 Complete 2 LAND ACQUISITION $ 600,000 $ 605,116 $600k cash plus closing fees a SCE Parcel $ 600,000 $ 605,116 3 SOFT COSTS $ 5,035,156 $ 5,023,363 Total Includes $54,034 Design Contingency 4 HARD COSTS $ 29,543,281 $ 29,034,610 Total Includes $2,075,619 Construction Contingency a PACKAGE 1: Demolition and Tree Relocation $ 410,471 Final Total Contract Amount = $337,614 Original Contract $ 405,130 Unlimited Environmental Inc. Remainder of 10% Contingency (Began with $40,513) $ None Used in Contract Change Order No. 1 $ (67,516) Credit for Mobile Homes b PACKAGE 2: Marina Basin Construction $ 3,671,724 Final Total Contract Amount = $4,816,594 Original Contract $ 4,576,079 The Dutra Group Remainder of 10% Contingency (Began with $457,608) $ - Final - Used 6% Contingency Bid Item Adjustment Amount $ (8,127) Final addition/deduction in bid quanties Change Order No. 1 $ (26,543) Deletion of Deadman Support Change Order No. 2 $ 13,565 Install Additional Rock/Fabric for GS Facility Pad Change Order No. 3 $ 10,493 Changed Condition regarding American Legion wall Change Order No. 4 $ 243,000 Excavation of additional 4000 cy sutible beach sand Changed sub -surface condition on bulkhead install Removal of unknow & abandon utilities & structures. Change Order No. 5 $ 34,302 WiFi, Added Sand 18th ST, grout tie -back holes c PACKAGE 3: Community Center and Park $ 17,421,081 Original Contract $ 18,748,000 KPRS Construction Services Inc. Remainder of 10% Contingency (Begin with $1,874,800) $ 1,781,853 9.5% Contingency Remaining Change Order No. 1 $ 27,247 Additional asbestos, footing/concrete removals in Demo Change Order No. 2 $ 948 Delay Cost associated with Pad delievery Change Order No. 3 $ 17,026 Change Order No. 4 $ 47,726 d PACKAGE 4: Docks $ 2,217,741 Includes roughly 90k in dock FF&E Original Contract $ 2,937,661 Not Awarded Yet Remainder of 10% Contingency (Begin with $221,774) S 293,766 10% Contingency Remaining Change Order No.1 5 FIXTURES, FURNISHINGS, & EQUIPMENT (FF&E) $ 560,000 $ 560,000 6 CITY RESERVE $ 2,081,000 $ 2,081,000 PROJECT TOTAL $ 39,500,000 $ 38,984,530 Items noted in Red are unconfirmed costs Last Updated 1-30-15 14-5 ATTACHMENT C City of Newport Beach NO. BA- 15BX029 BUDGET AMENDMENT 2014-15 AMOUNT: $1,s7s,aoo.00 EFFECT ON BUDGETARY FUND BALANCE: Increase Revenue Estimates Increase in Budgetary Fund Balance X Increase Expenditure Appropriations �X Decrease in Budgetary Fund Balance Transfer Budget Appropriations No effect on Budgetary Fund Balance SOURCE: from existing budget appropriations from additional estimated revenues PX from unappropriated fund balance EXPLANATION: This budget amendment is requested to provide for the following: To increase expenditure appropriations form the Tideland Harbor Capital Fund for Marina Park Project as the project is currently only partially funded. ACCOUNTING ENTRY: BUDGETARY FUND BALANCE Fund Account 240 3605 REVENUE ESTIMATES (3601) Fund/Division Account EXPENDITURE APPROPRIATIONS (3603) Amount Description Debit Tidelands Harbor Capital Fund -Fund Balanc $1,676,400.00 Description Description Division Number 7241 Tidelands Harbor Capital Fund Account Number C4002002 Marina Park Project Division Number Account Number Automatic Signed: (A/zw Fina'n'c&W Approval:'Finance Director Signed: �—�.e---�2��.�1�,�\,� Admims ve Approval: City Manage Signed: City Council Approval: City Clerk Credit $1,676,400.00 ,q-3- 1S Date Ly11s Date Date 14-6 February 10, Item No. 14 Agenda Item 14 - Award of Marina Park Docks Contract City of Newport Beach City Council Meeting February 10, 2015 David Webb Director of Public Works Air New Marina Facility • 2 - ADA Compliance Gangways. • 3 Ton Boat Hoist and Ladder • Concrete Dock & Support Pile System • On the Water Launch/ Retrieval & Storage for Sabots, Lidos, Kayaks, Paddle Boards ... • Dinghy Dock tie-up area and Storage Racks • 23 Slip Visiting Vessel Marina X21 - 40 ft. slips ®2 - 55 ft. slips X200 ft. Long Dock Side Tie Water, Sewer, Power, Wi-Fi • Received Four Bids • Low Bid 23% higher than Engineers Estimate of $2,380,000 • Bid Review • Small Specialized Contractor Market • All Known and Repeatable Contractors • Generally Tight Bid Grouping • Overage is Mainly in the Contractor's General Conditions and Mobilization (which are largely market related) • Recommend Awarding the Marina Park Dock Contract to Bellingham Marine Industries of Dixon, California for $2,937,661.00 • Establish 10% Contingency Fund of $293,739.00 MARINA PARK MASTER BUDGET ATTACHMENT B Items ncfedm Red are uraadimed costs pati L"a 1 -w -as BwcEraa BUDGETED ncnbu TASF(DESCFUMON DETAIL COST TOTAL TOTAL C[1Alh�S 2 LAID ISRION 80108180118 kACTUAL cash us. - fees a SCE Panel 900 CAO A HARD COSTS S 29,543,2811 1 S 29 U3d 810 Taal Mxa4dde5 0 919 Calm rAwAkauancy a rbcn and Tree Reloo3onMal_ . Orighal Ccnv= S =05. 30 Unlimited Emiurxnental hw- I �Renairder d 10% Cornrm ncy (Be1ae with 340.5131 S - Norre Used in Ca mact l Charge Order No- 1 S (67.615) Credit far Mobile Flames b PACKAGE 2 Manna Basin Cmsfruciim 3 :2.671.72< Final Total CorkadAmount= 816�594 Onidnal C07UW S 4,579.078 The DubaGitoup I Remainder of 117% Contirge " (Befit with $457,606) S - Fid - tlsed 6%. Contrrpanoy I Bid hen Adqushnent Anxut 3 (&127) Fid adddcrddeAe35m in hid quanties I Charge Order No. 1 5 (26,513) Deletion of Dem Support I Charge Osier No- 2 3 13,565 Install Addtirnal Ro aLFabne fir GS Facility Pad I Charge Osier No 3 5 10.483 Chanced Canduon rewdxp Amencan Lenon wall I Chorale Order No- 4 3 243A00 Exrarretiw of additional 4000 Cy sable be a h sand I Charged sub-arTace candEian on buNdwad nstal I Removal of unknow & abandon udtim 8 structures- I Chasse 06K No- 5 3 34.302 MR. Added Sand 181h ST. rsnxd be4mk hales I c PACKAGE 3: Cunrrxnrty Ceraer and Pak I signal Contract 3 18.748A00 KPRS Cormouution Seryiom Ina I Reenaindeof 10% Carrtingency (Begs with $1,874,8M) :: 1,761,Ea,3 = ""a Cccirgency R.rrmning I Charm Order No- 1 3 27.247 Additional asbestos, footimtaxaew renals in Genn Charm Order Na 2 3 916 Delay Cost assodared with Pad dek-AKY I Change OnkrNo.3 S 17A26 I Charge Order No- 4 S 47.726 I d PACKAGE k Docks $ 2.217,741 1r dudes ra K*dy 90k in clock FFBE I original Caw= 3 2.837.691 4t Awwdrd Yet I Rerneirdeof10%Conti rVercy i;Beginwith$221.774) S 28?.7r&P '0%CaitngedyFtemaiiing I Chanyle Order No- 1 I 5 FDM R.ES FUFM"NGS 8 FF S 5611100 5W.001) PRO.IECT TOTAL 3 39,500,600 1 1 $ 38.9&1.530 Items ncfedm Red are uraadimed costs pati L"a 1 -w -as Comments/Questions Your Public Works Department A Well -Engineered Machine Protecting and Providing Quality Public Improvements and Services ENGINEER'S ESTIMATE. PROJECT MANAGER: LS LS CITY OF NEWPORTBEACH PUBLIC WORKS DEPARTMENT BID LOCATION: City ClerVS Office - Cly Hao DATE: 20 -Jan -15 TII.IE: 2:30p.m. BY: LEE CHECKED: PTAUSCHER 1120/2015 Al Operations & Maintenance of Marine Construction 1 LS 1 119,200.001 119,200.00 144,OOD.001 144,000.00 175,000.00 175,000.00 A2 Installation Floater Insurance 1 LS I 1 10,000.001 10,000,D01 5,00D.001 5,000.00 30,000.001 30,000.00 3 (Cast -In -Place Concrete 1 1 1 LS I 14.400.001 14.400.001 137.000.001 137.000.001 1 1 1 I 1 6 1 Manna Pulno and Epuioment Systems I 1 I LS 1 125.000.001 125.000.001 197.000.001 197400.001 1 1 1 I