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HomeMy WebLinkAboutX2017-2323 - Misc4,11.210171393 A509 Cro4vuw V CITY OF NEWPORT BEACH COMMUNITY DEVELOPMENT DEPARTMENT BUILDING DIVISION 100 Civic Center Drive I P.O. Box 1768 1 Newport Beach, CA 92658-8915 www.newportbeachca.gov 1 (949) 644-3200 CIVIL ENGINEER'S CERTIFICATION FORM From: Date: Forkert Engineering & Surveying, Inc. December 14, 2018 22311 Brookhurst St, Ste 203 Huntington Beach, CA 92646 ATTENTION: GRADING ENGINEER, BUILDING DIVISION GPC No.: 1649-2017 Tract/Subdivision/Lot No.: Rough: _Final: x Project Names: 2502 Crestview Drive Owner/Developer: Scott Burnham Type of Project: Notes: _Tract: _ Drainage SFR _ Commercial x Other Industrial Yardage for Project: Notes: 0 Cut: _ Borrow: 44 Fill: _ Export: I hereby approve the grading for this project in accordance with my responsibilities under the City Grading Code. I have inspected the project and hereby certify that all areas exhibit positive surface flow to public ways or City approved drainage devices. The grading has been completed: in conformance with, with the following changes to the approved grading plan. Description of Changes: FESS/p — � R h Company: Forkert Engineering & Surveying,Inc. N0.58627 Name: `rt'ow1 R41�%i * EXP. 12-31-18 (print) q CIM License No.: RCE 58627 OF CAS FormsXUtvil engineers certification Form 9-13 XZpli-Z323 goo Cregkv;ety Lir CITY OF NEWPORT BEACH COMMUNITY DEVELOPMENT DEPARTMENT BUILDING DIVISION 100 Civic Center Drive I P.O. Box 1768 1 Newport Beach, CA 92658-8915 www.newoortbeachca.aov 1(949)644-3200 SETBACKS AND TOP OF SLAB/FLOOR ELEVATION CERTIFICATE The purpose of this certificate is to insure that the structure is located properly on site per the approved drawings. This certificate also verifies the top of slab/floor elevation noted on the approved drawings. After the top of slab/floor elevation is verified to match the elevation specified on the approved drawings, the contractor and inspector can measure the height of the structure to the top of slab/floor to verify that it is equal or less than the dimension shown on building sections and elevations. This form must be filled out by a registered surveyor or civil engineer authorized to perform surveys. The survey must be done after the concrete forms are in place or preferable after the concrete slab is poured or raised floor is built, but prior to starting wall framing. Engineer/Surveyor's Name Paul D. Craft License # P.L.S. 8516 Engineer/Surveyor's Address 8512 Oxley Circle, Huntington Beach, CA 92646 Job Address 2502 Crestview Drive, Newport Beach CA Setbacks: Sketch a site plan and specify surveyed setbacks (use back page). 60 * Top of slab/floor elevation: y * If slab/floor elevation varies, sketch a plan or section through slab on the back page and specify the elevations. Use same datum used in the survey of record. I certify that the setbacks are Q, are not 0, per City approved plans. Describe any deviations from plans: I certify that top of slab/floor elevation(s) is 19, is not 0, per City approved drawings. Describe any deviations from plans: Date (J(q1(.12z Forms/SetbacksandTopofSlabElevationCert. stamp and p V J ye �`r r CRESTVIEW DRIVE 4by 40 O Ln `\ Q PROPERTY LINE BY: P. D C PROJECT SURVEYOR: APEX LAND SURVEYING, INC. DATE: 2/07/2018 8512 OXLEY CIRCLE SCALE: JOB HUNTINGTON BEACH, CA 92646 PHONE: (714)488-5006 1" = 16' 16123 FAX: (714)333-4440 4.00' A-7 , yo�y OF ALLEY LOCATION 2502 CRESTVIEW DRIVE NEWPORT BEACH, CA STAKING EXHIBIT SHEET NO. 2OF2 400 4 2 wbs 00 0 4.00' 0 Bibb 32.00' 401 403 40 O Ln `\ Q PROPERTY LINE BY: P. D C PROJECT SURVEYOR: APEX LAND SURVEYING, INC. DATE: 2/07/2018 8512 OXLEY CIRCLE SCALE: JOB HUNTINGTON BEACH, CA 92646 PHONE: (714)488-5006 1" = 16' 16123 FAX: (714)333-4440 4.00' A-7 , yo�y OF ALLEY LOCATION 2502 CRESTVIEW DRIVE NEWPORT BEACH, CA STAKING EXHIBIT SHEET NO. 2OF2 X, a -Z3 009 CreS�v'IGw Pc CITY OF NEWPORT BEACH COMMUNITY DEVELOPMENT DEPARTMENT BUILDING DIVISION 100 Civic Center Drive I P.O. Box 1768 1 Newport Beach, CA 92658-8915 www.newportbeachca.gov i (949) 644-3200 Structural Observation Report Project Address: 2502 CRESTVIEW DR. Report Date: 4/12/18 CNB Inspector Name: CNB Permit#: Building Owner Name: Owners Mailing Address (if different from site); Owner's Telephone #: CNB Plan Check* Burnham ❑ Concrete Full Name of Structural Observer (SO): SO E-mail Address: SO Telephone M SO License / Reg. #: Steven T. Sheppard steve@sdc-engineering.com 949-481-9669 S5446 PLEASE INDICATE STRUCTURAL ELEMENTS AND CONNECTIONS OBSERVED check applicable boxes FOUNDATIONS SHEAR WALLS FRAMES DIAPHRAGMS - (Floor/Roof) INDICATE LOCATION(S) OBSERVED DATE OBSERVED ❑ Conventional Footings & Slab ❑ Concrete ❑ Steel ❑ Concrete ❑ Mat Foundation, Prestressed Concrete ❑ Masonry ❑ Concrete ❑ Steel Deck ❑ Caissons, Piles, Grade Beams R Wood or Manuf. Shear Panels ❑ Masonry O Wood FRAMING& SHEATHING ALL LOCATIONS 4/24/18 ❑ Other: ❑ Other: ❑ Other: ❑ Other: IR ITEMS CHECKED ABOVE ARE APPROVED AND WITHOUT DEFICIENCIES. ❑ OBSERVED DEFICIENCIES AND COMMENTS: Final observation no deficiencies observed. ❑ REPORT CONTINUED ON ATTACHED PAGES. R FINAL STRUCTURAL OBSERVATION REPORT: The structure generally complies with the approved construction documents, and all observed deficiencies were corrected. I declare that the following statements are true to the best of my knowledge: 1. I am the licensed design professional retained by the owner to be in responsible charge of the structural observation; 2. I, or another licensed design professional whom I have designated above and is under my responsible charge, have performed the required site visits at each significant construction stage to verify that the structure is in general conformance with the approved construction documents; s. 1 understand that all deficiencies which I have documented must be corrected, prior to final acceptance of the structural systems by the City of Newport Beach, Building Division. Digitally signed by Steven T. Sheppard Steven T. Sheppardoa ee=SfevanTaI=s1bs@sd DDneerng.wnn, 4/24/18 ,au=Prealdent,emelt=sppand, dcengineedng.cnm, c=US Dale: 2018.04.24 08:47:14 -07'00' STAMP OF STRUCTURAL OBSERVER STRUCTURAL OBSERVATION DOES NOT WAIVE ANY REQUIREMENTS FOR BUILDING INSPECTION BY AUTHORIZED EMPLOYEES OF THE CITY OF NEWPORT BEACH. Fo=rd trunurel0hsery ioN port&Instructions CITY OF NEWPORT BEACH COMMUNITY DEVELOPMENT DEPARTMENT BUILDING DIVISION 100 Civic Center Drive I P.O. Box 1768 1 Newport Beach, CA 92658-8915 www.newportbeachca.Qov 1 (949) 644-3200 Structural Observation Report Project Address: 2502 CRESTVIEW DR. Report Date: 2/7/18 CNB Inspector Name: CNB Permit #: Building Owner Name: Owner's Mailing Address (if different from site); Owner's Telephone #: CNB Plan Check #: Burnham ❑ Concrete ALL FOUNDATION &SLAB 2/7/1 Full Name of Structural Observer (SO): SO E-mail Address: SO Telephone #: SO License / Reg. #: Steven T. Sheppard steve@sdc-engineering.com 949-481-9669 S5446 PLEASE INDICATE STRUCTURAL ELEMENTS AND CONNECTIONS OBSERVED check applicable boxes FOUNDATIONS SHEAR WALLS FRAMES DIAPHRAGMS (Floor/Roof) INDICATE LOCATION(S) OBSERVED DATE OBSERVED O Conventional Footings & Slab ❑ Concrete ❑ Steel ❑ Concrete ALL FOUNDATION &SLAB 2/7/1 ❑ Mat Foundation, Prestressed Concrete ❑ Masonry ❑ Concrete ❑ Steel Deck ❑ Caissons, Piles, Grade Beams ❑ Wood or Manuf. Shear Panels ❑ Masonry ❑ Wood ❑ Other: ❑ Other: ❑ Other: ❑ Other: B ITEMS CHECKED ABOVE ARE APPROVED AND WITHOUT DEFICIENCIES. ❑ OBSERVED DEFICIENCIES AND COMMENTS: None Observed. ❑ REPORT CONTINUED ON ATTACHED PAGES. ❑ FINAL STRUCTURAL OBSERVATION REPORT: The structure generally complies with the approved construction documents, and all observed deficiencies were corrected. I declare that the following statements are true to the best of my knowledge: 1. I am the licensed design professional retained by the owner to be in responsible charge of the structural observation; 2. I, or another licensed design professional whom I have designated above and is under my responsible charge, have performed the required site visits at each significant construction stage to verify that the structure is in general conformance with the approved construction documents; 3. 1 understand that all deficiencies which I have documented must be corrected, prior to final acceptance of the structural systems by the City of Newport Beach, Building Division. Digitally signed by Steven T. Sheppard Steven T. Sheppard DN:cn=idevenT.Shepve@sd ngineeneedng, 2/7/18 Date2017.03emeil=1335-0sac-engmeanng.aomous Date 201].0030 08:13:35 -07 -00 - SIGNATURE OF STRUCTURAL OBSERVER OF RECORD DATE Q ,E c ti� m w m � S 5446 N9l st9UC t OQa� Q=Q F OF c xl.O STAMP OF STRUCTURAL OBSERVER STRUCTURAL OBSERVATION DOES NOT WAIVE ANY REQUIREMENTS FOR BUILDING INSPECTION BY AUTHORIZED EMPLOYEES OF THE CITY OF NEWPORT BEACH. For=%tmdwOObservaticn pod&lmtrucdcns =17 AZ3 CITY OF NEWPORT BEACH... f)EVELOPryMEN 1ENT Community Development Department I Building Divis1 100 Civic Center Drive I P.O. Box 1768 1 Newport Beach, CA 92658-89115C 9 201$ wr----Portbeachcagov 1 (949) 644-3.200 - CITY OF CAL GREEN, DOGIIMENTATION COMPLIANCE CERT44"TIQW -50'?c rIlCc✓�"`, '1-"22 PERMIT NO.:X2[af7- 2323 THIS FORM SHALL BE COMPLETED AND SIGNED PRIOR TO REQUEST FOR FINAL BUILDING INSPECTION. ONE COPY OF THIS FORM SHALL BE SUBMITTED TO THE BUILDING INSPECTOR AT FINAL INSPECTION AND ONE SHALL BE PROVIDED TO THE BUILDING OWNER AS PART OF THE CAL GREEN CERTIFICATION PACKAGE. The following section shall be co pleted by a person with overall Msponsibility for the planning and design portion of the project. REQUIRED DOCUMENTATIONS PROVIDED TO THE PROPERTY OWNER(S) EZVOC Contents Limitation E3Formaldehyde Emissions Limitation ET�bperations and Maintenance Manual I2'��T-24 Energy LTG Installation Certificates E" T-24 Energy MECH Installation Certificates (i.e. HVAC, Ducts, Fans, Hot Water, HERS) MOISTURE CONTENT OF BUILDING MATERIAL (NEW RESIDENTIAL CONSTRUCTION ONLY) e I certify that the moisture content of the wall and floor framing is less than 19 percent as determined in accordance with Section 4.505.3 of CAL Green prior to being enclosed. DECLARATION STATEMENT • 1 certify under penalty of perjury, under the laws of the State of California, the information provided is true and correct. I certify that the installed measures, materials, components, or manufactureo devices identified on this certificate conform to all applicable codes and regulations, and th In is consistent with the plans and specifications approved -15v the enfortic� aenr.v- sponsible Person's Name to Signed: Notes: Fo.lCalG.enDocu.e tadonComplianceCedficatlon 8.12 Project Status Report 2502 CaICERTS, Inc Effective: 03/07/2019 06:39 1 of 2 HERS Provider: CaICERTS Inc. Energy Standards Code Year: 2016 �■ ���■ �. Project Name: Burnham - Custom Residence Project Type: New Construction SFR Address: 2502 Crestview City / State / Zip: Newport Beach / CA / 92663 ❑ Enforcement Agency: City of Newport Beach Easy to Verify @ calcerts.com Permit Number: X2017-2323 HERS VERIFIABLE MEASURES: COMPLETE OVERALL STATUS: COMPLETE ei,cat mrt egtl,Enrgeatere'suT1111 M% Certificate Type: Compliance Registered Form: CFIR-PRF-01 Registered Date: 07/21/2017 12:12 Registration Number: 217-PO10248465A-000-000-0000000-0000 w MEN I' s J yis il >'aa ��R efl�"C �a.s 217-P010248465A-RO1001A CF1R-SRA-01 12/18/2018 John French (Solar Ready Area) 15:13 (CASTLETON DEVELOPMENT AND MANAGEMENTINC) INQ ''fi� e?'Y rrs.tatie'.m `� TAy.?r'}xYa'tp�;(l 3. M p� [�M('i1lFiA tk BIRTH. rv4:. fi� „ ...?li1i1. ??YiM1.�'a4 m'{br{"v�.[ { &XF;Ai F�A35}1.tI4.`'Ypl6A�o�ry%BiYc"kn✓'L`ikln..caJry.$ CC}f}fkyy*..k�F"F ,47$eeI.ary yIw.GrFSFr'Mv A�.Wii i� t' A 4 217-PO10248465A-000-001-EO1001A-0000 CF2R-ENV-0I-E 12/18/2018 John French (Fenestration Installation) 15:09 (CASTLETON DEVELOPMENT AND MANAGEMENTINC) CF2R-ENV-03-E 12/17/2018 217-PO10248465A-000-001-EO3001A-0000 Victoria M Lopez (Insulation Installation) 09:41 (OJ Insulation, L.P.) CF2R-ENV-21-H 217-PO10248465A-000-001-E21001B-0000 (QII-AIS-Batt, Loose Fill, 09/41/2018 Victoria M Lopez and SPF) (OJ Insulation, L.P.) CF2R-ENV-22-H 12/17/2018 217-PO10248465A-000-001-E22001A-0000 Victoria M Lopez (QII-Air Infiltration Sealing) 09:41 (OJ Insulation, L.P.) y CF2R-ENV-23-H 12/17/2018 217-PO10248465A-000-001-E23001B-0000 Victoria M Lopez (QII-Installation) 09:41 (OJ Insulation, L.P.) CF2R-MCH-01-E 217-PO10248465A-000-001-MO1001A-0000 (Space Conditioning 12/18/2018 John French Systems, Ducts and Fans) 14:24 (CASTLETON DEVELOPMENT AND MANAGEMENTINC) 217-PO10248465A-000-001-M20002A-0000 System 1 CF2R-MCH-20-H 12/18/2018 John French (Duct Leakage) 14:24 (CASTLETON DEVELOPMENT AND MANAGEMENTINC) 217-PO10248465A-000-001-M27001A-0000 CF2R-MCH-27-H 12/18/2018 John French (IAQ and MV) 14:24 (CASTLETON DEVELOPMENT AND MANAGEMENTINC) HERS Provider: CaICERTS Inc. Project Status Report Ca10ERTS, Inc Effective: 03/07/2019 06:39 2 of 2 HERS Provider: CaICERTS 217-P010248465A-000-001-LO1001A-0000 CF2R-LTG-01-E 12/18/2018 John French (Lighting) 15:09 (CASTLETON DEVELOPMENT AND MANAGEMENT INC) 217-P010248465A-000-001-B02003A-0000 CF2R-PLB-02-E 12/18/2018 John French (SD HWS Distribution) 14:23 (CASTLETON DEVELOPMENT AND MANAGEMENT INC) 3FF $I�f Ry,I �P.ry��IV a iyiicates of ��nfiiaa ion' (D161. ts�thejr�y rifrcatia)r o HJ�RS Measures , 4hv'}'i,y.4`£3.8_�Jr9,nLLK+ .a 5 fl.' 1 nSfiLS.utwCPc54!..Fxtlh .Ue dtZri+XfJe"'v?v ...v:.I�f2IldfiuE.diA4�idh+iY'a,k t�.+.a e-0''ii�sA. �r ,{� Sryste��y., Y4Y'€a'yMr aaC�'.r{W?Y"V�i". # *�a,+.?ryW rn�e�z .[ .Y3 l5ferll zry 'i�yy' �h�y 5 5 ",# "}N�r" q+�y,R'5�ylz`'Q'. �5ti'J>v"/f`'n'.ig` {.Y ✓ Y.. r k,, h p aC. /43 '?i"aY ',F� �e� 6tratrQ N�MY.erY "+#+1 kTif (]S t 'eh 4 f ' t date FL, ..Trtu.i9i CF3R-ENV-21-H 217-P010248465A-000-001-E21001B-E21A (QII-AIS-Batt, Loose Fill, 10/42/2018 Jayme Carden and SPF) (Maximum Performance Housing, Inc.) CF3R-ENV-22-H 12/18/2018 217-P010248465A-000-001-E22001A-E22A (QII-Air Infiltration Sealing) 10:42 Jayme Carden (Maximum Performance Housing, Inc.) CF3R-ENV-23-H 12/18/2018 217-P010248465A-000-001-E23001B-E23A (QII-Installation) 10:42 Jayme Carden (Maximum Performance Housing, Inc.) CF3R-MCH-20-H 12/18/2018 217-P010248465A-000-001-M20002A-M20A System 1 (Duct Leakage) 14:26 Raymond Picazo (Green Tech Hers Raters) CF3R-MCH-27-H 12/18/2018 217-P010248465A-000-001-M27001A-M27A (IAQ and MV) 14:27 Raymond Picazo (Green Tech Hers Raters) HERS Provider: CaICERTS xzo1143M X502 Cre lvi�ty Dr R MCCARTTHY CONSULTING, INC Field Memorandum Client: Burnham USA Equities, Inc. c/o Castleton Development Date: February 5, 2018 Project Address: 2502 Crestview, Newport Beach Project No. 8128-10 Subject: Slab Subgrade & Footing Observation for Proposed New Residential Construction Peter Anderson of R McCarthy Consulting, Inc. (RMC) was onsite at the request of the general contractor (Castleton Development) to observe and document the footing excavations and pad subgrade for the proposed new residential structure and attached garage. The footing excavations include perimeter and pad footings extending the footprint of the proposed residential structure and garage. Gravel, vapor retarder and sand has been placed over the slab subgrades. The slab subgrade and sub slab utility trench backfill were previously observed by RMC and found to be suitable. The footing excavations exposed geotechnically reviewed engineered fill derived from onsite Marine Deposits consisting of pale yellowish brown slightly silty sand placed during recent grading operations under the observation and testing of RMC. The subject footing excavations and pad subgrade are considered geologically acceptable for placement of steel and concrete. Loose material and/or debris should be removed from the excavations prior to pouring concrete. Our services do not include line and grade verification, which is the responsibility of others. Respectfully submitted, R McCarthy Consulting, Inc. Peter Anderson CEG 2596 No. 2598 F4 CER7IFIEI] ,y ENGINEERING GEOLOGIST �Q grin---- - R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150 Newport Beach, CA 92660 CONSULTING, INC February 7, 2018 Burnham USA Equities, Inca File No: 8128-10 1100 Newport Center Drive, Suite 200 Report No: 20180130-2 Newport Beach, CA 92660 Attention: Mr. Scott Burnham Subject: Earthwork Observation/Testing Report Residential Construction 2502 Crestview Drive Newport Beach, California Permit No: 1649-2017 References: See Attached List This report presents the results of our observation and testing services performed during the grading of the property located at 2502 Crestview Drive in the City of Newport Beach, California. The purpose for our geotechnical services was to observe and document the grading operations as part of the development of a graded pad area for the proposed residential construction. Based on our observations, and review of the test results, it is our opinion that the grading was performed in substantial conformance with the City of Newport Beach and project grading requirements. The property is located in the Bayshores neighborhood just south of Pacific Coast Highway at Dover Drive in Newport Beach, California. Topographically, it lies on a relatively flat point of land that extends out from the base of the Newport -Mesa coastal bluff southward to Lower Newport Bay. The lot is bordered by existing developed residential properties on the west and east. The north side of the site is bounded by Crestview Drive and is just east of Marino Drive. The south side is bordered by an alley that extends from Marino Drive east to Arbor Drive. 23 Corporate Plaza i Suite 150 i Newport Beach, CA 92660 Phone 949 629 2539 1 info@Rmccarthyconsulting.com February 7, 2018 PROJECT DATA Site: 2502 Crestview Drive Newport Beach, California Owner: Burnham USA Equities, Inc. General Contractor: Castleton Development & Management, Inc. Civil Enaineer: Forkert Engineering & Surveying, Inc. Regulatory Agency: City of Newport Beach File No: 8128-10 Report No: 20180130-2 Page: 2 Grading Contractor: Tight Quarters, Inc. Grading Plans: "Precise Grading Plan, 2502 Crestview Drive, Newport Beach, California," Sheet C2, 9-18-17. Geotechnical Observation Period: January 12, 2018, through January 16, 2018 GRADING AND EARTHWORK A. 91 C. General The former site structures, improvements and vegetation were demolished and cleared from the property prior to and during grading. Site conditions were generally as expected based on preliminary exploration as reported in the references. Preparation of Existing Ground Within the building pad area, ground preparation consisted of overexcavation of existing earth materials to expose the on-site sands at depths of at least 3 feet. On-site materials consisted of silty sand and sand. Our field geologist and/or engineer observed the removal areas prior to placement of fill. No groundwater was encountered during the excavation. Excavations thus prepared were determined to be suitable for support of the fill soils. Fill Placement and Compaction Prior to placement of fill, the exposed surface was scarified, moisture conditioned, and compacted to a minimum of 90 percent relative compaction. Subsequent fill soils were generally placed in 6- to 8 -inch loose lifts, brought to near optimum moisture content and compacted. Test results indicate that a minimum of 90 percent relative compaction, R McCarthy Consulting, Inca 23 Corporate Plaza I Suite 150 1 Newport Beach, CA92660 February 7, 2018 File No: 8128-10 Report No: 20180130-2 Page: 3 as determined by ASTM: D1557, was achieved. The maximum depth of fill placed was on the order of 4 feet in the building pad. Fill material consisted of on-site sands and silty sands. On-site materials were capped with imported coarse to gravelly sand. Equipment used for compaction included a Kubota SVL-90 small tractor -loader and a water hose. Based on the results of our field density testing, it is our opinion that a minimum of 90 percent relative compaction was achieved. Density tests were performed in accordance with ASTM: D1556 (Sand Cone Method) and/or ASTM: D6938 (Nuclear Gauge Method). Field Density Test Results are tabulated in Table 1, Results of Field Density Tests. The approximate locations of density tests are on the Geotechnical Plot Plan, Figure 1. Representative samples of the site soils used as fill were returned to the laboratory for testing. Samples of the on-site and imported soil were tested. Laboratory tests for maximum density and optimum moisture content were performed in accordance with ASTM: D1557 (the Five Layer Method). The results are presented in Table 2, Laboratory Maximum Dry Density/Optimum Moisture Relationship. Testing was performed on representative areas to render a professional opinion as to the compaction of fill materials. It is our opinion that sufficient testing was performed to arrive at the conclusions stated herein; however, this is an opinion and is not a warranty that all fill materials are at 90 percent relative compaction. General Based upon field observations and test results, it is our opinion that grading and compaction described herein was accomplished in accordance with the project requirements and the grading requirements of the City of Newport Beach. Field density testing indicated that a minimum of 90 percent relative compaction was achieved at the locations tested as part of the building pad and site grading. Based on the observations and testing as described herein, the fill materials placed within the building pad area at the site are considered suitable for the intended use. The on-site soils were determined to have a very low expansion potential. Foundation Design Conditions were as anticipated in the referenced reports. The recommendations in the referenced reports are applicable to construction. R McCarthy Consulting, Inc. 23 Corporate Plaza I Suite 150 1 Newport Beach, CA 92660 February 7, 2018 File No: 8128-10 Report No: 20180130-2 Page: 4 The Contractor should verify that the finished pad grade is at an appropriate level for the installation of the subslab materials and the concrete slab. Concrete Construction Components in Contact with Soil The onsite soils are expected to have a low soluble sulfate content; however, due to shallow sea water levels in the area, a moderate exposure to sulfate can be expected for concrete placed in contact with on-site soils. Various components within the concrete may be subject to corrosion over time when exposed to soluble sulfates. To help mitigate corrosion, sulfate resistant cement should be used in concrete that may be in contact with on-site soils or ground source water. Attention to maximum water -cement ratio and the minimum compressive strength may also help mitigate deterioration of concrete components. Type V cement is therefore recommended with a maximum water -cement ratio of 0.5 percent for house slabs and foundations. The minimum concrete compressive strength should be at least 4,000 pounds per square inch. Ordinary Tvve II cement and other criteria for low sulfate soil conditions may be used for construction of the perimeter walls. Concrete strenqth and water -cement ratio for the perimeter walls may be in accordance with the requirements of ACI 318 for structures with negligible levels of soluble sulfate. It is recommended that a concrete expert be retained to design an appropriate concrete mix to address the structural requirements. In lieu of retaining a concrete expert, it is recommended that the 2016 California Building Code, Section 1904 and 1905 be utilized, which refers to ACI 318. Testing should be performed during grading when fill materials are identified to confirm the sulfate concentration. Metal Construction Components in Contact with Soil Metal rebar encased in concrete, iron pipes, copper pipes, elevator shafts, air conditioner units, etc. that are in contact with soil or water that permeates the soil should be protected from corrosion that may result from salts contained in the soil. Recommendations to mitigate damage due to corrosive soils, if needed, should be provided by a qualified corrosion specialist. General corrosivity test results are provided in Table 3. Drainage and Drainage Devices The performance of the planned foundation and improvements is dependent upon maintaining adequate surface drainage both during and after construction. The ground surface around foundations and improvements should be graded so that surface water will not collect and pond. Attention to surface drainage and controlled irrigation will significantly reduce the potential for future problems related to water infiltration. Irrigation should be well controlled and minimized. Seasonal adjustments should be made to prevent excessive watering. R McCarthy Consulting, Inc. 23 Corporate Plaza I Suite 150 1 Newport Beach, CA 92660 February 7, 2018 File No: 8128-10 Report No: 20180130-2 Page: 5 The Owner should be aware of the potential problems that could develop when drainage is altered through construction of retaining walls, paved walkways, utility installations or other various improvements. Ponded water, incorrect drainage, leaky irrigation systems, overwatering or other conditions that could lead to unwanted groundwater infiltration must be avoided. Limited water infiltration is allowed as indicated in the referenced letters. These features are part of the Civil Engineering plans and should be installed and maintained per the plans. Finished Grade and Surface Drainage Finished grades should be constructed per the Civil Engineering drawings. Roofs should be guttered and discharge conducted away from the house in a non-erosive manner as specified by the Project Civil Engineer or Landscape Architect. Proper interception and disposal of on-site surface discharge is presumed to be a matter of civil engineering or landscape architectural design. Utility Trench Backfill All trench backfills of any kind must be observed and tested by the Geotechnical Engineer. Utility line backfill beneath and adjacent to structures; beneath pavements shall be compacted and tested in accordance with City requirements. A minimum relative compaction of 90 percent is required. Alternately, relatively self -compacting material may be used. The material specification and method of placement shall be recommended and inspected by the Soil Engineer and approved by the Building Official prior to backfilling. The final utility line backfill report from the Project Soil Engineer shall include an approval statement that the backfill is suitable for the intended use. No concrete hardscape/flatwork should be poured at the site until a written approval memo is provided by the Soil Engineer. Construction Considerations During the grading process and prior to the complete construction of permanent drainage controls, it shall be the responsibility of the Contractor to provide good drainage and prevent ponding of water and damage to adjoining properties, slopes or to finished work on the site. After the Geotechnical Engineer has finished observations of the completed grading, no further excavations and/or filling shall be performed without the approval of the Geotechnical Engineer. Observation and Testing Geotechnical observation and testing during construction is required to verify proper removal of unsuitable materials, check that foundation excavations are clean and founded in competent material, to test for proper moisture content and proper degree of compaction of fill, to test and observe placement of wall and trench backfill materials, and to confirm design assumptions. It R McCarthy Consulting, Inc. 23 Corporate Plaza I Suite 150 1 Newport Beach, CA 92660 February 7, 2018 File No: 8128-10 Report No: 20180130-2 Page: 6 is noted that the CBC requires continuous verification and testing during placement of fill, pile driving, and pier/caisson drilling. An R McCarthy Consulting representative shall visit the site at intervals appropriate to the stage of construction, as notified by the Contractor, in order to observe the progress and quality of the work completed by the Contractor. Such visits and observation are not intended to be an exhaustive check or a detailed inspection of the Contractor's work but rather are to allow R McCarthy Consulting, as an experienced professional, to become generally familiar with the work in progress and to determine, in general, if the work is proceeding in accordance with the recommendations of this report. R McCarthy Consulting shall not direct, supervise, or have control over the Contractor's work nor have any responsibility for the construction means, methods, techniques, sequences, or procedures selected by the Contractor nor the Contractor's safety precautions or programs in connection with the work. These rights and responsibilities are solely those of the Contractor. R McCarthy Consulting shall not be responsible for any acts or omission of the Contractor, Subcontractor, any entity performing any portion of the work, or any agents or employees of any of them. R McCarthy Consulting does not guarantee the performance of the Contractor and shall not be responsible for the Contractor's failure to perform its work in accordance with the Contractor documents or applicable law, codes, rules or regulations. These observations are conducted on a time and material basis. The responsibility for timely notification of the start of construction and ongoing geotechnical involved phases of construction is that of the owner and the contractor(s). Typically, at least 48 hours' notice is required. The Geotechnical Consultant should be notified to observe and test the following activities during grading and construction: • To observe proper removal of unsuitable materials; • To observe the bottom of removals for all excavations for foundations, trenching, exterior site improvements, etc.; • To observe side cut excavations for retaining walls, trenches, etc.; • To test for proper moisture content and proper degree of compaction of fill; • To check that foundation excavations are clean and founded in competent material; • To check the slab subgrade materials prior to placing the gravel, vapor barrier and concrete; • To check retaining wall subdrain installation when the pipe is exposed and before it is covered by the gravel and fabric; and again after the gravel and fabric have been placed; • To test and observe placement of wall backfill materials; • To test and observe placement of trench backfill materials; • To test and observe patio and sidewalk subgrade materials; do not pour any concrete flatwork without an approval memo from our office. • To observe any other fills or backfills that may be constructed at the site. R McCarthy Consulting, Inc. 23 Corporate Plaza I Suite 150 1 Newport Beach, CA 92660 February 7, 2018 File No: 8128-10 Report No: 20180130-2 Page: 7 It is noted that this list should be used as a guideline. Additional observations and testing may be required per local agency and code requirements at the time of the actual construction. The 2016 CBC requires continuous verification and testing during placement of fill materials. Subsequent Grading Operations Prior to the commencement of additional grading operations on-site including items such as utility trenches, hardscape, drainage improvements, retaining wall drain installation and backfill, etc., we recommend to the Owner that our office be notified to provide appropriate recommendations and observation and testing services as required. LIMITATIONS Our description of grading operations, as well as observations and testing, has been limited to those grading operations observed between January 12, 2018, and January 16, 2018. This report does not include line and grade survey results. Elevations and locations used in this report are estimated based on field surveys done by others. The opinions rendered apply to conditions in the subject areas observed by us as of the date of our indicated site visits. We are not responsible for any changes in the conditions that may occur after that date and outside our purview. Our work is considered to be in accordance with the usual standards of the profession and with local practice. No other warranty is expressed or implied. The opportunity to be of service is appreciated. If you have any questions, please call. Respectfully submitted, R MCCARTHY CONSULTING, INC Robe J. cCarthy, Geotechnical Engineer Registration Expires 3-31-18 Date Signed: 2/8/18 RJM:dd Attachments: Figure 1 -- Geotechnical Plot Plan Table 1— Results of Field Density Tests Table 2 — Laboratory Maximum Dry Density/Optimum Moisture Relationship Table 3 — Soil Chemical Tests References R McCarthy Consulting, Inc. 23 Corporate Plaza I Suite 150 1 Newport Beach, CA 92660 q a s4.°.aseee�eeeeexs65€ss.8se?39z€$�?eee Aee - - — ♦ B fi� m Nil ! E6 � O raE at n n Y FI, yy O: e§ Y xB3 h 3�5E� >F j E V gMai NMI i gig �5€g a eye x y3 (133ill831tlNtld) 5 5 9:3G38 3NYO M31T183tl'J g I Fes. N } n Geos mwm w "iJ 4 4_ 5 LLII a @, s U um ztz f :t a ,per mm I! a= .. jj i 000000000® C N SZ N �iN# ¢III NO- (7 mZw gg h 3�5E� >F j E V gMai NMI i gig �5€g a eye x y3 (133ill831tlNtld) 5 5 9:3G38 3NYO M31T183tl'J February 7, 2018 File No: 8128-10 Report No: 20180130-2 Page: 8 TABLE 1— RESULTS OF FIELD DENSITY TESTS Test No. Test Date Location Approx. Depth (feet) Soil Type Moisture Content (%) Dry Density (P� Relative Compaction 1 1/15/18 Building Pad -1 1 11.2 102.7 92 2 CA. 643 Building Pad -2 1 13.9 102.6 92 3 Building Pad -1.5 1 8.0 104.7 93 4 " Building Pad -1 1 13.3 102.7 92 5 1/16/18 Building Pad -0.5 2 9.3 127.1 93 6 " Building Pad FG 2 9.4 126.4 93 7 Building Pad FG 2 7.0 128.0 94 8 Building Pad FG 2 10.1 129.2 95 9 Building Pad FG 2 7.9 127.0 93 Notes: *indicates Sand Cone Test; all other tests Nuclear Gauge Method FG = Finished Subgrade SG = Subgrade TABLE 2 — LABORATORY MAXIMUM DRY DENSITY/ OPTIMUM MOISTURE RELATIONSHIP ASTM: D1557 Soil Description Optimum Moisture Maximum Dry Type Min. Resistivity o Content (/o) Density (pcf) 1 Tan -yellow, light brown SAND 10 112 2 Light gray -brown gravelly SAND 8 136 TABLE 3 — SOIL CHEMICAL TESTS A series of chemical tests were performed. The testing was performed by HDR and results are as indicated below. R McCarthy Consulting, Inc. 23 Corporate Plaza I Suite 150 1 Newport Beach, CA 92660 Soluble Sulfates Soluble Min. Resistivity Test Soil (ppm) Chlorides (ppm) (ohm -cm) Location Classification pH CA. 417 CA. 422 CA. 643 B-1 @ .5-4' SP 8.0 13 6.2 14,800 R McCarthy Consulting, Inc. 23 Corporate Plaza I Suite 150 1 Newport Beach, CA 92660 February 7, 2018 File No: 8128-10 Report No: 20180130-2 Page: 9 1. Apex Land Surveying, Inc., 2016, "Topographic Survey, 2502 Crestview Drive, Newport Beach, CA, 92663," dated 12/22/2016, APN: 049-182-02, Scale: 1" = 8, Sheet 1 of 1. 2. Barrows, A. G., 1974, "A Review of the Geology and Earthquake History of the Newport - Inglewood Structural Zone, Southern California", California Division of Mines and Geology, Special Report 114. 3. Building Seismic Safety Council, 2004, National Earthquake Hazards Reduction Program (NEHRP) Recommended Provisions for Seismic Regulations for New Buildings and Other Structures (FEMA 450), 2003 Edition, Part 2: Commentary, Washington D.C., 2004. 4. California Building Code, 2016 Edition. 5. California Division of Mines and Geology, 1998, "Seismic Hazards Zones Map, Newport Beach Quadrangle". 6. California Divisions of Mines and Geology, 2008, "Guidelines for Evaluating and Mitigating Seismic Hazards in California," Special Publication 117A. 7. City of Newport Beach, 2014, Community Development Department, Building Division, Building Code Policy, "Liquefaction Study Mitigation Measures," revised July 14. 8. Coast Geotechnical, Inc., 2012, "Geotechnical Engineering Investigation of the Proposed New Residence at 2516 Crestview Drive, Newport Beach, California," W.O. 438412-01, August 9. 9. Coast Geotechnical, Inc., 2012, "Response to Plan Review Comments, Proposed Residence at 2516 Crestview Drive, Newport Beach, California," W.O. 438412-02, December 3. 10. Coast Geotechnical, Inc., 2013, "Rough Grade Compaction Report, Proposed Residence at 2516 Crestview Drive, Newport Beach, California," W.O. 438412-03, January 29. 11. Coast Geotechnical, Inc., 2013, "Final Soils Report, Proposed Residence at 2516 Crestview Drive, Newport Beach, California," W.O. 438412-04, September 27. 12. Department of the Navy, 1982, NAVFAC DM -7.1, Soil Mechanics, Design Manual 7.1, . Naval Facilities Engineering Command 13. Hart, E. W., and Bryant, W. A., 1997, Fault -Rupture Hazard Zones in California, Alquist- Priolo Earthquake Fault Zoning Act: California Division of Mines and Geology, Special Publication 42 (Interim Supplements and Revisions 1999, 2003, and 2007). 14. Jennings, Charles W., et al., 1994, "Fault Activity Map of California and Adjacent Areas," California Division of Mines and Geology, Geologic Data Map No. 6. 15. Legg, Mark R., Borrero, Jose C., and Synolakis, Costas E., 2003, "Evaluation of Tsunami Risk to Southern California Coastal Cities," Earthquake Engineering Research Institute (EERI), 2002 NEHRP Professional Fellowship Report, Funded by the Federal Emergency Management Agency (FEMA), January. 16. Martin, G. R. and Lew, M., 1999, "Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction Hazards in California", Southern California Earthquake Center (SCEC), University of Southern California, March, 63 pages. 17. Morton and Miller, 1981, Geologic Map of Orange County, CDMG Bulletin 204. 18. Morton, P. K., Miller, R. V., and Evans, J. R., 1976, Environmental Geology of Orange County, California: California Division of Mines and Geology, Open File Report 79-8 LA. 19. Morton, D. M., Bovard, Kelly H., and Alvarez, Rachel M., 2004, Preliminary Digital Geological Map of the 30'X 60' Santa Ana Quadrangle, Southern California, Version 2.0, Open -File Report 99-172, Version 2.0 — 2004. R McCarthy Consulting, Inc. 23 Corporate Plaza I Suite 150 1 Newport Beach, CA 92660 February 7, 2018 File No: 8128-10 Report No: 20180130-2 Page: 10 20. Morton, Douglas M., and Miller, Fred K., compilers, 2006, "Geologic Map of the San Bernardino and Santa Ana 30'X 60' Quadrangles, California," U. S. Geological Survey Open File Report 2006-1217. 21. P. A. & Associates, Inc., 2003, "Preliminary Geotechnical Investigation, 2471 Crestview Drive, Newport Beach, California," Project File No. 23118-101, June 20. 22. P. A. & Associates, Inc., 2004, "Rough Grading Compaction Report, 2471 Crestview Drive, Newport Beach, California," Project File No. 23118-201, November 29. 23. P. A. & Associates, Inc., 2006, "Final Soils Compaction Report, 2471 Crestview Drive, Newport Beach, California," Project File No. 23118-202, May 4. 24. Petersen, M. D., Bryant, W. A., Cramer, C. H., Cao, T., Reichle, M. S., Frankel, A. D., Lienkaemper, J. J., McCrory, P. A., and Schwartz, D. P., 1996, "Probabilistic Seismic Hazard Assessment for the State of California", Department of Conservation, Division of Mines and Geology, DMG Open -File Report 96-08, USGS Open File Report 96-706. 25. R McCarthy Consulting, Inc., 2017, "Response to City 1st Review Comments, 2502 Crestview Drive, Newport Beach, California, Plan Check No: 1649-2017", File No: 8128- 01, Report No: 20170830-2, September 18. 26. R McCarthy Consulting, Inc., 2017, "Geotechnical Investigation, Proposed Residential Construction, 2502 Crestview Drive, Newport Beach, California", File No: 8128-00, Report No: 201701191-1, January 25. 27. Schmertmann, Dr. John H., 1977, "Guidelines for CPT Performance and Design, Prepared for the Federal Highway Administration, U. S. Department of Transportation, FHWA-TS-78-209, February. 28. Seed, Bolton H., and Idriss, I. M., 1974, "A Simplified Procedure for Evaluating Soil Liquefaction Potential," Journal of Soil Mechanics, ASCE, Vol. 97, No. SM9, September, pp. 1249-1273. 29. Strata -Tech, Inc., 2000, "Geotechnical Investigation of Proposed Residence, 2522 Crestview Drive, Newport Beach, California," W.O. 150900, March 23. 30. Strata -Tech, Inc., 2000, "Geotechnical Investigation of Proposed Residence at 2535 Crestview Drive, Newport Beach, California," W. 0. 164700, November 8. 31. Tan, Siang, S., and Edgington, William J., 1976, "Geology and Engineering Geology of the Laguna Beach Quadrangle, Orange County, California," California Division of Mines and Geology, Special Report 127. 32. Terzaghi, Karl, Peck, Ralph B., and Mesd, Ghoamreza, 1996, "Soil Mechanics in Engineering Practice, Third Edition," John Wiley & Sons, Inc., 33. U. S. Geological Survey, Earthquake Hazards Program, 2014, U. S. Seismic Design Maps, U.S. Department of the Interior i U.S. Geological Survey 34. Vedder, J. G., Yerkes, R. F., and Schoellhamer, J. E., 1957, Geologic Map of the San Joaquin Hills -San Juan Capistrano Area, Orange County, California, U. S. Geological Survey, Oil and Gas Investigations Map OM -193. R McCarthy Consulting, Inc. 23 Corporate Plaza I Suite 150 1 Newport Beach, CA 92660 R MCCARTHY CONSULTING, INC December 20, 2018 Burnham USA Equities, Inc. 1100 Newport Center Drive, Suite 200 Newport Beach, California 92660 Subject: Earthwork Observation/Testing Report Project Final Report Residential Construction 2502 Crestview Drive Tract 1140, Lot 38, Parcel 1 Newport Beach, California Permit No: 1649-2017 References: i�'eCEIVED gf, COMMUNITY DEVELOPMENT DEC 2 0 2018 CITY OF *4ORT BEPC;\*\ File No: 8128-10 Report No: 20181219-4 1. R McCarthy Consulting, Inc., 2018, "Earthwork Observation/Testing Report, Residential Construction, 2502 Crestview Drive, Newport Beach, California," File No: 8128-10, Report No: 20180130-2, February 7. 2. R McCarthy Consulting, Inc., 2018, "Type of Cement for Perimeter Walls, 2502 Crestview Drive, Newport Beach, California, Permit No: 1649-2017," File No: 8128-10, Report No: 20180205-3, February 5. 3. R McCarthy Consulting, Inc., 2017, "Response to City 11 Review Comments, 2502 Crestview Drive, Newport Beach, California, Plan Check No: 1649-2017," File No: 8128- 01, Report No: 20170830-2, September 18. 4. R McCarthy Consulting, Inc., 2017, "Geotechnical Investigation, Proposed Residential Construction, 2502 Crestview Drive, Newport Beach, California," File No: 8128-00, Report No: 201701191-1, January 25. This report presents the results of our observation and testing services performed during the construction phase activities for the property located at 2502 Crestview Drive in the City of Newport Beach, California. We understand that the earthwork is now completed and no further grading or earthwork is to be done. This report may, therefore, be considered to be a final report of earthwork observation and testing. Based on our observations, and review of the test results, it is our opinion that the earthwork reported herein was performed in substantial conformance with the City of Newport Beach and project grading requirements. PROJECT DATA Site: 2502 Crestview Drive Newport Beach, California 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Phone 949 629 2539 1 Email info@rmccarthyconsulting.com December 20, 2018 Owner: Burnham USA Equities, Inc. File No: 8128-10 Report No: 20181219-4 Page: 2 General Contractor: Castleton Development & Management, Inc. Grading Contractor: Tight Quarters, Inc. Civil Engineer: Forkert Engineering & Surveying, Inc. Regulatory Agency: City of Newport Beach Grading Plans: "Precise Grading Plan" 2502 Crestview Drive, Newport Beach, California," Sheet C2, 9-18-17. Observation Period: January 12, 2018, through December 19, 2018 The subject property is located in the Bayshores neighborhood just south of Pacific Coast Highway at Dover Drive in Newport Beach. The lot is bordered by existing developed residential properties on the west and east. The north side of the site is bounded by Crestview Drive and is just east of Marino Drive. The south side is bordered by an alley that extends from Marino Drive east to Arbor Drive. GRADING AND EARTHWORK A. General The observation and testing reported herein includes the footing excavations, slab subgrade preparation and trench backfills. The building pad grading was previously reported in Reference 1. B. Preparation of Existing Ground Fill and backfill material consisted of on-site silty sand and gravel. Equipment used for compaction included hand operated mechanical equipment and a water hose. Foundation and slab areas for the house structure were observed in January and February 2018. Interior plumbing trench backfills consisted of on-site sand. Based on the results of our field density testing, it is our opinion that adequate compaction was achieved within areas described herein. Density tests were performed in accordance with ASTM D6938 (the Nuclear Gauge Method). Areas of prepared subgrades and footing excavations were also probed to check compaction. Field Density Test Results are tabulated in Table 1, Results of Field Density Tests. The approximate locations of density tests are included on the Geotechnical Plot Plan, Figure 1. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 December 20, 2018 File No: 8128-10 Report No: 20181219-4 Page: 3 Representative samples of the site soils used as fill were returned to the laboratory for testing. Laboratory tests for maximum density and optimum moisture content were performed in accordance with ASTM D1557 (the Five Layer Method). The results are presented in Table 2, Laboratory Maximum Dry Density/Optimum Moisture Relationship. Testing was performed on representative areas to render a professional opinion as to the compaction of fill materials. It is our opinion that sufficient testing was performed to arrive at the conclusions stated herein; however, this is an opinion and is not a warranty that all fill materials are at 90 percent relative compaction. CONCLUSIONS AND RECOMMENDATIONS A. General Based upon field observations and test results, it is our opinion that grading and compaction described herein was accomplished in accordance with the project requirements and the grading requirements of the City of Newport Beach. Field density testing indicated that a minimum of 90 percent relative compaction was achieved at the locations tested. Based on the observations and testing, the described fill and backfill materials placed at the site are considered suitable for the intended use. B. Drainage and Drainage Devices The performance of the planned foundation and improvements is dependent upon maintaining adequate surface drainage both during and after construction. The ground surface around foundations and improvements should be graded so that surface water will not collect and pond. Irrigation should be well controlled and minimized. Seasonal adjustments should be made to prevent excessive watering. Sources of uncontrolled water, such as leaky water pipes or drains, should be repaired if identified. The Owner should be aware of the potential problems that could develop when drainage is altered through construction of retaining walls, paved walkways, utility installations or other various improvements. Ponded water, incorrect drainage, leaky irrigation systems, overwatering or other conditions should be avoided. C. Subseauent Grading Operations Prior to the commencement any future on-site earthwork, we recommend to the Owner that a geotechnical engineer be notified to provide appropriate recommendations and observation and testing services as required. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 December 20, 2018 LIMITATIONS File No: 8128-10 Report No: 20181219-4 Page: 4 Our description of grading operations, as well as observations and testing, has been limited to those grading operations periodically observed by representatives of R McCarthy Consulting, Inc. between January 12, 2018 and December 19, 2018. This report does not include line and grade survey results. Elevations and locations used in this report are estimated based on field surveys done by others. The opinions rendered apply to conditions in the subject areas observed by us as of the date of our final site visit. We are not responsible for any changes in the conditions that may occur after that date and outside our purview. Our work is considered to be in accordance with the usual standards of the profession and with local practice. No other warranty is expressed or implied. The opportunity to be of service is appreciated. If you have any questions, please call. Respectfully submitted, R MCCARTHY CONSULTING, INC. y o a .-....... No.2480 EN- 3/31/ R Mc hy, G.E. 90 "q�Q/EanN1c Geo echnicar Engineer ��cnu�c Registration Expires 3-31-20 Date Signed: 12/20/18 Attachments: Table 1— Results of Field Density Tests Table 2 — Laboratory Maximum Dry Density/Optimum Moisture Relationship References Figure 1, Geotechnical Plot Plan R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 December 20, 2018 File No: 8128-10 Report No: 20181219-4 Page: 5 TABLE 1 — RESULTS OF FIELD DENSITY TESTS Test No. Test Date Location Approx. (feet) Depth Soil Type Moisture Content (070) Dry Density (per Relative Compaction 1 1/15/18 Building Pad -1 1 11.2 102.7 92 2 " Building Pad -2 1 13.9 102.6 92 3 Building Pad -1.5 1 8.0 104.7 93 4 Building Pad -1 1 13.3 102.7 92 5 1/16/18 Building Pad -0.5 2 9.3 127.1 93 6 " Building Pad FG 2 9.4 126.4 93 7 Building Pad FG 2 7.0 128.0 94 8 Building Pad FG 2 10.1 129.2 95 9 Building Pad FG 2 7.9 127.0 93 Notes: *indicates Sand Cone Test; all other tests Nuclear Gauge Method FG = Finished Subgrade SG = Subgrade TABLE 2 — LABORATORY MAXIMUM DRY DENSITY/ OPTIMUM MOISTURE RELATIONSHIP ASTM D1557 Soil Description Optimum Moisture Maximum Dry Type Content (70) Density (pct) 1 Tan -yellow, light brown SAND 10 112 2 Light gray -brown gravelly SAND 8 136 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 SS 9 III_.. E gq y5 p B% g88 > d}}ig$$E�h44EEFF ggggF 6fp"p.�Epggli � biphhhb Ik u, s9.,5As€s^@�eazzxa SSi°l€�2C�$'r3kRRRke m 1 a nam j _. i �— I I apLL 41 5re i 3 = o �8 -- z IS a z JIM rn G a 17 g E E y� p2 C_ / MY co h H g i r Hp e s � of e _ soul � 116 o r ISI Iu m$� �\ • �d 9 V Ln 1 N A i � � �c I i 7 • 1 W �4 ��hi Ml e0©000000® if 1 ,- z� BL9 68 NON Ell €3#ffi- $�€ f $ 'WHIMZ,N H o �� 8� 111#11111111 111 11111 11111 IIIIIIIIII�IIIIWIIIII IIWlI III11111111111111#� 88g� 8ism 4556!''4 CS 6n 3 a3N '� M 5 u 4 -A ^4 - .€ky $ o� 9�` e� f133M1S 31tlNtld) 333 H!I �- 6 �gi€e HL X2or113z3 ;wg cw4view Dr FORKERT ENGINEERING & SURVEYING, INC. 22311 BROOKHURST ST., SUITE 203 HUNTINGTON BEACH, CALIFORNIA 92646-8498 (714)963-6793 November 7, 2018 Subject: Drain Certification 2502 Crestview Drive Corona Del Mar, CA 92663 Grading Plan Check No. 1649-2017 To whom it may concern: I have reviewed the area drains and drain lines and certify that they have been built in substantial conformance to the approved plans. Sincerely, Thomas M. Ruiz P.E. Vice President Forked Engineering & Surveying, Inc. 714-963-6793 Ext 234 Al. *I \\ N0.586 * EXP. 12-31-181-18 OF a 1s is =g�i�� All . AP P¢'I1� R 2 m5u.� • , � r 8 "eo •� '� �—_xmasm_w ,00m_Lov1__'— ®I � � �°�' � o9m 9�9� C sill CSnnna g`o� 00 8 Y j%� r"A ��� M P jig, sgsg y_ RFsC� Y �- ��s a s Xn to N o s 9'• i� ------ _,aa--,p(� _ 1p m € ss O MIN m n3 �� � � K� � .��I 'v°umii i F�°hm n, e � � ~ p �■■ � g � ego 33 _ ,al, I SNS 4 m�g� 3 I � xazro>mw ioaac xsa, S e 9� a�ssssssss �, i�.8// �.�P.N .0 1111111 $n4 PS S €V2 �@q �i + I+ mI %l S; .. SFR + i m 1 x 11 ip Jill 5 g m 5 s ftl lie41 Ts