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Home My WebLink AboutX2017-3984 - MiscX9011.3994 A/00 G ncatn', 4 CITY OF NEWPORT BEACH COMMUNITY DEVELOPMENT DEPARTMENT BUILDING DIVISION 100 Civic Center Drive I P.O. Box 1768 i Newport Beach, CA 92658-8915 www.newocrtbeachca oov1 (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 app oved 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 app >(oved drawings, the contractor and inspector can measure the height of the structure to the top of slab/flgor 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 surf eys. 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 _'i'� J DUGS _ License # (�►.f�t' G, 9 �j Engineer/Surveyor's Address ¢p �. 4r.84 MW . OoptONA LMv,R CA Job Address 1400 1.iNC6LN i,,N., 2 Setbacks: Sketch a site plan and specify surveyed setbacks (use back page). * Top of slab/floor elevation: * If slab/floor elevation varies, sketch a plan or section through slab on the back page and speci from plans: the elevations. Use same datum used in the survey of record. I certify that the setbacks are are not ❑, per City approved plans. Describe any deviation I certify that top of slab/floor elevation(s) is 0, is not ❑, per City approved drawings. Describe any deviations from plans: JuNe it, t Date 1, Forms/SetbacksendTopot51ab81ovationCert. � ; Eru i-2-3i-iq si J''no / / / / i LN. 9 xXon-3989 I1400 Lincoln Ln CITY OF NEWPORT BEACH Community Development Department I Building Division 100 Civic Center Dr.1 P.O. Box 1768 1 Newport Beach, CA 92658 „ui - gym_ «- cr�� , nv�•, 1 (949) 644-3200 CALGREEN DOCUMENTATION COMPLIANCE CERTIFICATION ADDRESS: �70 ® �/� G�� PERMIT NO.: .2.1-79S-- G or— THIS 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 completed by a person with overall responsibility for the planning and design portion of the project. REQUIRED DOCUMENTATIONS PROVIDED TO THE PROPERTY OWNER(S) Franchise Halder for Construction/Demolition Waste (65% min. reuse of nonhazardous waste) — VOC Contents Limitation ❑/Formaldehyde Emissions Limitation /�T-24 Energy Certificate of installations (Env., QII, Lighting, Photovoltaic, Mech., Plumb.) -24 Energy Certificate of Verifications or Acceptance ( Env., QII, Lighting, Photovoltaic, Mach., Plumb., HERS) eX Operations and Maintenance Manual MOISTURE CONTENT OF BUILDING MATERIAL (RESIDENTIAL CONSTRUCTION ONLY) �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 I certify sander 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 manufactured devices identified on this certificate conform to all applicable codes and regulations, and the installation is consistent with the plans and specifications approved by the enforcing agency. Responsible Person's Name: Date Signed: Notes: From: V01-3794 400 Lincoln Ln CITY OF NEWPORT BEACH COMMUNITY DEVELOPMENT DEPARTMENT 100 civic Center Drivs ]BUILDING BOX 170B I Newport Beach, CA 92888.8818 www.newportboachea.gov 1 (949) 844.3200 CIVIL ENGINEER'S CERTIFICATION FORM ----u ca�M °- --o c pit. MA ATTENTION: GRADING ENGINEER, BUILDING DIVISION Dafe: Maw xg, 7oiq GPC No.: Tract/Subdivision/Lot NO.: Project Names: 1400 tilisievil y Rough: Final: X Owner/Developer: —Mlt, , t Mk4 DcA t .. . Type of Project! ._.,. Tract; Drainage Notes- _.,, Commercial Other ._ Industrial ,,X rn ,9 Yardage for Project: — Cut;_ Fill: Borrow: Notes: _.._. Export: I hereby apprava the ar,dlna Por th,. City oraarnp coae, l have Inspected the project and hereby csrtify that all areas exhibit positive pre vot o-, nocorcanco with my responsibilities under the surface flow to public ways or City approved drainage devices. The gradin completed: changes to the approv grading plan conformance with, 9 has been ------- with the following Description of Changes: Company; Name: Plg,� �, dV CA (prfnQ License No,:—&9L &9 6 24669 (RCE40 civl- X201-1- 3RSN Jg0o Lrncoln Ln 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 Structural Observation Report FOUNDATIONS Report Date: Ln. 10/18/2018 CNB Inspector Name: CNB Permit#: gProjectAddress:ss: er Name: Owner's Mailing Address (if different from site);Owner's Telephone #: CNB Plen Check#:tructural Observer (SO): SO E-mail Address: adl Fa rhadre�esifine corn SO Telephone #: 714-835.2800 SO License/Reg. A CE36840 PLEASE INDICATE STRUCTURAL ELEMENTS AND CONNECTION ORSFRVFn fnhortk nnngcnhlo hnvec I declare that the following statements are true to the best of my knowledge 1. 1 am the licensed design professional retained by the owner to be in responsible charge of the structural observation; 2. 1 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 verily that the structure is in general conformance with the approved construction documents; 3, 1 understand that all deficiencies which 1 have documented must be corrected, prior to final acceptance of the structural systems by the City of Newport Beach, Building Division. 10-18-18 FOUNDATIONS SHEAR WALLS FRAMES DIAPHGRAGIMS (Floor/Roof) INDICATE LOCATION(S) DATE OBSERVED OBSERVED Conventional Footings &Slab 177 Concrete 7 Steel F7 Concrete _ r Mat Foundation, Prestressed Concrete r' Masonry r Concrete r Steel Deck (—, Caissons, Piles, Grade Beams Wood or Manuf Shear Panels r Masonry X Wood ' Other: ❑ Other: Other: g and hardware 10.18-18 onnections rl ITMENS CHECKED ABOVE ARE APPROVED AND WITHOUGH DEFICIENCIES. F, OBSERVED DEFICIENCIES AND COMMENTS: r REPORT CONTINUED ON ATTACHED PAGES FINAL STRUCTURAL OBSERVATION REPORT: The structural generally compiles with the approved construction documents, and all observed deNciencies were corrected. I declare that the following statements are true to the best of my knowledge 1. 1 am the licensed design professional retained by the owner to be in responsible charge of the structural observation; 2. 1 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 verily that the structure is in general conformance with the approved construction documents; 3, 1 understand that all deficiencies which 1 have documented must be corrected, prior to final acceptance of the structural systems by the City of Newport Beach, Building Division. 10-18-18 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 Dov J (949) 644-3200 Structural Observation Renort Project Address:. Report Date: CNB Inspector Name: CNB Permit #: 1400 Lincoln Ln. - 9/25/2018 DIAPHGRAGMS (Floor/Roof) --- - --1 INDICATE LOCATION(S) OBSERVED Building Owner Name: Owner's Mailing Address (if different from site); Owner's Telephone #: CNB Plan Check #: Full Name of Structural Observer (SO): SO E-mail Address: SO Telephone #: SO License/Reg. #: Farhad Manshadi Farhadre�esifine com 714-835-2800 CESS840 PLEASE INDICATE STRUCTURAL ELEMENTS AND CONNECTION OBSERVED (check annlicahlP hnvac) 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. 1 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 verity 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. 9-25-18 FOUNDATIONS SHEAR WALLS FRAMES DIAPHGRAGMS (Floor/Roof) --- - --1 INDICATE LOCATION(S) OBSERVED DATE OBSERVED Conventional Footings & Slab r Concrete F Steel r Concrete rMat Foundation, Prestressed Concrete r Masonry [Concrete r Steel Deck r Caissons, Piles, Grade Beams r-, Wood or Manuf. Shear Panels �- Masonry Wood First Floor sht' "andnailin 9 9 9-25-18 Other: F Other: Other: r Other r ITMENS CHECKED ABOVE ARE APPROVED AND WITHOUGH DEFICIENCIES. I- OBSERVED DEFICIENCIES AND COMMENTS: r REPORT CONTINUED ON ATTACHED PAGES I- FINAL STRUCTURAL OBSERVATION REPORT: In structural 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. 1 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 verity 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. 9-25-18 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 Structural Observation Report Project Address: Report Date: _ CNB Inspector Name: CNB Permit M 1400 Lincoln Ln. 8/15/2018 DATE OBSERVED - Building Owner Name: Owner's Mailing Address (if different from site); Owner's Telephone #: CNB Plan Check #: Full Name of Structural Observer (SO): SO E-mail Address: SO Telephone #: SO License/Reg. #: Farhad Manshadi Farhad Mesifine.com 714-835-2800 CE36840 PLEASE INDICATE STRUCTURAL ELEMENTS AND CONNECTION OBSERVED (check applicable boxes) I declare that the following statements are true to the best of my knowledge I am the licensed design professional retained by the owner. to be in responsible charge of the structural observation; 2. 1 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 verity 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. 8-15-18 FOUNDATIONS SHEAR WALLS FRAMES DIAPHGRAGMS (Floor/Roof) INDICATE LOCATION(S) OBSERVED DATE OBSERVED Conventional Footings & Slab r Concrete r Steel. r Concrete Master bath fooring 8-15-18 Mat Foundation, Prestressed Concrete r Masonry r Concrete ( Steel Deck - (-- Caissons, Piles, Grader Beams Wood or Manuf. Shear Panels �- Masonry r Wood r Other: r Other. r Other: r Other ri ITMENS CHECKED ABOVE ARE APPROVED AND WITHOUGH DEFICIENCIES. r OBSERVED DEFICIENCIES AND COMMENTS: r REPORT CONTINUED ON ATTACHED PAGES r The FINAL STRUCTURAL OBSERVATION REPORT: structural 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 I am the licensed design professional retained by the owner. to be in responsible charge of the structural observation; 2. 1 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 verity 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. 8-15-18 CITY OF NEWPORT BEACH COMMUNITY DEVELOPMENT DEPARTMENT BIJILDING 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: Report Date: CNB Inspector Name: CNB Permit #: 1400 Lincoln Ln. 6/19/2018 DATE OBSERVED Building Owner Name: Owner's Mailing Address (if different from site); Owner's Telephone #: CNB Plan Check #: Full Name of Structural Observer (SO): SO E-mail Address: SO Telephone #: SO License/Reg. #: Farhad Manshadi Farhadeesifine.com 714-835-2800 CE36840 PLEASE INDICATE STRUCTURAL ELEMENTS AND CONNECTION OBSERVED (check applicable boxes) I declare that the following statements are true to the best of my knowledge 1. 1 am the licensed design professional retained by the owner to be in responsible charge of the structural observation; 2. 1 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 verity 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. 6-19-18 FOUNDATIONS SHEAR WALLS FRAMES DIAPHGRAGMS (Floor/Roof) INDICATE LOCATION(S) OBSERVED DATE OBSERVED Conventional FootingsFootings, & Slab - F Concrete Steel ("• Concrete rebar, A.B's, H.D's, Hardy bolt, Pads, Grade beam ;' 6-19-18 (—. Mat Foundation, ;. Prestressed Concrete F Masonry - F Concrete F Steel Deck rCaissons, Piles, Grader—Wood Beams or Manuf. Shear Panels Masonry F Wood F Other: [ Other: r Other: r Other F. ITMENS CHECKED ABOVE ARE APPROVED AND WITHOUGH DEFICIENCIES. r OBSERVED DEFICIENCIES AND COMMENTS: r REPORT CONTINUED ON ATTACHED PAGES r FINAL STRUCTURAL OBSERVATION REPORT: The structural 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. 1 am the licensed design professional retained by the owner to be in responsible charge of the structural observation; 2. 1 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 verity 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. 6-19-18 XZ017-3R6u 1N00 Lincoln Ln �'C0111Po'v CITY OF NEWPORT BEACH o .1;1 0 v COMMUNITY DEVELOPMENT DEPARTMENT BUILDING DIVISION c -00 P 100 Civic Center Drive I P.O. Box 1768 1 Newport Beach, CA 92658-8915 9�,FoaN www.newportbeachca.gov 1 (949) 644-3200 BUILDING HEIGHT CERTIFICATION Project Street Address: 1400 L l NG0 L N LANre Building Permit Number(s): )<'2-01 7 As the surveyor of record for the project at the above address, I hereby certify that I have reviewed the City of Newport Beach approved plan and original topographic survey and based the elevations listed below on those plans. Elevations shall include an allowance for roofing material thickness if not yet installed. Provide each critical ridge and flat roof, or roof deck railing elevations indicated on the approved plans. Use the format below on the back of this form if additional space is necessary or further explanation is needed. Provide original copy to the inspector before roof framing inspection. mil eicvatwn points are based on: U NAVD88 O NGVD29 O Assumed Please provide the following elevation information for the highest roof ridges, flat roofs, or parapets/guardrails. Additional elevation points may be requested by the Building Inspector. RIDGES (3:12 slope or greater) 1. Approved elevation point of ridge is 123.22 and actual elevation point is 12$.22 2. Approved elevation point of ridge is and actual elevation point is I 3. Approved elevation point of ridge is and actual elevationpoi t is � o ��Q rr►�,�M a1 FLAT ROOFS, PARAPETS AND GUARDRAILS .f+yy( 1. Approved elevation point of flat roof or parapet is and actua eiety tion point is 2. Approved elevation point of flat roof or parapet is and actual elevation point is 3. Approved elevation point of flat roof or parapet is and actual elevation point is I certify that the above height measurements are correct and the above project: OIS in compliance with the City -approved plans. OIS NOT in compliance with the City -approved plans (Provide explanation). Please de ibe any devi tion from the City -approved plans on the back of this form. Surveyor r Civil Engineer's* signature and seal' `c Date (Wet stamp and signature required) it * E a4z License number of 33965 or lower FonnsV3uilding Neighs G:nificatinn 11/02/1e CaICERTS, Inc. X201 -1 -Mg Page 1 of 7 /400 Lencoln In Home (https://www.calcerts.como David Reed logged in [Logout], (login.cfm?process=logout) V CaICERTS, Inc. 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(Solar Ready Area) 14:45 source=2) (Baud -Air Energy Efficiency Services) CF2R INFORMATION - Certificates of Installation (Documents the proper installation of required energy features) System Form Registered Registration Number Date 217-P016565456C-000- CF2R-ENV-01-E 05/23/2019 001-E01001A-0000 (cert _Sessionprint.cfm? Vincent DiBiasi ,. (Fenestration Installation) 15:08 source=3) (Vincent DiBiasi Architect) 217-P016565456C-000- CF2R-ENV-03-E 05/23/2019 001-E03001A-0000 (cert_Sessionprint.cfm? Vincent DiBiasi (Insulation Installation) 15:08 source=4) (Vincent DiBiasi Architect) https://www.calcerts.com/buildingDeptLookup.cfm?searchBy=2&lot_id=1645512&step=3... 5/23/2019 Ca10ERTS, Inc. Page 3 of 7 https://www.calcerts.com/buildingDeptLookup.cfm?searchBy=2&lot_id=1645512&step=3... 5/23/2019 217-P016565456C-000- CF2R-ENV-21-H 05/23/2019 001-E21001B-0000 (cert_Sessionprint.cfm? (QII-AIS-Batt, Loose Fill, Vincent DiBiasi and SPF) 15:08 (Vincent DiBiasi source=5) Sealing) Architect) https://www.calcerts.com/buildingDeptLookup.cfm?searchBy=2&lot_id=1645512&step=3... 5/23/2019 217-P016565456C-000- CF2R-EN V -22-H 05/23/2019 001-E22001A-0000 , (cert _Sessionprint.cfm? (QII-Air Infiltration Vincent DiBiasi 15:08 source=6) Sealing) (Vincent DiBiasi Architect) 217-P016565456C-000- CF2R-ENV-23-H 05/23/2019 001-E23001B-0000 (cert_ Sessionprint.ofm? Vincent DiBiasi (QII-Installation) 15:08 source=7) (Vincent DiBiasi Architect) 217-P016565456C-000- CF2R-LTG-01-E 05/23/2019 001-L01001A-0000 (cert_ Sessionprint.cfm? Vincent DiBiasi (Lighting) 15:08 source=8) (Vincent DiBiasi Architect) 217-P016565456C-000- CF2R-MCH-01-E (Space Conditioning 05/23/2019 000 0incent (cert_Sessionprint.cfm? Vincent DiBiasi DiBiasi 40 Systems, Ducts and 15:08 source=9) (Vincent DiBiasi Fans) Architect) 217-P016565456C-000- CF2R-MCH-20-H 05/23/2019 001-M20002A-0000 (cert_ System 1 Vincent DiBiasi (Duct Leakage) 15:08 source= 10) (Vincent DiBiaSessionprint.cfm? Architect) 217-P016565456C-000- CF2R-MCH-20-H 05/23/2019 001-M20003A-0000 (cert _Sessionprint.cfrn? System 2 Vincent DiBiasi (Duct Leakage) 15:08 source=11) (Vincent DiBiasi Basi Architect) 217-P016565456C-000- CF2R-MCH-23-H 05/23/2019 001-M23002A-0000 (cert_ Sessionprint.cfm? System 1 Vincent DiBiasi (Airflow) 15:08 source=12) (Vincent DiBiasi Architect) 217-P016565456C-000- CF2R-MCH-23-H 05/23/2019 001-M23003A-0000 '�' (cert_Sessionprint.cfm? System 2 Vincent DiBiasi (Airflow) 15:08 source=13) (Vincent DiBiasi Architect) https://www.calcerts.com/buildingDeptLookup.cfm?searchBy=2&lot_id=1645512&step=3... 5/23/2019 CaICERTS, Inc. Page 4 of 7 https://www.calcerts.com/buildingDeptLookup.cfm?searchBy=2&lot_id=1645512&step=3... 5/23/2019 217-P016565456C-000- CF2R-MCH-22-H 05/23/2019 001-M22002A-0000 � (cert _Sessionprint.cfm? System 1 Vincent DiBiasi _Sessionprint.cfm? Q (Fan Efficacy) 15:08 source=14) (Vincent DiBiasi Architect) https://www.calcerts.com/buildingDeptLookup.cfm?searchBy=2&lot_id=1645512&step=3... 5/23/2019 217-P016565456C-000- CF2R-MCH-22-H 05/23/2019 001-M22003A-0000 (cert System 2 Vincent DiBiasi _Sessionprint.cfm? Q (Fan Efficacy) 15:08 source=15) (Vincent DiBiasi Architect) 217-P016565456C-000- CF2R-MCH-25-H 05/23/2019 001-M25002A-0000 (cert_Sessionprint.cfm? System 1 Vincent DiBiasi (Refrigerant Charge) 15:08 source=l6) (Vincent DiBiasi Architect) 217-P016565456C-000- CF2R-MCH-25-H 05/23/2019 001-M25003A-0000 (cert_Sessionprint.cfm? System 2 Vincent DiBiasi (Refrigerant Charge) 15:08 source=17) (Vincent DiBiasi Architect) 217-P016565456C-000- CF2R-MCH-26-H 05/23/2019 001-M26002A-0000 (cert_Sessionprint.cfm? System 1 Vincent DiBiasi (Rated Equipment) 15:08 source=18) (Vincent DiBiasi Architect) 217-P016565456C-000- CF2R-MCH-26-H 05/23/2019 0 01-M26003A-0000 (cert _Sessionprint.cf n? System 2 Vincent DiBiasi (Rated Equipment) 15:08 source= 19) (Vincent DiBiasi Architect) 217-P016565456C-000- CF2R-MCH-27-H 05/23/2019 001-M27001A-0000 (cert _Sessionprint.cfm? Vincent D asi (IAQ and MV) 15:08 iBiasi source=20) (Vincent DiBiasi Architect) 217-P016565456C-000- CF2R-PLB-02-E 05/23/2019 001-B02004A-0000 (cert Vincent DiBiasi _Sessionprint.cfrn? 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(QII-Air Infiltration Danny Bauder 14:44 source=23) Sealing) (Baud -Air Energy Efficiency Services) 217-P016565456C-000- CF3R-ENV-23-H 05/23/2019 001-E23001B-E23A �; (cert_Sessionprint.cfm? Danny Bauder (Q11 -Installation) 14:44 source=24) (Baud -Air Energy Efficiency Services) 217-P016565456C-000- CF3R-MCH-20-H 05/23/2019 0 01-M20002A-M20A i� (cert_Sessionprint.cfm? System 1 Danny Bauder (Duct Leakage) 14:44 source=25) (Baud -Air Energy Efficiency Services) 217-P016565456C-000- MR-MCH-20-11 05/23/2019 001-M20003A-M20A i (cert_ Sessionprint.cfm? System 2 Danny Bauder (Duct Leakage) 14:44 source=26) (Baud -Air Energy Efficiency Services) 217-P016565456C-000- CF3R-MCH-23-H 05/23/2019 001-M23002A-M23A (cert_Sessionprint.cfm? System 1 Danny Bauder (Airflow) 14:44 source=27) (Baud -Air Energy Efficiency Services) 217-P016565456C-000- CF3R-MCH-23-H 05/23/2019 001-M23003A-M23A (cert_ Sessionprint.cfm? 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(� I All Rights Reserved https://www.calcerts.com/buildingDeptLookup.cfm?searchBy=2&lot_id=1645512&step=3... 5/23/2019 x.20/-1-3g8q 11400 Lincoln In ALBUS-gEEFE & ASSOCIATES, INC GEOTECHNICAL CONSULTANTS May 17, 2018 J.N.: 2645.00 Ms. Erin Kennedy ATP Builders, Inc. 3600 Birch Street, #220 Newport Beach, California 92660 Subject: Geotechnical Report of Rough Grading, Building Pad and Pool, Single -Family Residence, 1400 Lincoln Lane, Lot 6 of Tract 3851, Newport Beach, California. Dear Ms. Kennedy, We are pleased to present to you our geotechnical report of rough grading services for the building pad and the new swimming pool at the site. This report presents a summary of our geotechnical observations and testing services we provided during site rough grading operations, as well as our conclusions and recommendations pertaining to future site development based on the as -graded site conditions. We appreciate this opportunity to be of service to you. If you have any questions regarding the contents of this report, please do not hesitate to call. Sincerely, ALB US-KEEFE & ASSOCIATES, INC Paul Kim Associate Engineer 1011 North Armando Street Anaheim CA 92606-2606 (714) 630-1626 FAX (714) 630-1916 ATP Builders TABLE OF CONTENTS REPORT May 17, 2018 J.N.: 2645.00 Page 1.0 INTRODUCTION.....................................................................................................................1 2.0 SCOPE OF SERVICES............................................................................................................1 3.0 PROJECT PLAN AND JURISDICTION..............................................................................1 4.0 SUMMARY OF ROUGH GRADING OPERATIONS......................................................... 2 4.1 GENERAL...............................................................................................................................2 4.2 GROUND PREPARATION.................................................................................................... 2 4.3 FILL PLACEMENT................................................................................................................ 2 5.0 AS -GRADED GEOLOGIC CONDITIONS........................................................................... 3 6.0 FIELD DENSITY TESTING................................................................................................... 3 7.0 LABORATORY TESTING.....................................................................................................3 8.0 CONCLUSIONS.......................................................................................................................4 8.1 COMPLIANCE STATEMENT AND SITE SUITABILITY ................................................. 4 8.2 GEOLOGIC HAZARDS......................................................................................................... 4 8.2.1 Faulting and Ground Rupture........................................................................................... 4 8.2.2 Ground Shaking................................................................................................................ 4 8.2.3 Liquefaction......................................................................................................................5 8.3 STATIC SETTLEMENT........................................................................................................ 5 9.0 RECOMMENDATIONS..........................................................................................................5 9.1 TEMPORARY EXCAVATIONS........................................................................................... 5 9.2 SEISMIC DESIGN PARAMETERS...................................................................................... 5 9.3 FOUNDATIONS FOR HABITABLE STRUCTURES.......................................................... 6 9.3.1 General..............................................................................................................................6 9.3.2 Soil Expansion..................................................................................................................6 9.3.3 Settlement......................................................................................................................... 6 9.3.4 Allowable Bearing Value.................................................................................................. 6 9.3.5 Lateral Resistance............................................................................................................. 7 9.3.6 Footing and Slab on Grade............................................................................................... 7 9.3.7 Footing Observations........................................................................................................ 8 9.4 RETAINING AND SCREENING WALLS............................................................................ 8 9.4.1 General..............................................................................................................................8 9.4.2 Allowable Bearing Value and Lateral Resistance............................................................ 8 9.4.3 Active Earth Pressures...................................................................................................... 9 9.4.4 Drainage and Moisture-Proofing.................................................................................... 10 9.4.5 Footing Reinforcement and Wall Jointing...................................................................... 10 9.4.6 Footing Observations...................................................................................................... 10 9.4.7 Retaining Wall Backfill.................................................................................................. 11 9.5 SWIMMING POOL.............................................................................................................. 11 9.6 EXTERIOR FLATWORK....................................................................................................11 9.7 CONCRETE MIX DESIGN.................................................................................................. 12 9.8 FUTURE SITE GRADING AND DEVELOPMENT........................................................... 12 9.8.1 Future Site Grading..........................................................Error! Bookmark not defined. 9.8.2 Site Drainage and Irrigation............................................................................................ 12 9.8.3 Utility Trenches.............................................................................................................. 12 ALBUS-%EEFE & ASSOCIATES, INC ATP Builders TABLE OF CONTENTS REPORT May 17, 2018 7.N.: 2645.00 Page ii 9.8.4 Re -Certification of Pads.................................................................................................. 13 9.9 PLAN REVIEW AND CONSTRUCTION SERVICES....................................................... 13 10.0 CLOSURE............................................................................................................................13 REFERENCES..................................................................................................................................15 /:19"04119 0y APPENDIX A - FIELD DENSITY TESTING Table A - Summary of Field Density Test Results APPENDIX B - LABORATORY TESTING Table B-1 - Summary of Maximum Dry Density/Optimum Moisture Contents Table B-2 - Summary of Expansion and Soluble Sulfate Contents PLAN PLATE 1 -Plot Plan ALB US-KEEFE & ASSOCIATES, INC ATP Builders 1.0 INTRODUCTION May 17, 2018 J.N.: 2645.00 Page 1 This report presents a summary of geotechnical consulting services provided by Albus-Keefe & Associates, Inc. (AKA) during rough grading of the subject site. These services were provided from April 6 to May 11, 2018. Conclusions and recommendations pertaining to future site development are also provided in this report. Rough grading under the purview of this report was accomplished for the purpose of creating a building pad for a single-family home, and for providing a uniform bearing material at the bottom of the new pool. The previous single-family residence and swimming pool at the site, and other existing landscape elements, had been demolished and all debris removed from the site prior to the start of this phase of work. Also, the previous pool excavation had been backfilled with compacted fill, as presented in our referenced report dated September 21, 2017, prior to the start of this phase of work. 2.0 SCOPE OF SERVICES Albus-Keefe & Associates, Inc. has provided geotechnical consulting services as described below: • Provided observation during removal of unsuitable earth materials, including and the upper disturbed/weathered portions of alluvial deposits, pool bottom. • Observed removal bottoms prior to fill placement. and the over -excavation of the building pad and • Provided observation and field density testing during scarification, moisture conditioning and recompaction of exposed earth materials within over -excavation bottoms and during fill placement within the limits of rough grading discussed herein. • Performed laboratory testing of representative earth materials encountered during site grading. • Prepared this report to present a summary of our observations, results of field and laboratory testing, as well as opinions and recommendations relative to future development of the site. 3.0 PROJECT PLAN AND JURISDICTION The layout of the subject project under the purview of this report is shown on the plans entitled "Grading Plan of 1400 Lincoln Lane, Newport Beach, California, Lot 6 of Tract 3851 ", Sheet 2 of 3, at a scale of 1" = 8', prepared by Duca-McCoy, Inc. This sheet was used as the base map for the enclosed Plot Plan, Plate 1, to show the limits of rough grading, removal bottom elevations, and approximate locations of field density testing. Construction was performed under the jurisdiction of the City of Newport Beach. ALBUS-KEEFE & ASSOCIATES, INC. ATP Builders 4.0 SUMMARY OF ROUGH GRADING OPERATIONS 4.1 GENERAL May 17, 2018 J.N.: 2645.00 Page 2 Albus-Keefe & Associates, Inc. performed field observation and testing services during rough grading operations. JD Demo & Grading was the grading contractor that completed the rough grading summarized in this report. Observations by our staff indicate that the rough grading was performed as presented below. 4.2 GROUND PREPARATION Within the limits of the building pad the upper 2 feet of older alluvial deposits, considered unsuitable for support of the structural improvements, were removed to expose competent older alluvium. In addition to general removal of unsuitable soils, the existing soils were over -excavated to a depth of at least 2 feet below the bottom of footings for the proposed residence. Removals were typically conducted to a depth of approximately 4 feet below existing grades and exposed competent older alluvial materials. Any loose soil and/or debris associated with the demolition of the previous residence and site improvements were effectively removed during the rough grading removal and over -excavation operations. The removals extended laterally at least 2.5 feet beyond the proposed building perimeter, except for some areas along the eastern and southeastern sides of the new building footprint where removals were restricted due to non -encroachment restrictions into City of Newport Beach utility easements. This is considered suitable from a geotechnical perspective as the engineered fill and native soils are considered to possess similar engineering properties in regards to lateral support. Within the limit of the new swimming pool, the bottom grade of the pool excavation was over - excavated at least one foot below the pool shell subgrade to provide a uniform bearing material of engineered fill at the pool bottom. The approximate limits and elevations of the removal bottoms are shown on the enclosed Plot Plan, Plate 1. Subsequent to removals, the exposed grades were scarified to a depth of about 6 inches, moisture conditioned, and then compacted. 4.3 FILL PLACEMENT Following preparation of the exposed ground surface, fill was placed in lifts approximately 4 inches in thickness, moisture conditioned to above the optimum moisture content, and mechanically compacted. Mechanical compaction was generally achieved by using a track loader with a full bucket of soil. Each lift was placed in a similar manner until the design grades were achieved. Approximately one foot of compacted fill was placed, as described above, in the over -excavated pool bottom. Fill materials were derived from removal and cut areas within the site and imported from approved sources. The imported fill materials had similar properties as the onsite materials, having an expansion index less than 21. The approximate limits of fill placed under the purview of this report are shown on the enclosed Plot Plan. ALB US-KEEFE & ASSOCIATES, INC. ATP Builders 5.0 AS -GRADED GEOLOGIC CONDITIONS May 17, 2018 J.N.: 2645.00 Page 3 Geologic observations were made during site grading to compare the anticipated geologic conditions with the actual conditions exposed during grading. The geologic conditions that were observed are relatively similar to the conditions anticipated in the referenced report dated September 1, 2017. Detailed descriptions of geologic units are presented in the referenced report and remain applicable to the as -graded conditions. 6.0 FIELD DENSITY TESTING The in-place density of fill materials was determined in accordance with ASTM D 6938 (nuclear gauge). The results of field density tests were compared to the laboratory determined maximum dry density to evaluate relative compaction. Where test results indicated a relative compaction less than 90%, the area of substandard fill was determined, the fill materials were then moisture conditioned, if needed, and recompacted until subsequent testing resulted in a relative compaction of 90% or greater. Field density tests were taken at a frequency of at least one test per 1,000 cubic yards of fill placement and one test for every two vertical feet of fill placement. Near surface density tests were taken upon achieving finish pad grades. The results of field density tests are presented in Appendix A, on Table A. The approximate test locations are shown on the enclosed Plot Plan. 7.0 LABORATORY TESTING Representative samples of the onsite and imported soils were collected and tested in the laboratory. Laboratory tests included maximum dry density and optimum moisture content, expansion index, and soluble sulfate content. Descriptions of the laboratory tests are presented below. Results of laboratory testing are presented in Appendix B. Maximum dry density and optimum moisture content tests were performed in general conformance with ASTM D 1557. Pertinent test results are presented on Table B-1. Expansion Index tests were performed on soil samples collected from onsite soils. Expansion Index testing was completed in accordance with ASTM D 4829 and expansion potential classification was determined on the basis of expansion index value. Test results and expansion potentials are presented on Table B-2. Soluble sulfate content was determined on soil samples collected from onsite and from imported soils. Testing was completed in accordance with California Test Method (CTM) No. 417. Sulfate exposure classification was determined in accordance with ACI 318 Table 4.3.1 on the basis of soluble sulfate concentration. The test results and sulfate exposure classifications are presented on Table B-2. ALBUS-%EEFE & ASSOCIATES, INC. ATP Builders 8.0 CONCLUSIONS 8.1 COMPLIANCE STATEMENT AND SITE SUITABILITY May 17, 2018 J.N.: 2645.00 Page 4 Earthwork carried out under the observation and testing by Albus-Keefe & Associates, Inc. was performed in substantial conformance with the project plans and specifications, the grading codes of the City of Newport Beach, and applicable portions of the project geotechnical requirements. (Albus- Keefe & Associates, Inc. is not responsible for line and grade.) The graded building pad and the pool bottom are considered suitable for their intended use, provided that the recommendations presented herein and in the referenced geotechnical reports are implemented during future grading and construction. Rough grading work for the subject building pads and associated interior driveways has been observed and tested in a manner consistent with the standard of care currently exercised by members of the profession practicing in the same general locality under similar conditions. 8.2 GEOLOGIC HAZARDS 8.2.1 Faulting and Ground Rupture No known active faults are known to project through the site nor does the site lie within the boundaries of an "Earthquake Fault Zone" as defined by the State of California in the Alquist-Priolo Earthquake Fault Zoning Act. The closest known active fault is the San Joaquin Hills Fault located about 3.3 miles from the site to the east. Therefore, the potential for ground rupture due to an earthquake beneath the site is considered very low. 8.2.2 Ground Shaking The site is situated in a seismically active area that has historically been affected by generally moderate to occasionally high levels of ground motion. The site lies in relative close proximity to several active faults; therefore, during the life of the proposed structures, the property will probably experience similar moderate to occasionally high ground shaking from these fault zones, as well as some background shaking from other seismically active areas of the Southern California region. Potential ground accelerations have been estimated for the site and are presented in Section 4.1 of this report. Design and construction in accordance with the current California Building Code (CBC) requirements is anticipated to address the issues related to potential ground shaking. The subject property is located west of the San Joaquin Hills. The uplift and folding of the San Joaquin Hills is attributed to the tectonic activity of the San Joaquin Hills blind thrust fault which is considered a potentially active fault. Based on information obtained from the USGS, the subject property is located approximately 4.5 miles northwest of the projected surficial trace of the San Joaquin Hills blind thrust fault. It is incorporated as a seismic source in the 2008 National Seismic Hazard Maps, and the potential ground shaking effect from the San Joaquin blind thrust fault is reflected in the seismic design parameters presented. ALB US KEEFE & ASSOCIATES, INC. ATP Builders 8.2.3 Liquefaction May 17, 2018 7.N.: 2645.00 Page 5 Based on our analyses presented in the referenced report, Historical high groundwater is not mapped in the general site area. The nearest contour is 30 feet and groundwater is anticipated to be present at great depths. Additionally, the site is underlain by Pleistocene -aged soil deposits. Therefore, the potential for liquefaction at the site is considered to be low. Furthermore, the site is not located within a mapped California Geologic Survey liquefaction hazard zone. 8.3 STATIC SETTLEMENT Based on the as -graded site conditions, total and differential static settlement is not anticipated to exceed 1 inch and 1/2 -inch over 30 feet, respectively, for the proposed residential structure. The estimated magnitudes of static settlements are considered within tolerable limits for the proposed structure. 9.0 RECOMMENDATIONS 9.1 TEMPORARY EXCAVATIONS Temporary construction slopes in site materials that are not surcharged may be cut vertically up to a height of 4 feet. Temporary excavations greater than 4 feet but no greater than 10 feet in height that are not surcharged should be laid back at a maximum gradient of 1:1 (H:V) or properly shored. Slopes that expose friable soils should be laid back to a maximum gradient of 1.5:1 (H:V) or flatter if deemed appropriate by the geotechnical consultant. Temporary excavations greater than 5 feet in height or any excavations that will be surcharged should be reviewed by the geotechnical consultant for specific recommendations. Excavations should not be left open for prolonged periods of time. The project geotechnical consultant should observe all temporary cuts to confirm anticipated conditions and to provide alternate recommendations if conditions dictate. All excavations should conform to the requirements of Cal/OSHA. Where insufficient room exists for recommended lay back cuts, shoring or slot cutting methods may be required. Additional recommendations for such conditions will be provided at that time. The contractor(s) should take appropriate measures when excavating adjacent existing improvements to avoid disturbing or compromising support of existing structures. 9.2 SEISMIC DESIGN PARAMETERS For design of the project in accordance with ASCE 7, the following table presents the seismic design factors: ALBUS-KEEFE & ASSOCIATES, INC. ATP Builders Table 9.1 Seismic Design Parameters May 17, 2018 J.N.: 2645.00 Page 6 Parameter Value Site Class D Mapped MCE Spectral Response Acceleration, short periods, Ss 1.689 Mapped MCE Spectral Response Acceleration, at 1 -sec. period, Si 0.620 Site Coefficient, Fa 1.0 Site Coefficient; Fv 1.5 Adjusted MCE Spectral Response Acceleration, short periods, SMs 1.689 Adjusted MCE Spectral Response Acceleration, at 1 -sec. period, SMi 0.930 Design Spectral Response Acceleration, short periods, SDs 1.126 Design Spectral Response Acceleration, at 1 -sec. period, SDI 0.620 MCE = Maximum Considered Earthquake 9.3 CONVENTIONAL FOUNDATION DESIGN 9.3.1 General The following design parameters are provided to assist the project structural engineer to design the foundations of the proposed residential development at the site. Recommendations for design of other foundation systems will be provided upon request. These design parameters are based on typical site materials encountered during subsurface exploration and are provided for preliminary design and estimating purposes. Depending on actual materials encountered during site grading and actual foundation loads, the design parameters presented herein may require modification. 9.3.2 Soil Expansion The recommendations presented herein are based on soils with a Very Low expansion potential with E1<21. 9.3.3 Settlement Foundations should be designed for static total and differential settlement up to 1 inch and '/2 -inch over 30 feet, respectively. These values are considered within tolerable limits of proposed structures and site improvements. 9.3.4 Allowable Bearing Value A bearing value of 2,500 pounds per square foot (psf) may be used for continuous footings having a minimum width of 15 inches and founded at a minimum depth of 24 inches below the lowest adjacent finished grade. This value may be increased by 275 psf and 575 psf for each additional foot in width and depth, respectively, up to a maximum value of 4,000 psf. The allowable bearing value presented herein includes both dead and live loads and may be increased by one-third for wind and seismic forces. ALBUS-KEEFE & ASSOCIATES, INC- ATP Builders 9.3.5 Lateral Resistance May 17, 2018 J.N.: 2645.00 Page 7 A passive earth pressure of 600 pounds per square foot per foot of depth up to a maximum value of 1,800 pounds per square foot may be used to determine lateral bearing for footings. The passive earth pressure may be increased by one-third for wind and seismic forces. A coefficient of friction of 0.4 times the dead load forces may also be used between concrete and the supporting soils to determine lateral sliding resistance, however, no increase in the coefficient of friction is allowed. The above values are based on footings placed directly against compacted fill. In the case where footing sides are formed, all backfill against the footings should be compacted to at least 90 percent of the laboratory standard. 9.3.6 Footing and Slab on Grade Exterior and interior building footings should be founded at a minimum depth of 12 inches and 12 inches, respectively, below the lowest adjacent grade. All continuous footings should be reinforced with a minimum of two No. 4 bars, one top and one bottom. The structural engineer may require different reinforcement and should dictate if greater than the recommendations provided herein. Interior isolated pad footings should be a minimum of 24 inches square and founded at minimum depths of 12 inches below the lowest adjacent final grade. Exterior isolated pad footings intended for support of patio covers or similar construction should be a minimum of 24 inches square and founded at a minimum depth of 12 inches below the lowest adjacent final grade. Interior concrete slabs constructed on grade should be a minimum 4 inches thick and should be reinforced with 6 -inch by 6 -inch, W4 X W4 reinforcing wire mesh or No. 3 bars spaced 18 inches on center, each way. Care should be taken to ensure the placement of reinforcement at mid -slab height. The structural engineer may recommend a greater slab thickness and reinforcement based on proposed use and loading conditions and such recommendations should govern if greater than the recommendations presented herein. Concrete floor slabs in areas to receive carpet, tile, or other moisture sensitive coverings should be underlain with a minimum of 10 -mil moisture vapor retarder conforming to ASTM E 1745-11, Class A. The membrane should be properly lapped, sealed, and underlain with at least 3 inches of sand having a SE no less than 30. One inch of sand should be placed over the membrane to aid in the curing of the concrete. This vapor retarder system is anticipated to be suitable for most flooring finishes that can accommodate some vapor emissions. However, this system may emit more than 4 pounds of water per 1000 sq. ft. and therefore, may not be suitable for all flooring finishes. Additional steps should be taken if such vapor emission levels are too high for anticipated flooring finishes. Special consideration should be given to slabs in areas to receive ceramic tile or other rigid, crack - sensitive floor coverings. Design and construction of such areas should mitigate hairline cracking as recommended by the structural engineer. Garage floor slabs should have a minimum thickness of 4 inches and should be reinforced in a similar manner as living floor slabs. Garage floor slabs should also be poured separately from adjacent wall footings with a positive separation maintained with 3/8 -inch minimum felt expansion ALBUS-KEEFE & ASSOCIATES, INC. ATP Builders May 17, 2018 J.N.: 2645.00 Page 8 joint materials and provided with saw cuts or cold joints at a maximum spacing of 12 feet in each direction. Consideration should be given to providing a vapor retarder below the garage slab to mitigate the potential for effervescence on the slab surface. Block-outs should be provided around interior columns to permit relative movement and mitigate distress to the floor slabs due to differential settlement that will occur between column footings and adjacent floor subgrade soils as loads are applied. Prior to placing concrete, subgrade soils below slab -on -grade areas should be thoroughly moistened to provide a moisture content that is equal to or greater than the optimum moisture content to a depth of 12 inches. 9.3.7 Footing Observations Footing excavations should be observed by the project geotechnical consultant to verify that they have been excavated into competent bearing soils and to the minimum embedment recommended above. These observations should be performed prior to placement of forms or reinforcement. The excavations should be trimmed neat, level and square. Loose, sloughed or moisture -softened materials and debris should be removed prior to placing concrete. 9.4 RETAINING AND SCREENING WALLS 9.4.1 General Where unsuitable earth materials are removed and replaced with compacted fills, conventional continuous and pad footings may be used to support the proposed retaining and screening walls at the site. Where the unsuitable earth materials were left in place due to the presence of existing offsite improvements, a deepened panel footing or a caisson -and -grade beam foundation system may be required to support the proposed retaining and screen walls in these areas. Final wall designs specific to the site development should be provided to project geotechnical consultant for review once completed. The structural engineer and architect should provide appropriate recommendations for sealing at all joints and applying moisture -proofing material on the back of the walls. 9.4.2 Allowable Bearing Value and Lateral Resistance Retaining and free-standing wall footings should be founded in engineered compacted fill. Retaining walls may utilize the bearing capacities and lateral resistance values provided in Sections 9.2.4 and 9.2.5. The passive pressure used for lateral bearing should be reduced by 50% for walls that have a descending slope below the face of the wall. The above values are based on footings placed directly against properly compacted fill or competent native soil. hi the case where footing sides are formed, all backfill against the footings should be compacted to at least 90 percent of the laboratory standard. ALBUS-KEEFE & ASSOCIATES, INC ATP Builders 9.4.3 Active Earth Pressures May 17, 2018 J.N.: 2645.00 Page 9 Retaining Static and seismic earth pressures for level and 2:1 (HN) backfill conditions are provided in Table 9.2. Seismic earth pressures provided herein are based on the method provided by Seed & Whitman (1970) using a peak ground acceleration (PGA) of 0.40g as discussed in Section 8.3. As indicated in Section 1803.5.12 of the 2016 CBC, retaining walls supporting 6 feet of backfill or less are not required to be designed for seismic earth pressures. The values provided in the following table are based on using backfill consisting of select, relatively granular site materials with Very Low expansion potential (0<EI<51). The select material should be placed within a 1:1 plane projected up from the base of the wall stem. In addition, the values are based on drained backfill conditions and do not consider hydrostatic pressure. Furthermore, retaining walls should be designed to support adjacent surcharge loads imposed by other nearby footings or traffic loads in addition to the earth pressure. TABLE 9.2 SEISMIC EARTH PRESSURES Pressure Diagram i + OR I A I I C �1 Static Seismic Total Component Component Force Pressure Values Walls Up To 10 Feet High Value Backfill Condition Level 2HJV Slope A 30H 45H B 12H 12H C 21H 29H Note: His in feet and resulting pressure is in psf Design may utilize either the sum of the static component and the seismic component force diagrams or the total force diagram above. SEAOSC has suggested using a ALBUS-KEEFE & ASSOCIATES, INC. ATP Builders May 17, 2018 J.N.: 2645.00 Page 10 load factor of 1.7 for the static component and 1.0 for the seismic component. The actual load factors should be determined by the structural engineer. 9.4.4 Drainage and Moisture -Proofing Retaining walls should be constructed with a perforated pipe and gravel subdrain to prevent entrapment of water in the backfill. The perforated pipe should consist of 4 -inch -diameter, ABS SDR -35 or PVC Schedule 40 with the perforations placed down. The pipe should be embedded in 3/4- to 1'/�-inch open -graded gravel wrapped in filter fabric. The gravel should be at least one foot wide and extend at least one foot up the wall above the top of footing. Filter fabric should consist of Mirafi 140N, or equal. Outlet pipes should be directed to positive drainage devices. Drainage gravel should not be placed around the outlet pipes. The use of weepholes may be considered in locations where aesthetic issues from potential nuisance water are not a concern. Weepholes should be 2 inches in diameter and provided at least every 6 feet on center. Where weepholes are used, perforated pipe may be omitted from the gravel subdrain. Retaining walls supporting backfill should also be coated with a moisture -proofing compound or covered with such material to inhibit infiltration of moisture through the walls. Moisture -proofing material should cover any portion of the back of wall that will be in contact with soil and should lap over and onto the top of footing. A drainage panel should be provided between the water proofing and backfill that extends from the top of the gravel to within 12 inches of finish grade. The top of footing should be finished smooth with a trowel to inhibit the infiltration of water through the wall. The project structural engineer should provide specific recommendations for moisture -proofing, water stops, and joint details. 9.4.5 Footing Reinforcement and Wall Jointing All continuous footings should be reinforced with a minimum of two No. 4 bars, one top and one bottom. Walls located along the property line where removals are limited due to space restrictions, footings for screen walls should have a minimum embedment of 3 feet. Walls should be provided with cold joints at a maximum spacing of 40 feet. Walls located along the property line where removals are limited due to space restrictions should be provided with cold joints spaced every 20 feet. The joints should not continue through the footing. 9.4.6 Footing Observations Footing excavations should be observed by the project geotechnical consultant to verify that they have been excavated into competent bearing soils and to the minimum embedment recommended herein. These observations should be performed prior to placement of forms or reinforcement. The excavations should be trimmed neat, level, and square. Loose, sloughed or moisture -softened materials and debris should be removed prior to placing concrete. ALB US-KEEFE & ASSOCIATES, INC ATP Builders 9.4.7 Retaining Wall Backfill May 17, 2018 J.N.: 2645.00 Page 11 Onsite soils or imported soils with an EI <21 may be used to backfill retaining walls. The project geotechnical consultant should approve all backfill used for retaining walls. Most site soils in the project area are considered suitable as compacted backfill. Onsite soils used for wall backfill should consist of material with an expansion index (EI) less than 21. The material should be placed behind the wall and extend laterally to a 1 to 1 plane projected up from the base of the wall footing. Beyond the 1 to 1 plane, the backfill may consist of general onsite soils or imported soils. The project geotechnical consultant should approve the backfill used for retaining walls. Wall backfill should be thoroughly moistened to provide moisture contents slightly over optimum moisture content; placed in lifts no greater than 12 inches in thickness, and then mechanically compacted with appropriate equipment to at least 90 percent of the laboratory standard. Hand -operated compaction equipment should be used to compact the backfill placed immediately adjacent the wall to avoid damage to the wall. Flooding or jetting of backfill material is not recommended. 9.5 SWEW IING POOL The pool walls should be designed for an inward equivalent fluid pressure of 45 pounds per cubic foot. Pool walls not adjoined by decking should be designed for inward hydrostatic pressure in addition to the inward soil pressure. These walls should be designed for a minimum equivalent fluid pressure of 80 pounds per cubic foot. Pool decking supported on grade should be separated from the pool bond beam by a full -depth, mastic construction joint. If it is desired to extend the pool deck over the bond beam, consideration should be given to designing the deck as a structural slab supported by the pool shell. This will reduce the possibility of deck cracking occurring along the outer edge of the bond beam. 9.6 EXTERIOR FLATWORK Exterior flatwork should be a nominal 4 inches thick. Cold joints or saw cuts should be provided at least every 15 feet in each direction. Special jointing detail should be provided in areas of block- outs, notches, or other irregularities to avoid cracking at points of high stress. Subgrade soils below flatwork should be moistened to achieve a minimum of 110 percent of optimum moisture content to a depth of 12 inches. Moistening should be accomplished by lightly spraying the area over a period of a few days just prior to pouring concrete. The geotechnical consultant should observe and verify the density and moisture content of subgrade soils prior to pouring concrete to ensure that the required compaction and pre -moistening recommendations have been met. Drainage from flatwork areas should be directed to local area drains or other appropriate collection devices designed to carry runoff water to the street or other approved drainage structures. Flatwork adjacent entry points to structures should have a minimum slope of 2% away from the structure. ALB US-KEEFE & ASSOCIATES, INC. ATP Builders 9.7 CONCRETE MIX DESIGN May 17, 2018 J.N.: 2645.00 Page 12 Laboratory testing for soluble sulfate content was completed on representative samples collected from near finish grades. The test results indicate onsite soils contain less than 0.10% soluble sulfate. The proposed foundations at the site are not anticipated to expose to freezing or thawing conditions, deicing chemicals and salt water. As such, no special concrete mix design for maximum water- cementitious ratio and minimum concrete strength are required relative to these issues. We recommend following the procedures provided in, ACI 318, Section 4.3, Table 4.3.1 for negligible sulfate exposure. 9.8 FUTURE SITE GRADING AND DEVELOPMENT 9.8.1 Site Drainage and Irrigation The ground immediately adjacent to foundations should be provided with positive drainage away from the structures in accordance with 2016 CBC, Section 1804.3. No rain or excess water should be allowed to pond against structures such as walls, foundations, flatwork, etc. Excessive irrigation water can be detrimental to the performance of the proposed site development. Water applied in excess of the needs of vegetation will tend to percolate into the ground. Such percolation can lead to nuisance seepage and shallow perched groundwater. Seepage can form on slope faces, on the faces of retaining walls, in streets, or other low-lying areas. These conditions could lead to adverse effects such as the formation of stagnant water that breeds insects, distress or damage of trees, surface erosion, slope instability, discoloration and salt buildup on wall faces, and premature failure of pavement. Excessive watering can also lead to elevated vapor emissions within homes that can damage flooring finishes or lead to mold growth inside the homes. Key factors that can help mitigate the potential for adverse effects of overwatering include the judicious use of water for irrigation, use of irrigation systems that are appropriate for the type of vegetation and geometric configuration of the planted area, the use of soil amendments to enhance moisture retention, use of low-water demand vegetation, regular use of appropriate fertilizers, and seasonal adjustments of irrigation systems to match the water requirements of vegetation. Specific recommendations should be provided by a landscape architect or other knowledgeable professional. 9.8.2 Utility Trenches Trench excavations should be constructed in accordance with the recommendations contained in Section 9.1 of this report. Trench excavations must also conform to the requirements of Cal/OSHA. Trench backfill materials and compaction criteria should conform to the requirements of the local municipalities. As a minimum, utility trench backfill should be compacted to at least 90 percent of the laboratory standard. Materials placed within the pipe zone (6 inches below and 12 inches above the pipe) should consist of particles no greater than 3/4 inches and have a SE of at least 30. The materials within the pipe zone should be consolidated by flooding or jetting. Above the pipe zone (>1 foot above pipe), the backfill may consist of general fill materials. Trench backfill should be brought to uniform moisture, slightly over optimum, placed in lifts no greater than 12 inches in thickness, and then mechanically compacted with appropriate equipment to at least 90 percent of the ALB US-KEEFE & ASSOCIATES, INC ATP Builders May 17, 2018 J.N.: 2645.00 Page 13 laboratory standard. For trenches with sloped walls, backfill material should be placed in lifts no greater than 8 inches in loose thickness, and then compacted by rolling with a sheepsfoot roller or similar equipment. The project geotechnical consultant should perform density testing along with probing to verify that adequate compaction has been achieved. Within shallow trenches (less than 18 inches deep) where pipes may be damaged by heavy compaction equipment, imported clean sand having a SE of 30 or greater may be utilized. The sand should be placed in the trench, thoroughly watered, and then compacted with a vibratory compactor. For utility trenches located below a 1:1 (H:V) plane projecting downward from the outside edge of the adjacent footing base or crossing footing trenches, concrete or slurry should be used as trench backfill. 9.8.3 Re -Certification of Pads If the proposed site improvements are not constructed on the building pad within approximately 6 months following completion of rough grading or if the pad is used for any other purpose, such as for staging of construction materials, the pad should be re-evaluated by the project geotechnical consultant to confirm the pad is still suitable for use prior to construction. If the pad becomes overly desiccated or wet the pad may require minor remedial earthwork to restore proper moisture content and compaction near the surface prior to construction. 9.9 PLAN REVIEW AND CONSTRUCTION SERVICES We recommend Albus-Keefe & Associates, Inc. be engaged to review all development plans and specifications prior to other phases of construction for the site. This is to verify that the recommendations contained in this report have been properly interpreted and are incorporated into the project specifications. If we are not provided the opportunity to review these documents, we take no responsibility for misinterpretation of our recommendations. We also recommend that Albus-Keefe & Associates, Inc. be retained to provide soil engineering services during construction for the site (i.e. excavation and foundation work). This is to observe compliance with the design, specifications or recommendations, and to allow design changes in the event that subsurface conditions differ from those anticipated prior to the start of construction. 10.0 CLOSURE This report has been prepared for the exclusive use of ATP Builders. Professional judgments presented in this report are based on evaluations of the technical information gathered, on construction procedures observed by representatives of this firm, and on our general experience in the field of geotechnical engineering. Our engineering work and judgments rendered meet the standard of care of our profession at this time and locale. We do not guarantee contractor's work or warranty the performance of the project in any respect. We hope that this report fulfills the current needs of the project. If you have any questions, or require additional information, please contact the undersigned ALB US-KEEFE & ASSOCIATES, INC. ATP Builders This report is subject to review by the controlling governmental agency. Respectfully submitted, ALB US-KEEFE & ASSOCIATES, INC JIM QpOFE Paul Hyun An Kim C77214 Associate Engineer * Exv.oMT? mp C P.E. 77214 Am..__.:IV ,�oa ALBUS-%EEFE & ASSOCIATES, INC. May 17, 2018 J.N.: 2645.00 Page 14 ATP Builders Reports May 17, 2018 J.N.: 2645.00 Page 15 Geotechnical Investigation for Proposed Single Family Residence, 1400 Lincoln Lane, Newport Beach, California, prepared by Albus-Keefe & Associates, Inc., dated September 1, 2017 (J.N.: 2645.00). Geotechnical Report of Rough Grading of Abandoned Pool Void Backfill, Proposed Single Family Residence, 1400 Lincoln Lane, Newport Beach, California, prepared by Albus-Keefe & Associates, Inc., dated September 21, 2017 (J.N.: 2645.00). Plan Grading Plan of 1400 Lincoln Lane, Newport Beach, California, Lot 6 of Tract 3851 ", Sheet 1 through 3 of 3, prepared by Duca-McCoy, Inc. ALBUS-KEEFE & ASSOCIATES, INC. /( i th1 FIELD DENSITY TESTING ALB US-KEEFE & ASSOCIATES, INC. a WE W N N N N N N N N N N i-+ -- - - - - - - - C y S .wr U U U U U A A A A A A A A A A A A A A A -N N N N N N N N 0 0 0 0 0 d y N N N N N N N N N N N N N 0 0 0 0 0 0 !' R GD 00 W 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 G7 00 w w 00 00 00 00 zzzzzzzzzzzzzzzzzzzzzzzzzzv9 w wp, w w w w m_ m_ w w epi w w w w 00 Oq pw, tl0 pw, tlq pw, (10 O O pro_, ?0 ppw_, 00 pm_, po Vag Qa0 OF ( o0P, pw_, oV Oo v,Rc pm_, 0U tla' Uo' pw_ I f J a,�o ro w ro w ro w ro w ro w w w ro ro ro ro w ro w ro w ro w ro ro w ro w ro w ro w ro w b w ro w ro ro ro LK ZT. K a y a a o o y a a a a a a a a a a a a a p r+ O r 'a,W K O 00 N 00 A i7,�l O� iA tIi IJ 00 OD O �O � v � C Ry V tin w+ A 4i to J 00 b 00 J 01 t~Ii O1 J 00 �O 00 �o 00 O� J 00 b iN+ b ,. N . .. N .. N .. N .. N .-. N .. N .. N . N .. N 'N N N N N N N N N N N N N N N it U �D to to U. J J J J J J J J J J J J J J J J J J J J J� O -1-1 O O l/i lA lA lli U� lli lA ll� tl� l/� l/� l/i lA lA l/� Vi Vi V� b U lIi v y f n d d e d a a a> a a a a a a a a a a v a zo n� o v ip `R o a O O O O O O O O O O O O O O O O O O O O O O O O O O v 4 b fD Q b ro ro ro ro ro ro ro ro ro ro ro ro ro ro ro ro ro ro ro ro ro ro ro ro ro ro �� WE a N G%�c�GiG�C": W W gfyC 'S i5 5 i r O O O O O O O t0 00 00 00 00 00 00 00 '00 Z z z z z z Z 2^ �b to w w W w w W m O O O O O O N N v'O 01 T T O� Ci O� 00 �O C y o� w d to O to to A N N N N N in vi in in in in u in � � _* A G f1 d d (7 d d f7 0� ii R O N W N N W N W n ti• .N 0 9 A O O O O O O O O O B d '3�d ro ro ro ro ro ro ro ro \ d ( x»9 r K ( ) ] § o § r ƒ « \ \ 6=1 ) ) § ) r ( APPENDIX B LABORATORY TESTING ALB US-KEEFE & ASSOCIATES, INC. ATP Builders TABLE B-1 Summary of Maximum Dry Density/Optimum Moisture Contents May 17, 2018 J.N.: 2645.00 Max. Curve No. Description Test Results Al Silty Sand (SM) Maximum Dry Density: 127.0 pcf Onsite (onsite) Optimum Moisture: 9.5% A Silty Sand (SM) Maximum Dry Density: 120.5 pcf (onsite/import blend) Optimum Moisture: 9.5% B Sand to Silty Sand (SP/SM) Maximum Dry Density: 110.0 pcf - (import) Optimum Moisture: 11.0% C Sand to Silty Sand (SP/SM), Maximum Dry Density: 119.5 pcf with Gravel (import) Optimum Moisture: 12.5% D Sand to Silty Sand (SP/SM) Maximum Dry Density: 125.0 pcf (import) Optimum Moisture: 10.5% TABLE B-2 Summary of Expansion and Soluble Sulfate Content Testing Sample Source Test Results Expansion- Index Expansion Potential Soluble Sulfate Content Sulfate Exposure Onsite 0 Very Low 0.006% Negligible Import - 0.012% Negligible Import - - 0.023% Negligible ALBUS-KEEFE & ASSOCIATES, INC Number 2017-2387 Age nc Index Fr.N DELTA RADIUS LSNOTH La DM7°5710"-� R==50.00' L-24.39(24.39) ® D -35°2O'40" R-70.00' Lg43,18'(43.181 MONUMSNrNOTES I O SET TAOLS 4653 IN EPDXY ONTOPOFWALL �_--- ❑ SET 1" LP, TAGOBD %.8.4653", FLUSN. i 0 FOUND MONUMENTAS NOTED, i 0 POUND CNB WELL MONUMENT VMM 2" BRASS DISK & PUNCH 1 MARK, PER TR. 4224, MM. 157/1-14. i A POUND .TAGGaD"1.8.2383" 3/4" PER TRACT? G1i A1',0 DRIVE SET TAG? --�" i1 Y�- ----- 291 N34°37'30"8 28.00' 11,27' (11.27') LOT 4 FAI PER TR. 3851 MM. 153/6-8, DOWN 0.2. 1 '" _ - 1 FOUND NAIL, NO REP. ACCEPTED AS CENTBRLD4E Ni'-----_ ) C1/ 1 B QBy. 2 FOUND 1" I.P. VMW CONC. PLUG, i7 N32°28'30"6 80.02'(80.02 NO TAG, ACCEPTED AS P.L. CORNER. 0 LOT 5 () INDICATES RECORD DISTANCE PER R-978,08' _ z I TR. 3851, M.M. 153/6-8. 1 (( )) INDICATES MEASURED AND RECORD DISTANCE PER TR 4224, M.M. 157/1-14 9 O �Lti M + ryo1� e- 1 .sd THE CENIERLNIB OF MARIAN LANE BEING N55042130"W PER TRACT NO, 3851 WAS USED AS TBS BASIS OF BEARINGS FOR THIS DGOIIla63NT, ED INDICATES SYMBOLS (MUST BE SOLID, DARK. jTR.LOT 6 3651 851 X41°19,30"8 14'(83.149 N32°28'30"6 80.02'(80.02 w; SCALE 111=60 i I e S� ..:. ar LINCOLN LANE SET TAG? g3 ro64T' �7 o.1ax.T.s. o I I LOT 234 I Lr -5035129" I I ("5.441) I R-978,08' _ z I ((L-84.609) 8-1008.08' SPELSG4GIG Poge 2 of 2 U I LOT 7 M:M M.M. 157/1-14 I I I I 153/6-8 1 I i 1 1 I 1 1 LOT 235 I I I 1 � 1 DRIVE M )(7011-311111 STATE OF CALIFORNIA ly00 lfncvin tri INFILTRATION SEALING — FRAMING STAGE FOR SIP AND ICF 1#00 Revised 03/15 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF INSTALLATION CF2R-ENV-24-H Quality Insulation Installation (QII) —Air Infiltration Sealing- Framing Stage for SIP and ICF (Page 1 of 3) "Ofe""eme: The Declusin Residence °"196I Th In Safety Permit Number owemng Add,esi:400 Lincoln Ln city Newport Beach zipc°de 92661 If there are any traditional stick built exterior walls use the CF2R-ENV-21. For traditional stick built roof/ceiling use the CF2R-ENV-22 and 23. A. INSTALLATION 01 The R -value of all SIP/ICF products is the same or better than listed on the CF1R. 02 If modeled on the CF1R the density of the installed product is the same as installed. 03 SIP/ICF products have been installed per manufacturer's installation instructions. The responsible person's signature on this compliance document affirms that all applicable requirements in this table have been met. B. RAISED FLOOR Air BARRIER 01 All gaps in the raised floor are sealed. 02 All chases sealed at floor level using a hard cover and the hard covers are sealed. 03 All plumbing and electrical wires that penetrate the floor must be sealed. 04 Subfloor sheathing is glued or sealed at all exterior panel edges to create a continuous airtight subfloor. The responsible person's signature on this compliance document affirms that all applicable requirements in this table have been met. C. WALLS/KNEE WALL Air BARRIER 01 Exterior walls are sealed to every floor on every story. 02 All gaps around windows and doors are sealed. The sealant used follows window manufacturer specifications. 03 All gaps around windows and doors are filled with insulation. Batt insulation is not allowed to be stuffed into the gap. 04 All plumbing and wiring penetrations through the top and bottom of panels, and electrical boxes that penetrate the wall are sealed. 05 All SIP panel joints are sealed at the interior of the wall and the exterior of each panel. 06 Fan exhaust ducts that run between conditioned floors to exterior walls must include a damper at the exterior wall. 07 Header is sealed to wall with foam or caulk per the manufacturer's directions. 08 Knee walls have solid and sealed blocking at the bottom, top, left, and right sides. The responsible person's signature on this compliance document affirms that all applicable requirements in this table have been met. D. SIP CEILING AIR BARRIER 01 For vented attics use the CF2R-ENV-23. 02 For unvented attics ensure all penetrations through the roof deck and gable ends are sealed and airtight. The responsible person's signature on this compliance document affirms that all applicable requirements in this table have been met. E. CONDITIONED SPACE ABOVE OR ADJACENT TO GARAGE AIR BARRIER 01 All penetrations in the subfloor above the garage into conditioned space must follow the raised floor air barrier requirements above. 02 Infiltration between the space above the garage and subfloor is prevented by one of the two following methods: • Seal all edges of garage ceiling (typically drywall) at the perimeter of the garage to create a continuous airtight surface between the garage and adjacent conditioned envelope. Seal all plumbing, electrical, and mechanical penetrations between the garage and the 02 adjacent conditioned space. For an open -web truss, airtight blocking must be added on four sides of the garage perimeter. The responsible person's signature on this compliance document affirms that all applicable requirements in this table have been met. Insulation can be placed on the garage ceiling. • Seal the band joist above the wall at the garage to conditioned space transition. Seal all subfloor seams and penetrations between the conditioned space and the garage. Insulation must be placed in contact with the subfloor below the conditioned space. The responsible person's signature on this compliance document affirms that all applicable requirements in this table have been met. F. CANTILEVERED FLOOR AIR BARRIER 01 Airtight blocking shall be installed between joists where the wall rim joist would have been located in the absence of a cantilever. 02 Exterior sheathing shall be installed to the bottom of the cantilever so that there is a continuous air and weather barrier for the cantilever. The cantilevered joist must be insulated to the same R -value as required for the subfloor. Any gaps, cracks, or penetrations in the air barrier of the cantilever shall be sealed. Recessed down lights in the cantilever must be IC and AT 03 rated and properly sealed to sheathing. The responsible person's signature on this compliance document affirms that all applicable requirements in this table have been met. Registration Number: 217-PO1656545C Registration Date/Time: 2-18-1014:52.10 HERS Provider: Calcerts Inc CA Building Energy Efficiency Standards - 2013 Residential Compliance March 2015 STATE OF CALIFORNIA AIR INFILTRATION SEALING - FRAMING STAGE FOR SIP AND ICF CEC-CF2R-ENV-24-H Revised 03/15 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF INSTALLATION CF2R-ENV-24-H Quality Insulation Installation (QII) —Air Infiltration Sealing- Framing Stage for SIP and ICF (Page 2 of 3) "'°ie""°'"eThe Declusin Residence E"`"' n�e" �u II3h n Safety Pe'm""" ne° Dw IlingAddrei400 Lincoln Ln "y Newport Beach Zip Code 92661 G. MULTIFAMILYAIR BARRIER 01 Multifamily buildings must meet all air sealing requirements listed above plus each dwelling unit must be air sealed to stop air movement from one unit to another. 02 Floor and ceiling of each dwelling unit — all penetrations through the floor and ceiling of each unit must be sealed, including electric and gas utilities, water pipes, drain pipes, fire protection service pipes, communication wiring, etc. 03 Elevator penthouse, mechanical penthouse, stairwell doors, roof access hatch, plumbing stacks, etc. are sealed to reduce air transfer from attached spaces. 04 Common walls — the bottom plate between units must be sealed to the subfloor. All penetrations in the common walls are sealed. Interior walls that open into the common walls must be sealed. 05 Vertical chases —all vertical chases are sealed at the floor and ceiling of each unit so air cannot transfer between floors around chases. 06 Vertical chases—chases for garbage chutes, elevator shafts, and HVAC ducting are sealed to stop air movement through the chase to surrounding spaces. Common hallways — penetrations between dwelling units and common hallways are sealed, including doors to the dwelling units which shall 07 be gasketed or made substantially airtight. The responsible person's signature on this compliance document affirms that all applicable requirements in this table have been met. Registration Number: 217-P016565456C Registration Date/Time: 20181014:52.10 HERS Provider: Calcerts Inc CA Building Energy Efficiency Standards - 2013 Residential Compliance March 2015 STATE OF CALIFORNIA AIR INFILTRATION SEALING - FRAMING STAGE FOR SIP AND ICF 10 CEC-CF2R-ENV-24-H (Revised 03/15) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF INSTALLATION CF2R-ENV-24-H Quality Insulation Installation (QII) —Air Infiltration Sealing- Framing Stage for SIP and ICF (Page 3 of 3) Pr°'ert"ame: The Declusin Residence `n`°guillAg n Safety Pefmit Namber. Dwelling Add,., 1400 Lincoln Ln city Newport Beach zpcode 92661 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Installation documentation is accurate and complete. Documentation Author Name Documentation Author Sig t e: Danny Bauder Documentation Author Company Name: Date Signef`l /4/2 1 Baud -Air Energy Efficiency Services Address: 3616 Honeyglen Way CEA/HERS Certification Identification (If applicable): CC2005690 City/State/ZipOntario / Ca. / 91761 Phone. 951-313-2603 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Installation is true and correct. 2. 1 am eligible under Division 3 of the Business and Professions Code in the applicable classification to accept responsibility for the system design, construction, or installation of features, materials, components, or manufactured devices forthe scope of work identified on this Certificate of Installation and attest to the declarations in this statement (responsible builder/installer), otherwise I am an authorized representative of the responsible builder/installer. 3. The constructed or installed features, materials, components or manufactured devices (the installation) identified on this Certificate of Installation conforms to all applicable codes and regulations, and the installation conforms to the requirements given on the plans and specifications approved by the enforcement agency. 4. 1 understand that a HERS rater will check the installation to verify compliance, and that if such checking identifies defects; I am required to take corrective action at my expense. I understand that Energy Commission and HERS Provider representatives will also perform quality assurance checking of installations, including those approved as part of a sample group but not checked by a HERS rater, and if those installations fail to meet the requirements of such quality assurance checking, the required corrective action and additional checking/testing of other installations in that HERS sample group will be performed at my expense. 5. 1 reviewed a copy of the Certificate of Compliance approved by the enforcement agency that identifies the specific requirements for the scope of construction or installation identified on this Certificate of Installation, and I have ensured that the requirements that apply to the construction or installation have been met. 6. 1 will ensure that a registered copy of this Certificate of Installation shall be posted, or made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a registered copy of this Certificate of Installation is required to be included with the documentation the builder provides to the building owner at occupancy. Responsible Builder/Installer Name: Responsib, Builder/Installer Signature: Erin Kennedyon tie Company Name:(installing Subcontractor or General Contractor or Builder/Owner) Position With Company (Title): Partner ATP Building Address: CSLB License: 1600 Birch St 1013886 City/State/Zip: Phor949-863-9099 Date signed: 11/4/2018 New ort Beach Ca. 92660 Third Party Quality Control Program (TPQCP) Status: Name of TPQCP (if applicable): Calcerts Registration Number: 217-PO16565456C Registration Date/Time: 2018-03-10 14:52.00 HERS Provider: Calcerts CA Building Energy Efficiency Standards - 2013 Residential Compliance March 2015