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HomeMy WebLinkAboutC-3897(B) - Marina Park Project - Marina Basin Construction Including Dredging, Bulkheads, Grading and Soil RemediationCITY OF NEWPORT BEACH OFFICE OF THE CITY CLERK Leilani I. Brown, MMC February 10, 2016 Dutra Construction Co., Inc. Attn: Bill T. Dutra 2350 Kerner Blvd., Suite 200 San Rafael, CA 94901 Subject: Marina Park Project — Marina Basin Construction including Dredging, Bulkheads, Grading and Soil Remediation — C -3897(B) Dear Mr. Dutra: On February 10, 2015, 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 20, 2015 Reference No. 2015000092177. The Surety for the contract is Liberty Mutual Insurance Company and the bond number is 070016449. Enclosed is the Faithful Performance Bond. Sincerely, LeAani Brown, ,MC 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 Premium is for Contract Term and is Subject to Adjustment Based on Final Contract Price EXHIBIT C CITY OF NEWPORT BEACH BOND NO, 070016449 FAITHFUL PERFORMANCE BOND The premium charges on this Bond Is $ $37,131.00 being at the rate of $ $13.741$8.301$6.58 thousand of the Contract price. WHEREAS, the City of Newport Beach, State of California, has awarded to Dutra Construction Co., Inc. hereinafter designated as the "Principal," a contract for the Marina Parts Project -- marina basin construction Including dredging, bulkheads, grading and soil remedlation in the City of Newport Beach, in strict conformity with the Contract on Me 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 Liberty Mutual Insurance 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 Four Million Five Hundred Seventy Six Thousand Seventy Nine Dollars and 00/100 ($4,576,079.00) 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, fts 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. 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. Dutra Construction, Inc. Page C-1 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 Prindpal shall not exonerate the Surety from its obligations under this Bond. IN WITNESS WHEREOF, this it Principal and Surety above named, on the Dutra Construction Co., Inc. Name of Contractor (Principal) Lib" Mutual Insurance Company Name of Surety 175 BerkeleySt., Boston, MA 02116 Address of Surety Ed Camnos 925-979-6705 Telephone has been duly executed by the of J December 2013. ry K. Steyaj:%, President" & COO Jana B. Pilgard, Attorney in Fad Print Name and Tile NOTARYACKNOWLEDGMENTS OP CONTRACTORAND SURETYMUST SEATTACHED Dutra Construction, Inc. Page C-2 State of California County of Placer On December 12, 2013 ACKNOWLEDGMENT before me, Kathy Rangel, Notary Public (insert name and title of the officer) personally appeared Jana B. Pilgard 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/herttheir authorized capacity(ies), and that by his/herttheir 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 my hand and official seal. KATHY RANGEL COMM. # 2007083 3 NOTARY PUBLIC • CAUFORNIA n f PLACER COUNTY Comm. Exp. FEB. 11, 2017 Signature (Seal) ACKNOWLEDGMENT State of California County of Marin December 16 ******************** On 2013 before me, Diana M. Britting *************** .Notary Public, personally appeared who prove to me on the basis of satisfactory evidence to be the personA whose name(z) isIm* subscribed to the within Instrument and acknowledged to me that belsheMw executed the same In his/hedthelr authorized capacityped), and that by hls/herflheir signatureso) on the Instrument the person(za'j, or the entity upon behalf of which the personA 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.. M. DIANA BRITTim: Commission i 19221'-"n' WITN SS my hand and Mcia[ seat. _ -r Notary Public - Calimrnlz `. ` z Marin County M Comm. E%lresFeb 7C.2915 SignatureDiana M. Britting Notary Public (sea)) 696 �r---,, j -. Commission # 9922342 ACKNOWLEDGMENT z` Notary Public - California Marin Countv State of Califomia County of )ss. On 2013 before me, Notary Public, personally appeared who proved to me on the bask 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 hia/her/their signatures(s) on the instrument the person(s), or the entity upon behalf of which the persons) 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 Dutra Construction, Inc. (seal) CITY OF NEWPORT BEACH OFFICE OF THE CITY CLERK Leilani Brown, CMC June 1, 2015 Dutra Construction Co., Inc. Attn: Bill T. Dutra 2350 Kerner Blvd., Suite 200 San Rafael, CA 94901 Subject: Marina Park Project - Marina Basin Construction including Dredging, Bulkheads, Grading and Soil Remediation C -3897(B) Dear Mr. Dutra: On February 10, 2015 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 20, 2015, Reference No. 2015000092177, The Surety for the bond is Liberty Mutual Insurance Company and the bond number is 070016449. Enclosed is the Labor & Materials Payment Bond. Sincerely, 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 9 www.newportbeachca.gov EXHIBIT B Premium is for Contract Term and is Subject to Adjustment Based on Final Contract Price CITY OF NEWPORT BEACH Premium Included BOND NO. 070016449 LABOR AND MATERIALS PAYMENT BOND WHEREAS, the City of Newport Beach, State of Califomla, has awarded to Dutra Construction Co., Inc. hereinafter designated as the "Principal,' a contract for the Marina Park Project — marina basin construction Including dredging, bulkheads, grading and soil remediation 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 agi eed 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 Principe), and, Liberty Mutual Insurance Company duly authorized to transact business under the laws of the State of California, as Surety, (referred to herein as 'SuretA are held and firmly bound unto the City of Newport Beach, in the sum of Four Million Five Hundred Seventy Six Thousand Seventy Nine Dollars and 00/100 ($4,576,079.00) 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 13 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 far any other work or labor thereon ar 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 palet 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 attomeys' fee, to be fixed by the Court as required by the provisions of Section 9554 of the Civil Code of the State of California. 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 Dutra Construction, ino. Page B-1 required by and In accordance with the provisions of Sections 9500 at 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 12th dpy of December '2013. Dutra Construction Co Inc CC Name of Contractor (Principal) 1#006& Si h ure/Tttle ry K. Ueysa';?t, President & COO Liberty Mutual Insurance Company Name of Surety 175 Berkeley St., Boston MA 02116 Address of Surety Ed Campos 925-979-6705 Telephone Jana B. Pilgard, Attomey in Fact Print Name and Title NOTARYACKNOWLEDGMENTS OF CONTRACTOR AND SURETY MUST BE ATTACHE) Dutra Construction, Inc. Page 15-2 State of California County of Placer On December 12, 2013 ACKNOWLEDGMENT before me, Kathy Rangel, Notary Public (insert name and title of the officer) personally appeared Jana B. Pilgard 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 my hand and official seal. KATHY RANGEL COMM. # 2007083 M NOTARY PUBLIC • CALIFORNIA n PLACER COUNTY Comm. Exp. FEB. 11, 2017 i Signatures (Seal) THIS POWER OF ATTORNEY IS NOT' '.ID UNLESS IT IS PRINTED ON RED BACK! *)UND. ,This Power of Attorney limits the acts of those nam erein, and they have no authority to bind the Company exc.. i the manner and to the extent heroin stated. Certificate No. ahaeeas American Fire and Casualty Company Liberty Mutual Insurance Company The Ohio Casualty Insurance Company West American Insurance Company POWER OF ATTORNEY KNOWN ALL PERSONS BY THESE PRESENTS: ThatAmedcan Fire & Casualty Company and The Ohio Casualty Insurance Company are corporations duty organized under the laws of the State of New Hampshire, that Liberty Mutual Insurance Company is a corporation duty organized underthe laws of the State of Massachusetts, and Mat American Insurance Company is a corporation duly organized urdertle laws of the State of Indiana (herein collectively called the "Companies"), pursuant to and by authority herein set forth, does hereby name, constitute and appoint, _ Dona Lisa Bu chmanm J, B is hmanm Jana At Pilgard, Kathy Rangel gelRobert D Lau all of the city of Roseville state of CA each individually if there be more than one named, its true and lawful attomey-in-fact to make, execute, seal, acknowledge and deliver, for and on its behalf as surety and as its act and deed, any and all undertakings, bonds, recognizances and other surety obligations, kr pursuance of these presents and shall be as binding upon the Companies as if they have been duly signed by the president and attested by the secretary of the Companies in their own proper persons. IN WITNESS WHEREOF, this Power of Attorney has been subscribed by an authorized officer or official of the Companies and the corporate seals of the Companies have been affixed thereto this tat dayof July 2013 American Fire and Casualty Company ; �-;� The Ohio Casualty Insurance Company Liberty Mutual Insurance Company WestAmencan Insurance Company ai • By: C STATE OF WASHINGTON ss Gregory W. Davenport, Assistant Secretary .: C COUNTY OF KING m :d0) On this ist day of .lulu 2013 before me personally appeared Gregory W. Davenport, who acknowledged himself to be the Assistant Secretary of American L) e1 Fire and Casualty Company, Liberty. Mutual Insurance Company; The Ohio Casualty Company, and West American Insurance Company, and that he, as such, being authorized so to do, 0 ? execute the foregoing instrument for the purposes therein contained by signing on behalf of the corporations by himself as a duly authorized officer. R > IN WITNESS WHEREOF, I havehereunto suoscribed my name and affixed my notarial seal at Seattle Washington, on the day and year first above written. v XA-) I C •w By; C ` KD Riley , No Public d This Power ofAtamey is made and executed pursuard o and by authority ofthe folkiwing By-laws andAuthorizaiions ofAmerican Fireand Casualty Company, The Ohio Casualty. Insurance m r Company, liberty Mutual Insurance. Company, and WestAmerican Insurance Company which resolutions are now in full force and effect reading as follows: mN ` ARTICLE IV- OFFICERS - Section l2. Power ofAttorney. Any officer or other official of the Corporation authorized for that purpose in writing by the Chairman or the President, and subject e; to such kmitaton as the Chairman or the President may prescribe, shall appoint such atomeys-in-fact, as may be necessary to act in behalf of the Corporation to make, execute, seal, OS acknowledge and deliver as surety any and all undertakings,bonds, recognizances and other surety obligations. Such attorneys -in -fact, subject to the limitations set forth in their respective ai powers of attorney, shall have full power to bind We Corporation by their signature and execution of any such instruments and to attach thereto the seal of the Corporation. When so executed, such instruments stall be as binding as if signed by the President and attested to by the Secretary. Any power or authority granted to any representative or attomey-in-fact under n7 T the provisions of this article may be revoked at any time by the Board, the Chairman, the President or by the officer or officers granting such power or authority. 'cc = ARTICLE All - Execution. of Contracts- SECTION 5. Surety Bonds and Undertakings. Any officer of the Company authorized for that purpose in writing by the chairman or the president, > ` and subject to such limitations as the chairman or the president may prescribe, shall appoint such attomeys-in-fact, as may be necessary to act in behalf of the Company to make; execute, Z seal, acknowledge and deliver as surety any and all undertakings, bonds, recognizances and other surety obligations. Such atomeys-in-fad subject to the limitations set forth in their 2 v respective powers of attorney, shall have full power to bind the Corrpany by their signature and execution of any such instruments and to attach thereto the seal of the Company. When so. executed such instruments shall be as binding as if signed by the president and attested by the secretary. Certificate of Designation - The President of the Company, acting pursuant to the Bylaws of the Company, authorizes Gregory W. Davenport, Assistant Secretary to appoint such atomeys-in-W as may be necessary to ad on behalf of the Company to make, execute, seal, acknowledge and deliver as surety any and all undertakings, bonds, recognizances and other surety obligations.. Authorization - By unanimous consent of the Coapanys Board of Directors, the Company consents that facsimile or mechanically reproduced signature of any assistant secretary of the Company, wherever appearing upon a certified copy of any power of attorney issued by the Company in connection with surety bonds, shall be valid and binding upon the Company with the same force and effect as though manually affixed. I, David M. Carey, the undersigned, Assistant Secretary, of American Fire and Casualty Company, The Ohio Casualty Insurance Company, Liberty Mutual Insurance Company, and West American Insurance Company do hereby certify that the original power of attorney of which the foregoing is a full, true and correct copy of the Power of Attorney executed by said Companies, is in full force and effect and has not been revoked. IN TESTIMONY WHEREOF, I have hereunto set my hand and affixed the seals of said Companies this 12thday of December 2o2. s j David M. Carey; Assistant Secretary y / LMS_12873_ 092012 11801500 ACKNOWLEDGMENT State of California County of Marin 1 -ss. On December 16 ******************** 2013 before me, Diana M. Brittina *************** .Notary Public, personally appeared ********************************** who prove to me on the basis of satisfactory evidence to be the persons� whose nameo Ia/ar& subscribed to the within Instrument and acknowledged to me that helshefthay executed the same in his1herAhelr authorized capacity(ias), and that by hWherAfgetr signatureW on the Instrument the person(, or the entity upon behalf of which the person( <) acted, executed the Instrument 1 certify, under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. DIANA M.BRITTING •� WITNESS my hand and official seal. COmR#ealon k 1922312 @MyComm.Excire Notary Public - Calitornia Marin County s Feb 13, 2C 1 Signature Diana 9. Britting, otary Public (seal) ACKNOWLEDGMENT State of California County of ) ss. on 2013 before me, Notary Public, personally appeared who proved to me on the basis of satisfactory evidence to be the person(a) 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 capaclty(les), and that by his/her/thelr 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 Calffomla that the foregoing paragraph is true and correct. WITNESS my hand and official seal. Signature Dutra Construction, Inc. (seal) Release of Stop Payme VFD To: City of Newport Beach, DPW 2015 NM 26 hij 9: 07 ". , You are hereby notified that the undersigned claimant releases that certain Stop'Payment Notice dated 03-19-2015 in the amount of $ 39,014.001 lV j against City of Newport Beach, DPWq Put l+ems . w6'Y 2 2 20 as owner or public body and DUTRA Construction Co., Inc. as direct contractor in connection with the work of improvement known as Marina Park In the city of Newport Beach , County of Orange State of California. Date: 05-18-2015 Name of Claimant: Coreslab Structlu s (L.A.) Inc. By: Robert H. Konoske, Vice President and General Manager VERIFICATION I, the undersigned, state: I am the Vice President and General Mgr of the claimant named in the foregoing Release; I have read said Release of Stop Payment Notice and know the contents thereof, and I certify that the same is true of my own knowledge. I certify (or declare) under penalty of perjury under the laws of the State of California that the foregoing is true and correct. Executed on 05-18-2015 at PerrisDUTRA Constr State of California Date S4�4 1/5- Copies /S Copies Sent To: City Council City Manager /City Attorney 7013 '" ?u ^1i 2: 45 NOTICE OF MECHANICS LIEN ATTENTION! Upon the recording of the enclosed MECHANICS LIEN with the county recor"der''s6ffice of the county where the property is located, your property is subject to the filing of a le- gal action seeking a court-ordered foreclosure sale of the real property on which the lien has been recorded. That legal action must be filed with the court no later than 90 days after the date the mechanics lien is recorded. The party identified in the mechanics lien may have provided labor or materials for im- provements to your property and may not have been paid for these items. You are receiv- ing this notice because it is a required step in filing a mechanics lien foreclosure action against your property. The foreclosure action will seek a sale of your property in order to pay for unpaid labor, materials, or improvements provided to your property. This may af- fect your ability to borrow against, refinance, or sell the property until the mechanics lien is released. BECAUSE THE LIEN AFFECTS YOUR PROPERTY, YOU MAY WISH TO SPEAK WITH YOUR CONTRACTOR IMMEDIATELY, OR CONTACT AN ATTORNEY, OR FOR MORE IN- FORMATION ON MECHANICS LIENS GO TO THE CONTRACTORS' STATE LICENSE BOARD WEB SITE AT www.csib.ca.gov. PROOF OF SERVICE AFFIDAVIT California Civil Code section 8416(a)(7) and (c) AFFIDAVIT FOR SERVICE ON THE OWNER California Civil Code Section 8416 (a)(7) and (c)(1) Georgie Duran name), declare that I served a copy of this Mechanics' Lien and Notice of Mechanics' Lien by registered mail, certified mail, or first-class mail, evidenced by a certificate of mailing, postage prepaid, addressed to the owner(s) or reputed owner(s) of the property: Name and title of person or entity served: City of Newport Beach, DPW Caniinc Arl mce• 100 Civic Center Drive, Newport Beach, CA 92660 Said service address is the owner's residence, place of business, or address shown by the building permit on file with the permitting authority for the work. Executed on March 13th , 2015 By: at Perris, California 92571 Date—3 )!0 15 Copies Sent To: City Council City Manager City Attorney �- File— �W RECORDING REQUESTED BY Coreslab Structures (L.A.) Inc. WHEN RECORDED MAIL TO Coreslab Structures (L.A.) Inc. 150 W. Placentia Ave. Perris, CA 92571 SPACE ABOVE THIS LINE FOR RECORDER'S US Mechanics' Lien (Claim of Lien) (To be recorded in the county recorder's office in the county in which the property is located.) NOTICE IS HEREBY GIVEN: That Coreslab Structures (L.A.) Inc. as claimant claims a lien for labor, service, equipment, or materials under Section 8000 et Seq. of the Civil Code of the State of California, upon the premises hereinafter described, and upon every estate or interest in such structures, improvements and premises held by any party holding any estate therein. Said labor, service, equipment or materials were furnished for the construction of those certain buildings, improvements, or structures, now upon that certain parcel of land situated in the County of Orange State of California, said land described as follows: STREET ADDRESS: Marina Park, Newport Beach, California Contract No. 3897-B PO#60722-50 LEGAL DESCRIPTION: Marina Park, Newport Beach, California Said lien is claimed for the following labor, services, equipment or materials: (describe labor, services, equipment, or materials in detail) I W & 12" thick precast concrete sheet piles 239 pcs./30,714 sq ft Amount due after deducting all just credits and offsets ... $39,014.00 The name of the person or company by whom claimant was employed or to whom claimant furnished labor, services, equipment, or materials is: DUTRA Construction Co., Inc. That City of Newport Beach DPW located at 100 Civic Center Drive Newport Beach, CA 92660 is/are the reputed owner(s) of said building and/or premises, or some interest therein. DATED: March 13, 2015 Name of Claimant: Coreslab Structpi By. r �, Nan, (Signmure) Vice President and General Manager VERIFICATION (Awhoriud Capacity) I, the undersigned, certify that I am the Vice President and GM of the claimant named in the foregoing Mechanics' Lien, and that I am informed and believe the facts herein to be true, and, on that ground, al- lege that the facts stated in the foregoing Mechanics' Lien are true. I certify (or declare) under penalty of perjury under the laws of the State of California that the foregoing is true and correct. Executed on March 13th, 2015 , in the City of Perris State of California Its Agent NC KT9: Stop Payment Notice CALIFORNIA CIVIL CODE SECTION 8044 X"tit1 Date 3-.7-0-15 Copies Sent To: City Council City Manager _-77z City Attorney (If ate"7db' File tibitd }esl!Asible officer or person at office or branch of construction lender administering the construction funds or with the owner - CIVIL CODE SECTIONS 8500 - 8560) (If Public Job ftle'Wth office of controller, auditor, or other public disbursing officer whose duty It provisions of the contract - CIVIL CODE SECTIONS 9350 - 95 10) nC Direct Contractor: DUTRA Construction Co., Inc. Sub Contractor (If Any): Owner or Public Body: _ 100 Civic Improvement known as Marina Park DPW County of Orange , State of California. Coreslab Structures (L.A.) Inc. Claimant, a California Corporation furnished certain labor, service, equipment or materials used in the above described work of improvement. The name of the person or company by whom claimant was employed or to whom claimant furnished labor, service, equipment, or materials is DUTRA Construction Co.. Inc. The kind of labor, service, equipment, or materials furnished or agreed to be furnished by claimant was: 10" & 12" thick precast prestressed concrete sheet piles 239 pcs / 30,714 sq ft approx. Total value of labor, service, equipment, or materials agreed to be furnished. Total value of labor, service, equipment, or materials actually furnished is... Credit for materials returned, if any ................................................. Amount paid on account, if any ............................. Amount due after deducting alljust credits and offsets.. 1,111,,,,,,,,, $783,837.11 ............ I ........ I ... I ............. $ 744,823.11 ............ I .......................... $ 39,014.00 YOU ARE HEREBY NOTIFIED to withhold sufficient monies held by you on the above described project to satisfy claimant's demand in the amount of $ 39,014.00 and in addition thereto sums sufficient to cover interest, court costs and reasonable costs of litigation, as provided by law. A bond (CIVIL CODE SECTION 8532) is not attached. (Bond required with Stop Payment Notice served on construction lender on private jobs - bond not required on public jobs or on Stop Payment Notice served on owner on private jobs) Date: 03-19-2015 Name of Claimant: Coreslab�.A.) Inc. LIN VERIFICATION I, the undersigned, state: I am the Vice President & General Mgr of the claimant named in the foregoing Stop Payment Notice; I have read said claim of Stop Payment Notice and know the contents thereof, and I certify that the same is true of my own knowledge. I certify (or declare) under penalty of perjury under the laws of the State of California that the foregoing is true and correct. Executed on March 19, 19, 2015 at PeM , , State of California. REQUEST FOR NOTICE OF ELECTION (Private Works Only) If an election is made not to withhold funds pursuant to this Stop Payment Notice by reason of a payment bond having been recorded in accordance with Sections 8600, 8536 or 8542, please send notice of such election and a copy of the bond within 30 days of such election in the enclosed preaddressed stamped envelope to the address of the claimant shown above. This information must be provided by you under Civil Code Section 8538. Signed: -Frl ,__ ,_f � . r. RECORDING REQUESTED BY AND WHEN RE0,0813,RE QR -W ;O: City Clerk City of Newport Beach 100 Civic Coiter Drive Newport Beach, CA 92660 Recorded in Official Records, Orange County Hugh Nguyen, Clerk -Recorder ��, VIII II IIIIIIIII''IIIII IIII'IIi'iIIIII NO FEE $ R 0 0 0 7 3 0 8 1 6 5$ 20150000921771:41 pm 02120/15 37 406 N 12 1 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 Dutra Construction Co., Inc. of San Rafael, CA, as Contractor, entered into a Contract on December 11, 2013. Said Contract set forth certain improvements, as follows: Marina Park Project — Marina Basin Construction including Dredging, Bulkheads, Grading and Soil Remediation C -3897(B) Work on said Contract was completed, and was found to be acceptable on February 10, 2015 by the City Council. Title to said property is vested in the Owner and the Surety for said Contract is Liberty Mutual Insurance Company. 90 Public Wor S Director City of Newport Beach VERIFICATION certify, under penalty of perjury, that the foregoing is true and correct to the best of my knowledge. Executed on �VIU�Vv 16 at Newport Beach, California. BY - City Jerk CITY OF NEWPORT BEACH CITY CLERK'S OFFICE Leilani Brown, MMC February 12, 2015 Orange County Recorder P.O. Box 238 Santa Ana, CA 92702 RE: Notice of Completion for the following projects: • Harbors Piers Maintenance Contract No. 5756 • Marina Park Project — Marina Basin Construction including Dredging, Bulkheads, Grading and Soil Remediation C -3897(B) Please record the enclosed documents and return to the City Clerk's Office. Thank you. Sincerely �, j�{� Com( Leilani I. Brown, 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 Dutra Construction Co., Inc. of San Rafael, CA, as Contractor, entered into a Contract on December 11, 2013. Said Contract set forth certain improvements, as follows: Marina Park Project — Marina Basin Construction including Dredging, Bulkheads, Grading and Soil Remediation C -3897(B) Work on said Contract was completed, and was found to be acceptable on February 10. 2015 by the City Council. Title to said property is vested in the Owner and the Surety for said Contract is Liberty Mutual Insurance Company. City of Newport Beach VERIFICATION I certify, under penalty of perjury, that the foregoing is true and correct to the best of my knowledge. Executed on r�l/tU�VyutYVY I�, "k Of, 1� at Newport Beach, California. BY City 61evrk, CITY OF NEWPORT BEACH City Council Staff Report February 10, 2015 Agenda Item No. 5 TO: HONORABLE MAYOR AND MEMBERS OF THE CITY COUNCIL FROM: David A. Webb, Public Works Director- (949) 644-3330, dawebb@newportbeachca.gov PREPARED BY: Iris Lee, Senior Civil Engineer PHONE: (949) 644-3323 TITLE: Marina Park Project— Marina Basin Construction Including Dredging, Bulkheads, Grading and Soil Remediation (Bid Package 2) — Notice of Completion of Contract No. 3897-B (CAP -09-0070) ABSTRACT: On December 10, 2013, City Council awarded Contract No. 3897-B, Marina Park Project — "Marina Basin Construction Including Dredging, Bulkheads, Grading and Soil Remediation" to Dutra Construction Company, Inc. (Dutra) for a total contract cost of $4,576,079.00 plus a 10 percent contingency allowance. The required work is now complete and staff requests City Council acceptance and close out of the contract. RECOMMENDATION: 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 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 year after acceptance by the City Council. FUNDING REQUIREMENTS: Funds for the construction contract were expended from the following accounts: Account Description Account Number Amount Marina Park 7411-C4002002 $ 344,816.60 Tidelands Capital Fund 7241-C4002002 $ 4,497,952.50 Total: $ 4,842,769.10 5-1 DISCUSSION: Overall Contract Cost/Time Summary 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: $ 4,576,079.00 Actual cost of bid items constructed: $ 4,567,952.50 Total change orders: $ 274,816.39 Final contract cost: $ 4,842,768.89 The Marina Park Project is divided into four general construction plan sets and bid packages: (1) Site Demolition and Tree Relocation; (2) Marina Basin Construction; (3) Buildings and Site Development; and (4) Marina Docks. Contract No. 3897-A - Site Demolition and Tree Relocation was awarded by City Council on October 22, 2013 and has been completed. This contract, Contract No. 3897-B, was awarded for work related to Bid Package 2, which included improving/stabilizing the underlying ground for the future Community and Sailing Center buildings through the use of stone columns; installing the marina bulkheads/groin walls with dead -man tie backs and pre -fabricated handrails; dredging of the marina basin; and placing and grading of the dredged sand material onto targeted beaches. The final construction contract cost was approximately 4.17 percent above the original bid amount. Four additive and one deductive change orders were issued for a net total of $274,816.39. The majority of the change order work, $243,000, resulted from additional work required to repair a portion of the buildings' subsurface that was lost due to the bulkhead tieback installation. The deductive change order of $26,543.04 was issued due to a change in the tieback anchoring system. A summary of the project schedule is as follows: Estimated Completion Date per 2014 Baseline Schedule October 9, 2014 Project Awarded for Construction December 10, 2013 Contract Completion Date with Approved Extensions September 26, 2014 Actual Substantial Construction Completion Date September 25, 2014 The project was substantially complete as of September 25, 2014 with all dredging, excavation, foundation work, bulkhead wall and railing installation complete. Some miscellaneous site work, boundary related work with the American Legion site and financial/close out paper work lingered through October to December and needed to be addressed prior to the Notice of Completion Action. 5-2 Actual Awarded Final Cost at Contingency% Due to % Due to Contract Amount Completion Allowance Contract Directed Unforeseen Change Change Change $4,576,079.00 4842768.89 10% or less +4.17% -0.10% +4.27% Allowed Contract Time (days) = Actual Time Approved Extensions 155 1 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: $ 4,576,079.00 Actual cost of bid items constructed: $ 4,567,952.50 Total change orders: $ 274,816.39 Final contract cost: $ 4,842,768.89 The Marina Park Project is divided into four general construction plan sets and bid packages: (1) Site Demolition and Tree Relocation; (2) Marina Basin Construction; (3) Buildings and Site Development; and (4) Marina Docks. Contract No. 3897-A - Site Demolition and Tree Relocation was awarded by City Council on October 22, 2013 and has been completed. This contract, Contract No. 3897-B, was awarded for work related to Bid Package 2, which included improving/stabilizing the underlying ground for the future Community and Sailing Center buildings through the use of stone columns; installing the marina bulkheads/groin walls with dead -man tie backs and pre -fabricated handrails; dredging of the marina basin; and placing and grading of the dredged sand material onto targeted beaches. The final construction contract cost was approximately 4.17 percent above the original bid amount. Four additive and one deductive change orders were issued for a net total of $274,816.39. The majority of the change order work, $243,000, resulted from additional work required to repair a portion of the buildings' subsurface that was lost due to the bulkhead tieback installation. The deductive change order of $26,543.04 was issued due to a change in the tieback anchoring system. A summary of the project schedule is as follows: Estimated Completion Date per 2014 Baseline Schedule October 9, 2014 Project Awarded for Construction December 10, 2013 Contract Completion Date with Approved Extensions September 26, 2014 Actual Substantial Construction Completion Date September 25, 2014 The project was substantially complete as of September 25, 2014 with all dredging, excavation, foundation work, bulkhead wall and railing installation complete. Some miscellaneous site work, boundary related work with the American Legion site and financial/close out paper work lingered through October to December and needed to be addressed prior to the Notice of Completion Action. 5-2 BUDGET SUMMARY: Staff has included a running summary table of the total Marina Park Budget to date (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. With the completion of Package 2 and the award of Package 4, which is also being presented to Council tonight, the actual total cost of the project is projected to be under budget by approximately $515,470 ever 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"). This 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.newportbeachca.gov/cegadocuments. _kTr9TK9 fi![e3 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 Map Attachment B - Budget Summary 5-3 NEWPORT CHANNEL ROJECT LOCATIO W. BALBOA BOULEVARD w OCEAN = FRONT WEST �1 a PACIFIC OCEAN NTS MARINA PARK — PACKAGE 2 MARINA BASIN CONSTRUCTION LOCATION MAP w Lu cl CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT C -3897-B 1 2/10/15 5-4 MASTER BUDGET r_11ar_Tya► 1210112:3 Items noted in Red are unconfirmed costs Last Updated 1-30-15 5-5 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 5-5 IFB Submitted By: i l r LUk ; DUTRA CONSTRUCTION CO., INC. 2350 Kerner Blvd., Suite 2 , San Rafael, CA 94901-5595 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 rflx�ikf�t�fkp�cs�tc#la�cstayc»o�cllll>sd�x��itzsewclQiC�Oc1B� at which time such bids shall be opened and read for .Asper Addendum No. 1: bid opening date/time has changed to 1:30 PM on Tuesday 11/19/13 BRADIAIA DADLC DOn II=CT _ MARIAIB R®CIN rOM.c;TRIICTir)M INCLUDING DREDGING, BULKHEADS, GRADING AND SOIL REMEDIATION Contract No. 3897-B $ 4,000,000 Engineer's Estimate App ed by David A. Webb Public Works Director ONLY PRE -QUALIFIED GENERAL CONTRACTORS MAY BID ON THIS CONTRACT 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 10:00 AM On Thursday, October 24, 2013, to be held at the 18`" Street Parking Lot Located at 1770 W. Balboa Boulevard, Newport Beach, CA 92663 Contractor License Classification(s) required for this project. "A" For further information, call Glenn Estrella, Construction Manaqer (562)307-7564 BID INFORMATION IS AVAILABLE ON THE CITY WEBSITE: http://www.NewportBeachCA.gov CLICK:. Online Services / Bidding &Bid Results Page: 1 of 3 CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT ADDENDUM NO. 1 MARINA PARK PROJECT - MARINA BASIN CONSTRUCTION INCLUDING DREDGING, BULKHEADS, GRADING AND SOIL REMEDIATION CONTRACT NO. 3897-B DATE: ` ?-l3 BY: Pu TO: ALL PLANHOLDERS The following changes, additions, deletions, or clarifications shall be made to the Proposal Documents - all other conditions shall remain the same. & GENERAL 1. The bid opening date and time has changed to 1:30p.m. on Tuesday, November 19, 2013. B.CONTRACT 1. Page 3, Revise Section 2 'Bid Schedule" to the following: Bid Schedule • Invitation to Bid..., ......... w iv.. 9 .......... ;..; .......... 10/15/13 • Pre Bid Meeting,........:.;.........:::::..............10/24/13, 10:00a.m, o Final Day to Submit Bidder Questions.............11/6/13, 5:00p..m. • Bids Due ....................................................11/19/13, 1:30p.m. • Bid Opening (anticipated)..............................11/19/13, 1:30p.m. • Construction Start (anticipated)......................2/1.9/14 2. Page 4, Add the following Section 10 f:lu5emlpbwlsharedlwnlracls\c3097 • marina paMpackage 2 wnslfuclionladdendum -. no.l.doc Page: 2 of 3 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. 3. Page 26, Remove Section 1.3.5 "Builder's Risk Insurance". Builder's Risk Insurance is not required for this contract. C.PROPOSAL 4. Replace "Proposal" in its entirety, with "Revised Proposal (11/8/13)." D. PLANS 5. Replace Sheets 61.01 and B1.06 in its entirety, with Sheet B1.01 Amendment 11-07- 2013 and Sheet B1.06 Amendment 11-07-2013. Please note changes that include, but not limited to: (1) Revised extent of Ground Improvements (2) Revised note on relocation of aboveground water pipe to underground; (3) Deleted note to underground existing, overhead electrical and communication lines and services; (4) Added dimension to reconstructed cap at the American Legion property; and (5) Added dimension to drain filter detail. 6. Replace Sheet D1.01 in its entirety, with Sheet D1.01 Amendment 11-07-2013. Please note changes that include, but not limited to: (1) Clarified note for stockpile area; and (2) Added note to delete existing hose bib and pipe. 7. Replace Sheet EC1.01A in its entirety, with Sheet EC1.01A Amendment 11 -07 -2013 - Please note changes that include, but not limited to: (1) Added coordinates for sandbag barrier. 8. Replace Sheet EC1.01 B in its entirety; with Sheet EC1.01 B Amendment 11-07-2013. Please note changes that include, but not limited to: (1) ,Revised sandbag barrier location. 9. Sheet S2.1(10/8/13) is provided to planholders FOR REFERENCE ONLY in bidding this contract. 'Said plan sheet is not for construction or use for any other purpose. E. REQUEST FOR INFORMATION 10.A. compilation of all RFI's is provided to planholders as "Bidder's Questions and Answers." f;\users\pbMsharedlcontracts%c3897 - madna parklpacHage 2 constnrctionladdendum -no. 1.dor, Page 3 of 3 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. DUTRA CONSTRUCTION CO., INC. Bidder's Name (Please Print) November 19, Date // Authorized Grgnature 011 T. Dutra. CEO f\users\pbvAshared\contraclslc3897 - marina paWpackage 2 construchoMaddendum - no 1.doc City of Newport Beach MARINA PARK PROJECT— MARINA BASIN CONSTRUCTION INCLUDING DREDGING, BULKHEADS, GRADING AND SOIL REMEDIATION Contract No. 3897-B TABLE OF CONTENTS NOTICE INVITING BIDS .... ................................................... ............................... :_..Cover INSTRUCTIONS TO BIDDERS.......................................................................................3 BIDDER'S BOND.................:..........................................................................................5 DESIGNATION OF SUBCONTRACTOR (S) .................................................................... 8 SUBCONTRACTOR'S EXPERIENCE AND CERTIFICATION ........................................ 9 NON -COLLUSION AFFIDAVIT..................................................................... 13 DESIGNATION OF'SURETIES...................................................................... 14 CONTRACTOR'S INDUSTRIAL SAFETY RECORD .................................................... 16 ACKNOWLEDGEMENT OF ADDENDA.......................................................................18 INFORMATION REQUIRED OF BIDDER.....................................................................19 NOTICE TO SUCCESSFUL BIDDER...........................................................................22 CONTRACT.................................................................................................................. 23 FAITHFUL PERFORMANCE BOND.............................................................................30 LABOR AND MATERIALS PAYMENT BOND... ...................................... __ ................. 36 PROPOSAL.... ............. ............................................................................................. PR -1 SPECIAL PROVISIONS............................................................................................ SP -1 SUPPLEMENTAL PROVISIONS 2' City of Newport Beach — MARINA BASIN CONSTRUCTI REMEDIATION Contract No. 3897-B 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 SUBCONTRACTOR'S EXPERIENCE AND QUALIFICATIONS NON -COLLUSION AFFIDAVIT DESIGNATION OF SURETIES CONTRACTOR'S INDUSTRIAL SAFETY RECORD INFORMATION REQUIRED OF BIDDER ALL, ADDENDA TO PLANS AND SPECIFICATIONS AS ISSUED BY AGENCY PRIOR TO BID OPENING DATE (if any) PROPOSAL 2. Bid Schedule: Invitation to Bid: ................... .............. Pre Bid Meeting ................................... • Final Day to Submit Bidder Questions. • Bids Due ........................................:::.:. Bid Opening (anticipated) .................... Construction Start (anticipated)............ .........10/15/13 .........10/24/13 10:00 am ........11/6/13 5:00 pm .........11/13113 2:00 pm .........11/13113 2:00 pm ....,....2/19/14 3. Cash; certified check or cashier's check (sum not less than 10 percent of the total bid price) maybe 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. 3. 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. 4. 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. 5. The estimated quantities indicated in the PROPOSAL are approximate, and are given solely to allow the comparison of total bid prices. 6. 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 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. 7. 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. 8. 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". 9. 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. CA: 698862 Class: A, C-10 Cert: HAZ Contractor's License No. & Classification Bill T. Dutra, CEO November 19, 2013 Date 4 City of Newport Beach MARINA PARK PROJECT— MARINA BASIN CONSTRI_ICTION INCLUDING DREDGING, BULKHEADS, GRADING AND SOIL REMEDIATION Contract No. 3897-B 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 of Total Amount Bid ",.*'**" .. -- ...— Dollars ($ 10% of Bid ), 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 BASIN CONSTRUCTION INCLUDING DREDGING, BULKHEADS; GRADING AND SOIL REMEDIATION, Contract No. 3897-B 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 5th day ofV Nvmber . 2013. Dutra Construction Co., Inc. Name of Contractor (Principal) z Signature(ritle HarStewar s'dent & C00 Liberty Mutual Insurance Company Name of Surety _ horized Agent Signature 175 Berkeley St., Boston, MA 02116 Address of Surety Ed Campos 925-979-6705 Telephone Jana B. Pilgard, Attorney in Fact Print Name and Title acknowledgment of Principal & SuretY must be attached) State of California County of Placer On November 5, 2013 ACKNOWLEDGMENT before me, Kathy Rangel, Notary Public (insert name and title of the officer) personally appeared Jana B. Pilgard 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 my hand and official seal.KATHY RANGEL COMM. i�2007083 S 0 ROTARY PUBLIC o CALIFORNIA n PLACERCOU14T�Y. 2017 Signature Qa�O (Seal) COMM ExP. THIS POKER OF ATTORNEY IS NOT VALID UNLESS IT IS PRINTED ON RED BACKGROUND. This Power of Attorney limits the acts of those named herein, and they have no authority to bind the Company except in the manner and to the extent herein stated. Certificate No. 6181 American Fire and Casualty Company Liberty Mutual Insurance Company The Ohio Casualty Insurance Company West American Insurance Company POWER OF ATTORNEY KNOWN ALL PERSONS BY THESE PRESENTS: That American Fire 8 Casualty Company and The Ohio Casualty Insurance Company ere coryoretions duly organized under the laws of the Stale of New Hampshire, that Liberty Mutual Insurance Company is a corporation duty organized under the laws of the Slate of Massachusetts, and West American Insurance Company Is a corporation duty organized under the laws of the State of Indiana (herein collectively called the 'Companies'). pursuant to and by authority herein set forth, does hereby name, constitute and appoint, - Oona t :ca Rumchnngrun J, B c hma n Jena B Pilgard, Kathy Rari Robert O L -t x all of the city of Roseville , state of CA each individually if there be mom than one named, its true end lawful attorney -In -fact to make, execute, seal, acknowledge and deliver, for and on its behalf as surety and as its act and deed, any and all undertakings, bonds. recognizances and other surety obligations. in pursuance of these presents and shall be as binding upon the Companies as if they have been duly signed by the president and attested by the secretary of the Companies in their own proper persons. IN WITNESS WHEREOF, this Power of Anomey has been subscribed by an authorized officer or official of the Companies and the corporate seals of the Companies have been affixed thereto this 1st day of July 2013 - American Fire and Casualty Company The Ohio Casualty Insurance Company Liberty Mutual Insurance Company WestAmeriean Insurance Company ui m _ - m STATE OF WASHINGTON sit Gregory W. Davenport, Assistant Secretary .. `m COUNTY OF KING ,_ Ot On this is( day of .lulu 2013 ,before me personalty appeared Gregory W. Davenport who acknowledged himself to be the Assistant Secretary of Arrencan w y Fire and Casualty Company, Liberty Mutual Insurance Company. The Ohio Casualty Company. end West American Insurance Company, and that he, as such, being authorized so to do. O w execute the foregoing instrument for the purposes therein contained by signing on behalf of the corporations by himself as a duly authorized officer. `y > IN WITNESS WHEREOF, I have hereunto subscribed my new and affixed my notarial seal at Seattle. Washington, on the day and year first above written. - s KO Riley , NOIA4 Public 60 O i; e A This PowerofAttomeyis madeand executed pursuanttoand byauthorilyofthe folkxving By-UwsandAuthorizationsofAmerican Fire and Casualty Company, The Ohio Casualty Insurance ai w Company, Liberty Mutual Insurance Company, and West Amencan Insurance Company which resolutions are now in full force and efiecl reading as follows: N a r -m ARTICLE IV -OFFICERS -Section 12. Power of Attorney, Any officer or other official of the Corporation authorized for that purpose in writing by the Chairman or the President, and subject ted„ to such limitation as the Chairman or the President may prescribe, shall appoint such attorneys -inn -fact as may be necessary to act in behalf of the Corporation to make, execute, seal. p C acknowledge and deliver as surety any and all undertakings, bonds, recognizances and other surety obligations. Such attorneys -in -fact subject to the limitations set forth in their respective E ai powers of attorney, shag have full power to bind the Corporation by their signature and execution of any such instruments and to attach thereto the seal of the Corporation. When so C executed, such instruments shall be as binding as ff signed by the President and attested to by the Secretary. Any power a authority granted to any representative oratlomeyin-fad under the provisions of this article may be revoked at any time by the Board, the Chairman, the President or by the officer or officers granting such power or authority. L >� C ARTICLE XIII - Execution of Contracts - SECTION S. Surety Bonds and Undertakings. Any officer of the Company authorized for that purpose in writing by the chairman or the president. > ` and subject to such limitations as the chairman or the president may prescribe, shall appoint such agomeysin-facl, as may be necessary to act in behalf of the Company to make, execute, 2 u seal. acknowledge and deliver as surety any and all undertakings, bonds, recognizances and other surety obligations. Such adomeys-in-fact subject to the limitations set forth in their respective powers of attorney. shall have full powerto bind the Company by their signature and execution of any such instruments and to attach therein the seal of the Company. When so executed such instruments shall be as binding as if signed by the president and attested by the secretary. Certificate of Designation - The President of the Company, acting pursuant to the Bylaws of the Company. authorizes Gregory W. Davenport, Assistant Secretary to appoint such attorneys -in -fad as may be necessary to ad on behalf of the Company to make, execute, seat. acknowledge and deriver as surety any and all undertakings, bonds, recognizances and other surety obligations. Authorization - By unanimous consent of the Company's Board of Directors, the Company consents that facsimile or mechanically reproduced signature of any assistant secretaryof the Company, wherever appearing upon a certified copy of any power of altofney Issued by the Company in connection win surety bands, shall be valid and binding upon the Company with the same force and effect as though manually affixed. I, David M. Carey, the undersigned, Assistant Secretary, of American Fire and Casualty Company, The Ohio Casualty Insurance Company, Liberty Mutual Insurance Company, and West American Insurance Company do hereby certify ghat the original powerof attomey of which the foregoing is a full, true and conact copy of the Power ofAttomey executed by said Companies, is in full force and effect and has rot been revoked. IN TESTIMONY WHEREOF, I have hereunto set my hand and armed the seals of said Companies this 5 th day of Novemb el 2D 13 By: h David M. Carey'; Asslstant Secretary LMS_12873_092012 79 o1500 9 ACKNOWLEDGMENT ...................................... ................ ........................r State of California County of MARIN } ss. On November 19, 2013 before me, ***"#1f#`"*****#**' Diana M. Britting Notary Public, personally appeared Harry K. Stewart. President & Chief Operating Officer 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. DIANA M. BRITrING WITN SS my hand and official seal. Commission * 1922342 = Notary Public - California z Marin County 04com m. Fx fires Feb 13, 2015 , Signature Diana M. Britting, Notary Public (seal) .....................................................0.60..0................... Date of Document Type or Title of Document Number of Pages in Document Document in a Foreign Language OPTIONAL INFORMATION November 5, 2013 BID BOND ONE (1) NO Type of Satisfactory Evidence: X Personally Known with Paper Identification Paper Identification Credible Witness(es) Thumbprint of Signer ❑ Check here it Capacity of Signer: no thumbprint Trustee or fingerprint Power of Attorney is available. CEO/CFO/COO X President / V&XA toesiateraDA819tsreomxyr*>Zxrrxtsorber & Chief Operatinq Officer Other: Other Information: 7 City of Newport Reach ).1 _ ': 1• IL REMEDIATION Contract No. 3897-B 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 appropriatesecurities 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 Number Description of Work %of Total Bid Name:,ti�s,,,,1 Address: p� ° l5..f O rm6si� Sw v ((aMY�,�y 0tkjwo v V� 1 �/a ? Cit �•6�0�� Phone: Ci 3pa.:—I -1<b State License Number. A 5,6 Name'.g+tYy� l Address: 1g l�d�rilY'�¢Q,U.�vYy f��5mjl,t. l o- Phone: `Number. State License -7 33 \ Name: u7�A lowwD1e P0 Address: DA' s/n, om, a,33 Nil 2% Phone:. W6—tI't2—)'�j2t,A State License. Number: DUTRA CONSTRUCTION CO., INC. Bidder utfT rized' SlgnaturerTit e 8 Bill T. Dutra, CEO City of Newport Beach MARINA PARK PROJECT - MARINA BASIN CONSTRUCTION INCLUDING DREDGING, BULKHEADS, GRADING AND SOIL REMEDIATION Contract No. 3897-B DESIGNATION OF SUBCONTRACTOR(S), State taw 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 fie/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 taw and/or the Standard Specifications for Public Works Constructio s 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 .Number Description of Work % of Total Bid Name: YVi.. t�l� D�i,.il✓t �r l`�W 11 Address: �.� N. A� Cancyb�n � \�wiu�al¢ 15 g �� �n1sH � �� Zo i cp, Dw70 o Phone: 16'4- 33$- boss _ State License Number.. 25 3 Name: A\J41 - G 1� J �i ` Address: C- »7 r5 Vemcti� 9lVCJ r --70 ciA q $ s-6 kv4r\'lS(AL 'A J Phone: �510- vsl.t�-r(2a7(/]�2 1UV State LicenseNumber: _ Name: Address: Phone: State License Number.. DUTRA CONSTRUCTION CO., INC. i j✓`</�J`� / Bidder Au hz"ed Signafurerrifie_--� 8 Bill T. Dutra, CEO City of Newport Beach DING REMEDIATION Contract No. 3897-B Subcontractor's Experience and Certification Specialty Geotechnical Contractor Name & Phone Number of Specialty Geotechnical Contractor Malcolm Drilling Co., Inc. 510 780 1167 # of years in Business 51 Years List at least five (5) projects involving installation of Vibro Displacement Stone Columns(VDSCS), including 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. 1) Nalne of Project 1-15 South Layton Interchange Location Layton, UT # of CY 26,500 Clientcontact Brandon Squire Address & Phone Number Ralph I Wadsworth, 166 East 14000 soul,, suite 200, Draper, UT, 04020 801 5531661 Contract Value $1,435,000 Estimated Completion Date March 2010 Actual Completion Date 2) Name of Project Tasman Drive Parking Garage Location Santa Clara, CA Client contact Vinson Heine # of Cr 17,000 March 2010 Address & Phone Number Howard S. Wright, 5658 Horton St, Ste 170, Emeryville; CA, 94608510 903 2054 Contract Value $1,946,000 Estimated Completion Date Oct. 2011 Actual Completion Date Oct. 2011 9 3) Name of Project San Luis Demonstration Plant Location Firebaugh, CA # of CY Greater than 7,500 Client contact Ted Jeffrey Address & Phone Number Slayden Construction, 500 Willamette Ave., Slayton, OR, 97383, 503 769 1969 Contract value $1,160,000 Estimated Completion Date March 2013 Actual Completion Date March 2013 4) Name of Project Terminal 6, Berths 604 & 605 Location Portland, OR Client contact Tim Whltels # of cY Greater than 3,000 Address & Phone Number MJ Huges Construction, 1717 NW Eleven Mile Ave., Gresham OR, 97062„503491 4853 Contract Value $2,348,900, Includes Jet Grouting, 100 foot deep stone columns. Estimated Completion Date December 2011 Actual Completion Date December 2011 5) Name of Project 1-84 Sandy River Bridge Location Sandy, OR Client contact Joe Hampton # of CY Greater than 5,000 Address & Phone Number Hamilton Construction Co., 2213 South F St., Springfield. OR, 97477 541746 2426 Contract Value $769,953 Estimated Completion Date January 2013 Actual Completion Date January 2013 0)`Na e of Project Location Client contact ` Address & Phone Number Contract Value of CY Estimated Completion Date Actual Completion Date 10 7.) Name of Project Location, Client contact-,- Address ontact\Address & Phone N tuber Contract Value Estimated Completion Date 8) Name of Project Location Client contact Address & Phone Number _ Contract Value Estimated Completion Date of CY Actual Completion Date of CY Actual Completion Date I, the undersigned, certify and declare that I have readall the above questionnaire and know its content. The matters stated above are true to the best of my own knowledge and belief, except as to those matters stated on information and belief, and as to those matters I believe them to be true. I declare under perjury under the laws of the State of California, that the foregoing is correct. p `1 Bidder % Authorized Signatureffi li-r Dale/ 11 Tieback Contractor and Staff Name & Phone Number of Tieback Contractor AVAR Construction, Inc, / 510-354-2000 Five (5) projects completed within the last five (5) years. 1) Name of Project Roule 680 Grimmer Location N/B Misslon, 238 Underneath 680 Client contact John Hemdon Add ress & Phone Number PO BOX 1506, Rancho Cordova CA Contract Value $1,430,237 # of years in Business Estimated Completion Date 4/2009 Actual Completion Date 4/2000 2) Name of Project Mission -Highway 680 Location Highway 680 at Mission Blvd., San Jose Client contact Troy Clemens Address & Phone Number PO BOX 1508, Rancho Cordova CA Contract Value $722,710 Estimated Completion Date 1212009 3) Name of Project Green Valley Creek Bridge Location San Luis Obispo, CA Client contact Stuart Souza Actual Completion Date 1212009 Address& Phone Number P.O. Box 3810, San LUIS Obispo CA 93403 805-471-5709 Contract Value $236,000 Estimated Completion Date 7115113 12 Actual Completion Date r1151tg 29 4) Name of Project Limekiln 05-OE9604 Location Lucia, CA Client contact Golden State Bridge Address & Phone Number 901 Howe Road, Martinez, CA 94553 - 925-372-8000 Contract Value $450,999.82 Estimated Completion Date 12/2011 Actual Completion Date 5) Name of Project Citrus/I 10 SAN BAG 012036 Location Interstate 10 and Citrus Avenue Client contact Brutoco 9/2013 Address & Phone Number 14801 Slover Avenue, Fontana, CA 92331 - 909-349-6713 Contract Value $256,900.00 Estimated Completion Date 12/12 Actual Completion Date 11/2013 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, except as to those matters stated on information and belief, and as to those matters I believe them to be true. I declare under perjury under the laws of the State of California, that the foregoing is correct. AVAR Construction, Inc. 11/1.8/2013 Bidder Authorized'Signature/Title Date 13 City of Newport Beach MARINA PARK PROJECT — MARINA BASIN CONSTRUCTION INCLUDING DREDGING, BULKHEADS, GRADING AND SOIL REMEDIATION Contract No. 3897-B NON -COLLUSION AFFIDAVIT State of California ) ) ss. County of MARIN t Bill T. Dutra being first duly swom, deposes and says that he or she is Chief Executive Officer of Dutra Construction Co 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 membe or agent thereof to effectuate a collusive or sham bid. / / I declare under penalty of perjury of the laws of the State of Califgo that thgforegoin'�his true and correct. DUTRA CONSTRUCTION CO., INC. Bidder T. Dutra, CEO Subscribed and swom to (or affirmed) before me on this 19TH day of November , 2013 by Bill T. Dutra, CEO proved to me on the basis of satisfactory evidence to be the personal who appeared before me. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. Notary Public DIANA M. GRITTING Diana M. Britting, Notary Public [SEAL]Commission N 1922342 Z -.'� Notary Public - California i My Commission Expires: 02/13/2015 Z Marin county s My Comm. Expires Feb 13, 2015 14 City of Newport Beach MARINA PARK PROJECT — GROUND IMPROVEMENT ARID MARINA BASIN CONSTRUCTION AND DREDGING Contract No. 3897-B DESIGNATION. OF SURETIES Bidder's name DUTRA CONSTRUCTION CO., 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/bon.d type): General Liabilit Products/Completed Operations, Contractual; Broad Form Property Damage, Personal Iniurv. Broad Form). Auto Liabilitv. Workers Compensation. Umhrella_ Ruilrtars Rick Pollution, USL&H, Hull & Machinery Coverage, Commercial Output Program MARSH RISK & INSURANCE SERVICES. 345California Street, Suite. 1.300, San Francisco, CA 94104-2679 (415) 743-8000 Paul Seeth Bid Bond, Performance Bond, Payment Bond / Labor & Materials Bond, and Warranty Bond if required. LIBERTY MUTUAL INSURANCE COMPANY (SURETY), 1340 Treat Boulevard, Suite 550, Walnut Creek, CA 94597 (925) 979-6705 Eduardo Campos BROKER: BB&I_ SURETY SERVICES (Buschmann Buschmann & Laux Surety Insurance Services LLC) 300 Harding Boulevard, Suite 209, Roseville, CA 95678 (916) 782-6637 Robert LaLlx 15' City of Newport Beach MARINA PARK PROJECT - MARINA BASIN CONSTRUCTION INCLUDING DREDGING, BULKHEADS. GRADING AND SOIL REMEDIATION Contract No. 3897-B CONTRACTOR'S INDUSTRIAL SAFETY RECORD TO ACCOMPANY PROPOSAL Bidders Name DUTRA CONSTRUCTION CO., INC. Record Last Five (5) Full Years Current Year of Record Other recordables including transfer / restrictive & medical treatment only.. 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. NOTE: Dutra Construction Co., Inc. is a wholly-owned subsidiary of The Dutra Group under which all financial and OSHA reports are filed. Incident Rate TRIR Chart enclosed. f -I Current Record Record Record Record Record Year of for for for for for Record 2012 2011 2010 2009 2008 Total 2013 No. of contracts 57 78 76 87 91 106 495 Total dollar Amount of 348,747 409,716 297,874 334,271 312,513 468,351 2,171,426 Contracts (in Thousands of $ No. of fatalities NONE NONE NONE NONE NONE NONE NONE No. of lost Workday Cases 1 6 2 5 2 3 19 No. of lost workday cases involving permanent transfer to 1 8 5 9 11 9 43 another job or termination of employment Other recordables including transfer / restrictive & medical treatment only.. 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. NOTE: Dutra Construction Co., Inc. is a wholly-owned subsidiary of The Dutra Group under which all financial and OSHA reports are filed. Incident Rate TRIR Chart enclosed. f -I w� W m � M w !� C O d N a I U N C O — O Q N 2 ru Legal Business Name of Bidder DUTRA CONSTRUCTION CO., INC. Business Address: 2350 Kerner Blvd., Suite 200, San Rafael, CA 94901-5595 Business Tel. No.: (415) 258-6876 State Contractor's License No. and CA: 698862 Classification: A. C-10 Certification: HAZ Title Bill T. Dutra. CEO 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 thos6fecords Signature of bidder Date Titja"Bill T.'[Zutra, CEO Signature of bidder VW Date November 19. 0i3 Title Molly F. Jacobson, Secretary & General Counsel 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 ATTACHED] 17 CIVIL CODE § 1189 CALIFORNIA ALL-PURPOSE ACKNOWLEDGEMENT STATE OF CALIFORNIA) ss COUNTY OF MARfN) On November 19. 2013 , before me, Diana M. Brittine, a Notary Public personally appeared Bill T. Dutra and Molly F. Jacobson OPTIONAL 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 farm to another document. Description of Attached Document Title or Type of Document: _ Marina Park Proiect — Marina Basin Construction Contract No 3897-B Number of Pages: Page 17 of Bid Packaee Capacity(ies) Claimed by Signer(s) Signer's Name: Bill T. Dutra ® Corporate Officer— CEO ❑ Individual ❑ Partner — ❑ Limited ❑ General ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other Signer is Representing: DUTRA CONSTRUCTION CO_. INC. Signer's Name: Molly F. Jacobson ® Corporate Officer — Title(s) Secretary/Gen Counsel Individual ❑ Partner — ❑ Limited ❑ General ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other Signer is Representing: DUTRA CONSTRUCTION CO. INC who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) ie/are subscribed to the within instrument and acknowledged to me that helehe/they executed the same in bieAwaltheir authorized capacity(ies), and that by hia4ter/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. DIANA M. BFITTING • Commission # 1922342 1 certify under PENALTY OF PERJURY under the laws i Z .'e Notary Public -California z ' > of the State of California that the foregoing paragraph is Mann County My Comm. Expires Feb 13. 2015 r true and correct. WI S my hand a officials Diana M. Britting, Notary Public Commission Expiration Date: February 13, 2015 OPTIONAL 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 farm to another document. Description of Attached Document Title or Type of Document: _ Marina Park Proiect — Marina Basin Construction Contract No 3897-B Number of Pages: Page 17 of Bid Packaee Capacity(ies) Claimed by Signer(s) Signer's Name: Bill T. Dutra ® Corporate Officer— CEO ❑ Individual ❑ Partner — ❑ Limited ❑ General ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other Signer is Representing: DUTRA CONSTRUCTION CO_. INC. Signer's Name: Molly F. Jacobson ® Corporate Officer — Title(s) Secretary/Gen Counsel Individual ❑ Partner — ❑ Limited ❑ General ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other Signer is Representing: DUTRA CONSTRUCTION CO. INC CERTIFICATE OF SECRETARY OF DUTRA CONSTRUCTION CO., INC. I, Molly F. Jacobson, hereby certify that: 1. I am the duly elected and acting Secretary of DUTRA CONSTRUCTION CO., INC., a corporation organized and existing in good standing under the laws of the State of California ("Corporation"); 2. Attached hereto is a true and correct copy of the resolutions adopted by unanimous written affirmation by the Board of Directors of the Corporation on June 13, 2013; and 3. Said resolutions have not been amended, rescinded, or modified, and they are in frill force and effect on the date hereof, and they are in accord with and pursuant to the Articles of Incorporation and the Bylaws of the Corporation. IN WITNESS WHEREOF, I have affixed hereunto my signature as of this 9r" day of August, 2013. 11 MOLLY F. JAC ;ON ELECTION AND REAUTHORIZATION OF OFFICERS Management has advised the Directors that; in order to satisfy occasional commercial and client demands for proof of formal Board_ authority, it is essential that the Corporation have on file current Board resolutions designating those individuals who are empowered to bind the various Dutra Companies and authorizing them to sign the documents necessary to carry out that purpose. Accordingly, after discussion, upon motion duly made and seconded, the Directors unanimously adopted the following resolution: Whereas, it .is essential that the Corporation have on file current resolutions from the Board of Directors designating those individuals who are empowered. to bind the various Dutra Companies and authorizing there to execute or endorse documents or instruments, including but not limited to undertakings, certifications, acceptances; releases, agreements, contracts and leases and assignments thereof essential to the general business operations of the Corporation and to sign proposals, bids, bid bonds, payment and performance and other bonds, construction or dredging contracts, contract change orders, claims, demands, applications, pre -qualifications, certifications, purchase orders and similar documents and undertakings as necessary and appropriate to facilitate the bidding, bonding, contracting for and prosecution of contract work undertaken by The Dutra Group, Dutra Construction Co, Inc.., Dutra Dredging Company, San Rafael Rock QPuarry, Inc., as such and dba IDntra Materials, or DCC Engineering Co., Inc., Now Therefore Be it Resolved, that the following officers, to wit: Bill T. Dutra, President, Chairman and Chief Executive Officer; Harry K. Stewart, Senior Vice President; James M. Hagood, Chief Financial Officer, Molly F. Jacobson, Secretary, are hereby authorized to bind The (Dutra Group by signing, in their official capacities, individually or together, documents or instruments, including but not limited to undertakings, certifications, acceptances, releases, agreements, commercial contracts and leases and assignments thereof essential to the general business operations of the Corporation and to sign proposals, bids, bid bonds, payment and performance and other bonds; construction or dredging contracts, contract change orders, clainns, demands, applications, pre -qualifications, certifications, purchase orders and similar documents and undertakings as necessary and appropriate to facilitate the bidding, bonding, contracting fm: and prosecution of contract work undertaken by The Dutra Group. Belt Further Resolved, that the following officers, to wit: Bill T. Dutra, Cliah man and Chief Executive Officer; Flarry K. Stewart, President and Chief Operating Officer; James M. Hagood, Clnief Financial Officer, Molly F, Jacobson, Secretary, are hereby authorized to bind (Dutra Construction Co., Inc., by signing, in their official capacities, individually or together, documents or instruments,, including but not limited to undertakings, certifications, acceptances, releases, agreements, commercial contracts and leases and assignments thereof essential to the general business operations of the Corporation and to sign proposals, bids, bid bonds, payment and performance and other bonds, construction or dredging contracts, contract change orders, claims, demands, applications, pre -qualifications, certifications; purchase orders and similar documents and undertakings as necessary and appropriate to facilitate the bidding, bonding, contracting for and prosecution of contract work undertaken by Dutra Construction Co., Ine. Be It Further Resolved, that the following officers, to wit: Bill T. Dutra, Chairman and Chief Executive Officer, Harry K. Stewart, President and CluefOperating Officer; James M. Hagood, Chief Financial Officer, Molly F. Jacobson, Secretary, are hereby authorized to bind Dutra Dredging Company by signing, in their official capacities; individually.or together, documents or instruments, including but not limited to undertakings, certifications, acceptances, releases, agreements', commercial contracts and leases and assignments thereof essential to the general business operations of the Corporation and to sign proposals, bids, bid bonds, payment and performance and other bonds, construction or dredging contracts, contract change orders, claims, demands, applications, pre - qualifications, certifications, purchase orders and similar documentsandundertakings as necessary and appropriate to facilitate the bidding, bonding, contracting for and prosecution of contract work undertaken by (Dutra Dredging Company. Be It Further Resolved, that the following officers, to wit: Bill T. Dutra, Chairman and Chief Executive Officer; Harry K. Stewart, President and Chief Operating Officer; James M. Hagood, Chief Financial Officer, Molly F. Jacobson, Secretary, are hereby authorized to bind San Rafael Rock Quarry, Inc., by signing, in their official capacities, individually or together, documents or instruments, including but not limited to undertakings, certifications, acceptances, releases, agreements; commercial contracts and leases and assignments thereof essential to the general business operations of the Corporation and to sign, proposals, bids, bid bonds, payment and performance and other bonds, construction or dredging contracts, contract change orders, claims, demands; applications, pre -qualifications, certifications, purchase orders and similar documents and undertakings.as necessary and appropriate to facilitate the bidding, bonding, contracting for and prosecution of contract work undertaken by San Rafael Rocic Quarry, Inc. Be It Further Resolved, that the following officers, to wit: Bill T. Dutra, Chairman, Chief Executive Officer and President; Harry K. Stewart, Vice President; Gil R. Lebrie; Vice President; James M. Hagood, Chief Financial Officer, Molly Jacobson, Secretary; are hereby authorized to bind. DCC Engineering Co., Inc., by signing, in their official capacities, individually or together; documents or instruments, including but not limited to undertakings, certifications, acceptances, releases, agreements, commercial contracts and leases and assignments thereof essential to the general business operations of the Corporation and to sign proposals, bids, bid bonds, payment and performance and other bonds, construction or dredging contracts, contract change orders, claims, demands, applications, pre -qualifications, certifications, purchase orders and similar documents and undertakings as necessary and appropriate to facilitate the bidding, bonding, contracting for and prosecution of contract work undertaken by DCC Engineering Co., Inc. Be It. Further Resolved, that the slate of officers elected and authorized pursuant to the aforementioned resolutions is restated as follows - such duly elected officers to serve at the pleasure of the Board until the individual officer shall resign or shall be removed or otherwise disqualified to serve, in accordance with the By-laws of the Corporation: Effective ns of June 13. 2013 Current Officers ofDUTRA CONSTRUCTION CO., INC. BilI T. Dutra Chief Executive Officer, Chairman Harry K. Stewart President, Chief Operating Officer Jaynes M. Hagood Chief Financial Officer Molly F. Jacobson Secretary and General Counsel Current Officers of DUTRA DREDGING COMPANY Bill T. DLIh-a Chief Executive Officer, Chairman Harry K. Stewart President, Chief Operating Officer James M. Hagood. Chief Financial Officer Molly F. Jacobson Secretary and General Counsel Current Officers of SAN RAFAEL ROCK QUARRY, INC. Current Officers of THE DUTRA GROUP Bill T. Dutra Chief Executive Officer, President, Chairman Harry K. Stewart Senior Vice President James M. Hagood Chief Financial Officer Molly F. Jacobson Secretary and General Counsel Current Officers ofDUTRA CONSTRUCTION CO., INC. BilI T. Dutra Chief Executive Officer, Chairman Harry K. Stewart President, Chief Operating Officer Jaynes M. Hagood Chief Financial Officer Molly F. Jacobson Secretary and General Counsel Current Officers of DUTRA DREDGING COMPANY Bill T. DLIh-a Chief Executive Officer, Chairman Harry K. Stewart President, Chief Operating Officer James M. Hagood. Chief Financial Officer Molly F. Jacobson Secretary and General Counsel Current Officers of SAN RAFAEL ROCK QUARRY, INC. Bill T. Dutra Chief Executive Officer, Chairman Hart' K. Stewart President, Chief Operating Officer James M. Hagood Chief Financial Officer Molly F. Jacobson Secretary and General Counsel Current Officers of DCC ENGINEERING CO., INC Bill T. Dutra Chief Executive Officer; President, Chairman Gil ]t. Labrie Vice President Harry K. Stewart Vice President James M. Hagood Chief Financial Officer Molly F. Jacobson Secretary and General Counsel City of Newport Beach MARINA PARK PROJECT — MARINA BASIN CONSTRUCTION INCLUDING DREDGING, BULKHEADS, GRADING AND SOIL REMEDIATION Contract No. 3897-B ACKNOWLEDGEMENT OF ADDENDA Bidder's name DUTRA CONSTRUCTION CO.. 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 /, 1d' a re / ONE 1 11/08/13 • il%T. D TWO 2 11/1413 _ PI,Wt. 1]d E9_/ THREE 3 11/14/13 dill' .R utrif,lCEq City of Newport Beach MARINA PARK PROJECT — MARINA BASIN CONSTRUCTION INCLUDING DREDGING, BULKHEADS. GRADING AND SOIL Contract No. 3897-B 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: DUTRA CONSTRUCTION CO., INC. Business Address: 2350 Kerner Boulevard, Suite 200, San Rafael, CA 94901-5595 Telephone and Fax Number: (415).258-6876 FAX: (415) 459-3295 California State Contractor's License. No. and Class: 698862 Class: A., C-10 Certification: HAZ (REQUIRED AT TIME OF AWARD) Original Date Issued: 11/14/1.994 Expiration Date: 11/30/2014 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: Mike Edde, Project Engineer/ Project Manager 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 T Suite 200 San Rafael, Ca. 94901-5595 Harry K. Stewart, President/COO Same address as above (415) 258-6876 James M. Hagood, CFO Same address as above (415) 258-6876 Molly F. Jacobson, Secretary & General Counsel Same address as above (415) 258-6876 Corporation organized under the laws of the State of CALIFORNIA W The dates of any voluntary or involuntary bankruptcy judgments against any principal having an interest in this proposal are as follows: Dutra Construction Co., Inc, (a wholly-owned subsidiary of The Dutra Group): In January of 1997, The Dutra Group filed a Petition under Chapter 11 of the Bankruptcy Act; successfully completed a plan of reorganization and was discharged from bankruptcy in 1998. All company, corporate, or fictitious business names used by any principal having interest in this proposal are as follows: NIA 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 5years, 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.)?Xa / No 20 Are any claims or actions unresolved or outstanding? XOX / No If yes to any of the above, explain. (Attach additional sheets, if necessary) Failure of the bidder to provide ALL requested information in a complete and accurate manner may be considered non-responsive. DUTRA CONSTRUCTION CO., INC. Bidder Bill T. Dutra (Print name �#0w�ng� or President of Corpora fn/C3it. anvl Chief ritle November 19, 2013 Date On November 19, 2013 before me, Diana M. Britting Notary Public, personally appeared Bill T. Dutra, Chief Executive Officer 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 my hand and official seal. DIANA M. GRITTING , _ , •� (SEAL) Commission a 1922342 Notary Public in and for staid late of Califor $ • ": Notary Public - California z Diana M. Britting, Notary Public Z Mann county My Comm. Ex ires Feb 13, 2015 My Commission Expires: 02/13/2015 21 MARINA PARK PROJECT — MARINA BASIN CONSTRUCTION INCLUDING DREDGING, BULKHEADS, GRADING AND SOIL REMEDIATION CONTRACT NO. 3897-B THIS CONTRACT FOR PUBLIC WORKS ("Contract") is entered into this 11th day of December, 2013 ("Effective Date"), by and between the CITY OF NEWPORT BEACH, a California municipal corporation and charter city ("City"), and DUTRA CONSTRUCTION CO.; INC., a California corporation ("Contractor"), whose address is 2350 Kerner Blvd., Suite 200; San Rafael, CA 94901, 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: Marina Park Project — Marina basin construction including dredging, bulkheads, grading and soil remediation The work necessary for the completion of this contract includes, but is not limited to: 1) Improving the underlying ground for the future construction of buildings through the use of stone columns ,(Vibro Displacement Stone Columns-VDSC); 2) Installing seawall/bulkhead/groin wall, with dead man tie backs and fabricated handrail; 3) Dredging of the marina basin; 4) Placing and grading of the dredged and excavated materials in multiple locations; and 5) All other items to complete work in place (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, Faithful Performance Bond, Labor and Materials Payment Bond, Permits, Standard Special Provisions and Standard Drawings, Plans and Special Provisions for Contract No. 3897-B, 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. 2. SCOPE OF WORK 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. 3. COMPENSATION 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 Four Million Five Hundred Seventy Six Thousand Seventy Nine Dollars and 001100 ($4,576,,079:00). 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, and which loss or expense Occurs prior to acceptance of the Work by City. 4. NOTICE OF CLAIMS 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. Contracfor'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.). Dutra Construction., Inc. Page 2 5. WRITTEN NOTICE 5.1' All notices, demands, requests or approvals, including any change in mailing address, to be given under the terms of this Contract shall begiven in writing, and conclusively shall be deemed served when delivered personally, or on the third business day after the depositthereof in the United States mail; postage prepaid, first- class mail, addressed as hereinafter provided. 5.2 All notices, demands, requests or approvals from Contractor to City shall be addressed to City at: Attention: Senior Civil Engineer City of Newport Beach Public Works Department 100 Civic Center Drive P.O. Box 1768 Newport Beach, CA 92658 5.3 All notices, demands, requests or approvals from City to Contractor shall be addressed to Contractor at: Attention: Bill T. Dutra Dutra Construction Co„°Inc. 2350 Kerner Blvd., Suite 200 San Rafael, CA 94901 6. 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 Insurance Requirements attached hereto as Exhibit A.; and incorporated herein by reference. 7. RESPONSIBILITY FOR DAMAGES OR INJURY 7.1 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 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. 7.2 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, Dutra Construction; Inc. Page'3 obstructions or from any cause arising from Contractor's Work on the Project, or the Work of any subcontractor or supplier selected by Contractor. 7.3 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, subcons.ultants, subcontractors, anyone employed directly or indirectly by any of them or for whose acts they may be liable for any or all of them). 7.4 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. 7.5 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. 7.6 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. 7.7 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. 7.8 The rights and obligations set forth in this: Section shall survive the. termination of this Contract. CHANGE ORDERS Dutra Construction, Inc. Page 4 8.1 This Contract may be amended or modified only by mutual written agreement of the parties. 8.2 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. 8.3 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. 9. 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. 10. CONFLICT If there is a conflict between provisions of this Contract and any other Contract Document, the provisions of this Contract shall prevail. 11_ 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. 12. 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] Dutra Construction, Inc. Page 5 IN WITNESS WHEREOF, the parties hereto have caused this Contract to he executed on the dates written below. APPROVED AS TO FORM: CITY ATTORNEY'S OFFICI By:',A VVI Aaron C. Harp City Attorney ATTEST: Date: 5. By: VWt r Leilani I. Brown City Clerk CITY OF NEWPORT BEACH, a California municipal corporation Date: By: Keith D. Curry Mayor CONTRACTOR: Dutra Construction Co., Chief Executive Officer Date: ) y !%-� /13 By: heAn Molly . Jacob Secretary and General ( [END OF SIGNATURES] Attachments: Exhibit A — Insurance Requirements Exhibit B -- Labor and Materials Payment Bond Exhibit C -- Faithful Performance Bond Dutra Construction, Inc. Page 6 EXHIBIT A INSURANCE REQUIREMENTS — PUBLIC WORKS AND CONSTRUCTION I. Provision of 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, 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 Employer's Liability Insurance in accordance. with California law for all, of the subcontractor's 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 Dutra Construction, Inc. Page A-1 insured contract (including the tort' liability of anotherassumed in a business contract) with no endorsement or modification limiting the scope of coverage for liability assumed under a 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. Umbrella :or Excess Liability Insurance. Contractor shall obtain and maintain an umbrella or excess liability insurance "policy with limits of not less than four million dollars ($4,000;000) that will provide bodily injury, personal injury and property damage liability coverage at least as broad as the primary coverages set forth ;above, including commercial general liability and employer's liability Such policy or policies shall include the following terms and conditions: A drop down feature requiring the policy to respond in the event that any primary insurance that would otherwise have applied proves to be uncollectable in whole or in part for any reason; • Pay on behalf of wording as opposed to reimbursement; Concurrency of effective dates with primary policies; • Policies shall ",follow form" to the underlying primary policies; and • Insureds under primary policies shall also be insureds under the umbrella or excess policies. E. 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 $5;000,000' per loss and $5,000;000 in theaggregate per policyperiod dedicated to this Project. The CPL shall be obtained on an occurrence basis for a policy term inclusive of the entire period of construction. If all or any portion of CPL coverage is available only on a, claims -made basis, then a 10 -year extended reporting period shall also be purchased. The CPL policy shall include coverage for cleanup costs, third -party bodily injury and property 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 - Dutra Construction, Inc. Page A-2 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. 4. 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, 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 Dutra Construction, Inc. Page 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. Contractoragrees 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. 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 nofLimiting. 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: 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 Contractor's 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. Dutra Construction, Inc. Page A-4 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. 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. Dutra Construction; Inc. Page A-5 EXHIBIT B Premium is for Contract Term and is Subject to Adjustment Based on Final.Contracl Pdce- CITY OF NEWPORT BEACH Premium Included BOND NO. 070016449 LABOR AND MATERIALS PAYMENT BOND WHEREAS, the City of Newport Beach, State of California, has awarded to Dutra Construction Co., Inc. hereinafter designated as the 'Principal," a contract for the Marina Park Project — marina basin construction Including dredging, bulkheads, grading and soil remediation 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 bythis 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 setforth. NOW, THEREFORE, We the undersigned Principal, and, Liberty Mutual Insurance Company duly authorized to transact business under the laws of the State of California, as Surely, (referred to herein as "Surety") are held and, firmly bound unto the City of Newport Beach, In the sum of Four Million Five Hundred Seventy Six Thousand Seventy Nine Dollars and 00(100 ($4,576,079.00) 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 tosuch 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. The Bondshall 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.actibn to them or their assigns in any suit brought upon this Bond, as: Dutra Construcfion, Inc Page B-1 required by and in accordance with the provisions of Sections 9500 et seg, of the Civil Code of the State of California. And Surety, for value received, hereby stipulates and agrees that no change, extension of time, alteratlons 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 12th dpy of December 2013. Dutra Construction Co. Inc 4 1 U � Name of Contractor (Principal) !}u horizeM Signa ure/Title LibertyMutual Insurance Company _ Name of Surety 175 Berkeley St., Boston. MA 02116 Address of Surety Ed Campos 925-979-6705 Telephone K. §J:eyajd t, President & COO Jana B. Pilgard Attorney in Fact Print Name and Title NOTARY A CKNOWLEDGMENTS OF CONTRACTOR AND SURETY MUST BE ATTACHED Dutra Construction, Inc. Page B-2 ACKNOWLEDGMENT State of California County of, Placer ) On December 12, 2013 before me, Kathy Rangel, Notary Public (insert name and title. of the officer) personally appeared Jana B. Pilgard who proved to me on the basis of satisfactory evidence to be She 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 persons) 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. KATHY RANGEL COMM.# 20D7083 NOTARYPUBLIC O CALIFORNIA n PLACER COUNN (� Comm.. Exp. FE6. 11, 2017 �' Signatures (Seal) ai O ori cit Orion M rna O C E� O A w� no U > N O Z V THIS POWER OF ATTORNEY IS NOT VAUD UNLESS IT IS PRINTED ON RED BACKGROUND. This Power of Attorney limits the acts of those named herein, and they have no authority to bind the Company except in the manner and to the extent herein stated. Certificate No. 61a6e36 American Fire and Casually Company Liberty Mutual Insurance Company The Ohio Casualty Insurance Company West American Insurance Company POWER OF ATTORNEY KNOWN ALL PERSONS BY THESE PRESENTS: Thal American Fire & Casualty Company and The Ohio Casualty Insurance Company are corporations duly organized underline laws of the Stale of New Hampshire, that Liberty Mutual Insurance Company is a corporation duty organized underthe laws of the State of Massachusetts, and WestAmerican Insurance Company is a corporation duty organized under the lam of the State of Indiana (herein collectively called the'Companies'), pursuant to and by authority herein set forth, does hereby name, constitute and appoint. Dona Lisa Bus hmanm J. B schmanin lana B Pilgi KathyRangel Robert D I au all of the city of Roseville slate of CA each individually If there be More than one named, its true and lawful aflomey-in-fad to make, execute, seal, acknowledge and deliver, for cold on its benaH as surety and m its ad and deed, any and all undertakings, bonds, recognizances and other surety obligations, in pursuance of these presents and shall be as binding upon the Companies as if they have been duly signed by the president and attested by the secretary of the Companies in their own proper persons. IN WITNESS WHEREOF, this Power of Attorney has been subscribed by an authorized officer or official of the Companies and the corporate seals of the Companies have been affixed thereto this 1st dayof July 2013 STATE OF WASHINGTON ss COUNTY OF KING American Fire and Casualty Company v The Ohio Casually Insurance Company in a Liberty Mutual Insurance Company m West American Insurance Company N �/�7� 7 - - By: Gregory W. Davenport, Assistant Secretary t On this 1st day of July ,2013 before his personally appeared Gregory W. Davenport who acknowledged himself to be the Assistant Secretary of American Fico and Casually Company, Liberty Mutual Insurance Company, The Ohio Casualty Company, and Wast American Insurance Company, and that he, as such, being authorized so to do, execute the foregoing instrument for the purposes therein contained by signing on behalf of the corporations by himself as a duly authorized officer. IN WITNESS WHEREOF, I have hereunto subscribed my name and affixed my nolanal seal at Seaale, Washington, on the day and year first above written. By: FiLJGt. r.rJly� KD Riley, Not Public This Power of Attorney is made and executed pursuant to and by autlority of the folbwirg By-laws and Aulhodzations ofAmencan Fire and Casualty Company, The Ohio Casualty Insurance Company, Liberty Mutual Insurance Company, and West American Insurance Company which resolutions are now in full force and effect reading as follows: ARTICLE IV -OFFICERS - Section 12. Power of Attorney. Any officer or other offcel of the Corporation authonzed for that purpose in writing by the Chairman or the President, and subject to such limitation as the Chairman or the President may prescribe, shall appoint such attorneys -in -fact, as may be necessary to act in behalf of the Corporation to make, execute, seal, acknowledge and deliver as surety any and all undertakings, bonds, recognizances and other surety obligations. Such attomeys-in-fad, subject to the limitations set forth in their respective powers of attorney shall have full power to bind the Corporation by their signature and execution of any such instruments and to attach thereto the seal of the Corporation. Wien so executed, such instruments shall be as binding as d signed by the President and attested to by the Secretary. Any power or wthority granted to any represerdatNe or aflomey-m-fact under the provisions of ttus artide may be revoked at any dine by the Board, the Chairman, the President or by the officer or officers granting such power w authority. ARTICLE XIII - Execution of Contracts - SECTION 5. Surety Bonds and Undertakings. Any officer of the Company authorized for that purpose in writing by the chairman or the president. and subject to such limitations as the chairman or the president may prescribe, shall appoint such attomeys-in-fact as maybe necessaryto act in behalf of the Company to make, execute, seal, acknowledge and deliver as surety any and all undertakings, bonds. recognlzances and other surety obligations. Such attomeysin-fad subject to the limitations set forth in their respective powers of attorney, shall have full power to bind the Company by thea signature and execution of any such instruments and to attach thereto the seal of the Company. When so executed such instruments shall be as binding as if signed by the president and attested by the secretary. Certificate of Designation - The President of the Company. acting pursuant to the Bylaws of the Company, authorizes Gregory W. Davenport, Assistant Secretary to appoint such attomeys-in-fad as may be necessary to ad on behalf of the Company to make, execute, seal. acknowledge and deliver as suety any and all undertakings, bonds, recognizances and other surety oblig atom Authorization - By unanimous consent of the Companys Board of Directors, the Company consents that facsimile or mechanically reproduced signature of any assistant secretary of the Company, wherever appearing upon a candied copy of any power of attorney issued by the Company in connection with surety bonds, shall be valid and binding upon the Company with the same force am effect as though manually affixed. I, David M. Carey. the undersigned, Assistant Secretary, of Amencm Fire and Casualty Company, The Ohio Casualty Insurance Company, Liberty Mutual Insurance Company, and West American Insurance Company do hereby certify that the original power of attorney of which the foregoing is a full, trua and correct copy of the Power of Attomay executed by said Companies, is in full force and effect and has not been revoked. IN TESTIMONY WHEREOF, I have hereunto set my hand and affixed the seals of said Companies this 12 thday of December , 20 13 .. By, car. G David M. Care , Assistant Secretary ACKNOWLEDGMENT State of California County of Marin 13S. On December 16 ******************** 2013 before me, Diana M. Brittinv *************** .Notary Public,personally appeared ********************************** who prov to me on the basis of satisfactory evidence to be the persons) whose nama(sj Is/are subscribed to the within Instrument and acknowiedged to me that he/she/they executed the same in his/herAheir authorized capecity(les), and that by IrWher/their signatures(5) on the Instrument the person(d), or the entity upon behalf of which the persons) 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. DIANA M. GRITTING WITNESS my hand and official sea). Commission M 1922342 t .'� Notary Public - California _ / z '' Marin County , My Comm. Expires Feb 13, 201' , Signature Diana M. 'Britting, otary Public (seal) ACKNOWLEDGMENT State of California County of ) ss. On 2013 before me, 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/ahe/they executed the same in his/her/their authorized capaclty(ies), and that by his/her/their signatures(s) on the instrument the person(s), or the entity upon behalf of which the persons) 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 Dutra Construction. Inc. (seal) Premium is for Contract Term and is Subject to Adjustment Based on Final Contract Price EXHIBIT G CITY OF NEWPORT BEACH BOND NO. 070016449 FAITHFUL PERFORMANCE BOND The premium charges on this Bond Is $ '537,131.00 being at the rate of $ $13.74158.30156.58 thousand of the Contract price. WHEREAS, the City of Newport Beach, State of California, has awarded to Dutra Construction Co., .lnc. hereinafter designated as the "Principal," a contract for the Marina Park Project -- marina basin construction including dredging, bulkheads, grading and sell remedlation 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 Contractand the terms thereof require the furnishing of a Bond for the faithful performance of the Contract. NOW, THEREFORE, we, the Principal, and Liberty Mutual Insurance Company i duly authorized to transact business under the laws of the State of Caiifornia as Surety (hereinafter °Surety"), are held and firmly bound unto the City of Newport Beach, in the sum of Four Million Five. Hundred Seventy Six Thousand Seventy Nine Dollars and 001100 ($4,576,079.00) 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 severalty, 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. 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 attomeys 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. Dutra Construction, Inc. Page C-1 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 it Principal and Surety above named, on the Dutra Construction Co- Inc. Name of Contractor (Principal) Liberty Mutual Insurance Company Name of Surety 175 Berkeley St., Boston, MA 02116 Address of Surety has been duly executed by the of / December 2013. H ry K. Ste President & COO A o zed Agent Signature Jana B. Pllgard, Attomey in Fact Print Name and Title NOTARYACKNOMEDGMENTS OF CONTRACTORAND SURETYMUST BEA TTACHED Dutra Construction, Inc, Page C-2 State of California County of Placer On December 12, 2013 ACKNOWLEDGMENT' before me, Kathy Rangel, Notary Public (insert name and title of the officer) personally appeared Jana B. Pitgard 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 my hand and official seal, (CATHY RANGEL COMM. # 2007083 NOTARY PUBLIC o CALIFORNIA n �- PLACER COUNTY Comm. Exp. FEB. 11, 2017 Signature (Seal) ACKNOWLEDGMENT State of California County of Mari n } sS. On December 16 *'************'******* 2013 before me, Diana M. Brittina ***********-**** ;Notary Public. personally appeared aa wart * who ffCl 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 capaclt&6), and that by his/her/their signstures(s) on the Instrument the personcs), or the entity upon behalf of which the persons) acted, executed the instrument certify under PENALTY OF PERJURY under the laws ofthe State of California that the foregoing paragraph is true and correct. - - OIANA M. BRITTIIv9 WITN SS my hand and official seal. Commission eA 1922Fn7 Notary Public- Caliloma. Marin County My Comm. Expires Feb 10. 2! SigriatureDiana M. Britting<, Notary Public (seal) M. TING ACKNOWLEDGMENT a M commission . 1922342 Z.'® 'NotaryPublicc- California. e Z Marin County My Comm. Expires Feb 13, 2015 1 State of California County of On 2013 before me, Notary Public, personally appeared who proved to me an 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/shetthey executed the same in hls/hedtheir authorized' capacity(ies); and that by his/her/their signatures(s) on the instrument the persoli(s), or the entity upon behalf of which the persons) 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 Dutra Construction, Inc. ("seal) �� ®® CER II ���11,I/Y TE OF IL �/'i177UT II � B iHSUI(�i'R•NCE /DBIYYYY) D VIOD7 7 1020 THIS CERTIFICATE. IS ISSUED AS A MATTER OF INFORMATION ONLY ,AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER_ THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL' INSURED, the policy(les) must be endorsed. If SUBROGATION IS WAIVED, subject to the terns and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER MARSH RISK B INSURANCE SERVICES 345 CALIFORNIA STREET, SUITE 1300 CONTACT NAME: PHONE FAX Np: E+ 11 - ADDRESS: CALIFORNIA LICENSE NO. 0437153 SAN FRANCISCO, CA 94104 INSURER 5 AFFORDING COVERAGE NgIC tl INSURER A: AGCSMarim Insurance Company 122837 06475-MARIN-BUILD-ON9 INSURED WTRA CONSTRUCTION CO., INC. 2350 KERNER BOULEVARD INSURER 8: Philadelphia Indemnity lnsurame Cadpany 1180SB INSURER c: (See Attached) SUITE 200 WSURER o : Amh Insurance Company 11750 SAN RAFAEL, CA 94907 INSURER E: Great American Insumnce Co. 16691 INSURER F: ITAIWat-EMI5 REw $ 5DO.OW COVERAGES CERTIFICATE NUMBER: SEA-M244223M2 REVISION PIIIMRFR• 1 THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL, THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE. BEEN REDUCED BY PAID CLAIMS. IHSR LTR TYPE OF INSURANCE ADDL INSR SUOR WM POLICY NUMBER POLICY EFF MMM POLICY EXP IMMJDDIYYYYI LIAARS A GENERAL LIABILITY OHL 92006841 041012013 041012014 EACH OCCURRENCE S 1,000.000 X COMMERCIAL GENERAL LIABILITY CLAIM&MADE M OCCUR ITAIWat-EMI5 REw $ 5DO.OW MED EXP (" ono on) S 5.000 PERSONAL B ADV INJURY s 1.00D,000 X COMPREHENSIVE FORM X ADD4. COVERAGE PG. 2 GENERAL AGGREGATE S 2.000,000 GENL AGGREGATE LIMIT APPLIES PER: PRODUCTS-UUMPJUPAGG S 2.DOD,000 POLICY PR06 LOC f B AMTOMODILEUABwTY PHPK996105 041012013 041012014 COMBINED SINGLE LIMB 1000000 Fa a aeffll X ANY AUTO BODILY INJURY (Pe, Person) E X ALL OWNED SCHEDULED AUTOS AUTOS. BODILY INJURY(Pw acddent) S X NON-OWNEO HIRED AMCS X AUTOS PROPERTY DAMAGE S Per a ERIZ S UMBRELLALUJI X OCCUR EACH OCCURRENCE S X EXCESS MAB CLAIMS -MADE "BUMBERSHOOT- AGGREGATE5 C DED I I RETENTION$ MMSF-13-0258 041012013 DW12014 B.IJP.D. CSLXS $ 24,000;000 WORKERS COMPENSATION WDM SET D EMPLOYERS' LW6ILITY Am PROPRIETORIPPRINER/EXEcunvE YIN ILW OFFICEMEMBER EXCDEDT M NIA ZAWC19856100 041012013 041012014 E.L. EACH ACCIDENT E 1,000,000 E.L. DISEASE - EA EMPLOYE S 1,000.000 (Mandatory In NH) U ym, doxiho ardor DESCRIPTION OF OPERATIONS below EJ- DISEASE -POLICY U1,000,000MTT E A PROPERTY/CONT. EQUIP., eta IAX193039794 041012013 0410112014 BLANKIFTUMIT 10,000,000 A PROTECTION&INDEMNITY OHL92006MI 041012013 041012014 1.000,000 DESCm ONOFOPERATIONSILOCAMNSIV MUS (Afla,ACORD101.AddidonalRemad,s Schodelo, It mom space b. m.Ired) RE MARINA PARK PROJECT- MARINA BASIN CQNSTRUCTWON INCLUDING DREDGING. BULKHEADS. GRADING AND SOIL REMEDIATIDN, CONTRACT NO. 3697-B. THE CITY OF NEWPORT BEACH. ITS ELECTED AND APPOINTED OFFICERS; AGENTS, OFFICIALS, EMPLOYEES AND VOLUNTEERS ARE INCLUDED AS ADDITIONAL INSUREDS WITH FULL WAIVER OF SUBROGATION AS REQUIRED BY CONTRACT. ALL COVERAGES ARE PRIMARYAND NONCONTRIBUTORY CRY OF NEWPORTBEACH PUBLIC WORKS DEPARTMENT lDD CIVIC CENTER DRIVE P.O. BOX 1768 NEWPORT BEACH, CJI 92660 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL. BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE or Mamh Risk 8lnsum. SeM as P. Seeth- 01988.2010 ACORD CORPORATION. All not ACORD 25 (2010105) The ACORD name and logo are registered marks of ACORD AGENCY CUSTOMER ID: 08475 LOC#: San Francisco ADDITIONAL REMARKS SCHEDULE Page 2 of 3 AGENCY NAMED INSURED MARSH RISKIL INSURANCE SERVICES DUTRA CONSTRUCTION CO., INC. 2350 KERNER BOULEVARD .SUITE 20D POLICY.NUMEER SAN RAFAEL, CA 94901 CARRIER NAIC CODE EFFECTIVE GATE: THIS ADDITIONAL REMARKS FORM IS A SCHEDULE TO ACORD FORM, FORM NUMBER: 25 FORM TITLE: Certificate of Liability Insurance Automobile LIabTOy Polley Covers ,HIRED PHYSICAL DAMAGE: Y Other Policy Corers POLLUTION LIABILITY Policy Details Ins,Lb:E (GreatAmeicanlreennea Cq PdIcy Number.OMH349272T Eff. OL 041012013 Exp. DL 0410111014 LLmik :5,000,ODD COMPANY A: AGCS MARINE INSURANCE COMPANY (100%) GENERAL LIABILITY. ADDITIONAL COVERAGES & DESCRIPTIONS PREMISESIOPERATIONS UNDERGROUND EXPLOSION AND COLLAPSE HAZARD PRODUCTSICOMPLETED OPERATIONS CONTRACTUAL BROAD FORM PROPERTY DAMAGE 'PEHSONALINIURY BROAD FORM, HULL A MACHINERY COVERAGE CARRIER: AGCS MARWE INSURANCE COMPANY(100%) POLICY NO. OHL 92000841 EFFECTIVE., 0401-13 EXPIRATION: 01-01-14 LIMITS HE AS SCHEDULED COMMERCIALOLIiPUI PROGRAM INCL MOBILE EOUIPICONTRACTORS EQUIP„ BUILDINGS, MACHINERY 8 BUSINESS PERSONAL PROPERTY AGCS MARINE INSURANCE CO. POLICY: MX193039M EFFECTIVE: 0401-13 EXPIRATION: 04-01-14 'ALL RISKS%INCL EARTHOUAKEH FLOOD WITH SPECIFIC SUBUNITS. COMPANY C: AGGS WINE INSURANCE COMPANY (50%) NATIONAL UNION FIRE INSURANCE COMPANY OF PITTSBURGH. pA (25%) NAVIGATORS INSURANCE COMPANY (25%) When the Named Aslrted is required by a written centrad to name other entities as AdditionalAssumd(e) on Irs General Uabftjand Excess Liability Policies ardlur 0Indemnify, undlor defend) an(Vor hold ha"i0sd such endties; the Amued my PmVde evidence to the Mtlitional Assured per. the Tdlondng wwdiAq: It's understood ad agreed that the Cef mteHo'derand the commissgwrs,officers,drawn, MW engoyuns Uereofwhile Lpemtng in their Capacity as wCh are hereby reined as ACORD 101 (2008101) m 2008 ACORD CORPORATION. All rights reserved. I no nwr4u name and logo are registered marks of ACORD AGENCY CUSTOMER ID: 08475 _ LOC #: San Francisco ADDITIONAL REMARKS SCHEDULE Page 3 of 3 AGENCY NAMED INSURED AIARSN RISK 6 INSURANCE SERVICES. DUTRA CONSTRUCTION CO„ INC. 2350 KERNER BOULEVARD SUITE tog POLICY NUMBER 'SAN RAFAEL, CA. 94901 CARRIER NAIC CODE EFFECTIVE DATE: THIS ADDITIONAL REMARKS FORM IS A SCHEDULE TO ACORD FORM, FORM NUMBER: 25 FORM TITLE: Certificate of Liability Insurance ADDfTIONAL ASSIJREDS under this pokyas respens dabWaS to INrd Parties and delense el dams and lawsuits arising out of the use efpremises of the AdditanalAssured andfor negfngenl walkor operztlons andfoc marstJp a apertion of vessels of me Named Assured and ils oGcers, employees endlorsubmnbaafor. dudrlg the a+rm of these pofides. These policiessl0be Iha prindpal cNemgo as respec6lM bandies d Me NAMED ASSURED and any other msuance varied by the ADDIRONAL ASSURED shallml De mnbibutay as aspeds the liabldties eltne Named Assured.. Nor stall the Addilenal Assured beresponsible krmry premium ar deductNes hereunder. These polis! sha3indude-SmeraWiy olmteresr as respells the IiaMTidesat each Assured namedhereon, but Bm naming NAddfianal Assured(s) harem shill not Increase the limd ofliaipGry of Kase pofdes arising earldairyaneaccidentaaxulm m. PMPdrylCWL Equprmt policyWi dm Bailees Covemga. Proledon d Indemnity mveage Includes Jones Ad Coverage., Excess Uandiy ammile (BumbershoD) provides excess Pm1acNa 8lndemNly coYeago. ACORD 101 (2008/01) ©2008 ACORD CORPORATION. All rights reserved. I Ile AwV" name ana logo are registered marks of ACORD �6' fqlCC?R® CERTI O'l�ATE OF ��6'bMUT �tlj SU NCE GATE /YYYY) Y A{f 12/1x20732013 1 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED. BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT:. H the cerllOcate holder is an ADDITIONAL INSURED, the policy(les) must he endorsed. It SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement A statement on this certificate does not confer rights to the certificate holder In lieu of such endomemeht(s). PRODUCER MARSH RISK 8 INSURANCE SERVICES CONTACT NAME: 345 CALIFORNIA STREET, SUITE 1300 CALIFORNIA LICENSE NO. 0437153 SAN FRANGSCO, CA 94104 PHONE FAX Wr ac NA: ADDRESS: INSURE E AFFORDING COVERAGE NAIC4 08475-ENVIR-ODG70-11 INSURER A: Catlin Speoalry Insurance Company 15W INSURED OUTRA CONSTRUCTION CO., INC. INSURER B 2350 KERNER BOULEVARD SURE 200 INSURER C: INSURER 0 - SAN RAFAEL, CA 949DI INSURER E: INSURER F: CTl1/FDAGF[ ' nc VIWUIN NUWIDCK:I THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN. THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS. AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR ADD E BR LTR TYPE OF INSURANCEinamm POUCYNUMBER POILOIGDY EFF- MMNCO EXP UMRE GENERAL LIABILITY COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE E M tTfTTE6— CLAIMS.MADE ❑ OCCUR PREMISER (En ora E MED EXP (An ono r..an E PERSONAL&'AOV INJURY $ GENERALAGGREGATE. S OENL AGGREGATE POLICY LIMIT APPLIES PER PRO- LOC PRODUCTS-LOAIPlOP AGO S $ AUTOMOBILE UASILRY SINGLE UMIT AUTO OWNED SCHEIXJLEUAUTOS AUTOS -JURY(Per ADIOS NON-0WNEDY OS :Vn lANY JURY(Per pecten) SALL am eni) EHIRED DAMAGEAU SnSUMBRELLA UAB UAB OCCURURRENCE CLAIMSMADE SEXCESS TE 5 OED RETENTION WORKERSCOMPERSATON AND EMPLOYERS• LIABILfY VIN My PROPRIEMRMARTNERIEIECUTIVL O MERMEMWR EXCLUDEDT ❑N ffws. dmry In NX) tlyes, d0soihe wtlM .DESCRIPTION OF OPERATIONSEc NIA S WC STATJ- OTH: LWIIS E.L. EACH ACCIDENT i E.L. DISEASE -EA EMPLOYEE f EL DISEASE-POUCYUMIT I A CONTRACTORS POLLUTION CPVfi74507-0414 041(112013 D410112014 PER OCCURRENCE 10,000;000 DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES (AKaeh ACORD 101, AddiBoml Rdmmks Schedule, if mom spaw is"Ulmd) RE: MARINA PARK PROJECT -MARINA BASIN CONSTRUCTION INCLUDING DREDGING, BULKHEADS; GRADING AND SOIL REMEDIATION. CONTRACT NO, 3897.6• THE CITY OF NEWPORT BEACH, ITS ELECTED AND APPOINTED OFFICERS, AGENTS, OFFICIALS, EMPLOYEES AND VOLUNTEERS ARE INCLUDEDAS ADDITIONAL INSUREDS WITH FULL WAIVER OF SUBROGATION AS REQUIRED BY CONTRACT. ALL COVERAGES PREPRIMARY AND NON-CONTRIBUTORY. r-PRTIFICATF UnI neo CITY OF NEWPORT BEACH SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE PUBUCC CENTORKS S DRIVE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN. POLI CIVIC CENTER DRIVE ACCORDANCE WITH THE POLICY PROVISIONS. P.O. BOX 7768 NEWPORT BEACH, CA .92880 AUTHORIZED REPRESENTATWE of Marsh Risk & Irrsunnce_ Services P. Seeth . O 1988-2010 ACORD CORPORATION. All rights. reserved. ••_ -- „anle amu wg0 are reglsrerea marks of ACORD ENDORSEMENT Endorsement No.: 13 San Francisco, December 20, 2013 . Endorsement to be attached to and made a part of Policy No. OHL 92006841 Of AGCS Marine Insurance Company issued to The Dutra Group, et al on —Marine -Package Policy Effective December 20, 2013, it is understood and agreed that the following forms are added to the policy with respect to City of Newport Beach Marina Park Project only: All other terms and conditions remain unchanged. `AGCS Marine InsuranCompany Authorized Signature S�Wgilmri-\1a:irceoE E�up�D�➢vuel'OnN,nrml Po11da�Etaartemcv: l3 —TCF. PoGry-rmrJ ConLiriow.doe POLICY NUMBER: COMMERCIAL GENERAL LIABILITY CG 20 26 04 13 THIS ENDORSEMENT CHANGES THEPOLICY. PLEASE READ IT CAREFULLY. ADDITIONAL INSURED - DESIGNATED PERSON OR ORGANIZATION This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE. PART SCHEDULE Name Of Additional Insured Person(s) Or Organization(s): The City of Newport Beach, its officers, officials, employees and volunteers; Section II — Who Is An Insured is amended to include as an additional insured the person(s) or organization(s) shown in the Schedule, but only with respect to liability for"bodily injury", "property damage". or "personal and advertising injury" caused, in whole or .in part, by your acts or omissions or the acts or omissions of those acting on your behalf: 1. In the performance of your ongoing operations; or 2. In connection with your premises owned by or rented to you. However: 1. The insurance afforded to such additional insured only applies to the extent permitted by law; and 2. If coverage provided to the additional insured is required by a contract or agreement, the Insurance afforded to such additional insured will not be broader than that which you are required by thecontract or agreement to provide for such additional insured. B. With respect to the insurance afforded to these additional Insureds, the following is added to Section III — Limits Of Insurance: If coverage provided to the additional insured is required by a contract or agreement, the most we will pay onbehalf of the additional insured is the amount of insurance:. 1. Required by the contract or agreement; or 2. Available under the applicable Limits of Insurance shown in the Declarations; whichever is less. This endorsement shall not increase the applicable Limits of Insurance shown in the Declarations. CG 20 26 04 13 0 Insurance Services Office, Inc., 2012 Page 1 of 1 COMMERCIAL GENERAL LIABILITY CG 20 01 04 13 THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. PRIMARY AND NONCONTRIBUTORY - ®VIER INSURANCE CONDITION This endorsement modifies insurance provided under the following: 'COMMERCIAL GENERAL LIABILITY COVERAGE PART PRODUCTS/COMPLETED OPERATIONS LIABILITY COVERAGE PART The following is added to the Other Insurance Condition and supersedes any provision to the contrary: Primary And Noncontributory Insurance This insurance is primary to and will not seek contribution from any other insurance available to an additional insured under your policy provided that: (1) The additional insured is a Named Insured under such other insurance; and (2) You have agreed in writing in a contract or agreement that this insurance would be primary and would not seek contribution from any other insurance available to the. additional insured. CG 20 01 0413 m Insurance Services Office, Inc:, 2012 Page 1 of 1 CERTIFICATE OF INSURANCE CHECKLIST City of Newport Beach This checklist is comprised of requirements as outlined by the City of Newport Beach. * Date Received: 12/18/13 Date Completed: 12/20/13 Dept./Contact Received From: Vladimir Sent to: Vladimir By: Company/Person required to have certificate: Dutra Construction Co.. Inc Type of contract: All Others Chris GENERAL LIABILITY EFFECTIVE%EXPIRATION DATE_: 4/1_/13-4/1/14 A.. INSURANCE COMPANY: AGCS Marine Insurance Company D. LIMITS - If Employees (Must be $1M min. BI & PD and $500,000 B, AM BEST RATING (A-: VII or greater): A+;XV 1,000;000 C. ADMITTED Company (Must be California Admitted): (What is limits provided?) N/A Is Company admitted in California? ® Yes ❑ No D. LIMITS (Must be $1 M or greater): What is limit provided? 1,000,000/2,000,000 E. ADDITIONAL INSURED ENDORSEMENT — pleaseattach ®Yes El No F. PRODUCTS AND COMPLETED OPERATIONS (Must include): Is it included? (completed Operations status does not apply to Waste Haulers or Recreation) ® Yes ❑ No G. ADDITIONAL INSURED FOR PRODUCTS AND COMPLETED OPERATIONS ENDORSEMENT (completed Operations status does not apply to Waste Haulers) ® Yes ❑ No H. ADDITIONAL INSURED WORDING TO INCLUDE (The City its officers, officials, employees and volunteers): Is It included? ® Yes ❑ No I. PRIMARY & NON-CONTRIBUTORYWORDING (Must be included): Is it included? Z 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 Q No K. ELECTED SCMAF COVERAGE (RECREATION' ONLY): 0 N/A ❑ Yes ❑ No L. NOTICE OF CANCELLATION: ❑ N/A ® Yes ❑ No AUTOMOBILE LIABILITY EFFECTIVE/EXPIRATION DATE: 411/13-4/1/14 A. INSURANCE COMPANY: Philadelphia Indemnity Insurance Comnan B. AM BEST RATING (A-: VII or greater) A�+:XV C. ADMITTED COMPANY (Must be California Admitted): Is Company admitted in California? ® Yes ❑ 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/A ❑ Yes ❑ No G. HIRED AND NON -OWNED AUTO ONLY: ❑ N/A ❑ Yes © No H. NOTICE OF CANCELLATION: ❑ N/A 0 Yes ❑ No III. WORKERS' COMPENSATION EFFECTIVE/EXPIRATION DATE: 4/1/13-4/1/14 A. INSURANCE COMPANY: Arch Insurance Company B. AM BEST RATING (A-: VII or greater); A+;XV C. ADMITTED Company (Must be California Admitted): ® 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 HAVE ALL ABOVE REQUIREMENTS BEEN MET? IF NO, WHICH ITEMS NEED TO BE COMPLETED? Approved: f^' Agent of Alliant Insurance Services Broker of record for the City of Newport Beach 12/20/13 Date ® N/A ❑ Yes ❑ No ® N/A ❑ Yes ❑ No ® N/A ❑ Yes ❑ No ® Yes ❑ No RISK MANAGEMENT APPROVAL REQUIRED (Non -admitted carrier rated less than _ Self Insured Retention or Deductible greater than $ 1 ❑ N/A [:]Yes ❑ No Reason for Risk Management approval/exceptionhvaiver. Approved: Risk Management * Subject to the terms of the contract. Date i ? a CL W V LL `o Q K at Z Q cq o d W w Q Y n o o N CO O m Z <� G a c N W M q Y W W W m 0 0 F O m n � m O N 0 C M _N 0 00 a m C 0 0 0 d W O w 2 � F- C7 a 0 T G F 6 � d N U U) Z � 0 0 O O U rn m 3 Qi � CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT REVISED PROPOSAL (11/13/13) MARINA PARK PROJECT GROUND IMPROVEMENT &. MARINA BASIN CONSTRUCTION AND DREDGING CONTRACT NO. 3897-B 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-B 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 2. Lump Sum General Conditions Cuv- {ko%-&ed @ -Ylperx�SCj'm Dollars and INYD Cents $ Per Lump Sum LLimp SUM Mobilization: __11 6-V )A x\&f 6 @SC�\t�r9 Dollars and Cents $ Ltoo �l/(d/ �y p� /j/y� " Per Lump Sum —1 Iof5 ITEM QUANTITY ITEM DESCRIPTION AND UNIT UNIT TOTAL AND UNIT PRICE WRITTEN IN WORDS PRICE PRICE 3. Lump Sum Demolition: Sixky dive @ S NAA Dollars and Cents ` $ jow Per Lump S 4. Lump Sum Minor Utilities: 5. A 7. @fie Thowand Dollars and Cents Per Lum m Lump Sum Precast Concrete Sheet Piling: \am kt uywat Fp r �l� `wrm +v,0USor� @(A 2tnunddn�l el �tquuollars and 'tea Cents Per Lump Sum Lump Sum Tiebacks: `+ T o Qq\&'(eIJ eAgvv j 61r, @ Dollars and Cents Per Lump Sum Lump Sum Cast -In -Place Concrete: Two Huinwed &. W y V,5v+-r6uswi @ SiX `iQiNA. 6 Dollars and ejv- Cents Per Lump Lump Spin Handrails and Railings: @ SLpb . CeA Dollars and ZL.ra Cents Per Lump Sum o410M $�td�. $ 2` .9i 6co- 4iMAN 2 of ITEM QUANTITY ITEM DESCRIPTION AND UNIT UNIT TOTAL AND UNIT PRICE WRITTEN IN WORDS PRICE PRICE 9. Unit Price. Excavation: Quantity: Dollars and Approx. 5.250 2exr> Cents 7-46aV5® -' Unit price per cubic yard 10. Unit Price. Dredging: Quantity: �V Dollars ((11 and Approx. 35.750 Cents $ �i .5 0 a5 Unit price per ubic yard 11. Unit Price. Beach Replenishment- Material Used On -Site and on 18th Street Beach:: Quantity: Dollars and Approx. 1,500 leyp Cents $ Unit price per cubic yard 12. Unit Price. Beach Replenishment- Material Used Off -Site at China Cove and NewportPier: Quantity: N wP_ Dollars and nn t C Approx. 15,000 ZPXO Cents $ " 1 13�J Unit price per cubic yard 13. Unit Price. Dredge Material Disposal -Off-Site at Nearshore Receiver Site: Quantity: l ty\t Dollars and Approx. 25.5000 VO Cents $ 566 Unit price per cubic yard 3 of 5 ITEM QUANTITY ITEM DESCRIPTION AND UNIT UNIT TOTAL AND UNIT PRICE WRITTEN IN WORDS- PRICE. PRICE 14. Lump Sum Earthwork: L @-(1ncvSWJv\ Dollars and 2ewo Cents Per Lump Sum 15. Unit Price Full Depth Stone Columns: Quantity: El Dollars and Approx. 44.735 Cents $ 6� Per Plan Squa a Foot 16. Unit Price Partial Depth Stone Columns: Quantity: w�2��� Dollars CCand Cents $ Approx. 4.730 UIf Per Plan uare oot 17. Lump Sum Project Close Out and Record I As -Built Drawings: @�ef\ \Z Dollars and ?_t>VD Cents Per Lump Sum 18. Lump Sum Fee: @51U �b115(�1(YX Dollars and SCD Cents Per Lump Sum b $ 10,000.00 4of5 TOTAL CONTRACT AMOUNT (BASIS OF AWARD) IN WRITTEN WORDS and ZPxv Cents November 19, 2013 Date (415) 258-6876 FAX: (415) 459-3295 Bidder's Telephone and Fax Numbers $�A!��9 - Total Price (Figures) DUTRA CON UCT,ION,CO., INC. Bidder .1;/1% Sionature and Title CA 698862 Class: A, C-10 Certification: HAZ 2350 Kerner Blvd., Suite 200, San Rafael, CA 94901-5595 Bidder's License No(s). Bidder's Address and Classification(s) Bidder's email address: bdutra@dutragroup.com and/or hstewart@dutragroup.com 5of5 CONTRACT NO. 3897-B 1.11:1<01011rot i[+1il1 All work necessary for the completion of this contract shall be done in accordance with (1) these Special Provisions; (2) the attached supplemental provisions (3) the Plans (Drawing No. C-3879-8 Marina Basin and Dredging Construction Document Package 2); (4) the City's Standard Special Provisions and Standard Drawings for Public Works Construction, (2004 Edition), including Supplements; (5) 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 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: PART 1 GENERAL PROVISIONS SECTION 2 ---SCOPE AND CONTROL OF THE WORK 1-2 TERMS AND DEFINITIONS Add to this section "For additional Terms and Definitions, see Section 014200 Reference Standards and Definitions." 2-5.3 SUBMITTALS Add to this section "For additional submittal requirements, see Section 01 3300 Submittals and section 01 3400 Requests for Information." 2-6 WORK TO BE DONE Add to this section, "The work necessary for the completion of this contract is summarized in Section 01 1100 Project Summary." 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 SP2OF15 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." Add this section: "2-9.5 ADDITIONAL REQUIREMENTS For additional Survey and Layout requirements, see Section 01 7123 Survey and Layout Data." SECTION 3 ---CHANGES IN WORK KIRPMETTIETWIN 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 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. SECTION 4 ---CONTROL OF MATERIALS 5Ek1lYe1I=I:Fill Cy_1.U>AIL01 0:1�,EIZ61:11:J 4-1.1 GENERAL Add to this section "For additional Materials and Workmanship requirements, see Section 01 4500 Submittals." SP3OF15 4-1.2 Protection of Work and Materials Add to this section: "All existing Palm trees on site will be considered as materials for the future construction, and as such will be subject to the requirements and penalties for damages listed below. For trees damaged during construction activities, there will be an additional penalty of $5.000 per incident of damage Replacement Trees: For damaged trees that are not thriving at the conclusion of the contract period, the following replacement schedule will apply. Tree Height Replacement Washingtonia robusta: 40' and taller 30' BTH Washingtonia filifera Washingtonia robusta 25'— 40' 25 BTH Washingtonia filifera Washingtonia robusta 15'-25' 20' BTH Washingtonia filifera Washingtonia robusta less than 15' 15'BTH Washingtonia filifera 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 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 5-1 LOCATION. 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 SP4OF15 provide and install a new pull or meter box or cover of identical type and size at no additional cost to the City." 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 ten 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." Add to the end of this section "For additional construction scheduling requirements, see Section 01 3200 Construction Progress Documentation." 6-7 TIME OF COMPLETION 6-7.1 General. Add to this section: "The Contractor shall complete all work under the Contract within 140 consecutive working days after the date on the Notice to Proceed. However, it is the City's intent to issue a Preliminary Notice to Proceed for the development and approval of critical shop drawings and submittals prior to the start of the 140 working day schedule. This is offered as a courtesy to the contractor and in no way relieves the contractor from the obligation to complete the entirety of the work within 140 working days from 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." SP5OF15 6-7.2 Working Days. Revise 3) to read: "any City holiday, defined as January 1St (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 4th, the first Monday in September (Labor Day), November 11th (Veterans Day), the fourth Thursday and Friday in November (Thanksgiving and Friday after), December 24th (Christmas Eve), December 25th (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." Add the following Section 6-7.4 Working Hours 6-7.4 Working Hours. Normal working hours are limited to 7:00 am to 4:30 pm, 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. See Section 01 5731 Temporary Control of Noise and Acoustics for additional restrictions on work activity types and times. 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 $1500.00. 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." SP6OF15 6-11 PRE-BID MEETING. The City will conduct a on-site pre-bid meeting on the date and at the time specified in the Invitation to Bid. Bidder attendance at this meeting is MANDATORY. Bidders shall meet at the 18th Street parking lot, located at the northeast corner of 18th Street and W. Balboa Boulevard. The purpose of the Pre-bid Meeting is to acquaint prospective bidders with the site, local physical features, site logistics, obstructions, utilities, and security conditions and issues. The conditions and requirements of these Specifications will govern over any information presented at the 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 this end of this section: "If the Contractor elects to use City water, he shall arrange for a meter and tender an $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 quantity charge for water usage and 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" Add to this section "For additional Temporary Utility requirements, see Section 01 5100 Temporary Utilities." 7-2.2 Prevailing Wages. Delete this paragraph. 7-8 WORK SITE MAINTENANCE 7-8.1 GENERAL Add to this section "For additional work site maintenance requirements, see Sections 01 3500 Special Procedures, 01 3543 Environmental Management Procedures, 01 5723 Temporary Control of Stormwater and Erosion, 01 5731 Temporary Control of Noise and Acoustics and 01 7410 Cleaning Requirements." Add Section 7-8.4.3 Storage of Equipment and Materials in Public Streets 7-8.4.3 Storage of Equipment and Materials on-site. Delete the first paragraph and add the following: "Construction materials and equipment may only be SP7OF15 stored on site if approved by the Engineer in advance. It is the Contractor's responsibility to obtain an area for the storage of equipment and materials. 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 -construction 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.newportbeachea.gov/publieworks and clicking on permits, then selecting the link Construction Runoff Guidance Manual. Additional information can be found at www.cleanwaternewport.com." 7-8.6.2 Best Management Practices (BMPs). Add to this section: In accordance with the SWPPP, the Contractor shall submit a Construction Site Monitoring Program- (CSMP) , designate a QSP (Qualified SWPPP Practitioner) from their on-site staff, and implement the Best Management Practices (BMP) described for monitoring and 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. 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 Contractor shall submit the name of their QSP and register them with the Cailfornia S.M.A.R.T.S. program. 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. For additional information, see Section 01 5723 Temporary Control of Stormwater and Erosion SP8OF15 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: 1. Administer, implement, maintain, and ensure adequate functioning of the various water quality control measures identified within the SWPPP during construction 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. SP9OF15 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. 7-8.7.2 Steel Plates. Steel plates utilized for trenching shall be the slip resistant type per Caltrans Standards. In addition, steel plates utilized on arterial highways shall be pinned and recessed flush with existing pavement surface. FA [Il 0i 111[ddO] .19 =III 114 kilo] 4re1. U1 Fye1 y =110 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. The Contractor shall cooperate with the Engineer to provide advance notice to any and all establishments whose access will be impacted by construction operations, particularly sidewalk construction. 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)." Add to this section "For additional Traffic and Access requirements, see Section 01 5500 Vehicular Access and Construction Parking." 7-10.3 Street Closures, Detours and Barricades. Add to this section: "The Contractor shall submit to the Engineer - at least ten (10) working days prior to the pre - construction meeting - a traffic control plan and detour plans(s) for each street and parking lot. The Contractor shall be responsible for processing and obtaining approval of a traffic control plans from the City's Traffic Engineer. The Contractor shall adhere to the conditions of the traffic control plan. Traffic control plans shall be prepared by a licensed Traffic Engineer and conform to the provisions of the WORK AREA TRAFFIC CONTROL HANDBOOK (W.A.T.C.H), Latest Edition. Traffic Control Plans shall be signed and sealed by a California licensed traffic engineer. Traffic control and detours shall incorporate the following items: 1. Emergency vehicle access shall be maintained at all times. SP 10 OF 15 2. The locations and wordings of all barricades, signs, delineators, lights, warning devices, parking restrictions, and any other required details shall ensure that all 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. At a minimum, the Contractor shall maintain one lane of traffic in each direction when completing their work. 6. 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. 7. 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" 7-10.4 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. Health and Safety Plan The Contractor shall prepare and submit a site-specific Contractor's Health and Safety Plan (HASP) detailing arrangements to provide for the health and safety of the Contractor's employees, the City's inspectors and representatives, and the public. The intent of the HASP is to reduce the exposure of workers and the public to chemical and physical hazards that could be encountered or present during project operations (as required in relevant regulations and statutes, including, but not limited to, those of the Occupational Safety and Health Administration [OSHA] and U.S. Coast Guard [USCG]). SP 11 OF 15 The Contractor shall ensure that its HASP is approved by a Certified Industrial Hygienist (CIH) and shall submit the CIH -approved HASP to the Engineer for review. The Engineer will review the HASP for general conformance with relevant regulations and statutes and with the Contract Documents." 7-10.5.6 SECURITY Add to this section: "For additional requirements for securing the site, and providing for the public safety, see Section 01 5623 Security Measures and Section 01 5600 Temporary Barriers and Enclosures." Add the following Section 7-10.5 "No Parking" Signs 7-10.5 "No Parking" Signs. The Contractor shall install, and maintain in place "NO PARKING -TOW AWAY" signs (even if streets have posted "NO PARKING" signs) which he shall post at least forty-eight hours in advance of the need for enforcement. The signs will be provided by the City at no cost to the Contractor. However, the City reserves the right to charge $2.00 per sign following any excessive abuse or wastage of the signs by the Contractor. In addition, it shall be the Contractor's responsibility to notify the City's Police Department at (949) 644-3717 for verification of posting at least forty-eight hours in advance of the need for enforcement. The City of Newport Beach "Temporary Tow -Away, No Parking" signs are available at the Public Works Department public counter. The Contractor shall print the hours and dates of parking restriction on the "NO PARKING -TOW AWAY" sign in 2 -inch high non -erase letters and numbers. A sample of the completed sign shall be reviewed and approved by the Engineer prior to posting. 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 within 500 feet of the project, describing the project and indicating the limits of construction. The City will provide the notice. 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 for each block or street, 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. SP 12 OF 15 Add the following Sections: 7-15 CONTRACTOR'S LICENSES. At the time of the award and until completion of work, the Contractor shall possess a California Contractor's " A " License. At the start of work and until completion of work, the Contractor and all Sub -contractors shall possess a Business License issued by the City of Newport Beach. 7-16 CONTRACTOR'S RECORD DRAWINGS. A stamped set of approved plans and specifications shall be on the job site at all times. In addition, the Contractor shall maintain "Record" 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 "Record" drawings. The "Record" 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. SECTION 8 FACILITIES FOR AGENCY PERSONNEL Section 8.1 Add to this section "For additional facility requirements, see Section 01 5200 Construction Facilities and Section of 5529 Construction Staging Area." 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 this Section 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 SP 13 OF 15 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." Add to this section "For additional Measurement and Payment Procedures, see Section 01 2900 Measurement and Payment Procedures." PART 2 CONSTRUCTION MATERIALS SECTION 201 --- CONCRETE. MORTAR, AND RELATED MATERIALS 201-1 PORTLAND CEMENT CONCRETE Replace this section with "Product Requirements for Concrete are described in Section 03 3000 Concrete, Part 2 PART 3 CONSTRUCTION METHODS SECTION 300 ---EARTHWORK 300-1 CLEARING AND GRUBBING Add to this section: 'For additional requirements for clearing the site, see Section 31 0000 Earthwork". SP 14 OF 15 300-1.3 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: http://newportbeachca.gov/index.aspx?paqe=157 and then selecting the link Franchised Haulers List." This project will be working for LEED certification with a goal of diverting construction waste from landfills See additional requirements in Section 01 7419 Construction Waste Management and Disposal. 300-1.3.1 General. Add to this section: "The work shall be done in accordance with Section 300-1.3.2 of the Standard Specifications for Public Works Construction except as modified and supplemented herein. Joins to existing pavement lines shall be full depth sawcuts. Final removal between the sawcut lines may be accomplished by the use of jackhammers or sledgehammers. Pavement breakers or stompers will not be permitted on the job. The Engineer must approve final removal accomplished by other means. The Contractor shall maintain the job site in a clean and safe condition. The Contractor shall remove any broken concrete, debris or other deleterious material from the job site at the end of each workday or as directed by the Engineer. All areas of roadway removal and replacement shall have a minimum trench width of 3 -feet to facilitate maximum compaction. Contractor shall meet with the Engineer to mark out the areas of roadway removal and replacement. The Contractor shall dispose of all excess or waste material and shall include all fees for such disposal in the appropriate bid items." 300-1.3.2 Requirements (c) Concrete Curb, Walk, Gutters, Cross Gutters, Driveways, and Alley Intersections. Add the following paragraph "(d) For requirements for building and structure demolition and removal see section 02 4100 Demolition." Add the following Section 301.5 Solid Waste Diversion 300-1.5 Solid Waste Diversion. Non -reinforced and clean 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 SP 15 OF 15 from the recycling facility. All material disposal manifests shall be provided to the Engineer prior to release of final retention. ki�Y��eF9;J:fill N9K9].Is] 0:49 :8 Je\Tl ;I ?d;I.IN0 302-5.1 General. Add to this section: 'The asphalt concrete (A. C.) used for surface caps shall be IIIC3 PG 64-10. The A.C. for base course shall be IIIB2 PG 64-10. All cracks '/4 -inch or greater in width shall be cleaned, have weed kill applied and sealed with a hot -applied crack sealant approved by the Engineer. In residential areas no highway rated equipment or trucks are to be used (eg. no super trucks). Use truck and trailers or transfers. Use of heavier rated trucks must be approved by Engineer. The top 1 '/2 inches of asphalt (finish course) shall be placed in a separate lift. Holes, spalls, and cracks greater than 1 -inch in width shall be filled and compacted 95% minimum with an F -AR 4000 asphalt concrete mix. The pavement shall then be cleaned with a power broom." The requirements of this section will apply to material placed as patches following the demolition and removal of underground structures and utilities." 302-5.4 Tack Coat. Add to this section: "Prior to placing the asphalt concrete patches, a tack coat of Type SS -1 h asphaltic emulsion at a rate not to exceed one — tenth (1/10) of a gallon per square yard shall be uniformly applied to existing A.C. and P.C.C. surfaces and edges against which asphalt concrete is to be placed." MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT SUPPLEMENTAL PROVISIONS MARINA PARK PROJECT — GROUND IMPROVEMENT. MARINA BASIN CONSTRUCTION AND DREDGING CONTRACT NO. 3897-B 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 Landscape Architect Rabben/Herman design office 833 Dover Drive Suite 9 Newport Beach, CA (949)548-3459 Marine(Civil) Engineer Moffat & Nichol 3780 Kilroy Airport Way Long Beach, CA 90806 (562)426-9551 Grading (Civil Engineer) Fuscoe Engineering 16795 Von Karman, Suite 100 Irvine, CA 92606 MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SUPPLEMENTAL PROVISIONS TABLE OF CONTENTS Introductory Sections 00-0001 Title Page..............................................................................September 20, 2013 00-0005 Table of Contents...................................................................September 20, 2013 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..........................................................September 20, 2013 01 2500 Contract Modification Procedures ..........................................September 20, 2013 01 2900 Measurement and Payment Procedures................................September 20, 2013 01 3100 Project Management and Coordination..................................September 20, 2013 01 3200 Construction Progress Documentation...................................September 20, 2013 01 3300 Submittals..............................................................................September 20, 2013 01 3400 Requests For Information.......................................................September 20, 2013 01 3500 Special Procedures................................................................September 20, 2013 01 3520 Sustainable Design Requirements.........................................September 20, 2013 01 3543 Environmental Management Procedures ...............................September 20, 2013 01 4100 Regulatory Requirements......................................................September 20, 2013 01 4200 References...........................................................................September 20, 2013 01 4500 Quality Control.......................................................................September 20, 2013 01 5100 Temporary Utilities.................................................................September 20, 2013 01 5200 Construction Facilities............................................................September 20, 2013 01 5400 Construction Aids...................................................................September 20, 2013 01 5500 Construction Vehicular Access and Parking...........................September 20, 2013 01 5529 Construction Staging Area .....................................................September 20, 2013 01 5600 Temporary Barriers and Enclosures.......................................September 20, 2013 01 5623 Security Measures.................................................................September 20, 2013 01 5700 Temporary Controls...............................................................September 20, 2013 01 5723 Temporary Control of Stormwater and Erosion ......................September 20, 2013 01 5731 Temporary Control of Noise and Acoustics............................September 20, 2013 01 7123 Surveying and Layout Data ....................................................September 20, 2013 01 7410 Cleaning Requirements..........................................................September 20, 2013 01 7419 Construction Waste Management and Disposal .....................September 20, 2013 01 7700 Contract Closeout Procedures ...............................................September 20, 2013 September 20 2013 000005-1 Table of Contents MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING Division 2- Existing Conditions 020001 Basic Site Material and Methods............................................September 20, 2013 024100 Demolition..............................................................................September 20, 2013 Division 3- Concrete 033300 Cast In Place Concrete..........................................................September 20, 2013 Division 5- Metals 059101 Metal Fabrications..................................................................September 20, 2013 055220 Handrails and Railing.............................................................September 20, 2013 Division 9- Painting 099000 Painting and Coating..............................................................September 20, 2013 Division 10- Specialities 101400 Signage.................................................................................September 20, 2013 Division 31- Earthwork 31 0000 Earthwork..............................................................................September 20, 2013 31 3200 Stone Columns...................................................................................................... 31 5100 Tiebacks................................................................................September 20, 2013 329101 Landscape Soil Testing..........................................................September 20, 2013 352300 Dredging................................................................................September 20, 2013 Appendix A Geotechnical Report .....................................................................................September 6, 2013 000005-2 September 20 2013 Table of Contents MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 September 20, 2013 003320-1 Coastal Development Permit MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 003320-2 September 20, 2013 Coastal Development Permit STATE OF CALIFORNIA -NATURAL RESOURCES AGENCY CALIFORNIA CI South CoaSI Area Office 200 Oceangate, Suite 1000 Long Beach, CA 908024302 (562) 590-5071 -AL COMMISSION EDMUND G. BROWN, JR., GoveRivoR Page 1 of 22 Date: August 13, 2013 a Permit No: 5-10-229 COASTAL DEVELOPMENT PERMIT 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 land, including removal of mobile home park, various community buildings and recreational facilities, and construction of 23,632 sq. ft., 35 -ft high multi-purpose and sailing program building with 71 -ft. high architectural design feature presenting a lighthouse (non- functioning); 5,500 sq, ft. Girl 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 cu.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 Executive Director ACKNOWLEDGMENT Analyst The undersigned permittee acknowledgesreceipt 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). I Date 7 �— Signature of Permi e Please sign and return one copy of this form to the Commission office at the above address. COASTAL DEVELOPMENT PERMIT No. 540-229 Page 2 of 22 STANDARD CONDITIONS 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. Expiration. 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 flies with the Commission an affidavit accepting all terms and conditions of the permit. 5. Terms and Conditions Run with 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. SPECIAL CONDITIONS: 1. REVISED FINAL PROJECT PLAN A. PRIOR TO THE ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the applicant shall submit, for the Executive Director's 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 Districtstaffon October 7, 2010, September 27, 2011 and December 22, 2011, except they shall be modified as follows: 1) the proposed 71-faot high lighthouse -shaped architectural feature that is part of the proposed Balboa Center Complex shall 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 3) as proposed, remove two tennis courts from the lawn area adjacent to the American Legion building. COASTAL DEVELOPMENT PERMIT No. 5-10-229 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 Plan 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 deposit/beach nourishment locations from the identified five (5) potential locations; 2) identification of the quantity of dredge deposit/beach nourishment material to be placed at each dredge deposit/beach nourishment location; 3) identification of the method of dredge depositibeach nourishment at each locations; 4) the duration of the dredge deposit/beach 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 deposit/beach 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 Plan received September 21, 2011, except it shall be modified as follows: .1) provide a more specific description of the various parking management-alfematives" 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 bevelopment 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 30610(d) and Title 14 California Code of Regulations Sections 13252(a) -(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. 5. BIOLOGICAL MONITORING DURING PRE -CONSTRUCTION AND CONSTRUCTION ACTIVITES 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 shall: (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 surrey to the applicant and the Commission, and (3) monitor the site during all sediment deposit (beach nourishment) activities. COASTAL DEVELOPMENT PERMIT No. 5-10-229 Page 5 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 tern, 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 beach 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 activitiesshall 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), shall 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.specialist(s) 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) COASTAL DEVELOPMENT PERMIT No. 5-10-229 Page 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 500 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 30th, 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 all 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 survey, 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) Will minimize public access impacts to the sandy public beach. COASTAL DEVELOPMENT PERMIT No. 5-10-229 Page 7 of 22 (1) The plan 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: 1. limits of the staging area(s); 2. construction corridor(s); 3. 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. 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. COASTAL DEVELOPMENT PERMIT No. 5-10-229 Page 8 of 22 7. TRAFFIC CONTROL PLAN Ll 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 theapproved 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; Geotechniba/ Investigation, Manna Park, Newport Beach, California (Project No. 2573) prepared by TerraCoasta Consulting Group, Inc. dated August 7, 2008; and Manna 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 Director's 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 specked 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; (iii) to unconditionally waive any claim of damage or liability against the Commission, its officers, agents, and employees for injury or damage from such hazards; and (iv) to indemnify and hold harmless the Commission, its officers, agents, and employees with respect to the Commission's approval of the project against any and all liability, claims; demands, damages, costs (including costs and fees incurred in defense of such claims), expenses, and amounts paid in settlement arising from any injury or damage due to such hazards. 13. Prior to any conveyance of the property that is the subject of this coastal development permit, the landowner shall execute and record a deed restriction, in a form and content acceptable to the Executive Director incorporating all of the above terms of subsection (A) of this condition. The restriction shall include a legal description of the applicant's entire parcel. The deed'restriction shall run with the land, binding all successors and assigns, and shall be recorded free of prior liens that the Executive Director determines may affect the enforceability of the restriction. This deed restriction shall not be removed or changed without a Commission amendment to this Coastal Development Permit. C. PRIOR TO ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the applicant shall submit a written agreement in a form and content acceptable to the Executive Director, incorporating all of the above terms of this condition. 90., PRE -CONSTRUCTION EELGRASS SURVEY A. PRE -CONSTRUCTION EELGRASS SURVEY. A valid pre -construction eelgrass (Zostera manna) survey shall be completed during the period of active growth of eelgrass (typically March through October). The pre - construction survey shall be completed prior to the beginning of construction and shall be valid until the next period of active growth. If any portion of the project commences in a previously undisturbed area COASTAL DEVELOPMENT PERMIT No. 5-10-229 Page 10 of 22 after the last valid eelgrass survey expires, a new survey is required prior to commencement of work In that area. The survey shall be prepared in full compliance with the "Southem 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 survey for the review and approval by the Executive Director within five (5) 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. B. 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 eelgrass was adversely impacted. The survey shall be prepared in full compliance with the "Southem California Eelgrass Mitigation Policy' Revision 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 Game. 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 CAULERPA TAXIFOLIA SURVEY A. Not earlier than 9D 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 taxifofia. 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 taxifofia survey expires, a new survey is required prior to commencement of work in that area. COASTAL DEVELOPMENT PERMIT No. 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. C. 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 (858/467-4218) or Robert Hoffman, National Marine Fisheries Service (562/984-41)43), or their successors. D. if Caulerpa taxifolia is found within the project or buffer areas, the applicant shall not proceed with the project until 1) the applicant provides evidence to the Executive Director that all C. taxifolia 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 C. taxifolia. 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. CONSTRUCTION BEST MANAGEMENT PRACTICES 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 con trollsedimentation Best Management Practices (BMP's) shall be used to control dust and sedimentation impacts to coastal COASTAL DEVELOPMENT PERMIT No. 5-10-229 Page 12 of 22 waters during construction. BMP's shall include, but are not limited to: placement of sand bags around drainage inlets to prevent runoff/sediment 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 and/or 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 throughout the duration of the project. Such measures shall be used during construction: (1) 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. 13. LOCATION OF DEBRIS DISPOSAL SITE 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, COASTAL DEVELOPMENT PERMIT No. 5-10-229 Page 13 of 22 14. STORM WATER POLLUTION PREVENTION PLAN'(SWPPP) 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 shall 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 MAN GEMENT PLAN (WQMP) 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 past -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 Wafer Qualify Management Plan (WQMP) (JN: 1001.01.01) prepared by City of.Newport Beach Pubfic 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; COASTAL DEVELOPMENT PERMIT No. 5-10-229 Page 14 of 22 (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 sand/oil separator and discharged only through the sewer system; (6) 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 toconveyand 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'" and April 15'h of each year and, (3) at least twice during the dry season; (9) Debris and other water pollutants removed from structural BMP's during clean-out shall be contained and disposed of in a proper manner; (10) It is the permittee's responsibility to maintain the drainage system and the associated structures and BMP's according to manufacturer's specifications; and COASTAL DEVELOPMENT PERMIT No 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 Marina 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 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 listed as problematic and/or invasive by the California Native Plant Society (http://www.CNPS.org , the California Invasive Plant Council (formerly the California Exotic Pest Plant Council) (http:/hvww.cal-li)c.ora/), or as may be 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: http)/www owue water ca oov/docslwucols00 1)dO. 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 COASTAL DEVELOPMENT PERMIT No. 5-10-229 Page 16 of 22 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 161h Street and 17th Street, street ends.. All 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 trim medlmaintained_such that impacts upon public views are avoided. Once planted, i 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 shall 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) 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. COASTAL DEVELOPMENT PERMIT No. 5-10-229 Page 17 of 22 9. 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. CONSTRUCTION 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, i. 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 COASTAL DEVELOPMENT PERMIT No. 5-10-229 Page 18 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 and/or 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 BMP'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, COASTAL DEVELOPMENT PERMIT No. 5-10-229 Page 19 of 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. D, 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. 19. FINAL CLEAN MARINA PROGRAM 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 Manna 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 9, 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 oil spill prevention containment plan; COASTAL DEVELOPMENT PERMIT No. 5-10-229 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, paints, and debris; COASTAL DEVELOPMENT PERMIT No. 5-10-229 Page 21 of 22 (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, recyclables, 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 emulsifiiers 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' 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. 20. MARINA PARK -MARINA AND MARINE USES DOCUMENT The permittee shall conform with the "Manna 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. Fsy1rh1g:1permAs2010 8113113 MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 September 20, 2013 003340-1 California Regional Water Quality Board 401 Permit MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 003340-2 September 20, 2013 California Regional Water Quality Board 401 Permit California Regional Water Quality Control Board vSanta Ana Region Linda S. Adams 3737 Main Street, Suite 500, Riverside, Califomia 92501-3348 Secretoryjor Phone (951) 782-4130 • FAX (951) 781-6288 • TDD (951) 782-3221 Arnold Schwarzenegger Environmental Protection www.waterboards.ca.gov/santama Governor 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 (33° 36.57 117° 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 Dred `e/Fill volume: 53;0"00 cubic yards ` Federal permit: Rivers and Harbors Act, Section 10 California Environmental Protection Agency pRecycled Poper 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 �a RecydedPaper 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/03-6l.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 (wpaznokas(a)dfg.ca.gov)) or the National Marine Fisheries Service (Robert Hoffman at (562) 980-4043 (bob.hoffman(aDnoaa.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 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 values greater 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. 1 This document is located under San Diego Creek. Newport Bay Toxics TMDL at: http'/t w,epa.gov/regiong/water/tmdl/final.htmI California Environmental Protection Agency i�o 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_decisions/adopted_ orders/water_q uality/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, - d� v Kurt V. Berchtold 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:\401\certifieationsWarina park marina construction_302010-40 22dec10.doc California Environmental Protection Agency Q� ReQc(edPaper MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 September 20, 2013 003350-1 USACOE 404 Permit MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 003350-2 September 20, 2013 USACOE 404 Permit r B��It��1�d�i9�1LOS ANGELES DISTRICT DEPARTMENT OF THE ARMY PERMIT 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 511 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. Specifically, you are authorized to conduct the following activities affecting waters of the U.S.: I . 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 46.8 acres of the nearshore zone between 40th and 52"d Streets, 3) Up to 40,500 cy could be placed within 59.55 acres of the nearshore zone between dd' and 16°i 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. Installation of the marina would include the demolition of an existing groin wall, construction of a perimeter bulkhead wall with 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 of jurisdictional waters of the U.S. Installation of 23 boat dock slip would result in overwater coverage of approximately 0.31 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 15d' Street and 19"' Street, in the city of Newport Beach, Orange County, California, within Newport Bay. Permit Conditions: General Conditions: 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 conditions of this 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. Ifyou discover any previously unknown historic or archeological remains while accomplishing the activity authorized by this pennit, 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 wan -ant a recovery effort or if the site is eligible for listing in the National Register of Historic Places. 2 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 nib 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 maturer 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://s,�vr.nmfs.noaa.gov/hed/caulerpa/cep.pdf) not earlier than 90 calendar days prior to plamted construction and not later than 30 calendar days prior to construction. The results of that survey shall be fwmished 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. The.Permittee shall discharge only clean constriction 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, 11 th Coast Guard District (dpw) TEL: (510) 437-2980 E-mail: dl 1LNM@iiscg.mil Website: http://www.uscg.niil/dp/Inmrequest.asp U.S. Coast Guard, Sector LA -LB (COTP) TEL: (310) 521-3860 E-mail: john.p.hermnigan@uscg.mil A) The Permittee shall notify the U.S. Coast Guard, Commander, 11th Coast Guard District (dpw) and the U.S. Coast Guard, Sector LA -LB (COTP) (contact information shorn 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: l) 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. 11 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 Pennittee 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. S. 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 PaciFe 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. 1.0. 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. 1.1. 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 determined 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 Pen-nittee'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. 0 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 Pennittee receives allotice 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 Rudes 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. 7 18. The Permittee's contractor(s) and the captain of any dredge covered by this permit shall monitor VHF -PM channels 13 and 16 while conducting dredging operations. 19. 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 f fled 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 docwnent 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 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) Fonn 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. Atiy 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 same methods used un 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 SAl' 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. 23. 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 (GSA) (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. 10 31. Pursuant to 36 C.F.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 notify the Corps' Archeology Staff within 24 hours (Steve Dibble at 213- 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 Pennittee 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: 1. 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). (}) Section 1.03 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 obtahi 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. 3. 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. 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 Permit 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 pennit 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 nominally 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. Z Z. /0�� Z- C2 -y-/3 PERMITTEE j�,tDATE Wi� W624<�IkufbL This permit becomes effective when the Federal official, designated to act for the Secretary of the Army, has signed below. / ill f /� �-�"L� / � ✓ Corice I Farrar Chief, Orange d Riverside Section South Coast Branch Regulatory Division 9 ZVi3 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 r LOS ANGELES DISTRICT U.S. ARMY CORPS OF ENGINEERS NOTIFICATION OF COMMENCEMENT OF WORK FOR DEPARTMENT OF THE ARMY PERMIT 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. 1 hereby certify that 1, 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.Lambertcr usace.army.miI 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 2 LOS ANGELES DISTRICT U.S. ARMY CORPS OF ENGINEERS NOTIFICATION OF COMPLETION OF WORK AND CERTIFICATION OF COMPLIANCE WITH DEPARTMENT OF THE ARMY PERMIT 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 terns 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: (l) E -MALL 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 M (3) MAIL to the following address: U.S. Army Corps of Engineers Regulatory Division ATIN: CESPL-RG-SPL-2010-00702 P.O. Box 532711 Los Angeles, California 90053-2325 9 •rawE; �r fit Ell col a'il +af lJpd oUl.lbW •I i�j ll lfll CC17 z ,;n c zoo 3091 < IN g a v 9§ a S1N�vvDO4 NO11onKSNOD oZo06 ° °I RR qgy gg a:svasas tl;4 i4 191 tj 9_ 5s a D 5 �'s s a as a W �i§gb �gtl�e� Q� A AIA tle3G a�g Se i g rc $y �e�cY 9tl 0 1. % I • Y T 3 1 t` tea, t^1 I "} 1 l\ a 1V a MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 01 1100 SUMMARY OF THE PROJECT PART 1 -GENERAL 1.1 GENERAL A. Project Title: CITY OF NEWPORT BEACH, MARINA PARK SITE GROUND IMPROVEMENTS MARINA BASIN CONSTRUCTION AND DREDGING. B. Project Location: 1600 West Balboa Boulevard, Newport Beach, CA 92663, as shown on the Vicinity Map in the Drawings. C. The Project: Conducting Improvements in the bearing capacity of the soil, under the direction of the City's Geotechnical Engineer, Construction and Excavation/Dredging of the adjacent Marina Basin and Seawall. 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 specified by the City of Newport Beach's Geotechnical Engineer in the Specification Section 31 3200 Stone Columns and Marina Basin Improvements and described in Drawings Titled Package 2 Marina Basin Construction and Dredging. B. The Project Schedule includes a period between the Preliminary Notice to Proceed and the Notice to Proceed. The Contractor shall utilize this time to prepare shop drawings and 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: The overall project will be designed and shall be constructed in compliance with pre -requisites and credits according to US Green Building Council (USGBC) Leadership in Energy & Environmental Design (LEED) for Silver certification. Refer to Section 01 3520- Sustainable Design Requirements. 1. One of the perquisites for this certification is Construction Activity Pollution Prevention. In order to receive this credit the contractor must reduce pollution from construction activities by controlling soil erosion, waterway sedimentation and airborne dust generation. 2. The Contractor shall create and implement an Erosion and Sedimentation Control (ESC) Plan for all construction activities for the project. 3. Additional environmental considerations are specified in Section 01 3543 Environmental Management Procedures, 015700 Temporary Controls, Section 015723 Temporary Control of Stormwater and Erosion, and Section 01 5731 Temporary Control of Noise and Acoustics. E. Additional Information Available to Contractor - 1 . ontractor:1. Section 00 3310 -Hazardous Materials Survey. 2. Section 00 3320 Coastal Development Permit. 3. Section 00 3340 California Regional Water Quality Board 401 Permit. 4. Section 00 3350 Army Corp of Engineers 404 Permit. September 20, 2013 01 1100-1 Summary of the Project MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 5. 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". 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 0 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. 11 so, they will be for convenience only and are not to be considered Contract Documents produced by Architect or Architect's consultants. D. Permits, 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 sheet piles and work on the adjacent parcel in particular shall be coordinated. 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: Contract Sum shall not include cost of demolition permits. City will pay directly or reimburse Contractor for building 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. 01 1100-2 September 20, 2013 Summary of the Project MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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: 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. 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: Limit construction activities to areas indicated on Drawings as Project Area. E. Refer also to Section 01 5600 - Temporary Barriers and Enclosures for additional requirements, including temporary fencing. 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. September 20, 2013 01 1100-3 Summary of the Project MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 1. All existing improvements and facilities, except those specifically indicated for removal or reconstruction, shall be protected with temporary barriers, enclosures and passageways. See additional requirements specified in Section 015600 - Temporary Barriers and Enclosures. 2. Trees in the temporary Holding area shall be protected from damage for duration of work on site. See special provision for monetary penalties for damaged trees. 3. After completion of Work, existing improvements and facilities shall be restored to original condition and location. Project Area, including ALYC parcel, shall be cleaned and restored to presentable condition, equivalent to or better than the condition prior to start of Work. 4. Should existing improvements and facilities be damaged or soiled beyond renovation or repair, new products shall be provided by Contractor equivalent to existing products, as acceptable to City. 5. 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. H. 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 ADJACENT PARCEL A. The work on the plans requires construction and demolition on the adjacent American Legion Yacht Club Parcel. 1. The Contractor shall coordinate activity with the designated representative of the ALYC, 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. 1.9 CITY'S USE OF SITE AND PREMISES 01 1100-4 September 20, 2013 Summary of the Project MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. PART 2 -PRODUCTS Not Applicable to this Section. J11AI&M*3x014ANIII Not Applicable to this Section. END OF SECTION 01 1000 September 20, 2013 01 1100-5 Summary of the Project MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 011100-6 September 20, 2013 Summary of the Project MARINA PARK PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 012500 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. General Conditions of the Contract: Governing requirements for changes in Work, in Contract Sum and Contract Time. C. Section 01 7700 — 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. September 20, 2013 012500-1 Contract Modification Procedures MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. G- Overhead and profit. d. Justification for change in Contract Time, if claimed. e. Credit for deletions from Contract, similarly documented. 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: 012500-2 September 20, 2013 Contract Modification Procedures MARINA PARK PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 1. Contractor shall keep accurate records of time, both labor and calendar days, and cost of materials and equipment. 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) =1: I Dye] �9 X� 0 [s]: September 20, 2013 012500-3 Contract Modification Procedures MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 01 2500-4 September 20, 2013 Contract Modification Procedures MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 01 2900 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 notarized 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. 1.6 SUBMISSION OF APPLICATIONS FOR PAYMENT September 20, 2013 01 2900-1 Measurement and Payment Procedures MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING A. Submission of Applications for Payment: The following requirements supplement the provisions of the General Provisions of the Contract. 1. Submit five copies 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 017419 - Construction Waste Management and Disposal. 4. Submit Chain -of -Custody Certificates for Forest Stewardship Council (FSC) certified wood products. Refer to Section 01 3520 - Sustainable Design Requirements. 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. i M�49 -I-% IF -11 111 d /_71 d I ("4-011 /_1 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 012900-2 Measurement and Payment Procedures September 20, 2013 MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 Engineer, Construction Manager and Engineer. Project meetings for coordination, monitoring of progress and resolution of construction issues, including: 1. Preconstruction Conference. 2. Progress Meetings. 1.3 RELATED SECTIONS A. Section 01 3520 - Sustainable Design Requirements: Preconstruction, Pre -Contract Closeout and Contract Closeout meetings. 1.4 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 - peration.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. 8. Design -build drawings, product data, calculations and permits. September 20, 2013 01 3100-1 Project Management and Coordination MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. D. Subsequent Construction Activity may require access to the site and scheduling operations to allow for preparatory construction activity to occur. Contractor shall, to the extent that it does not impact their construction schedule, make arrangements necessary for activity to occur. E. Work on the Adjacent ALYC parcel will require additional noticing and coordnaiton 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. Perform work on ALYC Parcel expeditiously to minimize the impacts on their facilities. 1.5 SITE UTILIZATION PLAN A. Provide a Plan diagram indicating all major elements of construction activity, including access, parking, vehicle loading, security elements, stormwater management, equipment storage and signage. 1.6 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 1 0 working days after execution of the Agreement. Hold the conference at Project site or another convenient location. Conduct the meeting to review responsibilities and personnel assignments. 1. Attendees: Authorized representatives 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 procedures. i. Preparation of Record Documents. j. Use of the premises. k. Responsibility for temporary facilities and controls. 013100-2 September 20, 2013 Project Management and Coordination MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING I. Parking availability. M. Office, work, and storage areas. n. Security. o. Progress cleaning. p. Working hours. C. Progress Meetings: Conduct progress meetings at weekly intervals, unless othermse 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) Interface requirements. 2) Sequence of operations. 3) Status of submittals. 4) Deliveries. 5) Off-site fabrication. 6) Access. 7) Site utilization. 8) Temporary facilities and controls. 9) Work hours. 10) Progress cleaning. 11) Quality and work standards. 12) Change Orders. 13) 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. 1.7 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. Work expected to be completed during the Construction includes, but is not limited to: 1. Cabling and Wiring of relocated Utilities 2. Mobilization and Site preparation. 3. Foundation Installation 4. Trenching and Installation of Utility Improvements September 20, 2013 01 3100-3 Project Management and Coordination MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING For Work performed under separate Contracts, Contractor shall: 1. Allow access to the work area 2. Allow use of Construction parking and toilet facilities 3. Allow Incidental Use of Temporary Construction Utilities 4. Communicate restrictions and regulatory regulations relating to the Project PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION (Not Applicable) I=:1911*1� *i 111N7:I 01 3100-4 September 20, 2013 Project Management and Coordination MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 013200 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-fumished 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. Schedule Size: Maximum 22" x 17" (560 x 432 mm) or width required - 1 . equired.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. September 20, 2013 013200-1 Construction Progress Documentation MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 01 3200-2 September 20, 2013 Construction Progress Documentation MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 01 3300 SUBMITTALS 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 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. F. 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 013200 - Construction Progress Documentation: Submittals Schedule. D. Section 014500- Quality Control: Test and inspection reports. E. Section 017700- 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. September 20, 2013 01 3300-1 Submittals MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 . pplication.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. F. Unsolicited Submittals: Unsolicited submittals will be returned unreviewed. G. All reproduction costs for submittals are to be bome by the Contractor. H. 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. 013300-2 September 20, 2013 Submittals MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 1.7 SUBMITTALS SCHEDULE A. Submittals Schedule: 1. The Contractor shall prepare and submit for review a comDlete submittal loa of all items to be submitted within fifteen (15) days of the Notice to Proceed. 2. 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.00m. 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. Contractor's Review of Submittals: Prior to submission to Engineer for review, Contractor shall review each submittal for completeness and conformance to requirements of the Contract Documents. Contractor shall stamp each page of each submittal with a review action stamp and September 20, 2013 01 3300-3 Submittals MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 Engineer's 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. D. Resubmission of Product Data: Should resubmission of product data be required, comply with the following: 013300-4 September 20, 2013 Submittals MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. 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. 1.14 REPORTS OF RESULTS OF INSPECTIONS AND TESTS September 20, 2013 01 3300-5 Submittals MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. 1.16 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 September 20, 2013 Submittals MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. September 20, 2013 013400-1 Request for Interpretation MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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). 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) Appendix A: Attached 013400-2 September 20, 2013 Request for Interpretation MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING RFI REQUEST FOR INTERPRETATION RFI # From Name: Address: City: Phone: CONTRACTORS REQUEST FOR INTERPRETATION Drawing References Detail Nu Specification References Number and Comments: RFI #: Date: Refer to Procedures described in Section 01 3400 — Requests for Interpretation. This RFI, when 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 Submitted by Title ENGINEERS RESPONSE Date of Receipt Date of Response Response: Response by Title September 20, 2013 01 3400-3 Request for Interpretation MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING END OF SECTION 01 3400-4 September 20, 2013 Request for Interpretation MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. September 20, 2013 01 3500-1 Special Procedures MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 - ork.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. Refer to additional requirements specified in Section 01 5600- Temporary Barriers and Controls. 1. Pruning: Citys 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: For all trees that are not thriving at the conclusion of the contract period, the following replacement schedule will apply. 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 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 haul roads, 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. 2. Level all temporary roads, parking areas and any other areas that have become compacted or shaped. 3. Unpaved areas where vehicles have been operated shall receive suitable surface treatment or shall be periodically wetted down to prevent construction operations from 013500-2 September 20, 2013 Special Procedures MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING producing dust damage and nuisance to persons and property, at no change in Contract Time and Contract Sum. 4. 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 and pavement entrances 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. 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. 2. Refer to Civil Drawings for specific requirements on control of stormwater and disposal of water from dewatering activities. 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. 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. September 20, 2013 01 3500-3 Special Procedures MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 - rea.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 013500-4 September 20, 2013 Special Procedures MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 01 3520 SUSTAINABLE DESIGN REQUIREMENTS PART 1 -GENERAL 1.1 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General Conditions and other Division 01 Specification Sections, apply to this Section. 1.2 SUMMARY A. This Section includes general requirements and procedures for compliance with certain U.S. Green Building Council's (USGBC) LEED prerequisites and credits needed for the Project to obtain LEED Silver certification - 1 . ertcation.1. Other LEED prerequisites and credits needed to obtain LEED certification are dependent on material selections and may not be specifically identified as LEED requirements. Compliance with requirements needed to obtain LEED prerequisites and credits may be used as one criterion to evaluate substitution requests. 2. Additional LEED prerequisites and credits needed to obtain the indicated LEED certification are dependent on the Architect's design and other aspects of the Project that are not part of the Work of the Contract. Related Sections include the following: 1. Section 013543 - Environmental Management Procedures. 2. Section 015731 - Temporary Control of Noise and Acoustics 3. Section 017410 — Cleaning Requirements 4. Section 017419 - Construction Waste Management. 5. Divisions 01 through 16 Sections for LEED requirements specific to the Work of each of those Sections. These requirements may or may not include reference to LEED. 1.3 DEFINITIONS A. LEED: Leadership in Energy & Environmental Design. B. Rapidly Renewable Materials: Materials made from agricultural products that are typically harvested within a ten-year or shorter cycle. Rapidly renewable materials include products made from bamboo, cotton, flax, jute, straw, sunflower seed hulls, vegetable oils, or wool. C Regionally Manufactured Materials: Materials that are manufactured within a radius of 500 miles from the Project location. Manufacturing refers to the final assembly of components into the building product that is installed at the Project site. D. Regionally Extracted, Harvested, or Recovered Materials: Materials that are extracted, harvested, or recovered and manufactured within a radius of 500 miles from the Project site. E. Recycled Content: The percentage by weight of constituents that have been recovered or otherwise diverted from the solid waste stream, either during the manufacturing process (preconsumer), or after consumer use (post -consumer). 1. Spills and scraps from the original manufacturing process that are combined with other constituents after a minimal amount of reprocessing for use in further production of the same product are not recycled materials. 2. Discarded materials from one manufacturing process that are used as constituents in another manufacturing process are pre -consumer recycled materials. September 20, 2013 013520-1 Sustainable Design Requirements MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING Certificates of Chain -of -Custody: Certificates signed by manufacturers certifying that wood used to make products was obtained from forests certified by an FSC -accredited certification body to comply with FSC 1.2, "Principles and Criteria." Certificates shall include evidence that mill is certified for chain -of -custody by an FSC -accredited certification body. 1.4 SUBMITTALS A. General: Submit additional LEED submittal requirements included in other sections of the Specifications. B. LEED submittals are in addition to other submittals. If submitted item is identical to that submitted to comply with other requirements, submit duplicate copies as a separate submittal to verify compliance with indicated LEED requirements. C. Project Materials Cost Data: Provide statement indicating total cost for building materials used for Project. Include statement indicating total cost of mechanical and electrical components. D. LEED Action Plans: Provide preliminary submittals within 14 calendar days of the Notice to Proceed indicating how the following requirements will be met. 1. Credit MR 2: Waste management plan complying with Division 01 Section "Construction Waste Management and Disposal" 2. Credit MR 4: List of proposed materials with recycled content. a. Indicate cost, post -consumer recycled content, and pre -consumer recycled content for each product having recycled content. 3. Credit MR 5: List of proposed regionally manufactured materials and regionally extracted, harvested, or recovered materials. a. Identify each regionally manufactured material, its source, and cost. b. Identify each regionally extracted, harvested or recovered material, its source, and cost. E. LEED Progress Reports: Concurrent with each Application for Payment, submit reports comparing actual construction and purchasing activities with LEED action plans for the following: 1. Credit MR 2: Waste reduction progress reports complying with Division 01 Section "Construction Waste Management and Disposal." 2. Credit MR 4: Recycled content. 3. Credit MR 5: Regionally manufactured materials and regionally extracted, harvested, or recovered materials. LEED Documentation Submittals: 1. Credit MR 2: Comply with Division 01 Section "Construction Waste Management and Disposal-" 2. Credit MR 4: Product Data and certification letter indicating percentages by weight of post -consumer and pre -consumer recycled content for products having recycled content. Include statement indicating costs for each product having recycled content. 3. Credit MR 5: Product Data indicating location of material manufacturer for regionally manufactured materials. a. Include statement indicating cost and distance from manufacturer to Project for each regionally manufactured material. b. Include statement indicating cost and distance from point of extraction, harvest, or recovery to Project for each raw material used in regionally manufactured materials. 4. Credit MR 6: Product Data for rapidly renewable materials. a. Include statement indicating costs for each rapidly renewable material. 5. Credit IEQ 1: Product Data and Shop Drawings for carbon dioxide monitoring system- 013520-2 ystem. 013520-2 September 20, 2013 Sustainable Design Requirements MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 6. Credit MR 7: Product Data and certificates of chain -of -custody for products containing certified wood. a. Include statement indicating costs for each product containing certified wood. b. Include statement indicating total cost for wood -based materials used for Project, including non -rented temporary construction. PART 2 -PRODUCTS 2.1 RECYCLED CONTENT OF MATERIALS A. Credit MR 4: Provide building materials with recycled content such that post -consumer recycled content plus one-half of pre -consumer recycled content constitutes a minimum of five percent of the cost of materials used for the Project. B. Credits MR 4: Provide building materials with recycled content such that post -consumer recycled content plus one-half of pre -consumer recycled content constitutes a minimum of 10 percent of the cost of materials used for the Project. 1. The cost of post -consumer recycled content of an item shall be determined by dividing the weight of post -consumer recycled content in the item by the total weight of the item and multiplying by the cost of the item. 2. The cost of post consumer recycled content plus one-half of pre -consumer recycled content of an item shall be determined by dividing the weight of post -consumer recycled content plus one-half of pre -consumer recycled content in the item by the total weight of the item and multiplying by the cost of the item. 3. Do not include mechanical and electrical components in the calculation. 4. Recycled content of materials shall be defined according to the Federal Trade Commission's "Guide for the Use of Environmental Marketing Claims," 16 CFR 260.7 (e). 2.2 REGIONAL MATERIALS A. Credit MR 5: Provide 20 percent of building materials (by cost) that are regionally manufactured materials. Credit MR 5: Of the regionally manufactured materials required by Paragraph "Credit MR 5.1" above, provide at least 50 percent (by cost) that are regionally extracted, harvested, or recovered materials. 2.3 CERTIFIED WOOD A. Credit MR 7: Provide a minimum of 50 percent (by cost) of wood -based materials that are produced from wood obtained from forests certified by an FSC -accredited certification body to comply with FSC 1.2, "Principles and Criteria." 1. Wood -based materials include but are not limited to the following materials when made from made wood, engineered wood products, or wood -based panel products: a. Rough carpentry. b. Miscellaneous carpentry. c. Non -rented temporary construction, including bracing, concrete formwork, pedestrian barriers, and temporary protection. PART 3 - EXECUTION 3.1 CONSTRUCTION WASTE MANAGEMENT A. Credit MR 2: Comply with Division 01 Section "Construction Waste Management and Disposal." END OF SECTION September 20, 2013 01 3520-3 Sustainable Design Requirements MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 01 3520-4 September 20, 2013 Sustainable Design Requirements MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 01 3543 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 01 4500 - 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, Architect 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. G -351 YaIFe1%9 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. September 20, 2013 01 3543-1 Environmental Management Procedures MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 demolition and construction activities to work area limits indicated on the Drawings or, if not indicated, maximum 40 feet beyond the building perimeter, 10 feet beyond solid paving, and 25 feet beyond pervious paving. 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 bum 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: 1) Erodible soils: Plan and conduct earthwork to minimize the duration of exposure of unprotected soils, except where the constructed feature obscures borrow areas, quarries, and waste material areas. Clear areas in reasonably sized increments only as needed to use the areas developed. Form earthwork to final grade as shown. Immediately protect side slopes and back slopes upon completion of rough grading. 2) Delineate work zones so as to restrict compaction of soil elsewhere. 3) Delineate buffer zones around naturally moist areas- 013543-2 reas. 013543-2 September 20, 2013 Environmental Management Procedures MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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) Prior to start of construction, mark off boundary around Temporary Tree Holding area. Prohibit access to area except under supervision of Engineer, or by authorized maintenance personnel. 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. 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 September 20, 2013 01 3543-3 Environmental Management Procedures MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 01 3543-4 September 20, 2013 Environmental Management Procedures MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 Coastqal Development Permit, Section 003340 Cailfomia 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: September 20, 2013 014100-1 Regulatory Requirements MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 014100-2 September 20, 2013 Regulatory Requirements MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 014200 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. 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 014100 - 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. September 20, 2013 014200-1 References MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. 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 party 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. 014200-2 September 20, 2013 References MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. September 20, 2013 014200-3 References MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 KWH or kwh Kilowatt hour LBF or Ibf Pounds force LF or If Lineal foot 014200-4 September 20, 2013 References MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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) END OF SECTION September 20, 2013 014200-5 References MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 01 4200-6 September 20, 2013 References MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 014500 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 013300 - Submittals Procedures: Administrative requirements for submission of results of tests and inspections. B. Section 014100- 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 014100- 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 specked, 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 September 20, 2013 014500-1 Quality Control MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING requirements in preparing, fabricating, erecting, installing, applying, connecting and finishing Work. E. Deviations from Standards and Code Compliance and Manufacturer's 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 . pplicable.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. Contractor's 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 014500-2 September 20, 2013 Quality Control MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING "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. H. 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. September 20, 2013 014500-3 Quality Control MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 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 fumish 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- 014500-4 ontract. 014500-4 September 20, 2013 Quality Control MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. September 20, 2013 014500-5 Quality Control MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. Contractor's 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 014500-6 September 20, 2013 Quality Control MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 September 20, 2013 014500-7 Quality Control MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 01 4500-8 September 20, 2013 Quality Control MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 01 5100 TEMPORARY UTILITIES 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 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 Removal of temporary utilities. i:7=1A_71d=1a]F-]X0dNLEI 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. September 20, 2013 01 5100-1 Temporary Utilities MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. 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 . ersonnel.1. Number of temporary toilets shall be suitable for number of workers- 015100-2 orkers. 015100-2 September 20, 2013 Temporary Utilities MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 2. 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. 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. September 20, 2013 01 5100-3 Temporary Utilities MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 NEXTEL 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 and the Construction Manager's on-site office, including a router and wireless connectivity. 1. Minimum Downstrean speed 1.5 Mbps, 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 um. PART2-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 . ity.1. When not available from the City, Contractor shall arrange and pay for electric service through local utility or furnish power through portable generators. 015100-4 September 20, 2013 Temporary Utilities MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. KIPS l =1 :L511 I /_A d 1011 F11 I I R7 :7 4 di 1617,E1 4101;h 14 ird 1�7 :7a1:� 14 d I It Y 11 *Y_10111 &14 ATI [a] *I 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 September 20, 2013 01 5100-5 Temporary Utilities MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 01 5100-6 September 20, 2013 Temporary Utilities MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. September 20, 2013 01 5200-1 Construction Facilities MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. 1.6 CONSTRUCTION MANAGER'S CONSTRUCTION MANAGEMENT FIELD OFFICE A. Construction Manager's Construction Management Field Office, General: Contractor shall provide and Contract Sum shall include a field office for exclusive use by Construction Manager for the duration of the Contract, equipped and furnished as specified below - 1 - elow.1_ Contractor shall pay for all temporary phone, internet, water and power services, in accordance with Section 01510- Temporary Utilities. 2. Contractor shall provide and pay for twice weekly cleaning services, including trash removal and restocking of toilet facility consummables. Contractor shall provide and pay for sewage holding tank emptying and related services on an as -needed basis, but not less frequently than each week. 3. Initial progress payment for Work under the Contract will not be approved until Owner's Construction Management Field Office is fully equipped and functional. 4. Unless otherwise directed in writing by Construction Manager, Construction Management Field Office, including furnishings and equipment provided by Contractor, shall remain operational until execution or recording of Notice of Completion. 5. Within 14 days of written direction by Construction Manager or within 14 days of execution or recording of Notice of Completion, whichever is earliest, Contractor shall take possession and remove Construction Manager's Construction Management Field Office from the campus. 6. Construction Manager shall have the right to use Construction Management Field Office, including furnishings and equipment, for the purpose of construction contract administration, testing and inspection for Work under this and any other contract, or other City business, at no change in Contract Sum and Contract Time. B. Construction Manager's Construction Management Field Office, Construction: Contractor shall provide and Contract Sum shall include the following: 1. Field office of pre -fabricated, weather -tight construction, approximately 12 feet wide by 60 feet long, with lockable entrances, operable windows and serviceable finishes. Set field office on foundations suitable for normal office loadings, with tie -downs to resist wind and seismic forces. Provide field office of non-combustible construction where located within 30 feet of building lines. Comply with NFPA 241. 2. Provide field office with two exit doors, with cylinder locks and latch guards. 3. Within field office, provide the following rooms: a. Two private offices, approximately 120 square feet each, at each end of building. b. Conference room of minimum 400 square feet. c. Private toilet facilities complete with water closet, lavatory with hot and cold running water, medicine cabinet with mirror and dispensers for toilet paper and paper towels. 4. Provide field office with operable windows, at least one on each side of each private office and conference room, equipped with blinds, insect screens and protective burglar bars. 5. Provide all plumbing, HVAC, power, lighting systems and telecommunications wiring and outlets as necessary for complete and habitable use. 6. Provide properly configured, NEMA polarized electrical outlets which prevent insertion of 110- to 120 -volt plugs into higher -voltage outlets. Equip outlets with ground -fault circuit interrupters (GFCI), having reset button and pilot light. 015200-2 September 20, 2013 Construction Facilities MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 7. Provide ceiling -mounted fluorescent lighting fixtures, capable of providing uniform lighting of minimum 60 lumens at level 30 -inches above floor. 8. Provide central heating, ventilation and air conditioning (HVAC) by thermostatically - controlled heat pump system and ducting, sufficient to maintain comfortable conditions during all normally- anticipated weather conditions. C. Construction Manager's Construction Management Field Office, Furnishings: Contractor shall provide and Contract Sum shall include the following furnishings. At Contract close-out, Contractor shall take possession of furnishings. 1. Door mats: One per entrance, heavy-duty cocoa mat suitable for heavy use and removal of dirt and mud. 2. Coat rack: Wall mounted tubular steel, with shelf and hanging rod with twelve hangers. 3. Folding tables: Four each 36 -inches by 72 -inches and two each 313 -inches by 72 -inches, heavy duty, with wood grain plastic laminate top. 4. Folding chairs: Twelve each, heavy duty, with padded seats. 5. Desks, per office: One each, 36 -inches by 72 -inches, double pedestal, painted steel with resilient writing surface top, with computer keyboard drawer. 6. Desk chairs, per desk: One each, ergonomic design, heavy duty, wheeled pedestals, with adjustable back angle, seat angle and arm height. 7. File cabinets: Four 4 -drawer, legal -size vertical file cabinets, with lockable drawers. 8. Bookcases: Four each, 84 -inches high by 36 -inches wide by 13 -inches deep, painted steel, with five adjustable shelves. 9. Plan racks: Two each, factory -manufactured mobile stand by PlanHold or equal, with 24 removable drawing clamps each. 10. Plan tables: Field -fabricated by Contractor, with top constructed from 35 -inch by 84 -inch solid core, 1-3/8 inch thick with tempered hardboard faces, and wood or steel support structure, located where directed by Construction Manager. 11. Markerboards: Four each, 36 -inches wide by 48 -inches high, with white markerboard suitable for oil- or water -base markers. 12. Tackboards: Four each, 36 -inches wide by 48 -inches high, with wood fiberboard core and burlap grain vinyl facing, color as selected by Construction Manager. 13. Metal finish color: For metal furniture, standard putty color. D. Construction Manager's Construction Management Field Office, Miscellaneous: Contractor shall provide and Contract Sum shall include the following. City and Construction Manager shall be permitted to remove any miscellaneous products from field office and for use elsewhere. All miscellaneous products shall be new and will be returned by City prior to Contract close-out. At Contract close-out, City shall have option to purchase miscellaneous products at depreciated, fair- market value negotiated with Contractor. 1. Flashlights: Two each, Maglite tubular aluminum flashlights, for three D -size batteries. Include replacement batteries. 2. Hardhats: Ten each, Class B hardhats, Fibre -Metal or equal. 3. First Aid Supplies: Comply with industrial safety regulations. i d=1� ,i1067:L1:Y(9Z9]I FId:i4D3i1811IMMII A. Construction Sign, General: Contractor shall provide and Contract Sum shall include a sign notifying the public of the construction scope and duration for the Construction of the Marina described in this contract, and the future construction of the Park and Community Center. 1. Sign will include: a. Names of City Council b. City Contact Person c. Description and Expected Duration of Construction d. Firm Names/Logos for the Design Team e. Prime Contractor and Subcontractor Firm names September 20, 2013 015200-3 Construction Facilities MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING f. Other verbiage as directed by Project Engineer 2. Signage design will be prepared by contractor and submitted for approval by Project Engineer. 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. B. Installation of Construction Manager's Construction Management Field Office: Provide field office ready for use within 20 days of commencement date stated in Notice to Proceed or Notice of Award, whichever is earliest. kW' 01016111:11L91d[*]IIMNIItJIWA93=',I=U11d A. Construction Sign to be located under the direction of the Engineer. 3.3 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 01 5200-4 September 20, 2013 Construction Facilities MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 01 5400 CONSTRUCTION AIDS 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. A Construction aids, including: 1. Debris chutes. 2. Scaffolding. 3. Temporary lifts and hoists. 4. Temporary stairs. 1.3 RELATED SECTIONS A. Section 01 1100- Summary of the Project: Contractor's use of site and premises. B. Section 015600- 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 DEBRIS CHUTES A. Debris Chutes: Provide chutes as necessary for debris removal - 1 . emoval.1. Construct debris chutes of substantial materials. Use cylindrical, laminated fiber forms (Sonotube® or equal) to minimize noise of debris removal. 2. Provide controls at debris chutes to minimize spread of dust and debris. 3. Limit use of debris chutes to times to minimize disruption of activities in adjacent spaces. 1.6 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. Permanent Stair Usage: Use of permanent stairs will be permitted, as long as stairs are cleaned and maintained in a condition acceptable to Construction Manager - 1 - anager.1. Provide protective coverings, barriers, devices, signs, or other procedures to protect stairs and to maintain means of egress. 2. If, despite such protection, stairs become damaged, restore damaged areas as acceptable to Construction Manager. 3. Coordinate usage of existing stairs at occupied facilities with Construction Manager. September 20, 2013 015400-1 Construction Aids MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING C. Scaffolding: Provide scaffolding as necessary for access and proper performance of the Work. Design and installation of scaffolding shall be solely Contractor's responsibility 1.7 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. 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 01 5400-2 September 20, 2013 Construction Aids MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 01 5500 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. F. 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 indicated on the Drawings and 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 is permitted. 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. September 20, 2013 01 5500-1 Construction Vehicular Access and Parking MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 - Ii 111di raffic. iltdiA :L`1yy[411c]Eel .&F-.1II0Fc]CC] ,r_1IM 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. Do not park on public roadways. Overnight parking is prohibited. 3. 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 015500-2 September 20, 2013 Construction Vehicular Access and Parking MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 1.2 RELATED SECTIONS A. Section 01 1100- Summary of the Project: Contractor's use of site and premises. 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. 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. September 20, 2013 01 5529-1 Construction Staging Area MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. 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 015529-2 September 20, 2013 Construction Staging Area MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 01 5600 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- Summaryof the Work: Contractor's use of site and premises. Section 015500- Vehicular Access and Parking: Construction parking restrictions. C. Section 015700- Temporary Controls: General requirements for protection of existing conditions and runoff 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. September 20, 2013 015600-1 Temporary Barriers and Enclosures MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING B. Protection of Existing Furniture, 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 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 and phasing plan in the Drawings. Comply with requirements indicated. 2. Note requirements for continued 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. B. Temporary Chainlink Fencing: Provide temporary portable chain-link fencing with windscreen. 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. 4) Tear strength: 110 pounds for warp and 70 pounds for fill, when tested according to ASTM 02263, trapezoidal method. d. Fabric fabrication: 015600-2 September 20, 2013 Temporary Barriers and Enclosures MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. Temporary Closures: Provide temporary closures for protection of construction, in progress and completed, from exposure, foul weather, other construction operations, and similar activities. Provide temporary weather tight enclosure for building exterior - 1 - xterior_1. Where heating or cooling is needed and permanent enclosure is not complete, provide insulated temporary enclosures. Coordinate closures with ventilating and material drying or curing requirements to avoid dangerous conditions and effects such as mold. 2. Vertical openings: Close openings of 25 sq. ft. (2.3 sq. m) or less with plywood or similar materials. 3. Horizontal openings: Close openings in floor or roof decks and horizontal surfaces with load- bearing, wood -framed construction. 4. Install tarpaulins securely using wood framing and other suitable materials. 5. Where temporary wood or plywood enclosure exceeds 100 sq. ft. {9.2 sq. m) in area, use fire- retardant -treated material for framing and main sheathing. E. Temporary Partitions: Erect and maintain temporary partitions and temporary closures to limit dust and dirt migration, including migration into existing facilities, to separate areas from fumes and noise and to maintain fire -rated separations. 1. Dust barriers: Construct dustproof, floor -to -ceiling partitions of not less than nominal 4 - inch studs, 2 layers of 3 -mil (0.07 -mm) polyethylene sheets, inside and outside temporary enclosure. a. Overlap and tape full length of joints. b. Include 5/8 -inch thick gypsum board at temporary partitions serving as noise barrier. c. Insulate partitions to minimize noise transmission to adjacent occupied areas. d. Seal joints and perimeter of temporary partitions. 2. 2. Dust barrier passages: Where passage through dust barrier is necessary, provide gasketed doors or heavy plastic sheets that effectively prevent air passage. a. Construct a vestibule and airlock at each entrance to temporary enclosure with not less than 48 inches (1219 mm) between doors. b. Maintain water -dampened foot mats in vestibule where passage leads to existing occupied spaces. c. Equip doors with security locks. Landscape Barriers: Maintain barriers around trees and plants designated to remain or to be relocated - 1 - elocated.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. September 20, 2013 015600-3 Temporary Barriers and Enclosures MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING G. 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. H. 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. 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. Provide doors with self closing hardware and locks. 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 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: Perimeter Chainlink Fencing is to remain on site and become the property of the City of Newport Beach. Except as explicitly directed by Engineer, leave Perimeter Enclosure in place. 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 015500- Vehicular Access and Parking and Section 01 5600 Temporary Barriers and Enclosures. 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 015600-4 September 20, 2013 Temporary Barriers and Enclosures MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 01 5623 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. Security/pass requirements, including pass -type identification badges. C. 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 015200 - Construction Facilities: Storage sheds at Work site. C. Section 015500- Vehicular Access and Parking: Vehicle access and parking control at Work Areas. D. Section 015600 - 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: September 20, 2013 015623-1 Security Measures MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. 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 015200 - 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 Fre hazards and provide adequate fire protection devices, such as suitable fire extinguishers, blankets, warning signs and storage containers - 1 . ontainers.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. 015623-2 September 20, 2013 Security Measures MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. Installation of Fire Extinguishers for Protection During Construction: Locate Fre 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. PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION (Not Applicable) END OF SECTION September 20, 2013 015623-3 Security Measures MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 01 5623-4 September 20, 2013 Security Measures MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 01 5700 TEMPORARY CONTROLS 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. Protection of existing conditions, including video record of existing conditions. 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. Section 015200- Construction Facilities: Field offices and sheds. C. Section 01 5400- Construction Aids: Temporary lifts and hoists; temporary stairs and scaffolding. D. Section 015500- Vehicular Access and Parking: Vehicle access and parking control at Work areas. E. Section 015600- Temporary Barriers and Enclosures: Requirements for dust and debris barriers. Section 015623 - Security Measures: Work site security, including fire protection. G. Section 015723 —Temporary Control of Storm Water and Erosion: Prevention of discharge of pollutants from the construction site into receiving waters. H. Section 015731- Temporary Control of Noise and Acoustics: Control of noise from construction activities. Section 017419- 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. September 20, 2013 015700-1 Temporary Controls MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 1. Comply with requirements of all applicable Federal, State and local safety rules and regulations. 2. 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 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. 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. Utilities. e. Lighting standards, fencing, signage and other site appurtenances. f. ALYC Facilities and Equipment g. Temporary Tree Holding Area h. Legion Park i. 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 . ontainers.1. Store combustible materials in containers in fire -safe locations. 01 5700-2 September 20, 2013 Temporary Controls MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 . urisdiction.1. Locate fire extinguishers no greater than 100 feet travel distance apart. 1.7 SECURITY A- B. C. 1.8 Security Responsibility: Security of the Project area shall be solely the Contractor's responsibility until completion of the Work. Security Provisions, General: Provide security program and facilities to protect Work from unauthorized entry, vandalism, and theft. Guard Service: At Contractor's discretion, employ guards to protect the site after working hours. 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 September 20, 2013 015700-3 Temporary Controls MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 01 5700-4 September 20, 2013 Temporary Controls MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 1.4 A. Section 013500 — Special Procedures Section 013543 — Environmental Management. A. California Storm Water Best Management Practice Handbook for Construction Activity (BMP Handbook) - PART 2 - PRODUCTS andbook). PART2-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 complywith 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. Citys 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. September 20, 2013 015723-1 Temporary Control of Stormwater and Erosion MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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.swrcb.ca.gov/stormwtr/construction.htmi). 015723-2 September 20, 2013 Temporary Control of Stormwater and Erosion MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 - ooding).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). F. 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/dirt/trash, 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. September 20, 2013 015723-3 Temporary Control of Stormwater and Erosion MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 runoff 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 Goat, 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 015723-4 September 20, 2013 Temporary Control of Stormwater and Erosion MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. September 20, 2013 015723-5 Temporary Control of Stormwater and Erosion MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 015723-6 September 20, 2013 Temporary Control of Stormwater and Erosion MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 demolition. 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 with advance approval by Engineer. Pile Driving may only occur after 8 am on Weekdays and after 9 am on Saturdays. 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. 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. September 20, 2013 01 5731 -1 Temporary Control of Noise and Acoustics C. Monitor noise produced from construction operations in accordance with ASTM E 1780. END OF SECTION 01 5731-2 September 20, 2013 Temporary Control of Noise and Acoustics MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 01 7123 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. 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. 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. Gw�A_\NPJfd0x010100&111-341Yi/_1IM A. Land Surveyor: Submit name, address and telephone number of land surveyor before starting survey work. 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. September 20, 2013 01 7123-1 Survey and Layout Data MARINA PARK PACKAGEI GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 foundation walls and major site improvements, 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 017700 - Contract Closeout Procedures. 1.7 UNDERGOURND IMPROVEMENT PROTECTION MARKINGS. A. Stake and mark each tieback location on the landward side of the bulkhead. Provide Stakes immediately adjacent to the wall, and at grade at the far end of the tieback, with markings indicating the depth. Include tieback locations, angles, elevations and dimensions in the Survey Record Documents. 1.8 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. 1.9 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 017123-2 September 20, 2013 Survey and Layout Data MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. September 20, 2013 01 7410-1 Cleaning Requirements MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 017419 - 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. 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. 1111-11014=F_1kl1IILem; l:1JIH-11111111(19101Pd,4=1l[e721 A. Site Cleaning for Final Completion: Broom clean exterior paved surfaces. Rake clean other surfaces of the grounds. 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 017410-2 September 20, 2013 Cleaning Requirements MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. Deconstruction: Disassembly of buildings for the purpose of recovering materials. E. 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. 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. Contractor's and all subcontractors' foremen shall sign the CWM Plan Acknowledgement Form. September 20, 2013 01 7419-1 Construction Waste Management And Disposal MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 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. J. 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- 017419-2 ypes. 017419-2 September 20, 2013 Construction Waste Management And Disposal MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. 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. 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. September 20, 2013 01 7419-3 Construction Waste Management And Disposal MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. 1 have read the CWM Plan for the project and I understand the goals of this plan and roe LU IUIIUW OIC IUUHUUIUb dS UeJUIUeu III ORl UVVIVI ILII 51 II LGUIC DVIU" G DATE SUBCONTRACTORS FOREMAN NAME SIGNATURE 01 7419-4 September 20, 2013 Construction Waste Management And Disposal MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 1.9 CWM WORKSHEET Project Name: Job Number: Proiect Manaaer: Waste Hauling Comoanv: Solid Waste 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- ixed/Co- min led Waste mingled Paper Plastic Salvaged/Surpl us Materials for Reuse Wood: Land clearing 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: September 20, 2013 01 7419-5 Construction Waste Management And Disposal MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 1. Land clearing debris. 2. Asphalt. 3. Concrete and Masonry. 4. Metal. a. Ferrous. b. Non-ferrous. 5. Wood, nails and staples allowed. 6. Debris. 7. Glass, colored glass allowed. 8. Paper. a. Bond. b. Newsprint. c. Cardboard and paper packaging materials. 9. 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. 10. 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 Contractor's 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 September 20, 2013 Construction Waste Management And Disposal MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 013300 - Submittals Procedures: General requirements for submittals. Section 015200 - Construction Facilities: Cleaning and debris removal during construction. C. Section 017400- 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. E. Sustainable Design Submittals: Complete information and upload to LEED Submittal Template. Refer to Section 01 3520 - Sustainable Design Requirements and submittals in individual product Sections in Divisions 2 through 48. 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 September 20, 2013 017700-1 Closeout Procedures MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. 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, Landscape Architect and consultants of Landscape Architect 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. Landscape Architect, Landscape Architect's 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 Landscape Architect, Landscape Architect's consultants 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 017700-2 September 20, 2013 Closeout Procedures MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING Engineers Joint Contract Documents Committee (EJCDC) Contract Document No. C-625 - Certificate of Substantial Completion. or other form or correspondence as directed by Engineer. 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. September 20, 2013 017700-3 Closeout Procedures MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 1.8 POST -CONSTRUCTION INSPECTION A. Post -Construction Inspection: In accepting final payment, Contractor shall agree to perform a postoonstruction 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 Contractor's 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. PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION(Not Applicable) END OF SECTION 017700-4 September 20, 2013 Closeout Procedures ILTA FilV101It11MHC73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 02 0001 BASIC SITE MATERIALS AND METHODS PART1- GENERAL 1.1 WORK INCLUDED 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 02 4100 - Demolition B. Section 03 3000 - Cast -In -Place Concrete C. Section 31 0000 — Earthwork D. Section 31 3200 - Stone Columns (Appendix C of Geotechnical Report) E. Section 35 2300 - Dredging 1.3 REFERENCES A. Reference Specifications (RS) are the 2009 Edition of the "Greenbook", Standard Specifications for Public Works Construction: Subsection 300-2 - Unclassified Excavation Subsection 300-3 - Structure Excavation and Backfill Subsection 300-4 - Unclassified Fill Subsection 300-5 - Borrow Excavation Subsection 301-1 - Subgrade Preparation Subsection 306-1 - Open Trench Operations 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/ft) 3. ASTM D6938 Standard Test Method for Density of Soil and Soil Aggregate in Place by Nuclear Methods (Shallow Depth) September 20, 2013 020001 - 1 Basic Site Materials and Methods ,TJ f_11t711It\ZT11C71 PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING C. Geotechnical Reports: 1. Final Geotechnical Report — Marina Park Project, Newport Beach, California prepared by TerraCosta Consulting Group, Inc., dated September 6, 2013. 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. PART 2 - PRODUCTS 2.1 MATERIALS A. Slurry Material: Cement -sand slurry:(Trench Backfill) 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. B. Contact owners of existing lines and substructures that may interfere with work. C. 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. 3.2 PROTECTION OF EXISTING UTILITIES 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 BASIC PAVEMENT REMOVAL METHODS A. Perform asphalt concrete pavement removal in conformance with RS Subsection 300-1.32(a) except that, where the removal line will be a join line, the line shall be saw cut to a 3 inch minimum depth to provide a butt joint. B. Concrete pavement removal shall conform to RS Subsection 300-1.32b and c, except that the saw cut shall be made to a depth of 3 inches. Assume that concrete slabs are reinforced. C. Removal work performed beyond the lines and grades shown on Drawings, or beyond limits described in excavation and demolition submittal approved by the Engineer, will be considered to be unauthorized and at the expense of the Contractor. Engineer may order Contractor to 020001-2 September 20, 2013 Basic Site Materials and Methods ILTA 0V101fi\Mil C73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING restore such removals in conformance with the Protection of Existing Facilities Article of this Section. 3.4 BASIC BACKFILL AND COMPACTION METHODS A. Earth soils compaction shall be 95 percent relative compaction for top 12 -inches and 92 percent relative compaction below that unless indicated otherwise on drawings or Specifications. 3.5 FIELD QUALITY CONTROL A. The Geotechnical Engineer will take samples of the soils to be compacted to determine the optimum moisture content and maximum dry density of the soils in conformance with ASTM D1557. B. The Department will perform field testing of compacted soil in conformance with ASTM standards, including ASTM D6938 (nuclear methods) or ASTM D1556 (sand -cone method). The Department will perform compaction tests, one time, at no expense to Contractor. The Department will perform retests required due to inadequate compaction at Contractor's expense. Contractor shall allow 2 working days in construction schedule for tests to be run and results to be furnished. Make requests for testing 24 hours in advance through the Engineer. 3.6 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. 1. 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, 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 will be considered a Change in the Work and payment will be determined in conformance with the GENERAL CONDITIONS Section. 2. Evacuated lines or remaining portions of abandoned lines shall be capped or removed as described in this Article for empty lines. 14: 11110] dF9 =Dt 0 [s]: I September 20, 2013 020001-3 Basic Site Materials and Methods MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 020001 -4 September 20, 2013 Basic Site Materials and Methods ILTA FilV1011t\MHC73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 02 4100 DEMOLITION PART1- GENERAL 1.1 WORK INCLUDED A. Demolition consists of furnishing transportation, labor, materials, and equipment to perform demolition, removal, disposal, and salvage, including but not limited to the following: 1. Demolition and removal of existing structures and buildings complete including entire foundation system to the bottom of footings and slabs as shown on Drawings. a. Removals include, but are not limited to, electrical and mechanical equipment, underground conduit and piping, fencing, marine structures, native and non-native material that interferes with construction, and other related appurtenances. b. Marine structures description: Structures include, existing groin wall adjacent to American Legion Yacht Club (ALYC), reinforced concrete cap on adjacent ALYC bulkhead wall, and as indicated on Drawings. C. Temporary removals include: relocation of storage lockers, sheds, and other miscellaneous existing items located inside ALYC property, as indicated on Drawings. Additional requests by ALYC will need to be approved by the Engineer prior to work being performed by the Contractor. Items temporarily removed will be placed in their original positions and condition by the Contractor to the satisfaction of the Engineer and ALYC prior to or upon completion of work on the new basin. d. Refer to reference drawings included as listed on Drawings. 2. Site demolition and removal as shown on Drawings. Work includes but is not limited to the following: a. Concrete groin wall removal and curbing along ALYC property line. b. Concrete bulkhead cap removal. c. Fence removal. d. Relocation and undergrounding of existing electrical, water and telephone utilities within ten feet of existing ALYC fence line. 3. Shut off and remove existing utility services within Project limits prior to demolition as follows: a. Electrical service b. Gas service. C. Water service. d. Telephone service and public telephone booths. e. Other utilities as shown on Drawings. 4. Abandon, cap, or plug conduits and substructures. 5. Other removal work as shown on Drawings. 6. Remove excess material from the Project site upon completion of the Work. Develop a Waste Management Plan in conformance with Section 01 7419 CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT. WORK BY OTHERS Modular building and hardscape removal to be performed in a prior contract. RELATED WORK A. Construction and Demolition Waste Management Section 01 7419 September 20, 2013 024100-1 Demolition MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING B. Basic Site Materials and Methods Section 02 0001 C. Earthwork Section 310000 D. Dredging Section 35 2300 1.4 MEASUREMENT AND PAYMENT A. Demolition and removals shall be paid on a lump sum basis. B. Groin Wall Removal: Contractor shall remove the groin wall sheet piles, associated cap and fencing in their entirety, to the satisfaction of the Engineer. No payment will be made for piles broken off, removed, and disposed without prior satisfactory extraction attempts approved by the Engineer. 1.5 REFERENCES A. Reference Specifications (RS) are the 2009 Edition of the "Greenbook", Standard Specifications for Public Works Construction: Section 306 - Underground Conduit Construction 1.6 SUBMITTALS A. Procedures, equipment to be used, and operational sequences. B. Pile jetting procedures for piles that cannot be extracted by dry vibratory methods. 1.7 TRAFFIC CONTROL A. Refer to Site Conditions, Regulatory Requirements, and Traffic Control Sections. 1.8 ENVIRONMENTAL REQUIREMENTS A. Refer to Regulatory Requirements and Coordination Sections for South Coast Air Quality Management District notification and permit requirements. PART 2 - PART 2 - PRODUCTS Not Applicable 12_1:1 1111521112-11 A &M *3 X91911 d 10111 3.1 DEMOLITION A. Demolition work shall not exceed the limits shown on Drawings. B. Control dust in conformance with Regulatory Requirements Section. C. Obtain permission from the Engineer, if need arises, to traverse the adjacent ALYC or other properties with outriggers, swinging cranes, or other heavy equipment. D. Should Contractor decide to move any large items off the site intact, Contractor shall make arrangements for required permits, clearances, and utilities. 024100-2 September 20, 2013 MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING E. Remove vermin infested and harmful materials from site. Dispose of materials in conformance with applicable health regulations to protect workers, tenants, and the public. F. Perform demolition under Engineer's inspection in conformance with applicable safety standards and requirements. G. Burning of material on site is prohibited. H_ No debris shall be allowed to enter harbor waters. I. Perform pavement removals in conformance with Basic Site Materials and Methods Section. J. Repair or replace surface and subsurface improvements removed or damaged as a result of the Contractor's operations in conformance with Basic Site Materials and Methods Section. 3.2 SAFETY AND PROTECTION A. Protect existing buildings, substructures, and other improvements within and adjacent to the work site in conformance with the Basic Site Materials and Methods and Excavation Safety Requirements Sections. B. Provide, erect, and maintain barriers, barricades, lighting, and guard rails as required to protect general public, workers, and adjoining properties. C. Cease operation and notify Engineer immediately if demolition appears to endanger life, facilities, or property. Do not resume operations until safe conditions have been restored. D. Refer to Regulatory Requirements Section for additional requirements in the event that hazardous wastes are discovered. 3.3 UTILITIES A. Contractor shall arrange with Southern California Edison's Construction and Maintenance Division to de -energize and remove electrical meter and underground or overhead service conductor prior to proceeding with the demolition. Verify that the electrical system is de - energized prior to starting demolition. B. Arrange with City of Newport Beach Water Department to shut off water service and remove meter prior to starting demolition. C. Arrange with City of Newport Beach Water Department to shut off water gate valves. D. Arrange with Southern California Gas Company to shut off the gas service and remove meter prior to starting demolition. E. Coordinate with AT&T to have underground or overhead telephone service drop wires and public telephone booths removed, prior to start of demolition. F. Cut, remove, and cap electrical, alarm, computer, and telephone conduits and wiring in accordance with Drawings. Pull wires from remaining conduits. September 20, 2013 024100-3 Demolition MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING A. No on-site sale of salvage will be allowed. No removals shall be made from the site by any person other than the Contractor or employees of the Contractor. 3.5 OWNERSHIP AND DISPOSAL A. Refer to Basic Site Materials and Methods Section for requirements concerning ownership and disposal criteria for demolished materials. 3.6 BACKFILL EXCAVATIONS A. Mechanically backfill voids in subgrade areas in conformance with the BASIC SITE MATERIALS AND METHODS Section. Backfill with native material in conformance with EARTHWORK Section. B. Filled areas within and around previously demolished building and structure footprints shall be graded to retain storm water on City property in conformance with Earthwork and Regulatory Requirements Sections unless indicated otherwise on Drawings. 3.7 INTERFERING CONDUITS AND SUBSTRUCTURES A. Interfering conduits and substructures shall be handled in conformance with Basic Site Materials and Methods Section. END OF SECTION 024100-4 September 20, 2013 Demolition MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 03 3000 CAST -IN-PLACE CONCRETE PART 1 —GENERAL 1.1 WORK INCLUDED 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: bulkhead cap, tieback deadman, and fence footings. 2. Other concrete structures as shown on Drawings. 1.2 RELATED WORK A. Section 02 0001 - Basic Site Materials and Methods B. Section 31 0000 - Earthwork C. Section 31 6230 - Precast Concrete Sheet Piling 1.3 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 bulkhead and groin wall cap, tieback deadman, fence footings, 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. 1.4 REFERENCES 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 September 20, 2013 033000-1 Cast -in -Place Concrete ,TJ f_11t71�It\ZT11C71 PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING ASTM C42 Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete 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 C618 Specification for Fly Ash and Raw or Calcined Natural Poaolan for Use as a Mineral Admixture in Portland Cement Concrete 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. Mix shall be designed to produce a concrete that has maximum density, minimum shrinkage, and maximum smoothness of surface. B. Concrete mix design shall be 750 -BSE -5000P Severe Exposure Mix, conforming to RS Subsection 201-1.1.3. C. Proportion concrete in conformance with ACI 318, Chapter 4, Durability Requirements. 1.6 SUBMITTALS A. Submit concrete mix design conforming to RS Subsections 201-1.1 and 201-1.1.3 to Engineer for approval. 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). E. Submit certificate of compliance signed by the supplier of fly ash identifying the type of fly ash and certifying that fly ash complies with ASTM C618. 033000-2 September 20, 2013 Cast -in -Place Concrete ILTA WV101It11MHC73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING Submit certification that aggregates meet the requirements of ASTM C 33 Appendix XI for reactivity when tested in conformance with ASTM C 289. G. 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. 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. 1.8 DELIVERY, STORAGE, AND HANDLING A. Store fly ash separately from other components of concrete until concrete is ready to be batched. September 20, 2013 033000-3 Cast -in -Place Concrete dif_11t71�It\ZT11C71 PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 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. 1. Grout for vault grade adjustment shall be high strength, non -shrink grout. 2. Grout for fence post cores into existing concrete or asphalt concrete shall be non -shrink grout. H_ Chemical admixtures shall conform to RS Subsection 201-12.4 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. Fly ash shall conform to RS Subsection, 201-1.2.5, Class F. J. 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. K. Concrete curing compound shall be Membrane Curing, Type I, clear, in conformance with RS Subsection 201-4- L. Sealants for expansion and control joints shall be as specified on the Drawings. Joint filler shall conform to RS Subsection 201-3.2. M. Epoxy adhesives shall be 2 -component, 100 percent solids, 100 percent reactive suitable for use on dry or damp surfaces. 033000-4 September 20, 2013 Cast -in -Place Concrete ILTA 0V101It\MHC73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING N. 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. 2.2 CEMENT SLURRY BACKFILL A. Materials shall conform to "Materials" article of this Section except that aggregate shall be commercial quality concrete sand. 188 pounds of cement, minimum, shall be used for each cubic yard of slurry. C. The water content shall be sufficient to produce a fluid, workable mix that will flow and can be pumped without segregation of the aggregate while being placed. 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 concrete bulkhead cap, tieback deadman 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 . omtwork: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 3/4 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. September 20, 2013 033000-5 Cast -in -Place Concrete MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. 41[J[id,A_C6]=1dJ=1:Y0 A. Cement slurry backfill shall be placed in a uniform manner that will prevent voids in, or segregation of, the backfill. 3.4 CONCRETE FINISH A. Finish concrete structures above grade in conformance with RS Subsection 303-1.9.3, "Class 1 Surface Finish". Finish concrete structures below grade in conformance with RS Subsection 303-1.9.2, "Ordinary Surface Finish". C. Immediately after forms are removed, rub or grind out irregularities. D. 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. E. Apply 2 coats of sealer over concrete slabs in conformance with sealer manufacturer's written instructions. 3.5 CURING A. Cure concrete in conformance with RS Subsection 303-1.10 using water cure where possible, otherwise membrane cure. k���1:69�x�31[d:l A. City will provide inspectors. 3.7 PROTECTION A. Protect finish concrete surfaces from stains, abrasions, and other damages. END OF SECTION 033000-6 September 20, 2013 Cast -in -Place Concrete MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 Railing C. Section 31 5100 —Tiebacks D. Section 31 6230 — Precast Concrete Sheet Piling i W�cj= a =1 [7a111 1.4 A. This Section is written to cover all types of metals and their galvanizing if called for either on Drawings or in Specifications. 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 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 September 20, 2013 055000-1 Metal Fabrications MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. Welders shall be qualified in accordance with the requirements of AWS D1.1. 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 PRODUCT STORAGE 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 h41jFIN l=1[Ua1%: 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 B209, Alloy 6061-T6. 2. Aluminum Extrusions: ASTM 8221, Alloy 6063-T6. 3. Aluminum Castings: ASTM 1326/1326M, Alloy 443.0-F. D. Fasteners: 055000-2 September 20, 2013 Metal Fabrications IkIrl0V1011t\MHC73 PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 Botts: ASME 13182.1. 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/ftZ of surface Class of Material Averaoe 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 BB=3 - 8 inch and under in 1.30 1.10 length and any thickness -];IWaA1110111 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. September 20, 2013 055000-3 Metal Fabrications MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. 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 055000-4 September 20, 2013 Metal Fabrications ILTA 0V101It11MHC73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 05 5220 HANDRAILS AND RAILING PART1- GENERAL 1.1 WORK INCLUDED A. Handrails and Railing consists of furnishing transportation, labor, materials, and equipment to fumish and install handrails and guardrails 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 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, gates, signage mounted on the railing and appurtenances. 1.4 REFERENCES A. Aluminum Association (AA) B. American Architectural Manufacturers Association (AAMA) C. American Welding Society (AWS) D. American Society for Testing and Materials (ASTM) E. National Association of Architectural Metal Manufacturers (NAAMM) Americans with Disabilities Act Accessibility Guidelines (ADAAG) 1.5 DESIGN REQUIREMENTS A. Guardrail 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. Cables: Design for a uniform load of 25 pounds per square foot applied horizontally at right angles over the entire tributary area, including openings between cables. Reactions due to this loading need not be added to the loading specified for the main supporting members of the guardrail. Cable hardware shall be designed to withstand loading without excessive deflection or distortion when cables are tensioned. B. Thermal Movements: Provide handrails and railing 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 September 20, 2013 055220-1 Handrails and Railing ,TJ f_11t71�It\ZT11C71 PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING detrimental effects. Base engineering calculation on surface temperatures of materials due to both solar heat gain and nighttime -sky heat loss. 1. 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 insulting metals and other materials from direct contact with incompatible materials. 1.6 SUBMITTALS A. Samples: One complete eight (8) foot section of curved railing and one complete (16) foot section of straight railing, along with separate aluminum plate samples, showing available mechanical finishes. Samples may be used in the Work subsequent to approval. Submit samples prior to delivery of remaining railing 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 plate 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 railing on similar marine construction projects with regard to size and type of Project within the past 5 years. 055220-2 September 20, 2013 Handrails and Railing ILTA 0V101It11:117i1C73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 1.8 DELIVERY. STORAGE AND HANDLING 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. 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. Established Dimensions: Where field measurements cannot be made without delaying the Work, establish dimensions and proceed with fabricating handrails and railing without field measurements. Coordinate construction to ensure that actual dimensions correspond to established dimensions. 1.10 COORDINATION A. Coordinate installation of anchorages for handrails and railing. 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. PART2-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 - equired.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. Cable: ASTM A492, Type 316 stainless steel, marine grade 1x19 stranded cable September 20, 2013 055220-3 Handrails and Railing ,TJ f_11t71�It\ZT11C71 PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING D. Cable Fittings: ASTM A276 and A479, Type 316 stainless steel. Top Hat Cable System TM with surface mounted fittings, as manufactured by Precision Cable & Swaging at 800-321-3484, or approved equal. E. 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. 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. 2. Fasteners for Anchoring Handrails and Railing to Other Construction: a. For aluminum handrails and railing, use fasteners fabricated from Type 316 stainless steel. 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 railing indicated. C. Provide Phillips flat -head machine screws for exposed fasteners, unless otherwise indicated. G. Guardrail Wood Cap: 1. Grade: Lumber shall be select grade heartwood. 2. All material shall be produced from a 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 I. 4. Lumber shall meet or exceed mechanical properties as defined by US Forest Products Laboratories testing methods: MC Bending Modulus of Maximum Crush Percent Strength 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. -1:7NL•VAdN]kiI 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- 055220-4 ite. 055220-4 September 20, 2013 Handrails and Railing MARINA PARK PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. E. Fabricate items with joints neatly fitted and properly secured. F. Non -welded Connections: Fabricate handrails and railing 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 railing 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. I. 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. P. Make exposed joints flush butt type, hairline joins where mechanically fastened. Q. Railing: Comply with California and ADAAG access requirements and NAAMM "Pipe Railing Manual"; welded construction; cap exposed ends. R. Swage hardware onto ends of cables in manufacturer's shop. 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. September 20, 2013 055220-5 Handrails and Railing MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING C. Class I, Clear Anodic Finish: AA-M12C22A41 (Mechanical Finish: non -specular as fabricated; Chemical Finish: etched, medium matte; Anodic Coating: Architectural Class I, clear coating 0.018 mm or thicker) complying with AAMA 607.1. D. Apply final finish before installation of cable hardware and cables. 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. 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. D. Tension cables to a minimum of 300 pounds each in sequence in accordance with manufacturer's instructions. E. Ensure cables are clean, parallel to each other and without kinks or sags. 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. BElYeF31=1:1=1:l&l 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 055220-6 September 20, 2013 Handrails and Railing ILTA 0V101f_\MHC73 PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 D12-2003 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. 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 "gain" 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 acceptance of work. ks 11=d 141_1: I I: tN C. Keep work areas clean, neat and orderly at all times. Keep paved areas clean during installation. September 20, 2013 055220-7 Handrails and Railing MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 055220-8 September 20, 2013 Handrails and Railing MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 09 9000 PAINTING AND COATING PART 1 - 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 31 5100 -Tiebacks 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) Ii -1IT, Yd_119 A. Samples of Painting: 1. Color swatches 8 1/2 inches by 11 inches will be required for each type of paint material and color. Submit swatches to the Engineer for approval not less than 10 days prior to start of painting. 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. September 20, 2013 099000-1 Painting and Coating MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING PART2-PRODUCTS 2.1 MATERIALS A. Paint products used in the coating systems shall be from the same manufacturer. 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 Interline 982 Finish Coat Interzone 485 Ultra High Build Epoxy 2. Galvanized Metals: Primer Coat Interguard 269 Finish Coat Interzone 1000 Glass Flake Epoxy PART 3 - EXECUTION 3.1 SURFACE PREPARATION FOR UNGALVANIZED METALS A. Abrasive Blast Clean to SSPC SP10. kb7E3�1:7.y-67� :7=I]-1:7111187: 1d•7:7[cL1A9_1.IYA=1all JJ=17-11-1 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 manufacturer's 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. Color schedule (if any) shall be in accordance with Drawings and applicable Specification Sections and shall be approved by Engineer prior to painting. H. Paint showing signs of blistering, spotting, uneven coating, or sagging will be rejected. 099000-2 September 20, 2013 Painting and Coating MARINA PARK PACKAGE e]:A�1 k193ILVA l9:Zi1V/gLVA 121kq161_1blIq197��/1:71h'!/r\:7 9101[KeP691.1111011[e]01I9kq19717a21Bie]IRe7 Steel items that are to be encased or partially encased in concrete shall be painted with complete coating system before being encased. 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 September 20, 2013 099000-3 Painting and Coating MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 099000-4 September 20, 2013 Painting and Coating SECTION 10 1400 SIGNAGE PART1- GENERAL 1.1 WORK INCLUDED MARINA PARK PACKAGE2 MARINA BASIN 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 Section 05 5220 — Handrails and Railing 1.3 MEASUREMENT AND PAYMENT A. Contractor shall procure and install items related to SIGNAGE per the Drawings and in their entirety, to the satisfaction of the Engineer. Payment will be made under the HANDRAILS AND RAILING lump sum bid item. A. American Society for Testing and Materials (ASTM International) B. American Welding Society (AWS) 1.5 DESIGN REQUIREMENTS A. Design Criteria: 1. 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. 1.7 SUBMITTALS A. Shop Drawings: September 20, 2013 10 1400 - 1 Signage MARINA PARK PACKAGE MARINA BASIN 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. 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 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. F. Surfaces which are intended to be flat shall be without dents, bulges, oil canning, gaps, or other physical deformities. 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. 101400-2 September 20, 2013 Signage I Al l: 10 F-111 MANI 101 I. 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 final acceptance, 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. B. Unused submittals and mock ups shall be removed from site prior to final acceptance. C. Submit operation manuals, tools, and keys as specified in this Section. END OF SECTION September 20, 2013 101400-3 Signage MARINA PARK PACKAGE MARINA BASIN 101400-4 September 20, 2013 Signage ILTA FilV1011t\MHC73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 31 0000 EARTHWORK PART 1 - GENERAL 1.1 WORK INCLUDED A. Earthwork consists of furnishing transportation, labor, materials, and equipment for performing earthwork, including but not limited to, clearing of debris; excavation, scarification, grading, filling, and compacting of earth to the grades and elevations shown on Drawings; placing imported till; and removal of excess earth from the site. B. Earthwork shall include earthwork above elevation +5.6 Mean Lower Low Water (MLLW) or elevation +5.2 NAVD88. Additionally, Earthwork shall include earthwork within the limits of the ground improvement area above elevation +4 feet MLLW (+ 3.6 NAVD88) and placement of a gravel blanket at elevation +5.5 feet MLLW (+5.1 NAVD88). Structural earthwork behind the bulkhead wall and below elevation +5.6 feet MLLW (+5.2 NAVD88) shall also be included in and governed by the Earthwork Section. C. A non -woven filter cloth shall be placed on top of the gravel blanket before additional fill is placed over the ground improvement area. 1.2 RELATED WORK A. Section 02 0001 - Basic Site Materials And Methods B. Section 02 4100 - Demolition C. Section 03 3000 - Cast -In -Place Concrete D. Section 31 3200 - Stone Columns (Appendix C of Geotechnical Report) E. Section 31 6230 — Precast Concrete Sheet Piling Section 35 2023 - Dredging 1.3 MEASUREMENT AND PAYMENT A. Excavation of material, as described above in Section 1.1 — WORK INCLUDED, shall be paid for at the unit price per cubic yard in the bid item "Excavation." B. Placement of excavation material to be reused on-site on the adjacent beach shall be paid for at the unit price per cubic yard in the bid item 'Beach Replenishment — Material Used On -Site and on 18"' Street Beach." C. Placement of excavation material to be reused on-site, other than that placed on the adjacent beach, shall be paid for under the lump sum price in the bid item "Earthwork". This may include material to be stockpiled on-site for use in a later phase of the project, as well as on-site work associated with the clearing of debris, scarification, grading, filling, and compacting of sand and earth to the grades and elevations shown on Drawings, including placing imported fill and removal of excess sand and earth from the site. September 20, 2013 310000-1 Earthwork ,TJ f_11t71�It\ZT11C71 PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING D. Transportation and placement of excavation material to be reused off-site, i.e. trucked to the China Cove and Newport Pier areas, shall be paid for at the unit price per cubic yard in the bid item "Beach Replenishment - Material Used Off -Site at China Cove and Newport Pier." This material shall be deposited and graded at the China Cove and Newport Pier areas in accordance with Section 31 0000 Earthwork, the Drawings, project permits and as directed by the Engineer. Additionally, any incidental clearing of debris, scarification, grading, filling, and compacting of sand and earth, placing imported fill, and removal of excess earth from the China Cove and Newport Pier areas shall be included in the bid item "Beach Replenishment - Material Used Off -Site at China Cove and Newport Pier." E. Quantities of excavated material shall be determined by the Contractor's Surveyor through survey of the cut before and after excavation and calculating the volume by one of two methods: 1. The primary method shall be by finding the volume between computer-generated triangulated irregular network (TIN) surfaces developed from the 2 sets of surveys. 2. The secondary method shall be by plotting the survey as cross sections at 10 foot stationing, calculating the average end area of cross sections and multiplying the average end area by the distance between cross sections. 1.4 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 C 136 Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates 2. ASTM D 2419 Sand Equivalent Value of Soils and Fine Aggregate 3. ASTM D 2487 Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System) C. Geotechnical Reports: 1. Final Geotechnical Investigation — Marina Park Project, Newport Beach, California prepared by TerraCosta Consulting Group, Inc., dated August 26, 2013. 1.5 SUBMITTALS A. Certification prior to placement that all materials used are in accordance with these specifications. Certifications of compliance shall contain the following: 1. Name of supplier 2. Type of material being supplied and available quantity 3. A statement that the material complies with these specifications 4. Copies of test results from a qualified testing laboratory 5. Proposed trucking delivery schedule. B. Submit the following during placement of fill soil import work: 1. Documentation of daily volumes of fill material received and placement location within project site. 1.6 QUALITY ASSURANCE A. The Engineer reserves the right to approve materials to be used in construction. Do not use material which, after approval, becomes unfit for use. 31 0000-2 September 20, 2013 Earthwork ILTA WV101fi11Mil C73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING B. Refer to BASIC SITE MATERIALS AND METHODS Section for Engineer's sampling procedures for the material to be compacted. 1.7 PERMITS A. Obtain and comply with applicable South Coast Air Quality Management District Permits and Rules, and City of Newport Beach Building and Safety permits. Refer to REGULATORY REQUIREMENTS Section. PART 2 - PRODUCTS 2.1 MATERIALS A. Native Fill: Excavated materials may be re -used for fill, including backfill of voids left after removals, in conformance with RS Subsection 300-4 exclusive of Subsection 300-4.9. Material shall not contain vegetation or other organics, rocks, broken concrete, debris, or other solid materials larger than 4 inches, or any other deleterious material. B. Imported Fill, Geotechnical Requirements (from sites off of City property): Imported fill, where required on Drawings or in Specifications, shall conform to RS Subsection 300-5, except for 300-5.4, and the following: 1. Fill shall consist of soils classified as SW, SM, SC, or SP in conformance with ASTM D2487. Soils shall have a minimum sand equivalent value of 20 percent in conformance with ASTM D2419. 2. Gravel blankets shall comply shall have be '/2 -inch crushed rock or gravel that complies with RS subsection 200-1.2 Crushed Rock and Rock Dust. 3. Non -woven filter fabric shall be Mirafi N-140 or equivalent. 4. Contractor to provide Testing Laboratory's test results for offsite soil sources. Obtain Engineer's approval of material prior to transporting to Project site. PART 3 - EXECUTION 3.1 EXCAVATION A. Excavation, including disposal of surplus material, shall conform to RS Subsections 300-2 and 300-3 exclusive of Subsections 300-2.9 and 300-3.6. 3.2 SUBGRADE PREPARATION A. Subgrade preparation shall conform to RS Subsection 301-1 with the exception of compaction, payment requirements, and the following: 1. In areas where improvements consisting of flatwork, sidewalks, pavements, and buildings are to be placed excluding the ground improvement area, the site is to be excavated to a minimum depth of 2 feet below existing grades and then scarified to a depth of 8 inches, watered as needed and recompacted to a minimum of 92 percent relative compaction. 2. In areas were improvement ground improvements are to be placed, the site shall be excavated to elevation +4 feet MLLW (+3.6 NAVD88) after the ground improvements have been installed. From elevation +4 feet MLLW (+3.6 NAVD88 to elevation +5.5 feet MLLW (+5.1 feet NAVD88) a gravel blanket shall be placed. At elevation +5.5 feet MLLW (+5.1 NAVD88) a non -woven filter cloth shall be placed prior to placement of the remaining fill. Fill placed above the gravel layer shall comply with compaction requirements for fill located below buildings. September 20, 2013 310000-3 MTii@. 6114 ,TJ f_11t71�It\ZT11C71 PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 3. In areas where flatwork or pavements are to be placed, the upper 12 inches of subgrade materials are to be compacted to a minimum relative compaction of 95 percent. 4. In areas not located beneath sidewalks, flatwork, pavements, and/or buildings, the soils located at the existing ground surface or finish grade, whichever is higher, are to be scarified to a depth of 12 inches, moistened as needed, and recompacted to a relative compaction of 92 percent. 5. Site preparation for the proposed Girl Scout House is included as part of the site work for this project, the soils within the proposed Girl Scout House building area and to a distance of 5 feet beyond the limits of the proposed structural mat foundation, are to be excavated to a depth of 7 feet below existing site grades and recompacted to a minimum of 90 percent relative compaction, in accordance with ASTM Test Designation D 1557. In addition, the upper 12 inches below the bottom of the mat foundation are to be compacted to a minimum of 95 percent relative compaction, in accordance with ASTM Test Designation D 1557. If during the excavation and recompaction of the 7 -foot zone of material, loose sands and silty sands, sandy silts, and/or soft to firm silty clays are be encountered at the bottom of the excavation, a gravel layer having a minimum thickness of 12 inches and wrapped in filter cloth is to be placed in order to form a competent layer upon which to place the recompacted soils. The thickness of the gravel layer may need to be increased in order to create a firm and competent layer upon which to recompact soil. The gravel layer is to be wheel rolled or compacted to a non -yielding condition. The filter cloth is to be Mirafi N-140 non -woven filter fabric or equivalent. Seams for the filter cloth should overlap a minimum of 18 inches. The gravel layer is have a maximum size of 1 - inch and is to comply with RS Section 200 -1.2 -Crushed Rock and Rock Dust. 3.3 FILL, GENERAL A. Fill placement shall conform to RS Subsections 300-4, and 300-5, except for 300-5.4. 3.4 COMPACTION A. Perform compaction in conformance with BASIC SITE MATERIALS AND METHODS Section except for the following: 1. In areas below proposed buildings and extending a minimum distance of 5 feet beyond the limits of the buildings, fill placed shall be compacted to a minimum 95 percent relative compaction. 2. In the area where ground improvements are conduced, materials placed above the gravel blanket shall be compacted to a minimum relative compaction of 95 percent. 3. In areas not located beneath buildings, flatwork, pavement or other structures, fill placed shall be compacted to a minimum 92 percent relative compaction. 4. In areas overlain by flatwork, pavement or other structures, the upper 12 inches of subgrade shall be compacted to a minimum relative compaction of 95 percent. 5. Materials placed shall be at a moisture content that is between optimum moisture and 2 percent above optimum moisture - =1011 d =191: I I I Will 4 wall oisture. x011dx91:IIIWill4wall I Wl11IFd-14=11010]II&I A. Notify Engineer upon encountering what appear to be geotechnically unsuitable soils. Upon excavating to design subgrade elevations, obtain Engineer's decision on soils suitability and authorization to excavate geotechnically unsuitable materials to limits determined by the Engineer and in conformance with the Excavation Article of this Section. Unsuitable soils shall become the property of Contractor. Dispose of unsuitable soils off of City property. 1. Native soil backfill: Maintain stockpile of native excavation soils approved by the Engineer for use as fill or backfill in conformance with RS Subsection 300-2.6 until subgrade excavation is complete and the extent of geotechnically unsuitable soil is 310000-4 September 20, 2013 Earthwork MARINA PARK PACKAGE el:Z0111�L71Ji19:ZiZT/q I��Ib7_1�1e7��/9:71�/r\:7�91�[KeP"s91:71L011[07�I9�1e7:7:7�Biel IRe7 known. Backfill geotechnically unsuitable soil removal excavations with approved fill material. Compact in conformance with BASIC SITE MATERIALS AND METHODS Section. 3.6 FIELD QUALITY CONTROL A. Refer to Basic Site Materials and Methods Section, Field Quality Control Article, for Engineer's determination of maximum dry density and optimum moisture content, and for field-testing of compacted soils. END OF SECTION September 20, 2013 31 0000-5 Earthwork MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 31 0000-6 September 20, 2013 Earthwork g No. 2916 Fn APPENDIX C 313200 STONE COLUMNS `,c�UTFruN�GPv�e�'/F PART I=GENERAL 1.1 STANDARDS AND 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 Scismic 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." 1. Youd, T.L., et. al., 2001. Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils. Journal of Geotechnical and Geoenvironmeital Engineering, October 2001. C- I J. 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 densifies 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 I. 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 in- 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. 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. 5. 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 he 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: 1. 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 linch. 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: 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 3. 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 MT.T.W 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. 5. 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 % 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: 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 W 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 C-9 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. J. 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 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- 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 minimises 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-11 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 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 densify 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 QUALM 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 1. 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 tip 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: 1. 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 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. 3. The Engineer shall review and approve all progress and completion reports 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 NZW w .. .. . . . 10 K 0 Wo, Z Eovy IN fQF ............ ...................... ....... ...................... ...................... ..................... ....................... ..................... ..................... ................. W Eovy IN ILTA 0V101It11MHC7:/ PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 31 5100 TIEBACKS PART1- GENERAL fRiE'i9dih'J_1:711 A. The Work of this Section consists of furnishing all labor, materials, tools, supervision, transportation, installation equipment, and incidentals necessary to complete the work specified herein and shown on the Drawings. The work shall include but not be limited to mobilization, surveying, drilling, inserting, grouting, load testing, and lock -off of tiebacks (ground anchors). Ground anchors shall be installed at the locations shown on the Drawings, as specified herein and as directed by the Engineer. 1.2 WORK INCLUDED A. Work activities include but are not limited to the following: 1. Furnishing, installing, and testing tiebacks. Unless otherwise directed, the Contractor shall select the ground anchor type, drilling method, grouting method, grouting pressures, and, subject to the minimum values in the contract documents, determine the bond length, free -stressing (unbonded) length, and anchor diameter. The Contractor shall be responsible for installing ground anchors that will develop the load -carrying capacity indicated on the Drawings in accordance with the testing subsection of this Specification. 2. The anchor tendon shall be protected from corrosion as shown on the Drawings and in accordance with the requirements of this Specification. A. Coordinate the Work of this Section with all other Drawings and in particular: 1. Section 05 5000 - Metal Fabrications 2. Section 03 3000 - Cast -In -Place Concrete 3. Section 31 0000 - Earthwork 4. Section 31 3200 - Stone Columns (Appendix C of Geotechnical Report) 5. Section 31 6230 - Precast Concrete Sheet Piling 1.4 MEASUREMENT AND PAYMENT A. No measurement will be made for pre -production tieback testing, performance tests or extended creep tests. B. No measurement will be made for tieback anchors. C. The contract lump sum price paid for "Tiebacks" shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in constructing the tieback anchors, including special measures taken to contain grout in the drilled hole, performance testing, extended creep testing and furnishing and installing anchorage September 20, 2013 315100-1 Tiebacks diF_11t71�1t\ZT11C71 PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING assemblies, complete in place, including repair or replacement of sheathing as shown on the Drawings, as specified in the Reference Standards, specified herein, and as directed by the Engineer. D. No payment will be made for tiebacks which do not pass the specified testing requirements. E. Tiebacks shall be paid on a lump sum basis except as indicated below. 1. Deadman Anchor: Contractor shall construct the deadman anchors per the Drawings and in their entirety, to the satisfaction of the Engineer. Cost for excavation, backfill and integration into the tieback anchor system shall be included. Payment will be made under "Cast -In -Place Concrete" lump sum bid item. 1.5 REFERENCES A. Contractor shall comply with the provisions of local, state, and Federal codes, specifications, standards and recommended practices, except as otherwise indicated, and in particular, of most recent edition, unless otherwise noted, and addenda thereto of: B. ASTM: American Society for Testing and Materials 1. ASTM A36 - Standard Specification for Carbon Structural Steel 2. ASTM A53 - Standard Specification for Steel Pipe 3. ASTM A500 - Standard Specification for Cold -formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes 4. ASTM A416 - Standard Specification for Steel Strand, Uncoated Seven -Wire for Prestressed Concrete 5. ASTM A 536 - Standard Specification for Ductile Iron Castings 6. ASTM A572 - Standard Specification for High -Strength Low -Alloy Columbium -Vanadium Structural Steel 7. ASTM A588 - Standard Specification for High -Strength Low -Alloy Structural Steel, up to 50 ksi [345 MPa] Minimum Yield Point, with Atmospheric Corrosion Resistance 8. ASTM A709 - Standard Specification for Structural Steel for Bridges 9. ASTM A722 - Standard Specification for Uncoated High -Strength Steel Bars for 10. ASTM A981- Standard Test Method for Evaluating Bond Strength for 15.2 mm (0.6 in.) Diameter Prestressing Steel Strand, Grade 270, Uncoated, Used in Prestressed Ground Anchors 11. ASTM C109 - Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2 inch or 50 mm Cube Specimens) 12. ASTM C150 - Standard Specification for Portland Cement 13. ASTM C920 - Standard Specification for Elastomeric Joint Sealants 14. ASTM D1248 - Standard Specification for Polyethylene Plastics Extrusion Materials For Wire and Cable 15. ASTM D1784 - Standard Specification for Rigid Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds 16. ASTM D4101 - Standard Specification for Polypropylene Injection and Extrusion Materials 315100-2 September 20, 2013 Tiebacks ILTA WV101fi11Mil C73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 17. ASTM D4289 - Standard Test Methods for Elastomer Compatibility of Lubricating Greases and Fluids C. PTI: Post Tensioning Institute 1. PTI, Post Tensioning Manual 2. PTI, Specification for Unbonded Single Strand Tendons 3. PTI, Recommendations for Prestressed Rock and Soil Anchors D. Reference Reports: Contractor shall review and be familiar with site soil conditions before deciding the type of tiebacks, design of tiebacks and tieback installation. These reports are available for review in the Engineer's office. 1. Geotechnical Investigation — Final Marina Park Project, Newport Beach, California prepared by TerraCosta Consulting Group, Inc., dated August 22, 2013. 1.6 DEFINITIONS A. Admixture: Substance added to the grout to either control bleed and/or shrinkage, improve flowability, reduce water content, or retard setting time. B. Alignment Load (AL): A nominal minimum load applied to an anchor during testing to keep the testing equipment correctly positioned. C. Anchor: A system, used to transfer tensile loads to the ground (soil or rock), which includes the prestressing steel, anchorage, corrosion protection, sheathings, spacers, centralizers, and grout. D. Anchor Head: The means (hardware) by which the prestressing force is permanently transmitted from the prestressing steel to the bearing plate. The anchor head includes wedges and a wedge plate for strand tendons or an anchor nut for bar tendons. E. Anchor Nut: The threaded device that transfers the prestressing force in a bar to a bearing plate. Anchorage: The combined system of anchor head, bearing plate, trumpet, and corrosion protection that is capable of transmitting the prestressing force from the prestressing steel to the surface of the ground or the supported structure. G. Anchorage Cover: A cover to protect the anchorage from corrosion and physical damage. H. Anchor Grout: See Primary Grout. Apparent Free Tendon Length: The length of tendon which is apparently not bonded to the surrounding grout or ground, as calculated from the elastic load extension data during testing. Bearing Plate: A steel plate under the anchor head that distributes the prestressing force to the anchored structure. K. Bond Length: The length of the tendon that is bonded to the primary grout and capable of transmitting the applied tensile load to the surrounding soil or rock. September 20, 2013 31 5100-3 Tiebacks MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING L. Bondbreaker: A sleeve placed over the anchor tendon in the free stressing length to ensure unobstructed elongation of the tendon during stressing. M. Centralizer: A device to support and position the tendon in the drill hole so that a minimum grout cover is provided. N. Coarse -Grained Soils: Soils with more than 50 percent, by weight, of the material larger than the No. 200 sieve size. O. Cohesive Soils: Soils that exhibit plasticity. Atterberg limits are commonly used to determine plasticity and better define a soil as cohesive or non -cohesive. P. Consolidation Grout: Portland cement grout that is injected into the hole prior to inserting the tendon to either reduce the permeability of the rock surrounding the hole or improve the ground conditions. Q. Contractor: The person/firm responsible for performing the anchor work. R. Corrosion Inhibiting Compound: Material used to protect against corrosion and/or lubricate the prestressing steel. S. Coupler: The means by which the prestressing force can be transmitted from one partial -length of a prestressing tendon to another (mainly for bars). T. Creep Movement: The movement that occurs during the creep test of an anchor under a constant load. U. Creep Test: A test to determine the movement of the ground anchor at a constant load. V. Design Load: Anticipated maximum effective load in the anchor after allowance for time - dependent losses or gains. W. Detensionable Anchor Head: An anchor head that is restressable and, in addition, permits the tendon to be completely detensioned in a controlled way at any time during the life of the structure. X. Downward Sloped Anchor: Any prestressed anchor that is placed at a slope greater than 5 degrees below the horizontal. Y. Drawings: The approved plans, profiles, typical cross sections, shop drawings, and supplemental drawings which show the location, dimensions, and details of the work to be done. Z. Elastic Movement: The recoverable movement measured during an anchor test AA. Encapsulation: A corrugated or deformed tube protecting the prestressing steel against corrosion in the tendon bond length. BB. FPU: Specified minimum yield strength of the tendon as defined in the pertinent ASTM Specification. CC. FY: Specified minimum ultimate tensile strength of the tendon as defined in the pertinent ASTM Specification. 31 5100-4 September 20, 2013 Tiebacks ILTA WV1011t\MHC73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING DD. Fine -Grained Soils: Soils with at least 50 percent, by weight, of the material smaller than the No. 200 sieve size. EE. Free Stressing (Unbonded) Length: The designed length of the tendon that is not bonded to the surrounding ground or grout during stressing. FF. Fully Bonded Anchor: Anchor in which the free stressing length without bondbreaker is grouted after stressing and so bonded to the surrounding structure or ground. GG. Horizontal Anchor: Any prestressed anchor that is placed at a slope within (±5 degrees) of the horizontal. HH. Lift -Off: The load (lift-off load) in the tendon which can be checked at any specified time with the use of a hydraulic jack, by lifting the anchor head off the bearing plate. II. Lock -Off Load: The prestressing force in an anchor immediately after transferring the load from the jack to the stressing anchorage. JJ. Non -Cohesive Soils: Material that is generally nonplastic. KK. Permanent Anchor: Any prestressed ground anchor that is intended to remain and function as part of a permanent structure. A permanent anchor has to fulfill its function for an extended period of time and thus requires special design, corrosion protection, and supervision during installation. LL. Performance Test: Incremental cyclic test loading of a prestressed anchor in which the total movement of the anchor is recorded at each increment. MM. Primary Grout: Portland cement grout that is injected into the anchor hole prior to or after the installation of the anchor tendon to provide for the force transfer to the surrounding ground along the bond length of the tendon. Primary grout is also known as anchor grout. NN_ Proof Test: Incremental loading of a prestressed anchor recording the total movement of the anchor at each increment. 00. Pulling Head: Temporary anchoring device behind the hydraulic jack during stressing. PP. Relaxation: The decrease of stress or load with time while the tendon is held under constant strain. QQ. Residual Movement: The non -elastic (i.e., non-recoverable) movement of an anchor measured during load testing. RR. Restressable Anchor Head: An anchor head that permits the anchor load, throughout the life of the structure, to be measured by lift-off checking and adjusted by shimming/unshimming or thread -turning. SS. SMTS: See FPU. TT. Safety Factor: The ratio of the ultimate capacity to the working load used for the design of any component or interface. September 20, 2013 315100-5 Tiebacks ,TJ f_11t71�It\ZT11C71 PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING UU. Sheath: A smooth or corrugated pipe or tube protecting the prestressing steel in the free stressing length against corrosion. VV. Shop Drawings: All drawings, diagrams, illustrations, schedules, performance charts, brochures, and other data which are prepared for or by the Contractor or any subcontractor, manufacturer, supplier, or distributor and which illustrate the equipment, material, or any other matter relating to the work. WW. Spacer: A device to separate elements of a multiple -element tendon to ensure full bond development of each prestressing steel element. XX. Stressing Anchorage: See Anchorage. YY. Subcontractor: The Subcontractor is a person/firm who has a direct or indirect contract relationship with the Contractor to perform any of the work. ZZ. Supplier: Any person/firm who supplies materials or equipment for the work, including that fabricated to a special design, and may also be a Subcontractor. AAA. Support of Excavation Anchor: A prestressed ground anchor which functions temporarily, generally 18 to 36 months in duration, and which is not considered by the CITY to fulfill a critical function. BBB. Temporary Critical Anchor: Any prestressed ground anchor for a temporary use that is judged by the Enginer to provide a critical function. Temporary critical anchors are commonly designed using the same criteria as permanent anchors. Temporary critical anchors installed in corrosive environments may require corrosion protection. CCC. Tendon: The complete anchor assembly (excluding grout) consisting of prestressing steel, corrosion protection, sheathings, and coating when required, as well as spacers and centralizers. DDD. Test Load (TL): The maximum load to which the anchor is subjected during testing. EEE. Tieback: See Anchor. FFF. Trumpet: Device to provide corrosion protection in the transition length from the anchorage to the free stressing length. GGG. Unbonded Anchor: Anchor in which the free stressing length remains permanently unbonded. HHH. Upward Sloped Anchor: Any prestressed anchor that is placed at a slope greater than 5 degrees above the horizontal. III. Wedge: The device that transfers the prestressing force in the strand to the wedge plate. JJJ. Wedge Plate: The device that holds the wedges of multistrand tendons and transfers the anchor force to the bearing plate. KKK. Working Load: Equivalent term for Design Load. 315100-6 September 20, 2013 Tiebacks ILTA 0V101It11:117i1C73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 1.7 SUBMITTALS A. Submit the following information: 1. The Contractor shall submit a list containing at least five (5) projects completed within the last five (5) years. For each project, the Contractor shall include with this submittal, at a minimum: (1) name of client contact, address, and telephone number; (2) location of project; (3) contract value; and (4) scheduled completion date and actual completion date for the project. 2. Resumes of the Contractor's staff shall be submitted to the Engineer for approval 30 working days prior to ordering tieback materials. Only those individuals designated as meeting the qualification requirements shall be used for the project. The Contractor cannot substitute for any of these individuals without written approval of the Engineer. The Engineer shall approve or reject the Contractor's qualifications and staff within fifteen (15) working days after receipt of the submission. Work shall not be started on any anchored wall system nor materials ordered until the Contractor's qualifications have been approved by the Engineer. The Engineer may suspend the work if the Contractor substitutes unqualified personnel for approved personnel during construction. If work is suspended due to the substitution of unqualified personnel, the Contractor shall be fully liable for additional costs resulting from the suspension of work and no adjustment in contract time resulting from the suspension of work will be allowed. 3. The Contractor shall prepare and submit to the Engineer for review and approval Shop Drawings and a design submission describing the ground anchor system or systems intended for use. The Shop Drawings and design submission shall be submitted thirty (30) working days prior to the commencement of the ground anchor work. Design calculations and details shall be signed and sealed by and engineer who is licensed as a Structural Engineer in the State of California. The Shop Drawings and design submission shall include the following: a. A ground anchor schedule giving: 1) Ground anchor number; 2) Ground anchor design load; 3) Type and size of tendon; 4) Minimum total anchor length; 5) Minimum bond length and bond length calcuations; 6) Minimum tendon bond length; and 7) Minimum unbonded length; 8) Stressing elongation calculations for all points in stressing; 9) Testing procedures and repair procedures for tendon assembly; 10) Grout mix procedures. 4. A drawing of the ground anchor tendon and the corrosion protection system including details for the following: a. Spacers and their location; b. Centralizers and their location; c. Unbonded length corrosion protection system; d. Bond length corrosion protection system; e. Anchorage and trumpet; and f. Anchorage corrosion protection system. 5. Certificates of Compliance for the following materials, if used. The certificate shall state that the material or assemblies to be provided will fully comply with the requirements of the Contract. a. Prestressing steel, strand or bar; b. Portland cement; C. Prestressing hardware, d. Bearing plates; and e. Corrosion protection system. September 20, 2013 315100-7 Tiebacks ,TJ f_11t71�F-11S V1.1 PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING B. Approval of the Contractor's Shop Drawings and design submission does not relieve the Contractor of his responsibility for the successful completion of the work. C. The Contractor shall submit to the Engineer for review mill test reports for the prestressing steel and bearing plate steel. Test reports for strand shall include bond capacity tests in accordance with ASTM A981. The Engineer may require the Contractor to provide samples of any ground anchor material intended for use on the project. D. The Contractor shall submit to the Engineer for review and approval or rejection calibration data for each test jack, load cell, primary pressure gauge and reference pressure gauge to be used. The Engineer shall approve or reject the calibration data within five (5) working days after receipt of the data. Testing cannot commence until the Engineer has approved the jack, load cell, primary pressure gauge and reference pressure gauge calibrations. E. The Contractor shall submit to the Engineer within twenty (20) calendar days after completion of the ground anchor work a report containing: 1. Prestressing steel manufacturer's mill test reports for the tendons incorporated in the installation; 2. Grouting records indicating the cement type, quantity injected and the grout pressures; 3. Ground anchor test results and graphs, stressing loads and elongations, including t tolerances, and 4. Record drawings showing the location and orientation of each ground anchor, anchor capacity, tendon type, total anchor length, bond length, unbonded length, and tendon bond length as installed and locations of all instruments installed by the Contractor. 1.8 CONTRACTOR QUALIFICATIONS A. The Contractor or Specialty Contractor performing the work described in this Specification shall have installed permanent ground anchors for a minimum of five (5) years. B. The Contractor shall assign an engineer to supervise the work with at least five (5) years of experience in the design and construction of permanent anchored structures. The Contractor / Specialty Contractor may not use a manufacturer's representatives in order to meet the requirements of this Specification. Drill operators and on-site supervisors shall have a minimum of one (1) year experience installing permanent ground anchors with the Contractor's / Specialty Contractor's organization. 1.9 EXISTING CONDITIONS A. Prior to beginning work, the Contractor is responsible for contacting a utility location service(s) to verify the location of underground utilities before starting the work. B. The Contractor shall survey the condition of adjoining properties and make records and photographs of any evidence of settlement or cracking of any adjacent structures. The Contractor's report of this survey shall be delivered to the Engineer before work begins. 1.10 EXISTING CONDITIONS A. The Engineer will monitor all aspects of anchored wall construction. The Engineer will perform material conformance testing as required. The Contractor shall be aware of the activities required by the Engineer and shall account for these activities in the construction schedule. The Contractor shall correct all deficiencies and nonconformities identified by the Engineer at no additional cost to the City. 315100-8 September 20, 2013 Tiebacks IkIrl0V101f_\M_1C73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING PART2-PRODUCTS 2.1 GENERAL A. The Contractor shall not deliver materials to the site until the Engineer has approved the submittals outlined in Section 1.6 Submittals of this Specification. B. The designated storage location or locations shall be protected by the Contractor from theft, vandalism, passage of vehicles, and other potential sources of damage to materials delivered to the site. C. The Contractor shall protect the materials from the elements by appropriate means. Prestressing steel strands and bars shall be stored and handled in accordance with the manufacturer's recommendations and in such manner that no corrosion or damage to the component parts occurs. All steel components shall be protected from the elements at all times. Cement and additives for grout shall be stored under cover and protected against moisture. 2.2 ADMIXTURES A. Admixtures which control bleed, improve flowability, reduce water content, and retard set may be used in the grout subject to the approval of the Engineer. Admixtures, if used, shall be compatible with the prestressing steels and mixed in accordance with the manufacturer's recommendations. Expansive admixtures may only be added to the grout used for filling sealed encapsulations, trumpets, and anchorage covers. r*c _1I[d:[*]ZA-Mel=9a]=k9[a]] A. Stressing anchorages shall be a combination of either a steel bearing plate with wedge plate and wedges, or a steel bearing plate with a threaded anchor nut. The steel bearing and wedge plate may also be combined into a single element. Anchorage devices shall be capable of developing 95 percent of the specified minimum ultimate tensile strength (SMTS) of the prestressing steel tendon. The anchorage devices shall conform to the static strength requirements of Section 3.1.6 (1) and Section 3.1.8 (1) and (2) of the PTI "Post -Tensioning Manual." B. The bearing plate shall be fabricated from steel conforming to Section 05 5000 Metal Fabrications. C. The trumpet shall be fabricated from a steel pipe or tube. Steel pipe or tube shall conform to the requirements of ASTM A53 for pipe or ASTM A500 for tubing. Steel trumpets shall have a minimum wall thickness of 0.12 inch (3 mm) for diameters up to 4 inches (100 mm) and 020 inches (5 mm) for larger diameters. D. Anchorage covers for temporary tiebacks shall be fabricated from steel or plastic with a minimum thickness of 0.09 inch (2.3 mm). The joint between the cover and the bearing plate shall be watertight. E. Wedges shall be designed to preclude premature failure of the prestressing steel due to notch or pinching effects under static and dynamic strength requirements of Section 3.1.6 (1) and Section 3.1.8 (1) and 3.1.8 (2) of the PTI "Post Tensioning Manual." Wedges shall not be reused. September 20, 2013 315100-9 Tiebacks dif_11t71�F-11S V1.1 PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 2.4 Wedges for epoxy coated strand shall be designed to be capable of biting through the epoxy coating and into the strand. Removal of the epoxy coating from the strand to allow the use of standard wedges shall not be permitted. Anchor nuts and other threadable hardware for epoxy coated bars shall be designed to thread over the epoxy coated bar and still comply with the requirements for carrying capacity. A. The bondbreaker shall be fabricated from a smooth plastic tube or pipe having the following properties: (1) resistant to chemical attack from aggressive environments, grout, or corrosion inhibiting compound; (2) resistant to aging by ultra -violet light, (3) fabricated from material nondetrimental to the tendon; (4) capable of withstanding abrasion, impact, and bending during handling and installation; (5) enable the tendon to elongate during testing and stressing; and (6) allow the tendon to remain unbonded after lock -off - 2.5 CEMENT GROUT A. Type II Portland cement conforming to ASTM C150 shall be used for grout. The grout shall be a pumpable neat mixture of cement and water and shall be stable (bleed less than 2 percent), fluid, and provide a minimum 28 -day compressive strength of at least 5,000 psi (35 MPa) measured in accordance with ASTM C109. Grout color shall match bulkhead cap color. 2.6 CENTRALIZERS A. Centralizers shall be fabricated from plastic, steel or material which is nondetrimental to the prestressing steel. Wood shall not be used. The centralizer shall be able to support the tendon in the drill hole and position the tendon so a minimum of 0.5 inch (12 mm) of grout cover is provided and shall permit grout to freely flow around the tendon and up the drill hole - :1 :101-1 ole. :1:101--1 P] 21121:11-1 Y I I: [C][010] 8I Ifl1t 2I H A. The corrosion inhibiting compound placed in either the free length or the trumpet area shall be an organic compound (i.e., grease or wax) with appropriate polar moisture displacing, corrosion inhibiting additives and self -healing properties. The compound shall permanently stay viscous and be chemically stable and nonreactive with the prestressing steel, the sheathing material, and the anchor grout. Corrosion inhibiting compounds conforming to the requirements of Section 3.2.5 of the PTI, "Specification for Unbonded Single Strand Tendons." 2.8 GROUT TUBES A. Grout tubes shall have an adequate inside diameter to enable the grout to be pumped to the bottom of the drill hole. Grout tubes shall be strong enough to withstand a minimum grouting pressure of 145 psi (1 MPa). Postgrout tubes shall be strong enough to withstand postgrouting pressures. 2.9 HEAT SHRINKABLE SLEEVES A. Heat shrinkable sleeves shall be fabricated from a radiation crosslinked polyolefin tube internally coated with an adhesive sealant. Prior to shrinking, the tube shall have a nominal wall thickness of 0.024 inch (0.6 mm). The adhesive sealant inside the heat shrinkable tube shall have a nominal thickness of 0.02 inch (0.5 mm). 2.10 PRESTRESSING STEEL 315100-10 September 20, 2013 Tiebacks ILTA WV101fi11Mil C73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING A. Ground anchor tendons shall be fabricated from single or multiple elements of one of the following prestressing steels: 1. Steel bars conforming to ASTM A722, Type II. Representative stress -strain curves for full bar cross section shall be submitted by the bar tendon supplier for evaluating the anticipated elongation behavior of the bars during testing. For bars that have not been proof stretched during manufacturing to 0.8FPU, creep test data shall also be submitted. 2. Steel strands conforming to ASTM A416, including the Supplementary Requirement S1, and shall be weldless, low relaxation strands. B. Centralizers shall be provided at maximum intervals of 10 feet (3 m) with the deepest centralizer located 1 foot (0.3 m) from the end of the anchor and the upper centralizer for the bond zone located no more than 5 feet (1.5 m) from the top of the tendon bond length. Spacers shall be used to separate the steel strands of strand tendons. Spacers shall be provided at maximum intervals of 10 feet (3 m) and may be combined with centralizers. 2.11 PRESTRESSING STEEL COUPLERS A. Prestressing steel bar couplers shall be capable of developing 100 percent of the minimum specified ultimate tensile strength of the prestressing steel bar. Steel strands used for a soil anchor shall be continuous with no splices, unless approved by the Engineer. 2.12 STRUCTURAL STEEL A. Structural steel shall conform to Section 05 5000 Metal Fabrications and as shown on the Drawings. 2.13 SHEATH A. A sheath shall be used as part of the corrosion protection system for the unbounded length portion of the tendon. The sheath shall be fabricated from one of the following: 1. A polyethylene tube pulled or pushed over the prestressing steel. The polyethylene shall be Type 11, III or IV as defined by ASTM D1248 (or approved equal). The tubing shall have a minimum wall thickness of 0.060 inch (1.5 mm). 2. A hot -melt extruded polypropylene tube. The polypropylene shall be cell classification B55542-11 as defined by ASTM D4101 (or approved equal). The tubing shall have a minimum wall thickness of 0.06 inch (1.5 mm). 3. A hot -melt extruded polyethylene tube. The polyethylene shall be high density Type III as defined by ASTM D1248 (or approved equal). The tubing shall have a minimum wall thickness of 0.06 inch (1.5 mm). 4. Steel tubing conforming to ASTM A500. The tubing shall have a minimum wall thickness of 02 inch (5 mm). 5. Steel pipe conforming to ASTM A53. The tubing shall have a minimum wall thickness of 02 inch (5 mm). 6. Plastic pipe or tube of PVC conforming to ASTM D1784, Class 13464-B. The pipe or tube shall be Schedule 40 at a minimum. 7. A corrugated tube conforming to the requirements of the tendon bond length encapsulation (Paragraph 2-15)- 2.14 SPACERS A. Spacers shall be used to separate elements of a multi -element tendon and shall permit grout to freely flow around the tendon and up the drill hole. Spacers shall be fabricated from plastic, September 20, 2013 315100-11 Tiebacks ,TJ l_11t71�It\ZT11C71 PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING steel or material which is nondetrimental to the prestressing steel. Wood shall not be used. A combination centralizer -spacer may be used. 2.16 TENDON BOND LENGTH ENCAPSULATIONS A. When the Drawings require the tendon bond length to be encapsulated to provide additional corrosion protection, the encapsulation shall be fabricated from one of the following: 1. High density corrugated polyethylene tubing conforming to the requirements of AASHTO M252 and having a minimum wall thickness of 0.06 inch (1.5 mm) except pregrouted tendons which may have a minimum wall thickness of 0.04 inch (1.0 mm). 2. Corrugated, polyvinyl chloride tubes manufactured from rigid PVC compounds conforming to ASTM D1784, Class 13464-B. 2.16 WATER A. Water for mixing grout shall be potable, clean, and free of injurious quantities of substances known to be harmful to Portland cement or prestressing steel. PART 3 - EXECUTION 3.1 DESIGN CRITERIA A. Unless otherwise directed, the Contractor shall select the type of tendon to be used. The tendon shall be sized so the design load does not exceed 50 percent of the specified minimum yield strength (FY) of the prestressing steel. The prestressing steel shall be sized so the design load does not exceed 40 percent of the specified minimum ultimate tensile strength (SMTS) of the prestressing steel. B. The Contractor shall be responsible for determining the post -grouting methodology and the bond length necessary to develop the design load indicated on the Drawings or the approved Shop Drawings in accordance with Paragraph 3.09 of this Specification. The available maximum bonded length is limited by right-of-way or easement limits shown on the Drawings. C. The free stressing length (unbonded length) for soil anchors shall not be less than the minimum unbonded length specified in the Drawings. 3.2 CORROSION PROTECTION A. Ground anchors shall be protected in accordance with PTI recommendations for Class I, Encapsulated Tendons. The corrosion protection systems shall be designed and constructed to provide reliable ground anchors for temporary and permanent structures. B. Anchorage Protection 1. All stressing anchorages permanently exposed to the atmosphere shall be grout -filled cover, except, for restressable anchorages, a corrosion inhibiting compound must be used. Stressing anchorages encased in concrete at least 3 inches (75 mm) thick do not require a cover. 2. The trumpet shall be sealed to the bearing plate and shall overlap the unbonded length corrosion protection by at least 4 inches (100 mm). The trumpet shall be long enough to accommodate movements of the structure and the tendon during testing and stressing. On strand tendons, the trumpet shall be long enough to enable the tendon to make a transition from the diameter of the tendon along the unbonded length to the diameter of the tendon at the wedge plate without damaging the encapsulation- 315100-12 ncapsulation.315100-12 September 20, 2013 Tiebacks ILTA WV1011i\Mil C73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 3. The trumpet shall be completely filled with grout, except restressable anchorages must use corrosion inhibiting compounds. Compounds may be placed any time during construction. Compound -filled trumpets shall have a permanent seal between the trumpet and the unbonded length corrosion protection. Grout must be placed after the ground anchor has been tested and stressed to the lock -off load. Trumpets filled with grout shall have either a temporary seal between the trumpet and the unbonded length corrosion protection or the trumpet shall fit tightly over the unbonded length corrosion protection for a minimum of 4 inches (100 mm). C. Unbonded Length Protection 1. Corrosion protection of the unbonded length shall be provided by a combination of sheaths, sheath filled with a corrosion inhibiting compound or grout, or a heat shrinkable tube internally coated with a mastic compound, depending on the tendon class. The corrosion inhibiting compound shall completely coat the tendon elements, fill the void between them and the sheath, and fill the interstices between the wires of 7 -wire strands. Provisions shall be made to retain the compound within the sheath. 2. The corrosion protective sheath surrounding the unbonded length of the tendon shall be long enough to extend into the trumpet, but shall not come into contact with the stressing anchorage during testing. Any excessive protection length shall be trimmed off. 3. For pregrouted encapsulations and all Class I tendons, a separate bondbreaker or common sheath shall be provided for supplemental corrosion protection or to prevent the tendon from bonding to the grout surrounding the unbonded length. D. Unbonded Length/Bond Length Transition: The transition between the corrosion protection for the bonded and unbonded lengths shall be designed and fabricated to ensure continuous protection from corrosive attack. E. Tendon Bond Length Protection for Grout Protected Tendons (Class 1) 1. A grout -filled, corrugated plastic encapsulation or a grout -filled, deformed steel tube shall be used. The prestressing steel can be grouted inside the encapsulation prior to inserting the tendon into the drill hole or after the tendon has been placed. 2. Centralizers or grouting techniques shall ensure a minimum of 0.5 inch (12 mm) of grout cover over the encapsulation. Coupler Protection: On encapsulated bar tendons (Class 1), the coupler and any adjacent exposed bar sections shall be covered with a corrosion -proof compound or wax -impregnated cloth tape. The coupler area shall be covered by a smooth plastic tube complying with the requirements set forth in Paragraph 2.13 of this Specification, overlapping the adjacent sheathed tendon by at least 1 inch (25 mm). The two joints shall be sealed each by a coated heat shrink sleeve of at least 6 inches (150 mm) length, or approved equal. The corrosion -proof compound shall completely fill the space inside the cover tube_ 3.3 TENDON STORAGE AND ANCHORAGE A. Tendons shall be handled and stored in such a manner as to avoid damage or corrosion. Damage to the prestressing steel, the corrosion protection, and/or the epoxy coating as a result of abrasions, cuts, nicks, welds and weld splatter will be cause for rejection by the Engineer. The prestressing steel shall be protected if welding is to be performed in the vicinity. Grounding of welding leads to the prestressing steel is forbidden. Prestressing steel shall be protected from dirt, rust, or deleterious substances. A light coating of rust on the steel is acceptable. If heavy corrosion or pitting is noted, the Engineer shall reject the affected tendons. September 20, 2013 315100-13 Tiebacks ,TJ /_11t71�F-11S V1.1 PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING B. The Contractor shall use care in handling and storing the tendons at the site. Prior to inserting a tendon in the drill hole, the Contractor and the Engineer shall examine the tendon for damage to the encapsulation and the sheathing. If, in the opinion of the Engineer, the encapsulation is damaged, the Contractor shall repair the encapsulation in accordance with the tendon supplier's recommendations. If, in the opinion of the Engineer, the smooth sheathing has been damaged, the Contractor shall repair it with ultra high molecular weight polyethylene tape. The tape should be spiral wound around the tendon to completely seal the damaged area. The pitch of the spiral shall ensure a double thickness at all points. C. Banding for fabricated tendons shall be padded to avoid damage to the tendon corrosion protection. Upon delivery, the fabricated anchors or the prestressing steel for fabrication of the tendons on site and all hardware shall be stored and handled in such a manner to avoid mechanical damage, corrosion, and contamination with dirt or deleterious substances. D. Lifting of the pre -grouted tendons shall not cause excessive bending, which can debond the prestressing steel from the surrounding grout. E. Prestressing steel shall not be exposed to excessive heat (i.e., more than 2300C). 3.4 ANCHOR FABRICATION A. Anchors shall be either shop or field fabricated from materials conforming to Part 2 of this Specification and as shown in the approved Shop Drawings and schedules. B. Prestressing steel shall be cut with a clean abrasive saw or, with the approval of the prestressing steel supplier, an oxyacetylene torch. C. All of the tendon bond length, especially for strand, must be free of dirt, manufacturers' lubricants, corrosion -inhibitive coatings, or other deleterious substances that may significantly affect the grout -to -tendon bond or the service life of the tendon. D. Pregrouting of encapsulated tendons shall be done on an inclined, rigid frame or bed by injecting the grout from the low end of the tendon. 3.5 DRILLING A. The Contractor shall be responsible for using a drilling method and means to establish a stable hole (to prevent caving) of adequate dimensions, within the tolerances specified. Only rotary drilling methods may used. Other methods may be used in non -sensitive locations on a case by case basis, if approved by the Engineer and acceptable to the CITY. B. Holes for anchors shall be drilled at the locations and to the length, inclination and diameter shown on the Drawings or the approved Shop Drawings. The drill bit or casing crown shall not be more than 0.12 inch (3 mm) smaller than the specified hole diameter. At the ground surface the drill hole shall be located within'! inch (25 mm) of the location shown on the Drawings or the approved Shop Drawings. The drill hole shall be located so the longitudinal axis of the drill hole and the longitudinal axis of the tendon are parallel. In particular, the ground anchor hole shall not be drilled in a location that requires the tendon to be bent in order to enable the bearing plate to be connected to the supported structure. At the point of entry the ground anchor shall be installed within plus/minus two (2) degrees of the inclination from horizontal shown on the Drawings or the approved Shop Drawings. At the point of entry the horizontal angle made by the ground anchor and the structure shall be within plus/minus two (2) degrees of a line drawn 315100-14 September 20, 2013 Tiebacks IkIrl0V101It11:A1C73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING perpendicular to the plane of the structure unless otherwise shown on the Drawings or approved Shop Drawings. 3.6 TENDON INSERTION A. Tendons shall be placed in accordance with the Drawings and details and the recommendations of the tendon manufacturer or specialty anchor Contractor. The tendon shall be inserted into the drill hole to the desired depth without difficulty. When the tendon cannot be completely inserted, the Contractor shall remove the tendon from the drill hole and clean or redrill the hole to permit insertion. Partially inserted tendons shall not be driven or forced into the hole. B. Each anchor tendon shall be inspected by field personnel during installation into the drill hole or casing. Damage to the corrosion protection system shall be repaired, or the tendon replaced if not repairable. Loose spacers or centralizers shall be reconnected to prevent shifting during insertion. Damaged fusion -bonded epoxy coatings shall be repaired in accordance with the manufacturer's recommendations. If the patch is not allowed to cure prior to inserting the tendon in the drill hole, the patched area shall be protected by tape or other suitable means. C. The rate of placement of the tendon into the hole shall be controlled such that the sheathing, coating, and grout tubes are not damaged during installation of the tendon. Anchor tendons shall not be subjected to sharp bends. The bottom end of the tendon may be fitted with a cap or bullnose to aid its insertion into the hole, casing, or sheathing. 3.7 GROUTING A. The Contractor shall use a neat cement grout or a sand -cement grout. The cement shall not contain lumps or other indications of hydration. Admixtures, if used, shall be mixed in accordance with the manufacturer's recommendations. B. The grouting equipment shall produce a grout free of lumps and undispersed cement. A positive displacement grout pump shall be used. The pump shall be equipped with a pressure gauge to monitor grout pressures. The pressure gauge shall be capable of measuring pressures of at least 145 psi (1 MPa) or twice the actual grout pressures used by the Contractor, whichever is greater. The grouting equipment shall be sized to enable the grout to be pumped in one continuous operation. The mixer should be capable of continuously agitating the grout. C. The grout shall be injected from the lowest point of the drill hole. The grout may be pumped through grout tubes, casing, hollow -stem -augers, or drill rods. The grout can be placed before or after insertion of the tendon. The quantity of the grout and the grout pressures shall be recorded. The grout pressures and grout takes shall be controlled to prevent excessive heave or fracturing. D. After the tendon is installed, the drill hole may be filled in one continuous grouting operation except that pressure grouting shall not be used in the free length zone. The grout at the top of the drill hole shall not contact the back of the structure or the bottom of the trumpet. E. If the ground anchor is installed in a fine-grained soil using drill holes larger than 6 inches (150 mm) in diameter, then the grout above the top of the bond length shall be placed after the ground anchor has been tested and stressed. The Engineer will allow the Contractor to grout the entire drill hole at the same time if the Contractor can demonstrate that his particular ground anchor system does not derive a significant portion of its load -carrying capacity from the soil above the bond length portion of the ground anchor. September 20, 2013 315100-15 Tiebacks ,TJ f_11t71�It\ZT11C71 PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING The grout tube may remain in the hole on completion of grouting if the tube is filled with grout. G. After grouting, the tendon shall not be loaded for a minimum of three (3) days. 3.8 ANCHORAGE INSTALLATION A. The anchor bearing plate and the anchor head or nut shall be installed perpendicular to the tendon, within plus/minus three (3) degrees and centered on the bearing plate, without bending or kinking of the prestressing steel elements. Wedge holes and wedges shall be free of rust, grout, and dirt. B. The stressing tail shall be cleaned and protected from damage until final testing and lock -off. After the anchor has been accepted by the Engineer, tail shall be cut to its final length by either flame cutting or mechanical cutting, according to tendon manufacturer's recommendations. C. The corrosion protection surrounding the unbonded length of the tendon shall extend up beyond the bottom seal of the trumpet or 4 inches (100 mm) into the trumpet if no trumpet seal is provided. If the protection does not extend beyond the seal or sufficiently far enough into the trumpet, the Contractor shall extend the corrosion protection or lengthen the trumpet. D. The corrosion protection surrounding the unbonded length of the tendon shall not contact the bearing plate or the anchor head during testing and stressing. If the protection is too long, the Contractor shall trim the corrosion protection to prevent contact. 3.9 STRESSING, LOAD TESTING, AND ACCEPTANCE A. General: 1. Each ground anchor shall be tested. No load greater than ten (10) percent of the design load can be applied to the ground anchor prior to testing. The maximum test load shall be no less than 2.00 times the design load and shall not exceed 80 percent of the specified minimum ultimate tensile strength (SMTS) of the prestressing steel of the tendon. The minimum test load shall be 1.50 times the design load. The test load shall be simultaneously applied to the entire tendon. Stressing of single elements of multi - element tendons shall not be permitted. 2. Load testing shall be performed against the concrete cap beam. The cap beam shall attain the design compressive strength indicated on the Drawings before loading. 3. All tiebacks in a wall segment between expansion joints shall be installed at the same time. The installation of the tiebacks shall begin at the middle of the wall segment and shall continue toward both sides alternately in each loading cycle. B. Stressing Equipment: 1. The testing equipment shall consist of: a. A dial gauge or vernier scale capable of measuring to the nearest 0.001 inch (0.025 mm) shall be used to measure the ground anchor movement. The movement -measuring device shall have a minimum travel equal to the theoretical elastic elongation of the total anchor length at the maximum test load and it shall have adequate travel so the ground anchor movement can be measured without resetting the device at an interim point. b. A hydraulic jack and pump shall be used to apply the test load. The jack and a calibrated primary pressure gauge shall be used to measure the applied load. The jack and primary pressure gauge shall be calibrated by an independent firm as a unit. The calibration shall have been performed within forty-five (45) working days of the date when the calibration submittals are provided to the Engineer. Testing 315100-16 September 20, 2013 Tiebacks IkIrlWV101fi\Mil C73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING cannot commence until the Engineer has approved the calibration. The primary pressure gauge shall be graduated in 100 psi (0.7 MPa) increments or less. The ram travel shall be at least 6 inches (150 mm) and preferably not be less than the theoretical elongation of the tendon at the maximum test load. If elongations greater than 6 inches (150 mm) are required, restroking can be allowed. C. A calibrated reference pressure gauge shall also be kept at the site to periodically check the production (Le., primary pressure) gauge. The reference gauge shall be calibrated with the test jack and primary pressure gauge. The reference pressure gauge shall be stored indoors and not subjected to rough treatment. d. The stressing equipment shall be placed over the ground anchor tendon in such a manner that the jack, bearing plates, load cells and stressing anchorage are axially aligned with the tendon and the tendon is centered within the equipment. C. Load Test Setup: 1. Dial gauges shall bear on the pulling head of the jack and their stems shall be coaxial with the tendon direction. The gauges shall be supported on an independent, fixed frame, such as a tripod, which will not move as a result of stressing or other construction activities during the operation. 2. Prior to setting the dial gauges, the Alignment Load (AL) shall be accurately placed on the tendon. The magnitude of AL depends on the type and length of the tendon. 3. Regripping of strands, which would cause overlapping wedge bites, or wedge bites on the tendon below the anchor head, shall be avoided. 4. Stressing and testing of multiple element tendons with single element jacks is not permitted. 5. Stressing shall not begin before the grout has been cured for a minimum of three (3) days. D. Extended Creep Tests: 1. At least two (2) of each ground anchor type shall be creep tested. Tests shall be performed on the initial group of anchors (of each type) selected by the Engineer. The stressing equipment shall be capable of measuring and maintaining the hydraulic pressure within 50 psi (0.35 MPa). 2. The extended creep test shall be made by incrementally loading and unloading the ground anchor in accordance with the schedule provided. At the end of each loading cycle, the load shall be held constant for the observation period indicated in the creep test schedule below. The times for reading and recording the ground anchor movement during each observation period shall be 1 minute, 2, 3, 4, 5, 6, 10, 15, 20, 25, 30, 45, 60, 75, 90, 100, 120, 150, 180, 210, 240, 270 and 300 minutes as appropriate for the load increment. Each load -hold period shall start as soon as the test load is applied. In a creep test, the primary pressure gauge and reference pressure gauge will be used to measure the applied load and the load cell will be used to monitor small changes in load during constant load -hold periods. The jack shall be adjusted as necessary in order to maintain a constant load. 3. The Contractor shall plot the ground anchor movement and the residual movement measured in an extended creep test. The Contractor shall also plot the creep movement for each load hold as a function of the logarithm of time. September 20, 2013 315100-17 Tiebacks dil_11t711!It\ZT11C71 PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING EXTENDED CREEP TEST SCHEDULE Step Loading Applied Load Record and Plot Total Movement Sti Record and Plot Residual Movement Sri Calculate Elastic Movement Sei 1 Apply alignment load AL 2 Cycle 1 0.25DL 6t1 3 Hold load for 10 minutes while recording movement at specific times - 4 Cycle 1 cont'd AL 811 8n- = Se1 5 Cycle 2 025DL SZ 0.50DL Sit, zero reading for creep test 6 Hold load for 30 minutes while recording movement at specific times - 7 Cycle 2 cont'd AL Srz 8p -8r2= Sep 8 Cycle 3 025DL 83 0.50DL S 0.75DL Sia, zero reading for creep test 9 Hold load for 30 minutes while recording movement at s ecific times. 10 Cycle 3 cont'd AL 8,3 80-8r3= Sea 11 Cycle 4 0.25DL S 0.50DL 64 0.75DL 84 1.00DL 8t4, zero reading for creep test 12 Hold load for 45 minutes while recording movement at specific times. 13 Cycle 4 cont'd AL 814 6t4 -6r4= Seo 14 Cycle 5 0.25DL S 0.50DL S 0.75DL 65 1.00DL S 1.25DL Sts, zero reading for creep test 15 Hold load for 60 minutes while recording movement at s ecific times. 16 Cycle 5 cont'd AL Srs 6e5 17 Cycle 6 0.25DL S 0.50DL 66 0.75DL 66 1.00DL S 1.25DL 86 1.50DL Sts, zero reading for creep test 18 Hold load for 60 minutes while recordingmovement at s ecific times. 19 Cycle 6 cont'd AL 8r6 S -S = S 06 315100-18 September 20, 2013 Tiebacks IkIrlWV101It\MHC73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING EXTENDED CREEP TEST SCHEDULE Step Loading Applied Load Record and Record and Plot Plot Total Residual Movement Movement sti sri Calculate Elastic Movement Sei 20 Cycle 7 0.25DL S 0.50DL 87 0.75DL 67 1.00DL 87 125DL 67 1.50DL 67 1.75DL 8t7, zero reading for creep test 21 Hold load for 60 minutes while recording movement at specific times. 22 Cycle 7 cont'd AL 817 8t7-8 17= S 23 Cycle 8 0.25DL 88 0.50DL S 0.75DL S 1.00DL S 1.25DL S 1.50DL 88 1.75DL 88 2.00DL Sta, zero reading for cree test 24 Hold load for 300 minutes while record ng movement at s ecific times. 25 Cycle 8 cont'd AL 8a Ste -5r8= 6e8 Notes: AL = Alignment Load, DL = Design Load, S; = total movement at a load other than maximum for cycle, i= number identifying a specific load cycle E. Performance Tests: 1. Two (2) percent of the ground anchors shall be performance tested in accordance with the procedures described below. The Engineer shall select the ground anchors to be performance tested. The remaining ground anchors shall be tested in accordance with the proof test procedures (see Paragraph 3.09.F). 2. The performance test shall be made by incrementally loading and unloading the ground anchor in accordance with the schedule provided. The load shall be raised from one increment to another immediately after recording the ground anchor movement. The ground anchor movement shall be measured and recorded to the nearest 0.001 inch (0.025 mm) with respect to an independent fixed reference point at the alignment load and at each increment of load. The load shall be monitored with the primary pressure gauge. The reference pressure gauge shall be placed in series with the primary pressure gauge during each performance test. If the load determined by the reference pressure gauge and the load determined by the primary pressure gauge differ by more than ten (10) percent, the jack, primary pressure gauge and reference pressure gauge shall be recalibrated at no expense to the City. At load increments other than the maximum test load, the load shall be held just long enough to obtain the movement reading. 3. The maximum test load in a performance test shall be held for ten (10) minutes. A load cell shall be used to monitor small changes in load during constant load -hold periods. September 20, 2013 315100-19 Tiebacks dil_11t71�It\ZT11C71 PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 315100-20 September 20, 2013 Tiebacks PERFORMANCE TEST SCHEDULE Step Loading Applied Load Record and Plot Total Movement Sti Record and Plot Residual Movement Sri Calculate Elastic Movement Sei 1 Apply alignment load AL 2 Cycle 1 0.25DL St, Stt-Srt=Set AL Srt 3 Cycle 2 025DL S Ste-Srz= See 0.50DL St2 AL 8r2 4 Cycle 3 0.25DL 63 0.50DL S 0.75DL 8t3 AL 8r3 8t3 -8r3= 5e3 5 Cycle 4 0.25DL S 8t4 -8r4= Seo 0.50DL 54 0.75DL S 1.00DL S 14 AL 84 6 Cycle 5 0.25DL 65 66-8,5= Se5 0.50DL 85 0.751DL S 1.00DL 85 125DL Sts AL 8r5 7 Cycle 6 0.25DL 66 0.50DL S 0.75DL 86 1.00DL S 1.25DL S 1.50DL S AL 5rs 5t6 -8r6= S 05 8 Cycle 7 0.25DL S 0.50DL S 0.75DL S 1.00DL S 1.25DL S 1.75DL St7 AL 8r7 8t7-81 7= 8e7 9 Cycle 8 025DL S 0.50DL 88 0.75DL 88 1.00DL S 1.25DL S 1.75DL 68 2.00DL Ste, zero reading for creep test 315100-20 September 20, 2013 Tiebacks ILTA WV101It11:117i1C73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING PERFORMANCE TEST SCHEDULE Load Step Loading Applied Load Record and Record and Plot Calculate 4 0.75DL 5 Plot Total Residual Elastic 7 1.50DL 8 Movement Movement Movement 10 Adjust to lock -off load Sn Sn(See) 10 Hold load for 10 minutes while recording movement at specific times. If the total load movement measured during the load hold exceeds the specified maximum value then the load hold shall be extended to a total of 60 minutes. 11 Cycle 8 cont'd I AL Sra Sia-S,a= Sea Notes: AL = Alignment Load, DL = Design Load, 8i = total movement at a load other than maximum for cycle, i = number identifying a specific load cycle 4. The jack shall be adjusted as necessary in order to maintain a constant load. The load - hold period shall start as soon as the maximum test load is applied and the ground anchor movement, with respect to a fixed reference, shall be measured and recorded at 1 minute, 2, 3, 4, 5, 6 and 10 minutes. If the ground anchor movement between one (1) minute and ten (10) minutes exceeds 0.04 inch (1 mm), the maximum test load shall be held for an additional 50 minutes. If the load hold is extended, the ground anchor movement shall be recorded at 15 minutes, 20, 30, 40, 50 and 60 minutes. Proof Tests: 1. The proof test shall be performed by incrementally loading the ground anchor in accordance with the following schedule. The load shall be raised from one increment to another immediately after recording the ground anchor movement. The ground anchor movement shall be measured and recorded to the nearest 0.001 inch (0.025 mm) with respect to an independent fixed reference point at the alignment load and at each increment of load. The load shall be monitored with the primary pressure gauge. At load increments other than the maximum test load, the load shall be held just long enough to obtain the movement reading. PROOF TEST SCHEDULE Step Load 1 AL 2 025DL 3 0.50DL 4 0.75DL 5 1.00DL 6 125DL 7 1.50DL 8 Reduce to lock -off load 9 AL (optional) 10 Adjust to lock -off load 2. The maximum test load in a proof test shall be held for ten (10) minutes. The jack shall be adjusted as necessary in order to maintain a constant load. The load -hold period shall start as soon as the maximum test load is applied and the ground anchor movement with respect to a fixed reference shall be measured and recorded at 1 minute, 2, 3, 4, 5, 6 and 10 minutes. If the ground anchor movement between one (1) minute and ten (10) minutes exceeds 0.04 inch (1 mm), the maximum test load shall be held for an additional 50 September 20, 2013 315100-21 Tiebacks ,TJ f_11t71�It\ZT11C71 PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING minutes. If the load hold is extended, the ground anchor movements shall be recorded at 15 minutes, 20, 30, 40, 50 and 60 minutes. G. Ground Anchor Acceptance Criteria 1. A performance -tested or proof -tested ground anchor with a 10 minute load hold shall be acceptable if the: (1) ground anchor resists the maximum test load with less than 0.04 inch (1 mm) of movement between 1 minute and 10 minutes; and (2) total elastic movement at the maximum test load exceeds 80 percent of the theoretical elastic elongation of the unbonded length. 2. A performance -tested or proof -tested ground anchor with a 60 minute load hold shall be acceptable if the: (1) ground anchor resists the maximum test load with a creep rate that does not exceed 0.08 inch (2 mm) in the last log cycle of time; and (2) total elastic movement at the maximum test load exceeds 80 percent of the theoretical elastic elongation of the unbonded length. 3. A ground anchor subjected to extended creep testing is acceptable if the: (1) ground anchor resists the maximum test load with a creep rate that does not exceed 0.08 inch (2 mm) in the last log cycle of time; and (2) total elastic movement at the maximum test load exceeds 80 percent of the theoretical elastic elongation of the unbonded length. The creep within bars which have not been proof stretched by the manufacturer shall be adjusted by a correction factor determined by test results furnished by the bar supplier to reflect the behavior of the material. 4. The initial lift-off reading shall be within plus or minus five (5) percent of the designed lock -off Load. If this criterion is not met, then the tendon load shall be adjusted accordingly and the initial lift-off reading repeated. H. Procedures for Anchors Failing Acceptance Criteria 1. Anchors that do not satisfy the minimum apparent free length criteria shall be either rejected and replaced at no additional cost to the City or locked off at not more than 50 percent of the maximum acceptable load attained. In this event, no further acceptance criteria are applied. 2. Regroutable anchors which satisfy the minimum apparent free length criteria but which fail the extended creep test at the test load may be postgrouted and subjected to an enhanced creep criterion. This enhanced criterion requires a creep movement of not more than 0.04 inch (1 mm) between 1 and 60 minutes at test load. Anchors which satisfy the enhanced creep criterion shall be locked off at the design lock -off load. Anchors which cannot be postgrouted or regroutable anchors that do not satisfy the enhanced creep criterion shall be either rejected or locked off at 50% of the maximum acceptable test load attained. In this event, no further acceptance criteria are applied. The maximum acceptable test load with respect to creep shall correspond to that where acceptable creep movements are measured over the final log cycle of time. 3. In the event that an anchor fails, the Contractor shall modify the design and/or construction procedures. These modifications may include, but are not limited to, installing additional anchors, modifying the installation methods, reducing the anchor design load by increasing the number of anchors, increasing the anchor length, or changing the anchor type. Any modification of design and or installation of additional anchors or modifications to construction procedures shall be at no additional cost to the City. A description of any proposed modifications must be submitted to the Engineer in writing. Proposed modifications shall not be implemented until the Contractor receives written approval from the Engineer. Anchor Lock -Off 1. Each anchor tendons shall be locked off at a load equal to 95 to 105 percent of the design load- 315100-22 oad. 315100-22 September 20, 2013 Tiebacks ILTA WV101It11:A1C73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 2. After testing has been completed, the load in the tendon shall be such that after seating losses (i.e., wedge seating), the specified lock -off load has been applied to the anchor tendon. 3. The wedges shall be seated at a minimum load of 50% FPU. If the lock -off load is less than 50% FPU, shims shall be used under the wedge plate and the wedges seated at 50% FPU. The shims shall then be removed to reduce the load in the tendon to the desired lock -off load. Bar tendons may be locked off at any load less than 70% FPU. J. Anchor Lift -Off Test 1. After transferring the load to the anchorage, and prior to removing the jack, a lift-off test shall be conducted to confirm the magnitude of the load in the anchor tendon. This load is determined by reapplying load to the tendon to lift off the wedge plate (or anchor nut) without unseating the wedges (or turning the anchor nut). This moment represents zero time for any long time monitoring. END OF SECTION September 20, 2013 315100-23 Tiebacks MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 31 5100-24 September 20, 2013 Tiebacks ILTA FilV1011t\MHC73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 31 6230 PRECAST CONCRETE SHEET PILING PART 1 - GENERAL WORK INCLUDED Contractor shall furnish all labor, equipment, materials, and incidentals necessary to furnish and install precast concrete sheet piling and other related Work complete, as indicated on the Drawings and as specked. RELATED WORK Section 02 0001 - Basic Site Materials and Methods Section 02 4100 - Demolition Section 05 5000 — Metal Fabrications Section 31 0000 - Earthwork MEASUREMENT AND PAYMENT A. The contract lump sum price paid for "Precast Concrete Sheet Piling" 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 bulkhead and groin wall sheet piling, and shall include concrete strength and performance testing, finishing and repair or replacement of sheet piling as shown on the Drawings, as specified in the Reference Standards, specified herein, and as directed by the Engineer. 1.4 REFERENCES 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 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 ASTM A775 Standard Specification for Epoxy -Coated Steel Reinforcing Bars September 20, 2013 316230-1 Precast Concrete Sheet Piling kkyif_11t71�It\ZT11V1 PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 PCI MNL -123 Specimens ASTM C42 Standard Test Method for Obtaining and Testing Drilled Cores and PCI MNL -135 Sawed Beams of Concrete 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 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 C470 Standard Specification for Molds for Forming Concrete Test Cylinders Vertically ASTM C494 Standard Specification for Chemical Admixtures for Concrete ASTM C618 Specification for Fly Ash and Raw or Calcined Natural Poaolan for Use as a Mineral Admixture in Portland Cement 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: GR-1.81E1�1�9CH:I A. Mix shall be designed to produce a concrete that has maximum density, minimum shrinkage, and maximum smoothness of surface- 316230-2 urface.316230-2 September 20, 2013 Precast Concrete Sheet Piling ILTA 0V101fi\Mil C73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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. The Supplementary Cementitious Material (SCM) Content in the precast concrete shall be 15 percent Class F fly ash with at least 48 oz of Lithium Nitrate (LiNO3) solution added per 100 Ib of portland cement. The Calcium Oxide (CaO) content of the fly ash must not exceed 15 percent. D. Water -Cement Ratio: Maximum 0.38 by weight. E. Total Air Content: 3 percent, determined in accordance with ASTM C173. F. Maximum Aggregate Size: 1 inch, in accordance with ACI 318 Section 3.3 for congested areas unless noted otherwise on the Drawings G. Proportion concrete in conformance with ACI 318, Chapter 4, Durability Requirements. 6 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 sheet 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,corrugated metal 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. D. Submit bulkhead cap construction joint layout showing alternating pour areas and sequential pour schedule, including 7 -day cure time, prior to fabricating reinforcement. E. Submit delivery tickets from plant for each load of bulkhead cap concrete placed. Each ticket shall state quantities by weight of each component of the load (cement, sand, water, and the like). September 20, 2013 316230-3 Precast Concrete Sheet Piling MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING F. Submit certificate of compliance signed by the supplier of fly ash identifying the type of fly ash and certifying that fly ash complies with ASTM C618. G. Submit certification that aggregates meet the requirements of ASTM C33 Appendix XI for reactivity when tested in conformance with ASTM C289. H. 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. I. Project Record Documents: Accurately record the following: 1. Sizes, lengths, and locations of piles. 2. Sequence of driving. 1.7 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 Contractor's expense and cured under the same conditions as the piles. 1.8 DELIVERY, STORAGE, AND HANDLING A. Store fly ash separately from other components of concrete until concrete is ready to be batched. 1.8 SITE CONDITIONS A. Sub -soil conditions are generally described in the geotechnical boring logs and geotechnical reports as identified in the "Earthwork" Section. 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 given or shown. B. Miscellaneous items that may interfere with installation of the precast concrete sheet piling, such as fencing, concrete retaining walls, pavement, sheds and storage lockers, and utilities shall be removed or relocated in accordance with the "Demolition" Section. 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. 316230-4 September 20, 2013 Precast Concrete Sheet Piling ILTA WV101FA1MHC73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 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 201-1.12. 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. Fly ash shall conform to RS Subsection, 201-1.2.5, Class F. H. Sealants for expansion and control joints shall be as specified on the Drawings. Joint filler shall conform to RS Subsection 201-3.2. Epoxy adhesives shall be 2 -component, 100 percent solids, 100 percent reactive suitable for use on dry or damp surfaces. J. 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. 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 may be jetted but must be driven the last five feet above tip elevation. B. Protect pile head during driving, using cushion cap with full bearing on pile butt for even distribution of hammer blow. C. Deliver hammer blows to central axis of pile. D. Do not damage piles during driving operations. E. Re -drive piles that have lifted due to driving adjacent piles, or by soil uplift. Prepare pile top to receive bulkhead cap. September 20, 2013 316230-5 Precast Concrete Sheet Piling MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING G. Location of top of sheet pile shall be within one inch of the bulkhead wall control line, as measured along the top of wall and perpendicular to the face of the wall. 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. Replace piles to conform to specified requirements. END OF SECTION 31 6230-6 September 20, 2013 Precast Concrete Sheet Piling MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 32 9101 LANDSCAPE SOIL TESTING PART 1 -GENERAL 1.1 DESCRIPTION: A. Related Requirements: Review the General Contract Conditions and Division One, General Requirements, which contain information and requirements that apply to this Section. B. Work Included: 1. Provide testing and/or certification of dredged material for soil fertility and chemical suitability for sustaining plant life. I 14c�-111-1 d 1 Y dal 4-31 A. Test Data: Submit all laboratory test data for all materials. 1.2 ANALYSES OF SAMPLES AND TESTS: A. Testing Agency: Wallace Laboratories, 365 Coral Circle, EI Segundo, CA 90245. Tel (310) 615- 0116. Attention: Mr. Garn Wallace, PhD. PART 2 - PRODUCTS — None Required PART 3 - EXECUTION 3.1 DREDGE MATERIAL TESTING A. When material unsuitable for direct beach placement is encountered, stockpile in separate location, away from clean sand. B. Contact Approved Testing Agency and arrange for samples to be removed and tested. 1. Maintain records of any water applied or precipitation between the time of stockpiling, and the collection of the samples. C. Upon receipt of Agronomic Soil Report Forward Copies of Report to Engineer and Landscape Architect. END OF SECTION September 20, 2013 329101-1 Landscape Soil Testing MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 329101 -2 September 20, 2013 Landscape Soil Testing IkIrl0V101It11MHC73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING SECTION 35 2300 DREDGING PART1- GENERAL 1.1 WORK INCLUDED A. Dredging consists of furnishing transportation, labor, materials, and equipment required to perform dredging work, including hydrographic and beach surveying. B. Dredging shall include excavation of materials below elevation +5.6 Mean Lower Low Water (MLLW) or elevation +52 NAVD88. Additionally, Dredging shall include transport and placement of material dredged at the approved sand receiving sites per the project permits and as shown on the Drawings. 1.2 RELATED WORK A. Section 02 0001 - Basic Site Materials And Methods B. Section 02 4100 - Demolition C. Section 31 0000 - Earthwork D. Section 31 3200 - Stone Columns (Appendix C of Geotechnical Report) E. Section 31 6230 — Precast Concrete Sheet Piling 1.3 MEASUREMENT AND PAYMENT A. Dredging of material, as described above in Section 1.1 —WORK INCLUDED, shall be paid for at the unit price per cubic yard in the bid item 'Dredging" B. Placement of dredge material to be reused on site on the adjacent beach shall be paid for at the unit price per cubic yard in the bid item "Beach Replenishment - Material Used On -Site and on I P Street." C. Placement of dredge material to be reused on-site, other than that placed on the adjacent on- site beach, shall be paid for under the lump sum price in the bid item "Earthwork." This may include material to be stockpiled on-site for use in a later phase of the project, as well as on-site work associated with the clearing of debris, scarification, grading, filling, and compacting of sand and earth to the grades and elevations shown on Drawings. D. Transportation and placement of dredge material to be reused off-site at the China Cove and Newport Pier areas, shall be paid for at the unit price per cubic yard in the bid item "Beach Replenishment - Material Used Off -Site at China Cove and Newport Pier." This material shall be deposited and graded at the China Cove and Newport Pier areas in accordance with Section 31 0000 Earthwork, the Drawings, project permits and as directed by the Engineer. Additionally, any incidental clearing of debris, scarification, grading, filling, and compacting of sand and earth, placing imported fill, and removal of excess earth from the China Cove and Newport Pier areas shall be included in the bid item "Beach Replenishment - Material Used Off -Site at China Cove and Newport Pier." September 20, 2013 352300-1 Dredging ,TJ l_11t71�It\ZT11C71 PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING E. Transportation and placement of dredge material to be reused off-site at the Nearshore Receiver Sites and LA -3, shall be paid for at the unit price per cubic yard in the bid item "Beach Replenishment — Material Used Off -Site at Nearshore Receiver Sites and LA -3." This material shall be deposited in accordance with the Drawings, project permits and as directed by the Engineer. Quantities of dredged material shall be determined by the Contractor's Surveyor through sounding before and after dredging and calculating the dredging volume by one of two methods: 1. The primary method shall be by finding the volume between computer-generated triangulated irregular network (TIN) surfaces developed from the 2 sets of soundings. 2. The secondary method shall be by plotting the soundings as cross sections at 10 foot stationing, calculating the average end area of cross sections and multiplying the average end area by the distance between cross sections. G. Material dredged below the pay line for dredging as shown on Drawings shall not be included in dredge pay quantities. Side slope material dredged beyond slope shown on Drawings shall not be included in dredge pay quantities, regardless of whether or not actual slough slope is flatter than pay slope. H. Contractor may be required to provide and maintain a turbidity silt curtain during operations to meet permit requirements. See water quality permits and requirements in the Regulatory Requirements Section. No remeasure or payment shall be made for dredge cleanup of materials displaced by groin wall removal, rockwork, or other construction operations. No additional payment shall be paid to the Contractor for mobilizations and demobilizations to perform adjustment or clean-up dredging. K. The contract price paid per cubic yard for dredging shall include full compensation for furnishing all labor, materials, tools, equipment, surveying, and unclassified incidentals, and for doing all work involved in dredging, transportation, and redepositing of material. Finish grading of material on site shall be per the Section 31 0000 Earthwork. 1.4 REFERENCES A. Department of the Army, U.S. Army Corps of Engineers (USACE) B. USACE EM 1110-2-1003 Hydrographic Surveying Manual. C_ Geotechnical Reports: 1. Geotechnical Investigation — Final Manna Park Project, Newport Beach, California prepared by TerraCosta Consulting Group, Inc., dated August 22, 2013. 1.5 SUBMITTALS A. Notify the Engineer 45 Calendar Days prior to start of dredging. This notice is necessary to allow the Contractor's Surveyor time to perform pre -dredge soundings for pay quantities and for submitting pre -dredging bathymetric condition survey to the City for approval and subsequently to the U.S. Army Corps of Engineers to obtain a final Notice to Proceed (NTP). B. Submit method of dredging to the Engineer for approval 45 Calendar Days before dredging is scheduled to begin showing the order, sequence, and methods proposed for the dredging and 352300-2 September 20, 2013 Dredging IkIrlWV101It11MHC73 PACKAGE2 GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING disposal placement operations. Describe all plans and equipment to be used. No dredging operations shall start until the schedule has been approved. C. Submit to the Engineer a sketch showing the locations of lights, buoys, and other floating equipment in conformance with the Regulatory Requirements Section. D. No later than 14 Calendar Days after Notice of Award, submit the following information to the Engineer: 1. Name, size and type of barges, tugboats, and navigation equipment (GPS) to be used on Project. 2. List of key personnel, daytime telephone numbers, and emergency telephone numbers. E. Cross-sections submitted for informational purposes or to substantiate dredge volume calculations shall conform to the following format: 1. Plots shall be in profile format at 10 foot cross section intervals. 2. Survey shall extend beyond the dredged area in all directions including slough slope areas. 3. Indicate dredged area by hatching. 4. Correlate area in square feet of each cross-section with corresponding cross section plot. Distinguish areas of dredging versus excavation similar to those shown on plans. Submit proposed procedures for dredging near submarine cables and pipelines. G. Contractor shall submit on a daily basis the following items: 1. Daily dredge report listing date, dredge location(s), stations, vessels used, number of loads, number of cubic yards for each load and total amount dredged each day. 2. Refer to the U. S. Army Corps of Engineers permit application. Q QUALITY ASSURANCE Contractor's plant equipment shall be capable of doing the work within the time allowed by the Contract. Barges shall not leak into harbor water. All dredging shall be conducted by mechanical methods (bucket). Hydraulic dredging shall not be permitted. PROJECT CONTACTS All project contact shall be between the Contractor's representative and the Engineer. The following interested parties, outside of the City of Newport Beach are listed for information only- Name/Phone Title Tom Slayton Orange County Sheriff, Harbor Patrol Lieutenant (949) 723-1002 Chris Miller City of Newport Beach, Harbor Resources Manager (949) 644-3043 Corice Farrar Army Corps of Engineers, Environmental Scientist (213) 452-3296 The Contractor shall submit a list with phone numbers of key Contractor personnel, including a 24-hour emergency contact. September 20, 2013 352300-3 Dredging dif_11t71�F-11S V1.1 PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 1.8 REGULATORY REQUIREMENTS A. Refer to Regulatory Requirements Section for Army Corps of Engineers, California Coastal Commission, State Lands Commission, Regional Water Quality Board and other Agency permit requirements. B. Immediately notify the Engineer of any permit violations. Contractor shall be liable for fines and penalties assessed by the regulating agencies as a result of dredging and associated operations. C. Provide and maintain during the life of the contract, environmental protective measures to correct conditions, such as oil spills or debris that occur during the dredging operations. D. Contractor shall be responsible for the prompt collection and removal of any trash, debris, rocks larger than a tennis ball, or construction wastes that are deposited on beach that are associated with the construction work. 1.8 PROJECT CONDITIONS A. The subsurface conditions at the site have been investigated by a series of exploration programs wherein borings were drilled and samples taken and tested. B. A geotechincal report of the subsurface conditions has been prepared for the project and is available in the Appendices. This geotechincal report is believed to represent the characteristics of the dredging area, however, other subsurface conditions may exist and the inclusion of this report shall not be construed to be a waiver of the Contractor's obligation to inspect the soil condition before submitting a bid. PART2-PRODUCTS 2.1 EQUIPMENT A. Contractor's equipment shall be capable of doing the work within the time allowed by the Contract. B. The Contractor shall remove any equipment from the site that is not operating satisfactorily as determined by the Engineer, or not conforming to the requirements of other public agencies having conditional requirements on the equipment. The Contractor shall furnish approved equipment at no extra cost to the City. Equipment shall meet the rules and regulations currently adopted by the South Coast Air Quality Management District. The Contractor shall be responsible for obtaining appropriate permits as required by the SCAQMD. Copies of current valid air quality permits must be furnished to the City prior to mobilization of equipment. C. Barges shall not leak material into harbor or coastal waters. D. Upon the request of the Engineer, furnish transportation to and from the nearshore and offshore locations and other dredging related areas. E. Containment booms and absorbant materials shall comply with requirements in PART 3, Article "Special Techniques (Dredging Requirements)" 1. Spill kit absorbant materials, including but not limited to pads and soft booms, shall be "oil -only", polypropylene, or other recyclable materials. 352300-4 September 20, 2013 Dredging MARINA PARK PACKAGE el:Z0111�L71Ji19:ZiZT/q I��Ib7_10I9lr�/9:71�/r\:7�91�[KP�691:71L011[e7�I9�197:7:7�BZe]IRe7 Tarps must be placed underneath all equipment parked overnight or fueled on site. PART 3 - EXECUTION 3.1 EXAMINATION A. The City shall make available to Contractor, the City's record of submerged utilities but cannot guarantee existing conditions. Contractor shall review records of submerged utilities in the area of operations and contact utility owners to verify the utility location. 3.2 DREDGING AND REMOVAL A. Dredge to lines and depths indicated on Drawings. The required depth below the plane of MLLW shall be obtained over the level area to be dredged. Use caution when dredging/cutting slope sections. 3.3 SPECIAL TECHNIQUES (DREDGING REQUIREMENTS) A. Use extreme caution when dredging near submarine cables and pipelines to avoid damage to the structures. B. Remove pieces of rock/debris within dredge limits and projecting above dredge depths, where encountered. Rock or concrete debris (above 9 inches in size) shall not be permitted in the on- site fill or ocean disposal sites. 1. Provide heavyweight silt curtains required for containment during dredging and removal operations if required by permit. C. Marine Spills: 1. If a spill occurs on harbor waters during dredging work, immediately deploy containment boom and absorbent materials. Clean up and dispose of petroleum products in conformance with applicable regulations. 2. Contact the California State Office of Emergency Services and perform other notifications as required by the Coordination and Regulatory Requirements Section for spills of reportable quantities. 3. A minimum of one person with 24-hour Hazardous Waste Operations (HAZWOPER) training shall be present at the site at all times to direct spill removal operations. 4. Contractor's entire floating plant shall be cleaned of spill residue prior to completion of spill cleanup operation. 3.4 PLACEMENT/DISPOSAL OF DREDGED MATERIAL A. Placement of dredge material shall be in the follow order, unless otherwise directed by the Engineer: 1. On-site and adjacent beach (beach compatible sand only) 2. China Cove and Newport Pier areas (beach compatible sand only) 3. Nearshore Receiver Sites and LA -3 B. Trucking of dredge material off-site shall only be upon approval by the Engineer. Contractor shall provide equipment for performing stockpiling, loading, cleanup, and transfer to the landside disposal areas. September 20, 2013 352300-5 Dredging ,TJ f_11t71�Ft\ZT11C71 PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 1. Trucking: Trucks used for transporting dredged material shall be inspected by the Engineer prior to mobilization. Only trucks accepted as leak proof shall be used for the work. 2. Provide street sweeping while transporting dredged material out of the project site. C. Remove and dispose, off of City property, rock, concrete, logs, snags, cables, auto parts, or any other debris encountered within the limits of the dredging work. 3.5 WASTE DISCHARGE REQUIREMENTS A. Waste discharge operations shall conform to the California Regional Water Quality Control Board Waste Discharge Requirements. 3.6 MISPLACED MATERIAL A. Should the Contractor, during the progress of the work, lose, sink or misplace equipment, construction material, or machinery, that may interfere with uses of the waterway, or introduce liquid or solid wastes into the waters, Contractor shall recover the same items with the utmost dispatch, at no cost to the City. B. Contractor shall immediately provide the Engineer with description and location of misplaced material described in above Paragraph and when required, mark, boom, or buoy items or material until removal. C. Should the Contractor refuse, neglect, or delay compliance with the above requirements, interfering materials may be removed by the City, and the cost of such removal shall be paid by the Contractor. 3.7 FIELD QUALITY CONTROL A. Fumish survey boats with equipment, boat operators, laborers, and materials as required in laying out work and monitoring dredging work. Maintain daily survey reports. Reports shall show, at a minimum, date, time of survey, longitudinal and transverse stationing and elevations. 1. Furnish equipment of sufficient quality and perform hydrographic survey work to determine dredge lines and depths in conformance with USACE EM 1110-2-1003- B. When required, provide transportation to and from dredges at no additional cost to the City. C. Furnish and maintain, stakes, tide -gages, buoys and anchors, and other material needed for the execution and inspection of the work. D. If night work is permitted, maintain from sunset to sunrise, lights on or above the plant and operation, as in the opinion of the Engineer, are necessary for the observance of Contractor's operations. E. Record deviations in the Work in the line and grade and advise Engineer promptly upon detection of deviations exceeding tolerances identified in applicable Sections of the Specification and articles of this Section. Record deviations which are accepted by the Engineer (not corrected) in conformance with Project Record Documents Section. 3.8 POST -CONSTRUCTION REQUIREMENTS 352300-6 September 20, 2013 Dredging MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING A. Within 7 Calendar Days after the completion of dredging work the Contractor's Surveyor shall perform a final survey over the dredged and contiguous areas occupied by the Contractor's equipment. Shoals, humps, settlement, and sloughing or other lack of contract depth disclosed by the final survey, shall be removed by dredging as directed by the Engineer. B. Upon completion of the work, remove plant and appliances, including but not limited to, buoys, piles, and anchors used in the work. 3.9 DUST CONTROL A. Contractor shall provide dust control dust at the project site and disposal/storage site as specified in Regulatory Requirements Section. 3.10 EXISTING SUBSTRUCTURES A. Contractor shall immediately notify the Engineer if any underground utilities are encountered which would make the area unsuitable or hazardous for dredging. The Engineer may accordingly halt or divert work or otherwise provide direction to Contractor. END OF SECTION September 20, 2013 352300-7 Dredging MARINA PARK PACKAGE GROUND IMPROVEMENTS AND MARINA BASIN CONSTRUCTION AND DREDGING 352300-8 September 20, 2013 Dredging FINAL GEOTECHNICAL REPORT MARINA PARK PROJECT NEWPORT BEACH, CALIFORNIA Prepared for CITY OF NEWPORT BEACH Newport Beach, California Prepared by TERRACOSTA CONSULTING GROUP, INC. San Diego, California Project No. 2573 August 27, 2013 Revised: September 6, 2013 Geotechnical Engin—,g Coastal Engineering Maritime Engineering Project No. 2573 August 27, 2013 Revised: September 6, 2013 Ms. his Lee, P.E. Public Works Department CITY OF NEWPORT BEACH 3300 Newport Boulevard Newport Beach, California 92663 FINAL GEOTECHNICAL REPORT MARINA PARK PROJECT 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. Matthew W. Eckert, Director of Engineering R.C.E. 45171, R.G.E. 2316 MWE/DBNBRS/jg 1�zza4vv /) j4 raven R Smillie, Principal Geologist R.G. 402, C.E.G. 207 ys.p%AL °FOS BRAYM It C SrAuE a No 207 N —t CERTIFIED ENGINEFRING IP GEMMIST 9jFOF CA1�F0� �Q 3890 Murphy Canyon Road, Suite 200 ♦ San Diego, California 92123-4450 A (858) 573-6900 voice A (858) 573-8900fax 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.........................I 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 t N:V5257=573=R 3 Fmel(3mtrrL Ivwtdoe 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 Vibm-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 hnprovement 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 11901 1110061 n N:V5257=573=R 3 Fmel(3mtrrL Ivwtdoe 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 I - Kh = 0.12 FIGURE 8 RECOMMENDED LATERAL EARTH PRESSURES FOR BULKHEADS NOT PROVIDING LATERAL SUPPORT TO BUILDINGS - PASSIVE LOADING - SEISMIC - MOTEMS LEVEL I - 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 BUILKHEADS 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 m N:V5257=573=R 3 Fmel(3mtrrL Ivwtdoe 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. , , I I e overall project layout is shown on the Architectural Master Plan (Figure 2). N:VS 73VM R02 3 F Oeo tvvest.Aoc CITY OF NEWPORT BEACH Project No. 2573 1.3 Scope of Work August 27, 2013 Revised: September 6, 2013 Page 2 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:VS 73VM R02 3 F Oeo tvvest.Aoc CITY OF NEWPORT BEACH August 27, 2013 Project No. 2573 Revised: September 6, 2013 Page 3 2 PREVIOUS STUDIES 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 Party 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; -' N:VS 73VM R02 3 F Oeo tvvest.Aoc 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:VS 73VM R02 3 F Oeo tvvest 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. N:VS 73VM R02 3 F Oeo tvvest.Aoc CITY OF NEWPORT BEACH August 27, 2013 Project No. 2573 Revised: September 6, 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 2'/2 -foot - thick, soft to firm, compressible sandy silt to silty clay bay mud, which is in tum 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 fluvial/alluvial 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:VS 73VM R02 3 F Oeo tvvest.Aoc CITY OF NEWPORT BEACH August 27, 2013 Project No. 2573 Revised: September 6, 2013 Page 7 5 GEOLOGIC HAZARDS 5.1 Regional and Local Faulting 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. r "'7'7 N:V5V5]3V3]3 R02 Rev3 Final Oeottth tvvest.Aoc CITY OF NEWPORT BEACH August 27, 2013 Project No. 2573 Revised: September 6, 2013 Page 8 5.3 Geologic Hazards 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 N:VS 73VM R02 3 F Oeo tvvest 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:VS 73VM R02 3 F Oeo tvvest 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 fust 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 Hazard 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 risk. 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:VS 73VM M2 3 F Oeo tvves[A 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:VS 73VM M2 3 F Oeo tvvest.Aoc 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 CBC 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 N:VS 73VM M2 3 F Oeo tvves[A 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:VS 73VM M2 3 F Oeo tvvest 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:VS 73VM M2 3 F Oeo tvvest.Aoc 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 N:VS 73VM M2 3 F Oeo tvvest.Aoc 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. N:VS 73VM M2 3 F Oeo tvvest.A 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. N:VS 73VM M2 3 F Oeo tvvest.A CITY OF NEWPORT BEACH August 27, 2013 Project No. 2573 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:VS 73VM M2 3 F Oeo tvvest.Aoc 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 31F 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:VS 73VM M2 3 F Oeo tvvest.Aoc 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:VS 73VM M2 3 F Oeo tvves[A 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 0.45g 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:VS 73VM M2 3 F Oeo tvvest 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 densified 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 0.12g to determine the lateral earth pressures for the remaining portions of the bulkhead that did not provide lateral , , I I support to buildings. -' N:VS 73VM M2 3 F Oeo tvvest 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:VS 73VM M2 3 F Oeo tvvest.Aoc 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 N:VS 73VM M2 3 F Oeo tvvest.Aoc 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. N:VS 73VM M2 3 F Oeo tvvest.Aoc 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. N:VS 73VM M2 3 F Oeo tvvest.A 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 minimum depth of S 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:VS 73VM M2 3 F Oeo tvvest 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 1- 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 Preparation 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:VS 73VM M2 3 F Oeo tvvestA 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 1- 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 N:VS 73VM M2 3 F Oeo tvvest 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 1 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:VS 73VM M2 3 F Oeo tvves[A 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 1 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 pcf. 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:VS 73VM M2 3 F Oeo tvvest.Aoc TerraCosta fnmultlnl' frmup 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 1 Fv 1.5 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:VS 73VM M2 3 F Oeo tvvest.A 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. 7.6.4 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. N:VS 73VM M2 3 F Oeo tvves[A 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. N:VS 73VM M2 3 F Oeo tvvest.Aoc 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(EVf)"S. 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:VS 73VM M2 3 F Oeo tvvest 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. Ile 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. N:VS 73VM M2 3 F Oeo tvvest.Aoc 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 pci 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. N:VS 73VM M2 3 F Oeo tvvest.A CITY OF NEWPORT BEACH August 27, 2013 Project No. 2573 Revised: September 6, 2013 Page 38 REFERENCES ASTM Standard D 1557, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort," ASTM International, West Conshohocken, PA, www.astm.ore. 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. N:VS 73VM M2 3 F Oeo tvvest.Aoc 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 (g) % Probability of Eaceedance 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 1 LOW 0.12 75 36 N:VS 73VM M2 3 F Oeo tvvest.A CITY OF NEWPORT BEACH Project No. 2573 TABLE 2 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 I 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 1 to 3 YES 20 to 70 MOTEMS —LEVEL 1 HIGH /� to 2 NOT LIKELY 15 to 40 MOTEMS - LEVEL 1 MED. h to 1 '/ NOT LIKELY 10 to 25 MOTEMS — LEVEL ILOW NA NO NA NOTES: 1. No liquefaction is anticipated for seismic risk conditions corresponding to MOTEMS — LEVEL I 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. 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I � _ �l l o G 6 GG qU HZ 0 0 a0 0 PO I � a o 0 �UGN b v O, O T m x x x LP Or z W y � � t1ilil O 7 J lV O T N N Vl `: `U 7 + p cl 2 Jy p V CO w ZLU n co a W a t - DIf r o W IL y • ~ � � ^ \ � / � 2 3 � a x $ ` \ ° }) LL \ \ #\ ) !\ }\\- L \ > 3 0P- , & � \ \)� & � 2 ))} r \ , ~ k? ' \ aaj �dt zz® # o 06 o. k/ - . • . -�.., 2 - w * _ y �S ® � % 3 [ > / m rt rtrt- � a x x 4 � � \ / ®% ± IL k \ /}\ I-Irt- \\� � , [ }j\ + ® i §Q\ uZj 4« � ± e + $ < 10 f \ \ 19 ccE & § m o,, +. T y : \ % •\, . \� { - f '1j aJ N D' w v fi u (� CIA K N I' u f '1j aJ N D' w v I p I o� � � v a n y u N . W _ I F I o� � � v N O� ^p] M M M W Z O4� F N N O 3 0 M 0 'd N Iri e SY W p O V N p rvj N t; O '7 o s� � O + , N V N M W � Y N b N N N M riyy tl J 3 v ° LL LU S°<_ Y I Hoon O� L� m 8<z6¢"U W II� Q J r JTj_ —rri�� Sao a � w wtz = � J Ill O T� t _ p � al I \\ I I \ \ \ I mku \ \ ' a I \ \ \ I \ N � \\ \ I s \\ I 0 4 W \ I \ 2 \ II• s \\11 0 \ 4 ti O 0 t h N O O M O O� ^p] M M M O4� N N N N 0 0 0 'd N Iri e SY i V N p rvj N t; O '7 o s� Y � N V N M x •F N 1� ^ N b N N N M riyy tl N d APPENDIX A LOGS OF TEST BORINGS & CPT SOUNDINGS AND RAW DATA OF CPT SOUNDINGS GREGG DRILLING & TESTING, INC. - GEOTECFINICAL AND ENVIItONMENTAL INVESTIGATION SER\1 ICES 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: 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 Hill, California 90755 • (562) 427-6899 • FAX (562) 427-3314 OTHER OFFICES: SAN FRANCISCO • HOUSTON • SOUTH CAROLINA www.ereeednl8nexom 1 Cone Penetration Tests (CPTU) El 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) ❑ 101 SPT Energy Calibration (SPTE) ❑ 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 Hill, California 90755 • (562) 427-6899 • FAX (562) 427-3314 OTHER OFFICES: SAN FRANCISCO • HOUSTON • SOUTH CAROLINA www.ereeednl8nexom Faq CO C E 0) C C J (nn a) F c O la''0 W c a a) c O c.) Qi y L � LLL d � HI I I I I I I I I N I I C O L /a n nca In W OL E V) O Y Q l Y i L N C LL I VO E ( A CL v n D c+ a) 0000 In Ln CD ]nMMMM Ln OOO M MU- Lo fn R C L 00 00 00 co co 00 00 y Cl 0 0 0 0 0 0 0 0 0 0 0 10 to %D l0 %D %D t0 t0 ID t0 t0 l0 H H H H H N H N H T -I H H M M In W w M In ll7 In In Ln In O1 C C O C O Mw I, 000)O. -i N Ln :p o00000000 F w H H H H H H H H H H H H a a a a a a a a o a a a a U U U U U U U U U U U U U U 9 GG 991, Cone Penetration Testing Procedure (CPT) Gregg Drilling carnes 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 (f,) and penetration pore water pressure (u,) at 5 - cm intervals during penetration to provide a nearly continuous hydrogeologic log. CPT 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 5778-95). 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.Omm thick. The filter element is used to obtain penetration pore pressure as the cone is advanced as well as Pore Pressure Dissipation Tests (PPDT's) 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 CPT Soil seat Electric cable for signal transmission Waterseal Friction bad cell Friction sleeve Inchnomeler (1. & I,) Tip load rell Water seal Soil seal Pore pressure transduces Cone tip When the soundings are complete, the test holes are grouted using a Vregg support rig. The grouting procedures generally consist of pushing a hollow CPT 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. GREGG ■�� Cone Penetration Test Data & Interpretation The Cone Penetration Test (CPT) 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 al (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 CPT 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 y,, /,, and Ii.. In these situations, experience, judgment, and an assessment of the pore pressure dissipation data should be used to infer the correct soil behavior type. 1000 i 100 0 c d to flldolt lido (% Al f/gure SBT (After Robertson, et al., 1986) ZONE SBT 1 Sensitive, fine grained 2 Organic materials 3 Clay 4 Silty clayto clay S Clayey slit to silty clay 6 A_ Sandy sift to clayey silt 7 Silty sand to sandy silt Sand to silty sand 9 Sand 10 Gravel sand to sand 11 Very stiff fine grained* 12 Sand to clayey send- -over consolidated or cemented EGG Pore Pressure Dissipation Tests (PPDT) �M 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 halted at specific intervals determined by the field representative. The variation of the penetration pore pressure (rt) 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 piezometric pressure • Phreatic Surface • In situ horizontal coefficient of consolidation (c,,) • In situ horizontal coefficient of permeability (kh) In order to correctly interpretU'L- the equilibrium piezometric 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 t1oo, the point at which 100% of the excess pore pressure has dissipated. A complete reference on pore pressure dissipation tests is presented by Robertson et al. 1992. A summary of the pore pressure dissipation tests is summarized in Table 1 C3) �'d s„naco Porn Pressure (u) measured here D_' txprn a wee Drialm - Depin to'M W Tebls Hwatar - Mese d w«er Water Table Calculation water = scone - Hwater where Hwaier = Us (depth units) Useful Corrversion Factors: 1 psr = 0.704lm = 2.31 feet (water) ltsf = 0.958 bar= 13.9 psi 1m =318 feet Figure PPDT *EGG GREGG DRILLING &TESTING, INC. GEOTECHNICAL AND ENVIRONMENTAL INVESTIGATION SERVICES Bibliography Lunne, T., Robertson, P.K. and Powell, J.J.M., "Cone Penetration Tesfing 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.gatech.edu/-Qeosys/Faculty/Mayne/oai)ers/index.html, 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 35-47. 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. Hilpert, "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 Hili, California 90755 • (562) 427-6899 • FAX (562) 427-3314 OTHER OFFICES: SAN FRANCISCO • HOUSTON -SOUTH CAROLINA www.areaadri I lina.com w J J ti C) cn c O CO N_ W 17 d � C_ C l6 7lti` 11� (il) 43da0 H w r r M 11� (il) 43da0 7fti 0 0 0 0 N m a (il) 43da0 Lu J N J Co Co c 0 (� N_ N � d � C_ N ca C l6 nr,W Y � o a CL � a d Z U 4 = r O CO) 0) m� N 110 N � a (il) 43da0 ... ......... ...... ...... . ....... ......... . ............ ..................... ... ... .......... ......... . .... ............... ..... .......... .............. ...... . .......... TFW,W c FF (8) 4idap W V J J � C43 O CO N_ N `- N � C_ N to C l6 7fti` 0 aR NV c O 9 q M A w ✓1 2 9 VI ZFF 0 0 0 0 N m a (e) 41da0 M- tn nr,W Y � o ¢ CL � ¢ d Z U 4 0 !- O GO N • -r ti Tr 7 Ell Fv (il) 43da0 nr,W Y aR Q o � CL a d Z U C o y7 N !_0 N W fn n .y CL v 7 r� �N 0 FF 0 0 0 0 N m a (11) 41de0 M— n P FF 0 0 0 0 N M a (il) 43da0 Y � o a CL d a U Z_ a) io 4 !- O W fn 11� 0 0 0 0 N m a (11) 41da0 nr,W Y � o a '- a a a - z Z U CD O H 0 W 0) 0 m m O N C N 0 ryO G N CL 4, 0 L d m O W m FF 110 0 0 0 0 N m a (8) 4idap Y Q CL � Q a Z U CD Q C C O 0 !- O W N M— tn �v 0 0 0 0 N m v (11) 41da0 I' �v 0 0 0 0 N m v (11) 41da0 nr,W O N r� 0 m m 0 0 N C N 0 ryO G N CL �T O p L d [D 0 m U) 0 0 0 0 N M a (il) 43da0 0 m m 0 0 N C N 0 ryO G N CL �T O p L d [D 0 m U) 0 0 0 0 N M a (il) 43da0 V n n r s. b ✓ b VI nr,W 11� (il) 43da0 0 m m 0 N C N 0 ryO G m CL 4, 0 p L d m 0 m N 110 0 0 0 0 N m a (il) 43da0 w J N J C) O cn p O (� N_ N � d � C_ O) ca C l6 nr,W m� 0 m m c O N C N O N CL p O L d m O O m N (il) 43da0 nr,W c F V 0 m m c O N C N /OOy G O [D 0 FF 0 0 0 0 (8) 4idap C � r7 ur nr,W ZFF 110 0 0 0 0 N m a (e) 41da0 M- tn nr,W r. wt V Fv 0 0 0 0 N M a (il) 43da0 nr,W C, N V W O FF 0 0 0 0 cv m a (11) 41de0 M- I nr,W FF 0 0 0 0 N M a (il) 43da0 ai nr,W FF 0 0 0 0 N M a (il) 43da0 W J .. J � C43o cd0 N_ d `— N � C_ C l6 W 0 m� N (11) 41da0 M- tn nr,W V cr 110 0 0 0 0 N m a (8) 4idap i� M- LO FF.. 110 0 0 0 0 r N m v (11) 41da0 2 FF.. 110 0 0 0 0 r N m v (11) 41da0 nr,W Y � N a CL a a Z U d' of 4 !� O (n Cl) 110 0 0 0 0 N M � (il) 43da0 N nr,W Y � N a CL a a Z U d' of 4 !� O (n Cl) 110 0 0 0 0 N M � (il) 43da0 Z W 06 0 Z J _J /V V W w U` A CO Ln V m N — O (isd) aanssaJd aJOd O N O O r MARINA PARK CPT -01 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 mil 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, 0.266, 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, 2.827 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, 316.693, 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 MARINA PARK CPT -02 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 �►7.1 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, 287.304, 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, 1.480, 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, 11.415 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, 15.565 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 MARINA PARK CPT -03 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, 0.716 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 �►7.1 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 3.100, 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, 351.402, 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, 11.378 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 MARINA PARK CPT -04 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 �►7.1 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, 99.567, 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, 138.319, 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, 195.715, 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, 0.658, 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 MARINA PARK CPT -05 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 mil 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 MARINA PARK CPT -06 05:16:08 09:33 GREGG CPT -06 B. SMILLIE MARINA PARK 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 �►7.1 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 4.100, 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, 122.444, 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, 101.277, 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, 312.270, 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 MARINA PARK CPT -07 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, 89.119, 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 mil 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, 0.311, 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, 9.697 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, 375.826, 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,psi 0.960, 0.960, 0.700 i �i ��� �� �• 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, 121.847, 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 mil 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, 2.111 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 8.500, 299.896, 1.464, 4.866 8.550, 292.053, 1.401, 4.866 8.600, 290.588, 1.370, 4.974 8.650, 288.878, 1.212, 5.009 8.700, 275.309, 1.217, 5.332 8.750, 282.989, 1.281, 5.332 8.800, 272.026, 1.310, 5.332 8.850, 258.837, 1.270, 5.332 8.900, 250.886, 1.279, 5.367 8.950, 250.777, 1.282, 5.403 9.000, 256.340, 1.387, 5.403 9.050, 245.811, 1.306, 5.475 9.100, 224.155, 1.306, 5.439 9.150, 228.931, 1.306, 5.510 Units: metres,tsf,tsf,psi 0.960, 0.960, 0.700 MARINA PARK CPT -09 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 �►7.1 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, 144.778, 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, 4.115 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, 406.491, 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 8.850, 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 MARINA PARK CPT -10 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 mil 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 8.500, 455.067, 0.875, 5.510 8.550, 457.483, 0.950, 6.083 8.600, 451.566, 0.998, 6.119 8.650, 438.025, 1.119, 6.119 8.700, 441.390, 1.619, 6.119 8.750, 447.605, 1.436, 6.262 8.800, 466.465, 1.542, 6.405 8.850, 490.482, 1.674, 6.440 8.900, 483.887, 1.611, 6.798 8.950, 485.380, 1.615, 6.870 9.000, 483.019, 1.666, 7.013 9.050, 481.282, 1.671, 7.013 9.100, 481.092, 1.671, 7.085 9.150, 481.798, 1.671, 7.085 Units: metres,tsf,tsf,psi 0.960, 0.960, 0.700 MARINA PARK CPT -11 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, 125.592, 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 mil 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, 1.297, 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, 342.121, 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, 1.880, 14.250, 330.289, 1.891, 14.300, 331.429, 1.891, 14.350, 329.529, 1.891, Units: metres,tsf,tsf,psi 0.960, 0.960, 0.700 13.525 13.597 13.561 13.633 MARINA PARK CPT -12 05:16:08 12:31 GREGG CPT-12 B. 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 �►7.1 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 12.950, 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 LOG OF TEST BORING PRUJFCTNAMF PROJECT NUMBER BORING MARINA PARK 2573 LEGEND SITE LOCATION START FINISH SHEET NO. Newport Beach, CA 5/16/2008 5/16/2008 1 of 2 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY rMr Gre Drillin Hollow Stem Au er G. Spaulding DRILL G P ENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTWELEV. GROUNDWATER (ft Marl B5 8 40 Z n/a SAMPLING METHOD NOTES 140-lb hammer / 30-inch drop �. C W Z Z W} OZi F U Z O Lu W tiQN Z j,-- WF =(7 Q.W Q a F y p W a9 F w Q O DESCRIPTION AND CLASSIFICATION > a Wtl�J o.... ��- OF, K t7 W N Wit o 2 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 (BLOWS/ft) - 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 C C("California Sampler"} An 18-inch-long, 2-1/2-inch I.D., 3-inch O.D., 1 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 15 sample obtained from a specific depth interval placed in a large plastic bag. P B 4 PB ("Plastic Bag")- A disturbed, but representative sample obtained from a specific depth interval placed in a small sealable plastic bag. (CONTINUED) 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-1 a 4455 Murphy Canyon Road, Suite 100 3San LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA Diego, California 92123 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. LOG OF TEST BORING K""J"' N""" FKUJtCI NumbhK UUKING MARINA PARK 2573 LEGEND SITE LOCATION START FINISH SHEET NO. Newport Beach, CA 5/16/2008 5/16/2008 1 2 of 2 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Gre Drillin Hollow Stem Au er rMr G. Spaulding DRILL G P ENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHELEV. GROUNDWATER (ft Marl B5 8 40 Z n/a SAMPLING METHOD NOTES 140 -lb hammer / 30 -inch drop �. C w Z Z W} OZi F U Z O w tiQN Z 7... WF =C7 Q _ a F y p w a9 F w Q O DESCRIPTION AND CLASSIFICATION W > a Iu row 0�. ��- OF. K KEY TO EXCAVATION LOGS (CONTINUED) NOTES ON FIELD INVESTIGATION Borings were advanced using a truck -mounted Marl B5 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. TerraCosta Consulting Group, Inc. 4455 Murphy Canyon Road, Suite 100 San Diego, California 92123 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. FIGURE A-1 b LOG OF TEST BORING PROJECT NAME PROJECT NUMBER BORING MARINA PARK 2573 B-1 SITE LOCATION START FINISH SHEET NO. Newport Beach, CA 5/16/2008 5/16/2008 1 of 2 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY GreggDrilling Hollow Stem Au er G. S auldin DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (R) DEPTHIELEV. GROUND WATER (R Marl M5 8 31.5 Z n/a SAMPLING METHOD NOTES 140-lb hammer/ 30-inch drop °:. jRW Z Z W} O Z i F U Z (10 Q a F y p w a9 F w Q O DESCRIPTION AND CLASSIFICATION W > a WFO� o�. ��- 8F. K o w N W (r o C7 HYDRAULIC FILL SAND to Silty SAND (SP/SN)loose to medium dense, gray-brown, dry, with occasional shell fragments - Becomes medium dense, moist SA - BAY DEPOSITS !\ _- SA Medium SAND (SP/SM) medium dense, gray, wet, with shell fragments HD 15 _ 2 SA HD 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 FIGURE A-2a 4455 Murphy Canyon Road, Suite 100 3San LOCATIONSAND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA Diego, California 92123 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. LOG OF TEST BORING PROJECT NAME PROJECT NUMBER BORING MARINA PARK 2573 B-1 SITE LOCATION START FINISH SHEET NO. Newport Beach, CA 5/16/2008 5/16/2008 2 of 2 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Greaq Drilling Hollow Stem Au er G. S auldin DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (R) DEPTHIELEV. GROUND WATER (R Marl M5 8 31.5 Z n/a SAMPLING METHOD NOTES 140-Ib hammer/ 30-inch drop �. jRw Z Z W} OZ� F U Z O w tiQN Z 7... WF =C7 Q a F Co p w o�. a9 F w Q O DESCRIPTION AND CLASSIFICATION W > a Wrote ��- CF. K C4 22 SA 5 = SA OLDER ALLUVIAL DEPOSITS Coarse SAND (SP-SM) medium dense, gray. wet 6 37 Boring terminated at depth of 31.5 feet. Groundwater encountered at approximately 10 feet at time of excavation. 35 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-2b 4455 Murphy Canyon Road, Suite 100 3San LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA Diego, California 92123 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. LOG OF TEST BORING PROJECT NAME PROJECT NUMBER BORING MARINA PARK 2573 B-2 SITE LOCATION START FINISH SHEET NO. Newport Beach, CA 5/16/2008 5/16/2008 1 of 2 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Grecia Drilling Hollow Stem Au er G. S auldin DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (R) DEPTHIELEV. GROUND WATER (R Marl B5 8 31.5 Z n/a SAMPLING METHOD NOTES 140-lb hammer/ 30-inch drop °:. jRW Z Z W} O Z i F U Z O w tiQN �O Z 7... WF =C7 Q a II- N w a9 v F w Q O DESCRIPTION AND CLASSIFICATION W > d w U1 � 0 �. O O I- D: o w N W (r o L7 HYDRAULIC FILL Medium SAND (SP-SM) loose to medium dense, gray-brown, damp to wet - Becomes medium dense, moist SA - Becomes wet - Becomes coarse with approximately 10 percent shell fragments i\ SA BAY DEPOSITS Medium SAND (SP-SM) medium dense, gray, at 15 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 FIGURE A-3a 4455 Murphy Canyon Road, Suite 100 3San LOCATIONS AND MAY CHANGEATTHIS LOCATION WITH THE PASSAGE OF TIME. THE DATA Diego, California 92123 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. LOG OF TEST BORING PROJECT NAME PROJECT NUMBER BORING MARINA PARK 2573 B-2 SITE LOCATION START FINISH SHEET NO. Newport Beach, CA 5/16/2008 5/16/2008 2 of 2 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Greaa Drilling Hollow Stem Au er G. S auldin DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (R) DEPTHIELEV. GROUND WATER (R Marl B5 8 31.5 Z n/a SAMPLING METHOD NOTES 140-Ib hammer/ 30-inch drop °:. jRW Z Z W} O Z i F U Z O w tiQN Z 7... WF =C7 Q a F y p w a9 F w Q O DESCRIPTION AND CLASSIFICATION W > a Wrote 0�. ��- OF. K 0 w N W (r o 2 c7 4 SA 5 50/3" - Sampler on rock OLDER ALLUVIAL DEPOSITS Coarse SAND (SP-SM) medium dense, red-brown, wet — 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 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-3b 4455 Murphy Canyon Road, Suite 100 3San LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA Diego, California 92123 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. LABORATORY TEST RESULTS 100 90 80 70 01 Z 60 LL Z 50 w U w 40 0- 20 10 0 Particle Size Distribution Report 100 IU 1 6.1 6.61 U.UUI GRAIN SIZE - mm. 3„ %Gravel %Sand _ % Fines Coarse Fine Coarse) Medium j Fine Silt _ Clay 0.0 I 0.0 1.0 14.0 39.0 49.7 6.3 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 4100 20.0 I ��� 4200 I;, I j 11111 ! � �' ► i I I '� i I j I li11l l. l I I )1 11 1) I I i t H H i l 100 IU 1 6.1 6.61 U.UUI GRAIN SIZE - mm. 3„ %Gravel %Sand _ % Fines Coarse Fine Coarse) Medium j Fine Silt _ Clay 0.0 I 0.0 1.0 14.0 39.0 49.7 6.3 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 4100 20.0 4200 6.3 (no specification provided) Sample Number: 13I-1 Depth: 5' MACTEC, Inc. San Diego, California Material Description (Lab #19344) Atterberg Limits PL= LL= PI= 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-] 5.9% Client: TerraCosta Consulting Group, hic. Project: 92573 Marina Park Tested By: Valles/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: 5' Sample Number: QI -I Material Description: (Lab #19844) Date: 5/29/08 Testing Remarks: As received moisture content=15.91vo 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 5/30/2008 010 Gravel I Sand I Fines Cobbles Coarse Fine Total Coarse Medium Fine Total Silo Clay Total _ 0.0 0.0 I LO 1.0 4.0 39.0 49.7 92.7 0.4701 6.3 010 D15 020 030 050 D60 080 085 I 090 095 0.0930 0.1208 0.1500 0.2109 0.3650 0.4701 0.8209 0.9950 1.2932 2.0000 Fineness Modulus Cu Cc 1.84 5.05 1.02 MACTEC. Inc too 90 80 70 60 50 40 30 20 ,e 6 Particle Size Distribution Report 0 000 0 oao IOU 1U 1 U.1 U.UI GRAIN SIZE - mm. Gravel % Sand % Fines +3.. Coarse Fine Coarse 'I Medium j Fine Silt I Clat 0.0 I 0.0 0.0 1.0 1 18.0 78.2 1.8 Lo SIEVE SIZE PERCENT FINER SPEC.` PERCENT I PASS? (X=NO) #4 100.0 i #10 99.0 #20 95.0 #40 81.0 #100 29.0 #200 2.8 IOU 1U 1 U.1 U.UI GRAIN SIZE - mm. Gravel % Sand % Fines +3.. Coarse Fine Coarse 'I Medium j Fine Silt I Clat 0.0 I 0.0 0.0 1.0 1 18.0 78.2 1.8 Lo SIEVE SIZE PERCENT FINER SPEC.` PERCENT I PASS? (X=NO) #4 100.0 #10 99.0 #20 95.0 #40 81.0 #100 29.0 #200 2.8 (no specification provided) Sample Number: BI-2Depth: 10' YAC$EC, Inc. San Diego, California Material Description (Lab 1119845) Atterbero Limits PL= LL= PI= Coefficients D85= 0.4834 D60= 0.2643 D50= 0.2192 D30= 0.1528 D15= 0.1137 D10= 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: 5/29/05 Ore #1 GRAIN SIZE DISTRIBUTION TEST DATA 513012008 Client: TerraCosta Consulting Group, InC. Project: #2573 Marina Park Project Number: 5014-07-0012.25 Depth: 10' Sample Number: B1-2 Material Description: (Lab 919845) 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 =1 16.88 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: 118.0 1.9.8 21.6 27.7 Comp. corr.: -8.0 -7.0 -6.0 -5.0 Meniscus correction only = 0.0 Specific gravity of solids = 2.65 Hydrometer type= 1521-1 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 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 1.9 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 L7 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, X10 Gravel__ Sand Fines Cobbles __ Coarse Total Coarse Medium Fine Total Silt Clay Total 0.0 _Fine I 0.0 0.0 0.0 1 1.0 18.0 78.2 97.2 1.8 1.0 2.8 X10 X15 X20 X30 X50 X60 X80 X85 X90 X95 0.1008 0.1137 0.1264 0.1528 1 0.2192 1 0.2643 0.4130 0.4834 1 0.5980 0.8500 Fineness _Modulus_ Cu Cc 1.18 2.62 0.88 MACTEC, Inc. 100 90 8C 01 Z 6C Z 5C w U 0-1 LU 4C a- 01 2C 1C C Particle Size Distribution Report 100 10 1 0.1 U.U1 U.UU1 GRAIN SIZE - mm. Gravel %Sand % Fines % �3" Coarse Fine Coarse'I Medium Fine Silt Clay 0.0 0.0 1.0 j 1.0 1 34.0 63.2 1 0.3 + 0.5 SIEVE SIZE PERCENT FINER SPEC' PERCENT PASS? (X=NO) 0375" 100.0 #4 99.0 #10 98.0 #20 91.0 #40 64.0 #100 12.0 #200 0.8 lOil I illi I 1hL 1 100 10 1 0.1 U.U1 U.UU1 GRAIN SIZE - mm. Gravel %Sand % Fines % �3" Coarse Fine Coarse'I Medium Fine Silt Clay 0.0 0.0 1.0 j 1.0 1 34.0 63.2 1 0.3 + 0.5 SIEVE SIZE PERCENT FINER SPEC' PERCENT PASS? (X=NO) 0375" 100.0 #4 99.0 #10 98.0 #20 91.0 #40 64.0 #100 12.0 #200 0.8 (no specification provided) Sample Number: SI -3 Depth: 15' MACTEC, Inc. San Diego, California Material Description (Lab #19846) Atterbera Limits PL= NV LL= PI= NP Coefficients D85= 0.6900 D60= 0.3937 D90= 0.3276 D30= 0.2267 D15= 0.1631 D10= 0.1408 Cu= 2.80 Cc= 0.93 Classification USCS= SP AASHTO= Remarks As received moislure content --19.7% Client: TerraCosta Consulting Group, Inc. Project: #2573 Marina Park Project No: 5014-07-0012.25 Tested By: Valles Checked By: Collins Date: 5/29/08 GRAIN SIZE DISTRIBUTION TEST DATA 5/30/2008 Client: TerraCosta Consulting Group, Inc. Project: #2573 Marina Park Project Number: -5014-07-0012.25 Depth: 15' Sample Number: 131-3 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" 100.0 114 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 =1.17.61. 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. corr.: -8.0 -7.0 -6.0 -5.0 Meniscus correction only = 0.0 Specific gravity of solids = 2.65 Hydrometer type= 1521-1 Hydrometer effective depth equation: L = 1.6.294964 - 0.164 x Rm Elapsed Temp. Actual Corrected Eff. Diameter Percent Time (min.) (deg. C.) Reading Reading K Rm Depth (mm.) Finer 1.00 19.9 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 IFines Cobbles Coarse Fine Total CoarseI Medium Fine Total Silt Clay Total 0.0 1 0.0 1.0 1.0 1 1.0 1 34.0 63.2— 98.2 0.3 0.5 0.8 X10 X15 X20 X30 X50 X60 X80 X85 X90 X95 0.1408 0.1631 0.1841 0.2267 0.3276 0.3937 0.6023 0.6900 0.8160 10624 Fineness Modulus Cu Cc 1.70 2.80 0.93 MACTEC, Inc. 100 90 80 70 OL Z 60 L� Z 50 W U w 40 a Ott 20 10 0 Particle Size Distribution Report S I. c O o 0 C _ C C_ C c 0 O O O O O O R O GRAIN SIZE - mm. +3„ °/ Gravel %Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 0.0 1.0 36.0 59.0 4.0 SIEVE SIZE PERCENT FINER SPEC.` PERCENT PASS? I (X=NO) #4 100.0 #10 99.0 #20 93.0 #40 63.0 #100 14.0 #200 4.0 i j Ijlj�i I i I i j l l 1 �I � I I 1 1 I I I I illlii Iii i i t I iili 11 I 1 1 l I I;II it 1 I !il+i i l lil�l i� I� ! ' I I I itMil.I .l l !�1 GRAIN SIZE - mm. +3„ °/ Gravel %Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 0.0 1.0 36.0 59.0 4.0 SIEVE SIZE PERCENT FINER SPEC.` PERCENT PASS? I (X=NO) #4 100.0 #10 99.0 #20 93.0 #40 63.0 #100 14.0 #200 4.0 (no specification provided) Sample Number: I31-4 Depth: 20' MACTEC, Inc. San Diego, California Material Description (Lab #19847) Atterberg Limits PL= NV LL= P1= NP Coefficients D85= 0.6693 DB0= 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 conten1=20.9% Client: TerraCosta Consulting Group, Inc. Project: #2573 Marina Park Date: 5/29/08 GRAIN SIZE DISTRIBUTION TEST DATA 5/30/2008 Client: Ten aCosta Consulting Group, tnc. Project: #2573 Marina Park Project Number: 5014-07-0012.25 Depth: 20' Sample Number: 131-4 Material Description: (Lab #19847) Date: 5/29/08 PL: NV PI: NP USCS Classification: SP Testing Remarks: As received moisture content=20.0% Sieve Gravel Opening Percent Size Finer #4 100.0 #10 99.0 #20 93.0 #40 63.0 #100 14.0 #200 4.0 Sieve Test Data Fractional Components D10 Gravel I Sand Fines Cobbles Coarse_I Fine I Total I Coarse I Medium_ Fine Total Silt Clay Total _ 0.0 0.0 0.0 0.0 1.0 36.0 59.0 96.0 I 1.0568 4.0 D10 D15 D20 D30 D50 D60D80 D85 D90 D95 0.1266 0.1552 0.1797 0.2270 0.3346 0.4020 0.5956 0.6693 0.7674 I 1.0568 Fineness Modulus Cu Cc 1.66 3.18 1.01 MACTEC, Inc. 100 90 80 rill Z 60 LL z 50 W U W 40 a- 30 20 10 0 Particle Size Distribution Report d O O O <E 0 000 0 0 = �. - . Sand °/ Fines Coarse Fine Coarse _, Medium I Fine Silt -'clay 0.0 I o.o s.o 5.0 I 40.0i 48.0 1 2.0 SIEVE SIZE PERCENT FINER SPEC.* PERCENT I��i���� OS" 100.0 0.375" 97.0 i�r� #4 95.0 I��� #10 � VIII• Ili #20 I i LIIIIII,,I #100 9.0 11200 Inn 1 1n 1 0.1 0.01 0.001 �. - . Sand °/ Fines Coarse Fine Coarse _, Medium I Fine Silt -'clay 0.0 I o.o s.o 5.0 I 40.0i 48.0 1 2.0 SIEVE SIZE PERCENT FINER SPEC.* PERCENT PASS? (X=NO) OS" 100.0 0.375" 97.0 #4 95.0 #10 90.0 #20 79.0 #40 50.0 #100 9.0 11200 2.0 1 - (no specification provided) Sample Number: 13I-5 Depth: 25' MACTEC, Inc. San ®iego Material Description SP (Lab 419848) Atterberg Limits PL= NV LL= P1= NP Coefficients D85= 1.1243 D60= 0.5239 D50= 0.4250 D30= 0.2771 D15= 0.1874 D10= 0.1567 CU= 3.34 Cc= 0.94 Classification USCS= SP AASHTO= Remarks As reveived moisture content=18.5% Client: TerraCosta Consulting Croup, Inc. Project: #2573 Marina Park Tested By: Sancha/Stacy Checked By: Date: 5/29/08 ure #1 GRAIN SIZE DISTRIBUTION TEST DATA Client: TerraCosta Consulting Group, Inc. Project: #2573 Marina Park Project Number: 5014-07-0012.25 Depth: 25' Sample Number: BI -5 Material Description: SP (Lab #19848) Date: 5/29/08 PL: NV PI: NP USCS Classification: SP Testing Remarks: As reveived moisture content=18.5% Tested by: Sancha/Stacy Checked by: Collins Sieve Test Data Sieve X15 Opening Percent Size Finer 0.5" 100.0 0.375" 97.0 #4 95.0 # 10 90.0 #20 79.0 1140 50.0 #100 9.0 #200 2.0 Fractional Components 5130/2008 I GravelSand X15 Fines Cobbles I Coarse Fine Total Coarse Medium Fine Total Silt Clay Total 0.0 1 0.0 5.0 5.0 5.0 ' 40.0 48.0 93.0 2.0 D10 X15 X20 X30 D50 D60 D80 D85 D90 D95 0.1567 0.1874 0.2166 0.2771 0.4250 0.5239 1 0.8814 1.1243 2.0000 4.7500 Fineness Modulus Cu Cc 2.23 1 3.34 0.94 MACTEC, Inc. 100 90 80 70 60 s6 46 M 26 10 0 Particle Size Distribution Report Gravel % Sand % Fines %.S Coarse i Fine Coarse Medium _._. Fine Silt 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 11100 12.0 #200 4.9 (no specification provided) Sample Number: 132-1 Depth: 5' MACTEC, Inc. Material Description SP (Lab#19849) Atterberg Limits PL= NV LL= PI= NP Coefficients D85= 2.7828 DB0— 0.7598 D50= 0.5902 D30= 0.3453 D15= 0.1824 D10= 0.1281 Cu= 5.93 Cc= 1.23 Classification USCS= SP AASHTO= Remarks As received moisture content=1 1.1% Client: Tei raCosta Consulting Group, IIIc. Project: 82573 Marina Park Tested By: Valles/Stacy Checked By: Date: 5/30/08 Figure GRAIN SIZE DISTRIBUTION TEST DATA Client: TerraCosta Consulting Group, Inc. Project: #2573 Marina Park Project Number: 5014-07-0012.25 Depth: 5' Sample Number: Cit -1 Material Description: SP (Lab #19849) Date: 5/30/08 PL: NV PI: NP USCS Classification: SP Testing Remarks: As received moisture content=[ l.l% 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 4.9 Fractional Components 611612008 010 Gravel Sand Fines CobblesCoarse Fine Total Coarse Medium Fine Total Silt Clay Total 0.0 I 0.0 11.0 1 1 A 7.0 45.0 32.1 1 84.1 4.9 010 D15 I 020 D30 D50 D60 D80 085 D90 095 0.1281 0.1824 0.2360 0.3453 0.5902 Q 7598 1.7060 2.7828 5.2834 9.5250 Fineness Modulus Cu Cc 2.71 5.93 1.23 MACTEC, Inc. 100 90 80 70 60 50 40 30 20 10 0 Particle Size Distribution Report ooa GRAIN SIZE — mm. +3'. % Gravel % Sand _ %Fines %Coarse Fine Coarse Medium i Fine Silt clay 0.0 0.0 1.0 10.0 69.0 19.5 0.5 SIEVE SIZE PERCENT FINER SPEC.` PERCENT PASS? (X=NO) 0375" 100.0 #4 99.0 I #10 89.0 #20 59.0 1140 20.0 #100 I�� I � I I I i s I � ililj ii:ll I i i i jll IIi II I � I I I I�� II'I� � I I� jll !! II I I I I I IIII Milli !i +: I I I GRAIN SIZE — mm. +3'. % Gravel % Sand _ %Fines %Coarse Fine Coarse Medium i Fine Silt clay 0.0 0.0 1.0 10.0 69.0 19.5 0.5 SIEVE SIZE PERCENT FINER SPEC.` PERCENT PASS? (X=NO) 0375" 100.0 #4 99.0 #10 89.0 #20 59.0 1140 20.0 #100 3.0 #200 0.5 Material Description SP (Lab#19850) Atterbera Limits PL= NV LL= PI= NP Coefficients Dg5=1.6791 160= 0.8662 D50= 0.7255 D,,= 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% (no specification provided) Sample Number: 132-2 Depth: 10-11' Date: 5/29/08 MA TEC, Inc. Client: `rerraCosta Consulting Group, Inc. Project: #2573 Marina Park San Diego California Project No: 5014-07-0012.25 Figure #19850 Tested By: Sancha/Stacy Checked By: GRAIN SIZE DISTRIBUTION TEST DATA Client: TertaCosta 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: 5/29/08 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 0.375` 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 D10 Gravel Sand Fines Cobbles Coarse Fine Total Coarse Medium Fine Total Silt Clay Total 0.0 1 0.0 1.0 1.0 10.0 69.0 19.5 98.5 0.5 D10 D15 020 030 050 D60 D80 D85 D90 D95 0.3133 0.3737 0.4250 0.5181 0.7255 0.8662 1.4066 1.6791 2.1030 2.8913 Fineness Modulus Cu Cc 2.84 2.77 0.99 MACTEC. Inc. 100 90 80 70 fy w 60 Z u - Z 50 LU U 0- 40 a 30 20 10 Particle Size Distribution Report _ O O O __ .50 0 00 0 0<0 9 Fri II � GRAIN SIZE - mm H Ira % Gravel % Sand % Fines %+3 Coarse Fine Coarse Medium Fine silt Clay 0.0 0.0 2.0 9.0 59.0 28.6 14 SIEVE SIZE PERCENT FINER SPEC. PERCENT PASS? (X=NO) 0.75" 100.0 0.5" 99.0 0.375" 99.0 #4 98.0 #10 89.0 /120 68.0 #40 30.0 #100 5.0 #200 1.4 (no specification provided) Sample Number: B2-4 Depth: 20' MACTEC, Inc. San Diego, California Material Description SP (Lab #19851) Atterberg Limits PL= NV LL= PI= NP Coefficients D85= 1.5276 D60 0.7253 D50= 0.6087 D30= 0.4250 D15= 0.2827 D10= 0.2250 CU= 3.22 Cc= LII Classification USCS= SP AASHTO= Remarks As received moisture content-- 16.6% Client: TerraCosta Consulting Group, Inc. Project: 92573 Marina Park Tested By: Stacy/Valles Checked By: Collins Date: 5/29/08 re #19851 GRAIN SIZE DISTRIBUTION TEST DATA Client: TerraCosta Consulting Group, Inc. Project: #2573 Marina Park Project Number: 5014-07-0012.25 Depth: 20' Sample Number: 132-4 Material Description: SP (Lab #19851) Date: 5/29/08 PL: NV PI: NP USCS Classification: SP Testing Remarks: As received moisture content--] 6.6% Tested by: Stacy/Valles Checked by: Collins Sieve Test -Data Sieve Gravel Opening Percent Size Finer 0.75" 100.0 05" 99.0 0.375" 99.0 #4 98.0 #10 89.0 #20 68.0 #40 30.0 #100 5.0 1/200 1.4 Fractional Components 5/30/2008 D10 Gravel Sand I Fines Cobbles Cj oarse Fine I Total Coarse Medium Fine Total Silt Clay Total 0.0 1 0.0 1 2.0 1 2.0 9.0 59.0 28.6 96.6 1.4 D10 D15 D20 D30 D50 D60 D80 I D85 090 _ D95 0.2250 0.2827 I 0.3334 0.4250 0.6087 0.7253 1.2022 I 1.5276 I 2.1549 3.2640 Fineness Modulus Cu Cc 2.61 1 3.22 MACTEC. Inc 100 90 80 70 60 50 40 30 20 10 0 Particle Size Distribution Report o00 GRAIN SIZE - mm. % 3„ %Gravel %Sand % Fines _ Coarse Fine CoarseMedium Fine Silt Clay 0.0 0.0 0.0 2.0 51.0 44.8 2.2 SIEVE SIZE PERCENT FINER I SPEC.` PERCENT I PASS? (X=NO) #4 100.0 1110 98.0 1120 90.0 #40 47.0 #100 5.0 #200 2.2 111 I GRAIN SIZE - mm. % 3„ %Gravel %Sand % Fines _ Coarse Fine CoarseMedium Fine Silt Clay 0.0 0.0 0.0 2.0 51.0 44.8 2.2 SIEVE SIZE PERCENT FINER I SPEC.` PERCENT I PASS? (X=NO) #4 100.0 1110 98.0 1120 90.0 #40 47.0 #100 5.0 #200 2.2 (no specification provided) Sample Number: 132-6 Depth: 30' MA►CTEC, Inc. San Diego, California Material Description SP (Lab#19852) Atterberg Limits PL= NV LL= P1= NP Coefficients D85= 0.7628D60= 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 Grouh, tnc. Project: 92573 Marina Park Project No: 5014-07-0012.25 Tested By: Stacy/Sancha Checked By: Date: 5/29/08 GRAIN SIZE DISTRIBUTION TEST DATA Client: TennCosta Consulting Group, Inc. Project: 92573 Marina Park Project Number: 5014-07-0012.25 Depth: 30' Sample Number: B2-6 Material Description: SP (Lab #19852) Date: 5/29/08 PL: NV PI: NP USCS Classification: SP Testing Remarks: As received 1110isttnecontent=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 5130/2008 010 Gravel Sand IFines Cobbles Coarse Fine Total Coarse Medium Fine Total Silt Clay Total _ 0.0 0.0 0.0 0.0 2.0 51.0 44.8 97.8 1.3398 2.2 010 I D15 C20 I '30 050 D60 D80 G85 090 095 0.1901 0.2237 1 0.2553 1 0.3171 0.4448 0.5147 0.6970 1 0.7628 1 0.8500 1.3398 Fineness Modulus Cu Cc 2.05 1 2.71 1.03 MACTEC. Inc. APPENDIX C SPECIFICATIONS FOR GROUND IMPROVEMENT 0I 313200 STONE COLUMNS PART 1- GENERAL 1.1 STANDARDS AND 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 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils. Journal of Geotechnical and Geoenvironmental Engineering, October 2001. C-1 J. 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 densifies 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 I. 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 in- 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. 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. 5. 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 he 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: 1. 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 linch. 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: 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 3. 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 MT.T.W 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. 5. 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 % 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: 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 W 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 C-9 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. J. 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 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- 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 minimises 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-11 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 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 densify 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 QUALM 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 1. 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 tip 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: 1. 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 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. 3. The Engineer shall review and approve all progress and completion reports 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 APPENDIX D SUMMARY CALCULATIONS 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 Marina Park +9 Seawall 0 1 ksf <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftwam: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 depth Spacing 1 21.00 1.00 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 Length 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 -45 Marina Park +9 Seawall 0.30 g 0 1 .ksf <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsokware.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 depth Spacing 1 21.00 1.00 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 16.8 3.0 Depth(ft) 0 -5 -10 -15 -20 -25 -30 -35 - 40 L -45 Marina Park +10 Seawall 0 1 ksf <ShoringSuite> CIVILTECH SOFTWARE USA www,civiltechsoftware.com Licensed to DBN TerraCosta Consulting Group Date: 8/4/2008 File Name: UNTITLED Wall Height=22.0 Pile Diameter=1.0 Pile Spacing=11.0 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) 0 5 10 15 20 25 30 35 40 -45 L Marina Park +10 Seawall With H 20 Loading 0 1 ksf <ShoringSuite> CIVILTECH SOFTWARE USA w xiviltechsoHware.com Licensed to DBN TerraCosta Consulting Group Date: 8/6/2008 File Name: C:1Project Files12500-259912573 Marina Park\mpl0.sh8 Wall Height=22.0 Pile Diameter=1.0 Pile Spacing=1.0 ACTIVE SPACE: Z 1 0.00 1.00 2 22.00 1.00 PASSIVE SPACE: Z depth Spacing _ 1 22.00 1.00 PILE LENGTH: Min. Embedment=16.55, 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(-0.27) 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 17.6 2.3 Depth(ft) 0 5 10 15 20 25 30 35 40 45 t Marina Park +10 Seawall 0.30 g 0 1 ksf <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com Licensed to DBN TerraCosta Consulting Group Date: 8/6/2008 File Name: C:IP.roject Files12500-259912573 Marina Parkl3g.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: 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) BZ32 (-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 aMm m. -m - O t7N a C R d U N _ _ Z - w`o a $ G ? m c E m a R O r y a � p v E cmi io�=c a °oma"a ei to wt� ro -2 w E mcw Dc22`5 E z s v c E c ui c t a'a'z°O¢° 12 Z CD003 v5 _ �5� m y -- --'"ZOOm��_ T _ n LL E' 0 N O M 1p O N O N m O M M N p O m 10 A f0 M N w O V C W m W pJ S ONNNNNN m e a V M N 1` m O� Nm t701m v L] a N m O b N �Yx m 000000 m� n d dd O U O Nca c R D M a P �x O O+ a J 'p 'N rR. O N O NOM AmNyAyM m N m f --m V m VMN 10 W' A 00 W 2 L a R ELl Ll _ D w m w dY� - o �a'wp wo �ovmio�mHo umci6�ao�o W O6 O O O O O _ 0 V m W W, E N�ONIN m m V MN� mW O O O O O M V' O LL 000 C'O ^ VIN W V N V V p V N O W? w 0 0 0 0 0 0 0 O O 0 3 m R E�OOAA OAmO AA y D lL N O (O M m m Q 0000000 sm N N 0 0 0 E m m N N O N M go EPmmmmAW::oLL��0000c M W m M 0 6 0 6 6 0 6 ^R c 51 c c s ° g d a c - is o s O m o o m e N c� M v m v v v O 0 o O o m v N m` M v m r N v E V`OO (V C) V (OO a s c c E f F'z p mva o�w._Uv L75 �.Q2p0 :oma R a 0 � O _ �cW R a O R O O O j j= C E? F- O M O M O O O N N Ac N N a v v w w 'S ^ a D a 3 E 6666- . 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W no W W JJ W X00 {:UO Foundations & Earth Structures DESIGN MANUAL 7.02 REVALIDATED BY CHANGE 1 SEPTEMBER 1986 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 hearing 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, Non -Dimensional Solutions for Laterally Loaded Piles, with Soil Nodulus Assumed Proportional to Depth, by Reese and Matlock) for computing lateral pile load -deformation based on complex soil conditions and/or non-linear soil stress -strain relationships. The CON 622 computer program (Reference 32, Laterally Loaded Piles: Program Documentation, by Reese) has been documented and is widely used. Use of 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 s 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 Overconsblidated 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;varies between 35c and 70c (units of 14 force/length3) where c is the drained shear strength. d. Loads Conditions. Three principal loading conditions are illus- trated witb 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 70 60 5C 40 20 20 O UNCONFINED COMPRESSIVE STRENGTH O TSF MFDlUII STIFF �� VERY STIFF 1 2 3 4 FF 70 I r i i } : OOEFFlgENi OF YARUTION OF LATERAL SUBGRAOE REACTION i WITH OEPTH.VSED W ANWYSIS OF UO'ERALLY IAADED PILES. i 60 i 4 0i dd 50 j R COARSE i� GRAINED SOUS r I i I - 40 4 - � FOR FINE GRAINED SOILS oN 3C30 2 % i i . 00 20 30 40 50 60 70 80 90 100 VERY LOOSE � IDOSE � MEDIUM DENSE I DENSE kW DENSE RELATIVE DENSITY O� � PERCENT 1 10 O 70 60 5C 40 20 20 O UNCONFINED COMPRESSIVE STRENGTH O TSF MFDlUII STIFF �� VERY STIFF 1 2 3 4 FF I r i i } : OOEFFlgENi OF YARUTION OF LATERAL SUBGRAOE REACTION i WITH OEPTH.VSED W ANWYSIS OF UO'ERALLY IAADED PILES. i i 4 0i dd j R COARSE i� GRAINED SOUS I i I - - � FOR FINE GRAINED SOILS i i . 00 20 30 40 50 60 70 80 90 100 VERY LOOSE � IDOSE � MEDIUM DENSE I DENSE kW DENSE RELATIVE DENSITY O� � PERCENT FIGURE 9 Coefficient of Variation of Subgrade Reaction 7.2-236 CASE I. FLEXIBLE CAP, ELEVATED POSITION coNomoN LOAD AT UNE GROUNDP��.r77++ DESIGN PROCEDURE FOR EACH PI E+ FOR DEFINRION OF PARAMETERS SEE FIGURE 12 } P e 1 COMPUTE RELATIVE STIFFNESS FACTOR. I T = (El )vs H M - PH I 2 SELEET CURVE FOR PROPERT W FIGURE 11. M 3. OMIN COEFFICIENTS F$,FM.FV ATOEPTHS DESIRED. 4. COMPUTE DUUMTKK MOMENT AND SHEAR AT P i DESIRED DEPTHS USING FORMULAS OF FIGURE 11. l 1 NOTE= Y* VALES FROM FIGURE 9 AND CONVERT 1 TO LB/IN3 R = NUMBER OF PRLES DEFLECTED CASE X. PILES WITH RIGID CAP AT GROUND SURFACE PT P 1 PRO M) AS IN SItP I,CASEI. COMPUTE DMUCT10N AND MOMENT AT DESIRED 1 DEPTHS USING COEFFICIENTS Fg,FM AND 1 1 FORMULAS OF FIGURE 12. 1 3. MAXIMUM SHEAR OCCURS AT TOP OF PILE 1 AND BOUALS P = T IN EACH PILE. L O CASE DE. RIGID CAP. ELEVATED POSITRON PT I DEFT B=W POSRiON , I. ASSUME A HINGE AT POINT A WITH A BALANCING 1 MOMENT M APPLIED AT POINT A. XXN 2 COMPUTE SLOPE 62 ABOVE GROUND AS A FUNCTION 1 OF M FROM CHARACTERISTICS OF SUPERSTRUCWRE. i 3. COMPUTE SLOPE 01 FROM SLAPS COEFFICIENTS i OF FIGURE 13 AS FOLIAWS: H 1 e2 e1_ Fe(El)+Fg(EI) 1 M 4. EQUATE e1 - 62 AND SOLVE FOR VALUE OF M. P 5. 101OWING VALUES OF P AND M, SOLVE FOR OEFLECT" , 1 SHEAR,AND MOMENT AS IN CASE I. P M NOTE , IF GROUND SURRICE AT PILE LOCATION IS L L INCIJNED, LOAD P TAKEN BY EACH PILE IS PROPORTIONALTOI/HO3. FIGURE 10 Design Procedure for Laterally Loaded Piles 7.2-237 7.2-238 FIGURE 13 Slope Coefficient for Pile with Lateral Load or Moment 7.2-240 ' monsoon IN ■■■■■■■■«� ■■■m■mm■m■■ffPi■■■■■■■■■aRR�JI■ ■■■■mm■mmm■■■■m■■m■tt1■l\ ■ ..• ,. ., ..... 000113 ' ■ • . • 1 2;d 11 1La . 31t Romig 1111", mania ■■oaf■■■■■■■■■■■■■�m■■■■■■■m■■ ' ■■o■k, ■■■■■■m■m■a.�o■■■m■■ ■m■■■/■■■/■■■■■■Q�a■■■/■■ r� ■■m■mm/mmmmm■■■SWUM ■■■■■■o■■■■m■■■■■■■■lva SEEMORESENSONVIESENESIN 'INNIEREIN . • , , ... ■■■Iff Sonia . r ■ ONE FIGURE 13 Slope Coefficient for Pile with Lateral Load or Moment 7.2-240 Case II. 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 501 the initial value for stiff/dense soils. 4. LONG -TERN 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 251 to S01 of their initial value for stiff clays, to 201 to 301 for soft clays, and to 801 to 901 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 1s 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 - Pile Diameter SD 6D 4D 3D 7.2-241 Subgrade Reaction Reduction Factor R 1.00 0.70 0.40 0.25 �i 88NDM STEFtmm a ( t8 -W) `. Figure 9. Pile Cross -Coupling Stiff nese, R40 he authors. This recommendation and results of the correlation for clay are shown in Figure 11. Only the upper five iameters of soils (soil type and ground star) need to be considered in usage of the presented design charts. Limitations of Almroach. There are rveral simplifying assumptions in the presented approach. The coefficient f is not an intrinsic soil parameter. The scommendatione for f presented in Figures and 11 are appropriate for piles in cypical highway bridge foundations (i.e. smaller piles). Furthermore, the embedment Efect has not been taken into account in Sia procedure. Therefore the recammenda- 6ions are conservative and appropriate for shallow embedment conditions (say less than `.feet or 1.5 all. Although correlations for the coefficient f can be conducted for other conditions .3.9. larger piles and bigger embedment epthe), the additional complexity negates -as merite of the use of simplified linear elastic solutions. For ouch cases, cook- -iter solutions, which can readily accomo- }te nonlinear effects and more general anndary conditions, are recommended. A KR•,•, aoa,a rsoFor vara RecmaeTerieWls sons (AftM Ow'ieNeiI l aM Murrhlson. 1983) f ��� 7 d -46 1* O1 .t0 r o 20 YO 60 80 300 Relative Density, D, (Percent) Figure 10. Recommendations for Coefficient f for Sands (Note: 1 Ls/IN3 m 0.27 N/cm3) g .^ ' Based on correlation of nonlsnear Pile cRrlteria (1910) Nat lock's soft clay Cz 40o 4t 1 e o VVV v C 1 P•ramaen N Chalon SoWww N (1) :blow 02 a PBC (2) Feed Pk-lia d Cm*g m (3) Mnkd[i SM o•y 6ka)oa (q I-adh He Nraa OkOmioe 0 te r ------ T- 0. 1. 2. 3. 4. Cohesion (kst) Comoarison to Caltrans Practice. The Figure 11. Recommendations of love procedure can be compared to the Coefficient f for Clays rcactice adopted by Caltrans. In Caltrans (Note: 1 LS/IN3 = 0.27 N/cm3) ird Midge Engineering Conference, Deliver, Colorado, March 10-13, 1991 .,r more information, contact Earth Mechanics, Inc., Fountain Valley, CA 714) 848-9204 E yooag �od,HaN {o Mo _ a3SS tg�?@ c cp�i gx `m � RgE a L z� �£ o y�oag y�od,Hary;o A;l� s,, i e aidg�gE@ y���7 I� I J.A-N�'�lA I.A.-w��--.. j� �-\ a �ea ! g ,Ee r jig, kAM P s xp$ ¢oP ?iaE IjI E.. 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I I Z 133HS 335 3NIlH0�.tlW a e ! §:) j]D(j loUI o w §\ | � � � Page: 1 of 3 CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT ADDENDUM NO. 1 MARINA PARK PROJECT - MARINA BASIN CONSTRUCTION INCLUDING DREDGING, BULKHEADS, GRADING AND SOIL REMEDIATION CONTRACT NO. 3897-B DATE: / ?—/3 /3 BY: TO: ALLPLANHOLDERS The following changes, additions, deletions, or clarifications shall be made to the Proposal Documents — all other conditions shall remain the same. A.GENERAL 1. The bid opening date and time has changed to 1:30p.m. on Tuesday, November 19, 2013. & CONTRACT 1. Page 3, Revise Section 2 'Bid Schedule" to the following: Bid Schedule • Invitation to Bid..........................................10/15/13 • Pre Bid Meeting.........................................10/24/13, 10:00a.m. • Final Day to Submit Bidder Questions ............ 11/6/13, 5:00p.m. • Bids Due ..... — ...........................................11/19/13, 1:30p.m. • Bid Opening (anticipated).............................11/19/13, 1:30p.m. • Construction Start (anticipated)......................2/19/14 2. Page 4, Add the following Section 10 : f:\users\pbw\shared%mntracts\c3897 - madna park\package 2 construction\addendum - no.l.doc Page: 2 of 3 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. 3. Page 26, Remove Section 1.3.5 "Builder's Risk Insurance". Builder's Risk Insurance is not required for this contract. C.PROPOSAL 4. Replace "Proposal" in its entirety, with "Revised Proposal (11/8/13)." D. PLANS 5. Replace Sheets B1.01 and B1.06 in its entirety, with Sheet 81.01 Amendment 11-07- 2013 and Sheet B1.06 Amendment 11-07-2013. Please note changes that include, but not limited to: (1) Revised extent of Ground Improvements; (2) Revised note on relocation of aboveground water pipe to underground; (3) Deleted note to underground existing overhead electrical and communication lines and services; (4) Added dimension to reconstructed cap at the American Legion property; and (5) Added dimension to drain filter detail. 6. Replace Sheet D1.01 in its entirety, with Sheet D1.01 Amendment 11-07-2013. Please note changes that include, but not limited to: (1) Clarified note for stockpile area; and (2) Added note to delete existing hose bib and pipe. 7. Replace Sheet EC1.01A in its entirety, with Sheet EC1.01A Amendment 11-07-2013. Please note changes that include, but not limited to: (1) Added coordinates for sandbag barrier. 8. Replace Sheet EC1.01B in its entirety, with Sheet EC1.0113 Amendment 11-07-2013. Please note changes that include, but not limited to: (1) Revised sandbag barrier location. 9. Sheet S2.1(10/8/13) is provided to planholders FOR REFERENCE ONLY in bidding this contract. Said plan sheet is not for construction or use for any other purpose. E. REQUEST FOR INFORMATION 10.A compilation of all RFI's is provided to planholders as "Bidder's Questions and Answers." f:\users\pbw\shared\contracts\c3897 - marina park\package 2 construction\addendum - no. i.doc Page: 3 of 3 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 f:\users\pbw\shared\contracts\c3897 - marina park\package 2 construction\addendum - no.l.doc CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT REVISED PROPOSAL (11/8/13) MARINA PARK PROJECT GROUND IMPROVEMENT & MARINA BASIN CONSTRUCTION AND DREDGING CONTRACT NO. 3897-B 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-B 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: @ Dollars and Cents $ Per Lump Sum 2. Lump Sum Mobilization: @ Dollars and Cents $ Per Lump Sum 1of5 ITEM QUANTITY ITEM DESCRIPTION AND UNIT UNIT TOTAL AND UNIT PRICE WRITTEN IN WORDS PRICE PRICE 3. Lump Sum Demolition: @ Dollars and Cents $ 2of5 Per Lump Sum 4. Lump Sum Minor Utilities: @ Dollars and Cents $ Per Lump Sum 5. Lump Sum Precast Concrete Sheet Piling: @ Dollars and Cents $ Per Lump Sum 6. Lump Sum Tiebacks: (CD Dollars and Cents $ Per Lump Sum 7. Lump Sum Cast -In -Place Concrete: @ Dollars and Cents $ Per Lump Sum 8. Lump Sum Handrails and Railings: @ Dollars and Cents $ Per Lump Sum 2of5 ITEM QUANTITY ITEM DESCRIPTION AND UNIT UNIT TOTAL AND UNIT PRICE WRITTEN IN WORDS PRICE PRICE 9. Unit Price. Excavation: Quantity: Dollars and Approx. 5,250 Cents $ Unit price per cubic yard 10. Unit Price. Dredging: Quantity: Dollars and Approx. 35,750 Cents $ Unit price per cubic yard 11. Unit Price. Beach Replenishment — Material Used On -Site and on 18th Street Beach: Quantity: Dollars and Approx. 1,500 Cents $ Unit price per cubic yard 12. Unit Price. Beach Replenishment — Material Used Off -Site at China Cove and Newport Pier: Quantity: Dollars and Approx. 15.000 Cents $ Unit price per cubic yard 13. Unit Price. Beach Replenishment — Material Used Off -Site at Nearshore Receiver Sites and LA -3: Quantity: Dollars and Approx. 25,500 Cents $ Unit price per cubic yard 3of5 ITEM QUANTITY ITEM DESCRIPTION AND UNIT UNIT TOTAL AND UNIT PRICE WRITTEN IN WORDS PRICE PRICE 14. Lump Sum Earthwork: (cil Dollars and Cents $ Per Lump Sum 15. Unit Price Full Depth Stone Columns: Quantity: Dollars and Approx. 44,735 Cents $ Per Plan Square Foot 16. Unit Price Partial Depth Stone Columns: Quantity: Dollars and Approx. 4,730 Cents $ Per Plan Square Foot 17. Lump Sum Project Close Out and Record / As -Built Drawings: Dollars and Cents $ 10,000.00 Per Lump Sum 18. 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V R O N O Y ¢D9 5€5E E sg�� °s s V R O N O Y �zu U Udo - ' ) C14 .� ? \\k� § Q�ƒ. . . . >..,,., ( ■§) >..,,., Page: 1 of 2 CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT ADDENDUM NO. 2 MARINA PARK PROJECT - MARINA BASIN CONSTRUCTION INCLUDING DREDGING, BULKHEADS, GRADING AND SOIL REMEDIATION CONTRACT NO. 3897-B DATE: 13 BY: ''zxf Pu Iia orks Director TO: ALLPLANHOLDERS The following changes, additions, deletions, or clarifications shall be made to the Proposal Documents — all other conditions shall remain the same. A. PROPOSAL 1. Replace "Proposal" in its entirety, with "Revised Proposal (11/13/13)." B. REQUEST FOR INFORMATION 2. An updated compilation of all RFPs is provided to planholders as "Bidder's Questions and Answers." C. SPECIFICATION CLARIFICATION 3. Revise Section 31 3200 1.7 A.1 to read: "Contractor shall submit the proposed Specialty Geotechnical Contractor, location, contact information, qualifications and project list with the bid. Specialty Geotechnical Contractor shall demonstrate competence in installation of VDSCs. The qualifications f:\userslpbv,Asharedtcontractslc3997 - marina park\package 2 construction\addendum - no.2.doc Page: 2 of 2 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 two (2) projects of not less than 10,000 cubic yards of installed VDSCs." 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. Bidder's Name (Please Print) Date Authorized Signature & Title f:\users\pbw\sharedtcontracts1c3997 - marina park\package 2 construction\addendum - no.2.doc x $•� a a r �E � a F $$ b �• n s �� 8 �a C L $ � Y� gLgg �p a$a'e •�i¢5 a � 5 � m � Fm 1` E 6 j � s � a � E a E Ce M ieL 3=a k: `sr 5 5 E$ F a j E C Cg gp ®® ID @@ gg f ya 6 p 86 pb9 ifs �$Ly 41 �i ` i g$ i S4 c iID a x €smm�4 �L $gg aec a9g a::m gggaa¢$ S■■�p€ g- m"- arae a arLiB,$ -3$�L� "ai 6Y$ 6i i ''g6 gos$ $ 6i i4 �� 9ai yy �5 sa•xg$®� F kaa a ax �8� b•=€ iN m$� �� 5e �t� $#a i I 55 �g�& �9L��$g g• ge E 6 4 �PF ;l i8� �Ge �pp a �`� �C 9HH, H� ��g i•6'. 5�5c: c• t a•- £'a'S 8 8's $a°5 � C 6 s? g• @eIInHs C � 3E L C' F H.ppp�e Ly$ g= LC6 6®gm" a 8$F$ is 9�+Sn s sam g�5 EL@ea$yn- {vflvfl����• 6 m�77jj � pe€ O 3 C �anb $g���$ cs@p¢� ���jiE�i `m 5:m�nm H5�'S �€^g 66F C c an 88 g {n r€g`gi Ail aYei jF$ @@@ n aY�F m�� �P��p�gS■yE# m s f •ay gt 95 H fl e i^ sam�E�6 E6u�g a5E$i6�'i d8,®na i.,@ag56 n$y .an�D$�qp•gigpg2 N�`gy6g isa�a8 m® 5i i' E o as � Pi iC a9g§ 'i� x E IDBl1g '■LiiS riga 8 88 ®Emg �C'sa �s r'�a�ID€Ci "�eSffife� 3 ® � H{`E98i 5pp 4�ZFE6 fi p�5x 9ya, d5$ La L a Eag [ae fi% #a• &a_ igaAg €'y e HL.Ris a!•3 a� giz g� e- as L' L E® ➢ € ap��ggFd a•a L L�• $$H L i Y�' px 6 t 8i n a a§ C Sg g� �,�R ��p"6 $ d d f fa - k €9 8 $ yS dY ppp3333EE 2p ppy � � sL8 SJ � �ggn tggi $ � Cv� 4 �Egg` ➢4 Cg�e �yg �e�� Sit y�pt a93 Sii $ S g�� Fb *3aEb$$ E� dY u4 k56E ffi E� fig B6 b F6 me« y %f 1y: 3 �Fe§@a H fib Ile 6 gee B t� E �E9 6E5 ��nm g pe Epi � ; gg E��� � E�E ' a5$ yfi � s_� � �e ai me �b33•s 6 fi•esen gE�i_ eJ s e$2 E tJ E:S E �9E g J9 is t6 E x��b _Fi $ !EnoadHB ��gg E Ec6 c" S �L¢66 p p g J n �`t-,g5p eb gg m$�y■ g E p�E a_ b s��E e 9 V � h a X R a a e CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT REVISED PROPOSAL (11/13/13) MARINA PARK PROJECT GROUND IMPROVEMENT & MARINA BASIN CONSTRUCTION AND DREDGING CONTRACT NO. 3897-B 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-B 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: @ Dollars and Cents $ Per Lump Sum 2. Lump Sum Mobilization: @ Dollars and Cents $ Per Lump Sum 1of5 ITEM QUANTITY ITEM DESCRIPTION AND UNIT UNIT TOTAL AND UNIT PRICE WRITTEN IN WORDS PRICE PRICE 3. Lump Sum Demolition: @ Dollars and Cents $ 2of5 Per Lump Sum 4. Lump Sum Minor Utilities: @ Dollars and Cents $ Per Lump Sum 5. Lump Sum Precast Concrete Sheet Piling: @ Dollars and Cents $ Per Lump Sum 6. Lump Sum Tiebacks: (CD Dollars and Cents $ Per Lump Sum 7. Lump Sum Cast -In -Place Concrete: @ Dollars and Cents $ Per Lump Sum 8. Lump Sum Handrails and Railings: @ Dollars and Cents $ Per Lump Sum 2of5 ITEM QUANTITY ITEM DESCRIPTION AND UNIT UNIT TOTAL AND UNIT PRICE WRITTEN IN WORDS PRICE PRICE 9. Unit Price. Excavation: Quantity: Dollars and Approx. 5,250 Cents $ Unit price per cubic yard 10. Unit Price. Dredging: Quantity: Dollars and Approx. 35,750 Cents $ Unit price per cubic yard 11. Unit Price. Beach Replenishment — Material Used On -Site and on 18th Street Beach: Quantity: Dollars and Approx. 1,500 Cents $ Unit price per cubic yard 12. Unit Price. Beach Replenishment — Material Used Off -Site at China Cove and Newport Pier: Quantity: Dollars and Approx. 15.000 Cents $ Unit price per cubic yard 13. Unit Price. Dredge Material Disposal —Off -Site at Nearshore Receiver Site: Quantity: Dollars and Approx. 25,500 Cents $ Unit price per cubic yard 3of5 ITEM QUANTITY ITEM DESCRIPTION AND UNIT UNIT TOTAL AND UNIT PRICE WRITTEN IN WORDS PRICE PRICE 14. Lump Sum Earthwork: (cil Dollars and Cents $ Per Lump Sum 15. Unit Price Full Depth Stone Columns: Quantity: Dollars and Approx. 44,735 Cents $ Per Plan Square Foot 16. Unit Price Partial Depth Stone Columns: Quantity: Dollars and Approx. 4,730 Cents $ Per Plan Square Foot 17. Lump Sum Project Close Out and Record / As -Built Drawings: Dollars and Cents $ 10,000.00 Per Lump Sum 18. Lump Sum Fee: Dollars and Cents $ Per Lump Sum 4of5 TOTAL CONTRACT AMOUNT (BASIS OF AWARD) IN WRITTEN WORDS Dollars and Cents $ Total Price (Figures) Date Bidder's Telephone and Fax Numbers Bidder's License No(s). and Classification(s) Bidder's email address: Bidder Bidder's Authorized Signature and Title Bidder's Address 5of5 Page: 1 of 1 CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT ADDENDUM NO. 3 MARINA PARK PROJECT - MARINA BASIN CONSTRUCTION INCLUDING DREDGING, BULKHEADS, GRADING AND SOIL REMEDIATION CONTRACT NO. 389 -B DATE: — — % BY: / Public Works rector TO: ALL PLANHOLDERS The following changes, additions, deletions, or clarifications shall be made to the Proposal Documents — all other conditions shall remain the same. A. PLANS 1. Detail 3, Sheet 81.17 —Revised handrail diameter from 3-1/2" to 3-3/8". The top railing should be milled from a nominal 4" square piece of lumber. 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. Bidder's Name (Please Print) Date Authorized Signature & Title f;\users\pbw\shared\contracts\c3897 - marina park\package 2 construction\addendum - no.3.doc = CITY OF ���F,WPOk y NEWPORT u r an �9,Foa�'P City Council Staff Report Agenda Item No. 7 December 10, 2013 TO: HONORABLE MAYOR AND MEMBERS OF THE CITY COUNCIL FROM: Public Works Department David A. Webb, Public Works Director 949-644-3330, dawebbPnewportbeachca.gov PREPARED BY: Iris Lee, Senior Civil Engineer 949-644-3323, ilee@newportbeachca.gov APPROVED: A. K/W TITLE: Marina Park �Project —Marina Basin Construction Including Dredging, Bulkheads, Grading and Soil Remediation (Bid Package 2) — Award of Contract No. 3897-B (CAP09-0070) ABSTRACT: Staff has received bids for the second of four bid packages for the Marina Park Project — "Marina Basin Construction Including Dredging, Bulkheads, Grading and Soil Remediation" (Bid Package 2), and is requesting City Council approval to award the contract to Dutra Construction Company, Inc. RECOMMENDATIONS: 1. Approve the project drawings and specifications; 2. Award Contract No. 3897-B (Marina Park Project — "Marina Basin Construction Including Dredging, Bulkheads, Grading and Soil Remediation") to Dutra Construction Company, Inc. (Dutra) of San Rafael, California, for the total bid price of $4,576,079.00 and authorize the Mayor and City Clerk to execute the contract; and 3. Establish a contingency of $457,607.00 (ten percent) to cover the cost of unforeseen work. FUNDING REQUIREMENTS: The current adopted budget includes sufficient funds for this contract. Account Description Marina Park Account Number 7411-C4002002 Amount 5,033,686.00 5,033,686.00 1 of4 Marina Park Project — Bid Package 2 — Award of Contract No. 3897-B (CAP09-0070) December 10, 2013 Page 2 Proposed uses are as follows: Vendor Dutra Construction Company, Inc. Dutra Construction Company, Inc. Purpose Construction Contract $ Construction Contingency $ Total: $ Amount 4,576,079.00 457,607.00 5,033,686.00 Staff recommends establishing a ten (10) percent contingency for unforeseen events associated with the construction of a new marina basin. DISCUSSION: The Marina Park Project is divided into four general construction plan sets and bid packages: (1) Site Demolition and Tree Relocation; (2) Marina Basin Construction; (3) Community Center and Park; and (4) Docks. Contract No. 3897-A - Site Demolition and Tree Relocation was awarded by City Council on October 22, 2013 and is currently underway. This contract, Contract No. 3897-B, is to award the work related to Bid Package 2, which generally includes improving/stabilizing the underlying ground for the future Community and Sailing Center buildings through the use of stone columns; installing the marina bulkheads/groin walls with dead -man tie backs and pre -fabricated handrail; dredging of the marina basin; and placing and grading of the dredged sand material on to target beaches. The low bidder, Dutra Construction Company, Inc., possesses a California State Contractors License Classification "A" as required by the project specifications. A check of Dutra's and its subcontractors' references indicates satisfactory completion of projects of comparable size and scope. Dutra was the US Army Corps of Engineers' contractor for the recent lower Newport Harbor Dredging project. At 1:30 PM on November 19, 2013, the City Clerk opened and read the following bids for the "Marina Park Project — Marina Basin Construction Including Dredging, Bulkheads, Grading and Soil Remediation" Project: BIDDER TOTAL BID AMOUNT Low Dutra Construction Company, Inc. $4,576,079.00 2 Reyes Construction, Inc. $5,922,580.00 3 Connolly -Pacific Company $6,185,231.25 4 John S. Meek Company, Inc. $6,299,595.00' "John S. Meek Company, Inc. submitted an incomplete bid proposal, rendering its bid non-responsive. The low bid amount is approximately 14 percent more than the Engineer's Estimate of $4,000,000. This discrepancy appears to reflect the recent upturn in the building construction industry which is resulting in corresponding increases of labor and material cost as well as affording higher profit levels. 2 of Marina Park Project — Bid Package 2 — Award of Contract No. 3897-B (CAP09-0070) December 10, 2013 Page 3 Pursuant to the contract specifications, the contractor will have 140 consecutive working days to complete the Bid Package 2 construction work. ENVIRONMENTAL REVIEW: The Final Environmental Impact Report for the Marina Park Project was adopted by City Council on May 11, 2010. No additional environmental clearances are required. NOTICING: 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). The Notice Inviting Bids for this project was advertised in the City's official publication and in construction industry publications. Submitted by: David A. Webb Public Works Director Attachment: A. Location Map 3 of NEWPORT CHANNEL ROJECT LOCATIO w W. BALBpA w BpULEVARD W OCEAN cl FRONT WEST A a PACIFIC OCEAN NTS MARINA PARK - PACKAGE 2 MARINA BASIN CONSTRUCTION LOCATION MAP CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT C -3897-B 1 12/10/13