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Home My WebLink About2634 GATEWAY RD; ; CBC2019-0050; Permit~('e of Carlsbad Commercial Permit Print Date: 12/04/2019 Permit No: CBC2019-0050 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 2634 Gateway Rd BLDG-Commercial 2132621900 $239,200.00 Work Class: Cogen Lot #: Reference #: Construction Type: Bathrooms: Orig. Plan Check #: Plan Check #: Status: Closed - Finaled Applied: 02/05/2019 Issued: 03/18/2019 Permit Finaled: Inspector: Final Inspection: 12/4/2019 3:30:48PM Description: BRESSI RETAIL: 233.22KW PV SYSTEM COMPRISING OF 598 MODS Applicant: Owner: BRIGHT POWER INC BRESSI RETAIL LLC BRIAN PETERSON 860 Napa Valley Corporate Way, R 130 Vantis Dr, 200 Napa, CA 94558-6281 Aliso Viejo, CA 92656-2691 707-252-9990 858-526-6655 Contractor: BRIGHT POWER INC P0 Box 10637 Napa, CA 94581-2637 707-252-9990 BUILDING INSPECTION FEE $468.00 BUILDING INSPECTION FEE $468.00 BUILDING PERMIT FEE ($2000+) $1,123.00 BUILDING PLAN CHECK FEE (BLDG) $786.10 5B1473 GREEN BUILDING STATE STANDARDS FEE $10.00 STRONG MOTION-COMMERCIAL $66.98 Total Fees: $2,922.08 Total Payments To Date: $2,922.08 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. ' You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov (City of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check C/Côi9'OO Est. Value PC Deposit Date c95 —/1' Job Address 2634 GATEWAY ROAD, CARLSBAD, CA 92009 Suite: APN: 213-263-1900 Tenant Name: BRESSI RETAIL CT/Project #:200.13 Lot #: 11 Occupancy: M & U Construction Type: Il-B Fire Sprinklers: yes GAir Conditioning: yes AS BRIEF DESCRIPTION OF WORK: PROJECT IS TO INSTALL A NEW PHOTOVOLTAIC SYSTEM COMPRISING A TOTAL OF 598 SOLAR MODULES. D Addition/New: New SF and Use, __New SF and Use, Deck SF, _____ Patio Cover SF (not including flatwork) O Tenant Improvement: SF, Existing Use Proposed Use SF, Existing Use Proposed Use C-] Pool/Spa: __________ SF Additional Gas or Electrical Features? 09 Solar: 233.22 KW, 598 Modules, 406 Mounted, Tilt:' No, RMA: Yes / Panel Upgrade: Yes AD X Plumbing/Mechanical/Electrical Only:ELECTRICAL TRENCH FROM CARPORTS 0 Other: APPLICANT (PRIMARY) PROPERTY OWNER Name: BRIAN PETERSON Name: BRESSI RETAIL Address:860 NAPA VALLEY CORPORATE WAY, STE RAddress: 130 VANTIS STE 200 City: NAPA State: CA Zip: 94558 City: ALISO VIEJO State:CA Zip: 92656 Phone: 707-252-9990 Phone: Email: BRIAN@BPIPOWER.COM Email: DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: Name: BRIGHT POWER, INC. DBA BPI Address: Address: P0 BOX 10637 City: State: Zip: City: NAPA State: CA Zip: 94581 Phone: Phone: 707-252-9990 Email: Email: BRIAN@BPIPOWER.COM Architect State License: State License: 930054 Bus. License: IN PROGRESS (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}}. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-2 Page 1 of 2 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. 2 I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: STATE FUND Policy No. 1937926 Expiration Date: 3/14/2019 O Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cos of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: ___________________________DAGENT DATE: (OPTION 113): OWNER-BUILDER DECLARATION: I hereby affirm that lam exempt from Contractor's License Law for the following reason: O I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). O I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes 0 No I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): OWNER SIGNATURE: DAGENT DATE: CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? DYes U No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 2 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes U No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'(Y deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit t e building or work authorized by such permit is suspended or abandoned at anytime after the work is commenced for a period of 180 days (Se 10 4.4 Unifo tiding Code). APPLICANT SIGNATURE: DATE: 2/1/2019 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 8-2 Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Commercial Application Date: 02/05/2019 Owner: BRESSI RETAIL LLC Work Class: Cogen Issue Date: 03/18/2019 Subdivision: Status: Closed - Finaled Expiration Date: 06/01/2020 Address: 2634 Gateway Rd Carlsbad, CA 92009 IVR Number: 16864 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 10/28/2019 10/2812019 BLDG-35 Solar 108836-2019 . Cancelled Chris Renfro Reinspection Complete Panel Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Final 108837-2019 Cancelled Chris Renfro Reinspection Complete Inspection Checklist Item COMMENTS . Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-.Structural Final No BLDG-Electrical Final . . No 11113/2019 11113/2019 BLDG-35 Solar 110661-2019 Failed Paul Burnette Reinspection Panel Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Final 110662-2019 Failed Paul Burnette Reinspection Inspection Checklist Item COMMENTS . Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No - BLDG-Structural Final . . No BLDG-Electrical Final . No 12/04/2019 12104/2019 BLDG-35 Solar 112699-2019 Passed PaulYork Panel Checklist Item COMMENTS . Passed BLDG-Building Deficiency . Yes BLDG-Final 112700-2019 Passed Paul York Inspection . . Checklist Item . COMMENTS . Passed. BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes December 04, 2019 Complete Complete Complete Complete Page 1 of I t V EsGil A SAFEbuilt Company DATE: 3/11/2019 JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2019-0050 SET: II PROJECT ADDRESS: 2634 Gateway Rd. PROJECT NAME: Solar Photovoltaic System 598 Solar Modules U APPLICANT U JURIS. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. fl The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Brian Peterson EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Brian Peterson Telephone #: 707-252-9990 Date contacted: (by: ) Email: brian@bpi-power.com Mail Telephone Fax In Person E REMARKS: By: Morteza Beheshti Enclosures: EsGil 2/27/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2019-0050 3/11/2019 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2019-0050 PROJECT ADDRESS: 2634 Gateway Rd. DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 2/27/19 3/11/2019 REVIEWED BY: Morteza Beheshti FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. To facilitate rechecking, please identify, next to each item; the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? L3 Yes El No City of Carlsbad CBC2019-0050 3/11/2019 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete.. Please provide for Rapid Shutdown function for this PV system. CEC 690.12 Response indicates inverter not more than 10' from array but they are shown in couple places to be more than 10'. Also, inverters are in the perimeter clearance. The fire fighters will have to use the perimeter access/egress for fire fighting purposes. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Morteza Beheshti at Esgil. Thank you. EsGil A SAFEbuIItCompany DATE: 3/12/2019 JURISDICTION: City of Carlsbad U APPLICANT 0 JURIS. PLAN CHECK #.: CBC2019-0050 PROJECT ADDRESS: 2634 Gateway Rd. SET: I revisited PROJECT NAME: Solar Photovoltaic System 598 Solar Modules The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. D EsGil staff did advise the applicant that the plan check has been completed. Person contacted: /F ax p Telephone #: Date contacted: by&,))Email: Mail Telephone In Person LI REMARKS: By: Morteza Beheshti Enclosures: EsGil 3/12 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbulit Company DATE: 2112/2019 JURISDICTION: City of Carlsbad U APPLICANT U JURIS. PLAN CHECK #.: CBC2019-0050 PROJECT ADDRESS: 2634 Gateway Rd. SET:I PROJECT NAME: Solar Photovoltaic System 598 Solar Modules III The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Brian Peterson EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Brian Peterson Telephone #: 707-252-9990 Date contacted: (by: ) Email: brian@bpi-power.com Mail Telephone Fax In Person LI REMARKS: By: Morteza Beheshti Enclosures: EsGil 2/7/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 I City of Carlsbad CBC2019-0050 2/12/2019 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2019-0050 PROJECT ADDRESS: 2634 Gateway Rd. DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 2/7/19 2/12/2019 REVIEWED BY: David Yao FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? El Yes El No City of Carlsbad CBC2019-0050 2/12/2019 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2019-0050 PREPARED BY: David Yao DATE: 2/12/2019 BUILDING ADDRESS: 2634 Gateway Rd. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) PV Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb IBy Ordinance I Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance V Type of Review: El Complete Review E Structural Only Repetitive Fee lvi Repeats * Based on hourly rate E Other Hourly 2 Hrs. @ * EsGil Fee $105.00 I $210.00I Comments: Sheet of City of Carlsbad CBC2019-0050 2/12/2019 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. Please provide for Rapid Shutdown function for this PV system. CEC 690.12 2. Provide the required separate ground electrode for the "photovoltaic rack assembly" per 690.47 (D) or connect to the building electrode system. If the electrode conductor is routed through electrical equipment (disconnects, panels, meter enclosures, etc) then provide a detail on the plans describing compliance with CEC 250.64(C). (Conductor splices only allowed with compression connectors or exothermic welding.) Size the ground electrode conductor per CEC 250.166, not smaller than #8. PV2.IA and 2.IB shows #10. The equipment ground conductor is undersize for 1000 A Service tap. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Morteza Beheshti at Esgil. Thank you. (Permit Revision Letter) CBC2019-0050 ~Q- February 21, 2019 Brian Peterson brian@bpi-power.com P0 Box 10637 Napa, CA 94581 Esgil City of Carlsbad 9320 Chesapeake Drive, Suite 208 San Diego, California 92123 Building Permit #: CBC2019-0050 Address: 2634 Gateway Road PLAN CHECK COMMENTS ELECTRICAL: RECEIVED FEB 2 2 2019 CITY OF CARLSBAD BUILDING DIVS0N ATrN: Morteza Beheshti Please provide for Rapid Shutdown function for this PV System. CEC 690.12 . Rapid shutdown is provided by CPS inverters, see attached CPS compliance document pag 13 and 4. CPS Inverter are located within 10' of the array and shutdown within 10 seconds to] satisfy rapid shutdown requirements. Rapid shutdown initiation methods will be labelled in] accordance with NEC 690.56(C) Provide the required separate ground electrode for the "photovoltaic rack assembly" per 690.47(D) or connect to the building electrode system. If the electrode conductor is routed through electrical equipment(disconnects, panels, meter enclosures, etc) then provide a detail on the plans describing compliance with CEC 250.64(C). (Conductor splices only allowed with compression connectors or exothermic welding.) Size the ground electrode conductor per CEC 250.166, not smaller than #8. PV2.1A and 2.113 shows #10. See PV2.1A and 2.113, GEC has been sized to The equipment ground conductor is undersized for 1000 A Service tap. . See PV2.1C, EGC has been sized to 2/0 according to NEC 250.1221 Sincerely, BPi Power ENGINEERED ROWER SnUITInNA ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805) 423-1326 n STRUCTURAL DOCUMENTATION PACKET Bressi Ranch Solar Roof Mount NW Corner of G'atwa'y R & El Fuerte Carlsbd, CA 92009 //IEM\ Inc. \ Bright Power /U 1st \. NaaCA:94581 /1 PREPARED BY: 1/ Matthew B. Gilliss, RE., LEED AP Engineered Power Solutions Inc. C 76738 12/31/18) oF CAN 611W 1/21/i DATE: 1/21/19 EPS PROJECT NUMBER: 19-BPI001 Bressi Ranch - Roof Mount Page 1 Ov 11 063 6 ENGINEERED POWER SOLUTIONS ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805) 423-1326 .4. T.2 - Table of Contents T.0 - PROJECT GENERAL INFORMATION T. 1 - Title Page T.2 - Table of Contents 1.0— RESULTS & SCOPE OF WORK 1.1 - Overview of Analysis & Results 2.0 - GRAVITY AND LATERAL CALCULATIONS 2.1 - Site Design Parameters 2.2 - Renusol VS Racking Calculations 2.2.1 —Roof Zones 2.2.2 - Racking Calculations 2.2.3 - Racking Leg Design 2.2.4 - Uplift Calculations 2.3 -Adequacy of the Existing Building 2.3.1 - Existing Roof Framing 2.3.2 - Weight added to Existing Building APPENDIX (For Reference Only) Bressi Ranch - Roof Mount Page 2 V ENGINEERED POWER SOLUTIONS ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805) 423-1326 10— RESULTS & SCOPE OF WORK 1.1 - Overview of Analysis & Results Governing Building Code: 2016 California Building Code Based upon the 2015 International Building Code (IBC) which references the 2010 Minimum Design Loads for Buildings and Other Structures (Includes Supplements and Errata) by the American Society of Civil Engineers (ASCE 7-10) Project Description: The project consists of the addition of a new Photovoltaic (PV) Renusol racking system (Array i) proposed to be placed upon (1) section of the existing building (site address as noted on Page 1). The solar designer, Bright Power Inc. (BPi), has hired Engineered Power Solutions, Inc. (EPS) to address the structural aspects of the racking system (Array 1 only) at this project location, mainly the structural adequacy of the racking system and its anchorage to the structure(s) as well as the structural adequacy of the existing building to support the imposed design loads (gravity, lateral, and anchorage loads) by the proposed PV system. Bressi Ranch - Roof Mount Page 3 ENGINEERED POWER SOLUTIONS ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805) 423-1326 Scope of Work: EPS has been hired by BPi to address the following items: The structural justification of the Renusol VS attachment system and rails under the site specific design loads prescribed by the governing building code (Array 1 Only). Determination of the spacing of required attachment points to the roof and their locations based on the site specific wind, snow, and seismic design requirements. Justification of the anchorage design for the attachment points to the roof. Checking the structural adequacy of the existing building for its ability to support the newly imposed PV design loads (provided by the racking designer). Ensuring the added PV system does not increase the lateral forces to the existing seismic resisting system by more than 10% thus allowing the existing lateral resisting system to remain unaltered. Bressi Ranch - Roof Mount Page 4 ENGINEERED POWER SOLUTIONS ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805) 423-1326 Results: EPS has determined that the proposed Array 1 VS Tilt system with Facet Roof Anchor attachments, if installed according to the parameters required in this calculation packet and on the approved (stamped and signed) plan set, will be adequate to resist the imposed code prescribed design forces. Please note that this Structural Documentation Packet is part of the construction documents and the project shall be constructed in accordance with the approved plan set and the requirements in this packet. . Limitations and Assumptions: Construction documents, details, plans, and existing building information regarding the existing building have been provided to EPS by BPi. Any changes to the installation requirements given in BPi's plans must be approved in writing by EPS prior to implementation. All non-structural issues including but not limited to waterproofing, corrosion protection, electrical, drainage and mechanical issues are not the responsibility of EPS and must be addressed by the solar designer, installer, and/or owner before PV installation begins. All information regarding the as-built conditions of the building have been provided to EPS by BPi and is assumed to be correct for the purpose of this calculation packet. EPS shall be notified of any modifications or additions (including re-roofing, equipment additions, ceilings, etc.) that have been added to the existing roof deck and/or roof framing since original construction or will be added prior to the proposed PV addition. Bressi Ranch - Roof Mount Page 5 ENGINEERED P01WER SOLUTIONS ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805) 423-1326 2.0 - GRAVITY AND LATERAL CALCULATIONS 2.1 - Site Design Parameters Project Location: Project Address: Gateway Rd & El Fuerte Carlsbad, CA 92009 GPS Coordinates: Latitude: 33.1293030 Longitude: -117.2551980 Building & Solar Addition Geometry: Overall Building Dimensions (approximate): Length (E-W): Varies Width (N-S): Varies Height (mean roof ht.): 35ft MAX (Per BPi) Proposed Solar Addition Geometry: Typical Module Type: LG Neon2 390W Module Size: 79.69"x40.31", 47.7 lbs Number of Modules: 406 (Per BPi) Tilt of Modules: 100 Wind Design Parameters: Wind Speed (3 second gust) (V): •110 MPH Exposure Category C Wind Directionality Factor: (Kd): 0.85 Velocity Pressure Exposure Coefficient (Kz): 1.01. Topographic Factor (Kzt): 1.00 Risk Category: II Guest Factor (G) 0.85 Snow Loads: Ground Snow Load (pd: 0 psf (per ASCE 7-10) Seismic Design Parameters Seismic Design Category: D Site Class (Assumed per IBC 1613.5.2): D Bressi Ranch - Roof Mount Page 6 U.S. Seismic Design Maps Page 1 of 2 OSHPD Latitude, Longitude: 33.129303, -117.255198 CO61 ci Holiday Inn Staybridge Suites Carlsbad San - Diego Carlsbad - £iegó AifP0tR Palomar Stater P1 1 Pizza Port Bressi Ranch 40 QShell Ggpge Rd - Mao dsta QCi 9 Goog'e Date 1/21/2019,6:13:32 AM Design Code Reference Document ASCE7-10 Risk Category II Site Class D - Stiff Soil Type - Value Descruphon - -- 1 S5 1.04 MCER ground motion. (for 0.2 second period) Si 0.404 MCER ground motion. (for 1.0s period) SMS 1.127 Site-modified spectral acceleration value SM1 0.644 Site-modified spectral acceleration value SDS 0.752 Numeric seismic design value at 0.2 second SA SDI 0.429 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category F0 1.084 Site amplification factor at 0.2 second F0 1.596 Site amplification factor at 1.0 second PGA 0.397 MCE0 peak ground acceleration FPGA 1.103 Site amplification factor at PGA PGAM 0.438 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.04 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.053 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) S1RT 0.404 Probabilistic risk-targeted ground motion. (1.0 second) Si UH 0.387 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.5 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.988 Mapped value of the risk coefficient at short periods CR1 1.042 Mapped value of the risk coefficient at a period of 1 s https://seismicmaps.org/ 1/2 RM 9 ENGINEERED POWER SOLUTIONS ENGINEERED POWER SOLUTIONS ft / 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805) 423-1326 2.2 - Renusol VS Racking Calculations The racking designer Renusól has provided EPS with approved structural calculations for their racking by Taylor & Syfan (T&S) document "Structural calculations, specifications, & notes" dated March 6, 2017. EPS has reviewed the design parameters and has confirmed that the spans used are in conformance with the T&S span tables as shown in the approved plans. As a measure of due diligence, EPS has performed independent structural calculations as shown in the following analysis. 2.2.1 - Roof Zones Roof Zones: 0 Per Figure 30.4-2A, sub-note 7: a 0.4 25 ft. (roof height) = 10 ft. (mm.) - Governs Determination of Dead Loads: Module Weight = 47.7 lbs. / (79.69 x 40.31)/(lft2 I 144in) = 2.14 psf 2.14 psf * 3.39 ft 7.2 plf Max Load to Rail = 7.2 plf Determination of Snow Loads: Roof Snow Load = Pf = 0 psf Bressi Ranch - Roof Mount Page 8 ENGINEERED POWER SOLUTIONS ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805) 423-1326 . Determination of Wind Forces per ASCE 7-10 Section 30.4.2 (Rail Only): q = 26.59 psf (ASCE 28.3-1) p = qGCp (ASCE 27.4-3) Rail Uplift (Conservatively assumes rail tributary area 30ft2) Roof Zone 1: GCp (Uplift): -0.95 p (Uplift) = -25.26 psf - Max Uplift to Rail = -84.8 plf. Roof Zone 2: GCp (Uplift): -1.55 p (Uplift) = -41.21 psf Max Uplift to Rail = -138.4 plf. Roof Zone 3: GCp (Uplift): -2.3 S p (Uplift) = -61.16 psf S Max Uplift to Rail = -205.3 plf. Downward (Zone 1,2 & 3) GCp (Uplift): +0.25 p (Uplift) = +6.65 psf Max Uplift to Rail = +22.3 plf. Bressi Ranch - Roof Mount Page 9 ENGINEERED POWER SOLUTIONS ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805) 423-1326. Determination of Wind Forces per ASCE 7-10 Section 30.4.2 (Anchorage Only): q = 26.59 psf (ASCE 28.3-1) p = qGCp (ASCE 27.4-3) Anchorage Uplift (Conservatively assumes anchorage tributary area <10ft2) Roof Zone 1: GCp (Uplift): -1.0 p (Uplift) = -26.59 psf Max Uplift to Rail = -89.3 plf. Roof Zone 2: GCp (Uplift): -1.8 p (Uplift) = -47.86 psf Max Uplift to Rail = -160.7 plf. Roof Zone 3: GCp (Uplift): -2.8 p (Uplift) = -74.45 psf Max Uplift to Rail = -249.9 plf. Downward (Zone 1,2 & 3) GCp (Uplift): +0.30 p (Uplift) = +7.98 psf Max Uplift to Rail = +26.8 plf. Bressi Ranch - Roof Mount Page 10 ENGINEERED POWER SOLUTIONS ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805) 423-1326 2.2.2 - Racking Calculations EPS has reviewed each rail condition and the following pages contain the calculations for the worst-case uplift and downward forces on the rails. This includes dead, wind, and snow applied using the combinations in the governing building code. Section Propertie A= 0567 in = 0.331 in Is 0.394 in4 Material ProDertie Grade 6063-T6 Aluminum guy- - 30 ksi Fu= 25 ksi Per the Aluminum Design Manual, the allowable stress for the proposed rail (6063- T6 Aluminum) is 13.28 ksi. The maximum moment (per the following Risa Printout) is 341 #-ft which, based on the section modulus shown above of 0.331 j3, produces a stress of 12.4 ksi - less than the allowable stress of 13.28 ksi. Therefore, the VS rail is adequate for the proposed design forces. Bressi Ranch - Roof Mount Page 11 Y I 'Nb Al RAIL-ZO RAIL- ZONE 2 'Nil 412 416 'N12413 41 RAIL -ZONE 3 8 Envelope Only Solution EPS ISK-1 JSS Bressi Ranch Roof Mount (Rail) Jan 21, 2019 at 11:02 AM 19-BPI001 RaiI.r3d Page 12 -7.261b/ft Al -7.261b/ft _______________________________________________________________________ I ''I AA ' AAAA AIA . AAAAtA'fl P A I —Is 7.26lblft TTT II! ______l 1 I ______ iI 1 i11 TY \/F A'AA ' JA/ I—..' Loads: BLC 1, Dead Envelope Only Solution EPS SK-2 JSS Bressi Ranch Roof Mount (Rail) Jan 21, 2019 at 11:02 AM 19-BPI00I RaiI.r3d Page 13 ~Lx 84.81b/ft T. .. II IIIlJ1IIJ1IILiiL[LLLij 138.4lblft 205.3lblft Loads: BLC 2, Wind Uplift Envelope Only Solution EPS SK-3 JSS Bressi Ranch Roof Mount (Rail) Jan 21, 2019 at 11:02 AM 19-BPI001 RaiLr3d Page 14 ELX -22.31b/ft J LI J A! I J -22.31b/ft JAA,ij, AkAA/\ 'AJIJ AUAI\I A) LI AAtA/W\AAt -22.31b/ft____________________________________ AAAJ A' ' Loads: BLC 3, Wind Downward Envelope Only Solution EPS SK-4 JSS Bressi Ranch Roof Mount (Rail) Jan 21, 2019 at 11:02 AM 19-BPI00I Rail r3d Page 15 h-x 219.1 —1- 270.5 T. - . 265.1 - -- - - -r Envelope Only Solution Member y Shear Forces (lb) (Enveloped) EPS SK-5 JSS Bressi Ranch Roof Mount (Rail) Jan 21, 2019 at 11:03 AM 19-BPI001 RaiI.r3d Page 16 .~Lx 206.3 0:9 L -- --------- - ------------------r 203.5 T 317. _fti. 141.9 20'7.1 Envelope Only Solution Member z Bending Moments (lb-ft) (Enveloped) EPS SK-6 JSS Bressi Ranch Roof Mount (Rail) Jan 21, 2019 at 11:03 AM 19-BPI001 Rail.r3d Page 17 Designer : JSS 11:03 AM IIIRISA Company : EPS Jan 21, 2019 Job Number : 19-BPI001 Checked By:..__. AET3€4Y Model Name : Bressi Ranch Roof Mount (Rail) Basic Load Cases RI C flaeni4nflnn Ca•,.,,.., V fl.....;e..v fl..,...:..fl fl.......:... I..,.a n.:_, n:.a..,L.......a * ___IflA Dead QL ..-.-...-,. -.-..-.---.--.--. - -_•_•••3___•__ Wind Uplift . WL 3 1 3 Wind Downward I WL I I 3 - Load Combinations flOCrrir%hrin Qr Dfl R RI RI C C... DI ('C,. DI DI f'r,. Di Dl I I ASCEASD1 Yes y DLI 1 2 1 ASCEASD2 Yes y DL1_1 LL LLSI 3 ASCE ASD 3.. Yes V DLI_l_1 _ - - - - - - - - - - - - - - 4 ASCE ASD 5.. Yes y DL_I_1 2 A_ 5ASCEASD5.i Yes y IDLI _1_1 3 A_ 6ASCEASD6..fresy I DLJ_1 2 4!,IL1 -LS L75 7 JASCE ASD 6.. 1 DL_l_1 3 .45 ILL .75LLS.75 8 1 ASCEASD7Yesy DL .6 2 A__ 11 1 1 9 IASCEASD7IYesI V IDLL6 1 3 A - 1 I - - - - - - - - Member Distributed Loads (BLC I : Dead) I ..I.1 n:_.....SL..._ Cn_..s flA.. !fl...J..PIL.Ifl r 1a I.__I •_.! ._... .. - - RAIL-ZONE 1 Y-7.26 -7.26 00 RAIL- ZONE 2 Y 1 -7.26 1 -7.26 1 0 0 RAIL -ZONE 3 1_V 1 -7.26 1 -7.26 1 0 1 0 Member Distributed Loads(BLC 2:Wind Uplift) RAan,I.a. I .,I..d fl:...,:..... e....a . --- - ._a 1..J •A__._!±.?• - . #. - - .• - RAIL- ZONE I V 1 84.8 84.8 0 0 2 1 RAIL- ZONE 2 V 1 138.4 138.4 1 0 0 RAIL -ZONE 3 Y 1 205.3 1 205.3 1 0 0 - Member Distributed Loads(BLC 3:Wind Downward)- I .,k1 n:..,:... e.....a •a___:s..J..nL.,gs 1._a ___j •.__-_!.--_._,.,- - ...... - 1 RAiL- ZOIS.JEI 1... RAIL- ZONE2 V 1 -22.3 -22.3 0 0 3 RAIL -ZONE 3 Y 1 -22.3 -22.3 0 0 RISA-313 Version 16.0.3 Calcs\Rail.r3d] Page 1 Page 18 - ENGINEERED POWER SOLUTIONS ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805)423-1326 2.2.3 - Racking Leg Design The following pages shows the adequacy of the tilt legs with worst-case design loads. Gravity and lateral Loads: Gravity Load: Zone 1: 8 ft. * 2.14 psf = 17.1 plf Zone 2: 6 ft. * 2.14 psf= 12.8 plf Zone 3 4 ft. * 2.14 psf= 8.6 plf 0. Wind Uplift: Zone 1: 8 ft. * 25.3 psf (Eff. Wind Area=52.8 ft2) = 202.4 Of Zone 2: 6 ft. * 37.2 psf (Eff. Wind Area=39.6 ft2) = 223.2 Of Zone 3 4 ft. * 58.5 psf(Eff. Wind Area=26.4 ft2) = 234.0 p11 (- Governs Wind Downward: 8 ft. * 8.0 psf (Worst-Case) = 64 p11 (Conservative) *EPS has checked racking for the 6" standoffs Bressi Ranch - Roof Mount Page 19 t•H •. • Envelope Only Solution • EPS • SK-1 JSS • Tilt Leg System Jan 21, 2019 at 11:59 AM 19-BPI00I • Tilt Leg.r3d Page 20 V Lx 12 Envelope Only Solution EPS ISK-2 jss I Tilt Leg System Jan 21, 2019 at 11:59 AM 19-BPI001 Tilt Leg.r3d Page 21 I'Lx -8. Loads: BLC 1, Dead Envelope Only Solution EPS SK-3 JSS Tilt Leg System Jan 21, 2019 at 12:00 PM 19-BPIOOI Tilt Leg.r3d Page 22 :1 234lb/ft] IL], '9 '\I / I .', .v V ~V/V/, ii Loads: BLC 2, Wind Uplift Envelope Only Solution EPS JSS 19-BPIOOI Tilt Leg System SK-4 Jan 21, 2019 at 12:00 PM Tilt Leg.r3d Page 23 ILx -64lblft I bidd / / / rrflmm I bI/I/IIII I Loads: BLC 3, Wind DOwnward Envelope Only Solution EPS SK-5 JSS Tilt Leg System Jan 21, 2019 at 12:00 PM 19-BPI00I Tilt Leg.r3d Page 24 65.7 1 .1T52 I6 T 3 14 : Envelope Only Solution Member Axial Forces (lb) (Enveloped) EPS Tilt Leg System SK-6 jss Jan 21, 2019 at 12:00 PM 19-BPI00I TiItLeg.r3d Page 25 IL 263.1 Envelope Only Solution Member y Shear Forces (lb) (Enveloped) EPS SK-7 JSS Tilt Leg System Jan 21, 2019 at 12:00 PM 19-BPI00I Tilt Leg.r3d Page 26 IZ' L 19.6 t 7fl85 Envelope Only Solution Member y Bending Moments (lb-ft) (Enveloped) EPS SK-8 Jss Tilt Leg System Jan 21, 2019 at 12:01 PM 19-BPI00I Tilt Leg.r3d Page 27 IZ' L 191.7 0.4 Envelope Only Solution Member z Bending Moments (lb-ft) (Enveloped) EPS SK-9 JSS Tilt Leg System Jan 21, 2019 at 12:01 PM 19-BPI00I Tilt Leg.r3d Page 28 Code Check Y (Env) .75,90 50,75 0,50 Nc Go 04 Member Code Checks Displayed (Enveloped) Envelope Only Solution EPS SK-1O jss Tilt Leg System Jan 21, 2019 at 12:01 PM 19-BPI00I Tilt Leg.r3d Page 29 Shear Check Y (Env .75,90 .50,75 0-50 Nc 04 CR Member Shear Checks Displayed (Enveloped) Envelope Only Solution EPS SK-11 JSS Tilt Leg System Jan 21, 2019 at 12:02 PM 19-BPI00I Tilt Leg.r3d Page 30 111RISA Company : EPS Jan 21,2019 Designer : JSS . 12:02 PM Job Number : 19-BPIOO1 Checked By:............. Model Name : Tilt Leg System Aluminum Properties I kI a rI,n n rl,n N TIrn.., h, T,IsI D A 1,4 4 rI,n ch.fI,.1 i't 1 1 3003-1-114 10100 3787.5 .33 1.3 .173 Table B.4-1 1 19 16 13 12 141 ..2_ 6061-T6 10100 3787.5 .33 1.3 1 .173 1 Table 13.4-2 1 1 1 38 35 1 35 24 141 -3 1 6063-T5 11010013787.5 .33 1 1.3 1 .173 1 Table 13.4-2 1 1 1 22 16 16 13 141 _4...1 6063-T6 11010013787.5 .33 1 1.3 1 .173 1 Table B.4-2 1 1 1 30 25 25 19 141 5 1 5052-H34 10200 3787.5 .33 1 1.3 .173 1 Table 13.4-1 1 34 26 24 20 141 6 16061-T6W 110100 13787.51 .33 1 1.3 1 .173 1 Table 13.4-1 1 24 15 15 15 141 - Aluminum Design Parameters I hI Qhn.. I annth I hus,f,nl I h7.Fin1 I rnmn Irnfin1 I rnmn hn I .krirni,1in1 I(w K,, (h F,innt j_ Ml 1.5x.313 1 2 Lbw Lateral .j._. M2 1.5x.313 1 2 1 _L.byy - Lateral 3 M3 1.5x.238 112.0191 ______ _Lbw - Lateral 4 M4 1.5x.238 13.5551 _L.b - Lateral 5 M6 Standoff 1 6 1 _______ __________ _______ _________ - - Ll 6 1 M7 Standoff 6 1 It ate—rall — Bask Load Cases DI 1' • V f.,h,V 1u.h,7 (s,ih, I.,,nl O,inf flifnhfrI Ar(M Qijrfara Dead DL I I I .2..... Wind Uplift WL 3 Wind DOwnward WL I I I I I 1 I - Load Combinations Dj.. Dr..,. DD DI ('C,.,. DI 1' C.. DI ('C,.,. DI ('C,.,. DI ('C,.... DI ('C,.,. DI ('C,.,. DI ('C,.... DI ('Ca.. DI PC— 1 Deflection lYesY L1 :IIITIIIIIIIIiIIIiI_F___ 2 Def1ection2Yes y LL __ 1_ ;D 4 ASCEASD1Yesy DLI 5ASCEASD2Yesy I .DL1 1 LL 6ASCEASD5.. Yes! Y I IDLI I 1 2 .-14 - - 1 7 IASCEASD5..Yesy I I DL1_1 3 8 ASCEASD6.. Yes y I IDLI1 1 2 L_ 9 ASCEASD6.. Yes y I IDLI I 3 10 ASCEASD7Yesy DL .6 2 6____________.. 11IASCEASD7I Yes IY I IDLL6 1 3 A1 I — Envelope AA ADMI-10: ASD - Building Aluminum Code Checks RA,....h,. Qhn (',...I ( I .,..rb,1 I ( Qhn.r I n,1inl fli, I ( Dn,'Ifl Dn*Iflrn Mrw!fl Mn7Ifl Vnulfl Vn,lfl (h Fnn 1 1 Ml 11.5x.311.736 1-1101- .062 _j_ .. 1015910.06117113.63640.202 192.66 268.1824268.182I lii 2 M2 1.5x.3131 .480 2 10 .059 1 z 10910.06117113.636140.202 192.664268.182,4268.182 ij 3 1 M3 1.5x.238 .381 1 0 1101 .002 0 z i01706.7115409.091123.242 99.02O9.091 23.242 137.282 245.455'4245.455 1j!j1 4 M4 1.5x.238 .964 13.55516 .025 0 z 6 146.495 3245.4553245.455 11ii1 5 1 M6 Standoff 1 .244 I 0 1101 .005 0 - 10205.707i11156. ... 144.465 144.465b6.8683346.868!1.-1 6 1 M7 Standoff 1 .409 1 6 16 1 .041 1 0 - 6 9205.707111156....I144.465 144.4656.8683346.8682..iH.1-1 RlSA-31) Version 16.0.3 [CA ... \...\...\...\...\...\...\... \EPS Calcs\Tilt Leg.r3d] Page 1 Page 31 Company : EPS Jan 21, 2019 A Designer : JSS 12:02 PM 111RIS* Job Number : 19-BPIOO1 Checked By:___. Model Name : Tilt Leg System Envelope Member Section Forces Q- if' i if' r1kf+1 I I i 1 MIi max 0f0_Ti 0 ft o fi 0 T 0 i 1mm. 0 1 0 _1_ 0 I_I.. 0 1 1 1 0 1 0 l_1 3 2max 1 0 1 0 _1_ 0 _1.. 0 1 0 1 0 _1 4 min 1 0 1 0 1 0 1 0 1 0 1 0 1 3 max 3.516 7 0 _1_ 438.425 10 0 1 10.377 7 0 _1 6 I mm -16.679 10 0 1 -152.034 7 0 1 -29.569 1101 0 1 7 1 4 max 3.516 7 0 1 438.425 10 0 1 4.042 7 0 1 _.&. I -min 1 -16.679 10 0 1 _1_ -152.0341 7 0 1 1 -11.301 101 0 _1 9 5 max 1 3.516 7 0 1 438.425 10 0 1 1 6.967 1101 0 1 10 1 - min 1 -16.679 10 0 1 -152.034 _7 0 1 1 -2.292 1..L1 0 _I. 11 1 M2 I I maxi 0 1 0 1 0 1 0 1 0 1 1 1 0 1 12 1 min 1 0 1 1 0 1 1 0 1 0 1 0 1 1 0 1 13 1 2max1 0 1 1 0 1 1 0 1 01 01 0 1 14 1 min 0 1 0 1 1 0 1 0 1 0 1 0 1- 15. 3 max 39.457 11 0 1 1 417.824 1101 0 1 1 6.363 7 0 16 mm -140.271 6 0 1 -146.475 7 0 1 -16.307 10 0 HL 17 4 max 39.457 11 0 1 1417.824 101 0 _' 1 1 1.634 8 1 0 1 18 mm -140.271 6 0 1 -146.475 7 0 1 1 -.119 111 0 1 19 5 max 39.457 11 0 1 417.824 10 0 1 18.512 101 0 1 1 20 mm -140.271 6 0 1 -146.475 7 0 1 -5.843 7 0 1 21 M3 1 max 152.017 7 0 1 3.962 7 0 1 6.967 10 0 1 22 mm -438.644 10 0 1 -12.244 10 0 1 -2.292 7 0 1 1- 23 2 max 152.017 7 0 1 3.962 7 0 1 3.901 101 0 11 24 1 mm -438.644 10 0 1 -12.244 10 0 1 -1.3 7 0 1 25 3 max 152.017 7 0 1 3.962 7 0 1 .835 10 0 1 1 26 mm -438.644 10 0 1 1 -12.244 110 0 1 -.308 7 1 0 1 1 27 4 max 152.017 7 0 1 3.962 1 7 1 0 1 .684 7 0 1 1 28 mm -438.644 10 0 1 1 -12.244 01 0 1 1 -2.233 1 6 0 1 1 29 5 !max 152.017 7 0 1 3.962 7 0 1 1.676 7 0 1 30 min -438.644 10 0 1 1 -12.244 1101 0 1 1 1 -5.297 110 0 1 1 31 1 M4 1 max 146.481 7 0 1 1 40.25 Ill 0 1.1 18.512 1101 0 1 1 32 1 min 1-417.345 10 0 1 1 -132.045 6 0 1 -5.843 1 7 1 0 1 33 1 2 max 1 146.481 7 0 1 40.25 1-132.04-9; 11 0 1 8.753 101 0 1 34 1 mm__ -417.345 10 0 1 1 6 0 1 -2.867 7 1 0 1 35 1 3 max 146.481 7 0 1 1 40.25 Ill 0 1 .21 111 0 1 36 1 mm -417.345 10 0 1 1 -132.045 6 0 1 -1.112 1 6 1 0 1 37 4 max 146.481 7 0 1 40.25 11 0 1 3.191 Ill 1 0 1 1 38 mm -417.345 10 0 1 -132.045 6 0 1 -10.891 1 6 0 1 1 39 5 max 146.481 7 0 1 40.25 11 0 1 6.172 Ill 0 1 1 AL mm -417.345 10 0 _1 -132.045 6 0 1 - -20.671 1 6_ 0 _1 41 M5 imax 0 1 0 7 0 1 0 1 1 0 1 1 0 1 42 1 min 0 1 0 1 6 0 1 1 0 1 1 0 1 1 1 0 1 43 1 2 max 61.185 10 74.968 1 7 0 1 1 0 1 1 0 1 1 T 17.221 10 44 1 mm -20.534 7 -217.3 110 0 1 .1 - 0 .1 -1 0 1_1_1 -5.989 L 45 1 3 max 62.827 6 .253 110, 0 1 1 0 1 1 0 1 1 191.695 10 mm -18.259 11 -.47 1j..1 0 1.. 0 1 .1,. 0 1_1_1 -65.943 7 - 47 4 max 65.228 6 217.805 110ll 0 1 0 1 1 0 1 1 16.581 6 48 mm -16.818 11 1 -75.737 1 7 .1._0 1 0 1 1 0 1 1 -4.895 11 49 1 5max I .0 1 0 7 0 1 0 1 0 1 1 0 1 50 1 min 1 0 1 0 6 0 1 0 1 0 11 0 1 51 M6 1 max 152.017 Ii 7 3.311 7 0 1 0 1 0 1 1 1 10.377 7 52 mm -438.644.10 -18.176 110 0 1 0 1 0 1 1 -29.569 110 53 2 max 152.017 7 3.311 1 7 0 1 0 1 0 1 1 9.963 1 7 -438.644 10 -18.176 11C 0 1 1 0 1 0 1 1 -27.297 110 55 3 Imax 152.017 L 3.311 1 7 0 1 1 0 j..1 0 -Li 9.549 11 56 mm -438.644 10 -18.176 1101 0 1 1 -1 0 1 1 0 _1_1 -25.025 110 4 max 1 152.017 1 7 1 3.311 11 1 0 [ii 0 1 1 1 0 _1_1 9.136 11. KISA-3D Version 16.U.3 Calcs\Tilt Leg.r3d] Page 2 Page 32 IIIRISA Company : EPS Jan 21,2019 Designer : JSS 12:02 PM Job Number : 19-BPIOO1 Checked By:.__. Model Name : Tilt Leg System Envelope Member Section Forces (Continued) Mmhr Aar AviIrIh1 I ( ,horrIh1 I ( h,rIh1 I ( T-i ,1IhJI1 I ( ,*,Unman I ( IAr.møn I 58 .min -438.644j-18.176j[_010_j 0 i -22.753 10 59 5 max 152.017 7 3.311 7 0 1 0 1 0 1 8.722 7 60 mm -438.644 10 -18.176 10 0 1 1 0 1 0 1 -20.481 10 61 M7 1 Imax 146.481 7 39.613 111 0 1 1 0 1 0 1 6.363 7 62 mm -417.345 10 -138.412 6 1 0 111 0 1 0 1 -16.307 10 63 2 Imax 146.481 1 7 39.613 111 0 1 1 0 1 0 1 2.338 8 64 1 min --417.345 10 -138.412 6 0 1 0 1 0 1 0 2 65 3 max 146.481 7 39.613 11. 0 1 0 1 0 1 19.167 6 i ll 66 1 mm -417.345 10 -138.412 6 0 1 1 0 1 1 1 0 1 -4.389 67 1 A. !nt 146.481 1 7 1 39.613 111 0 _1 1 0 1 1 0 _1 36.469 6 68 - min l-417.345 1101-138.4121 6 0 1_1 1 0 1..1 1 0 1_1 -9.341 I ll 69 1 5 max 146.481 7 39.613 11 0 1 0 1 0 1 53.77 6 70 1 min _-417.345 110 1-138.4121 6 1 0 1 11 0 1 1 1 0 1 1 -14.292 1 11 rA RISA-30 Version 16.0.3 Calcs\Tilt Leg.r3d] Page 3 Page 33 I ENGINEERED POWER SOLUTIONS ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805) 423-1326 2.2.4 - Uplift Calculations EPS has reviewed each anchorage condition and the worst-case uplift is 692 lbs (Zone 3), 665 lbs (Zone 2) and 471 lbs (Zone 1). The uplift force is resisted by the NSM Roof Anchor and screwed into existing 1-1/2" steel deck (22 ga.) with #14 ITW Buildex TEK screws (or approved equal) using the screw quantities listed below. The contractor shall determine the required screw length to ensure that the screw is long enough to extend through the existing steel deck so that a minimum of (3) threads are visible beyond the underside of the deck. Screws are to be installed per ICC Report ESR-1976 (see appendix for reference). Roof Anchorage (NSM Anchor) NSM Anchor (Per Engineering letter by CEL Consulting, Inc dated October 17, 2017 - see appendix): Ultimate load (avg): 4700 lbs. = 6.8 factor of safety -* OK 692 lbs Allowable Uplift Capacity of Screws per Zone (Table 2 of ESR-1976): Zone 1: 6 Screws * 96 lbs. = 576 lbs. > 471 lbs. - Use 6 Screws Zone 2: 8 Screws * 96 lbs. = 768 lbs. > 665 lbs. - Use 8 Screws Zone 3: 8 Screws * 96 lbs. = 768 lbs. > 692 lbs. (- Use 8 Screws Bressi Ranch - Roof Mount Page 34 V L x ANCHORAGE - ZONE 1 N1O $1 11413 5 ANCHORAGE - ZONE 2 11 2 6 41*,17 ANCHORAGEZO -NE 3 N12 A3 Envelope Only Solution EPS SK-1 jss I Bressi Ranch Roof Mount (Anchorage) I Jan 21, 2019 at 12:31 PM 19-BPI001 Anchorage.r3d Page 35 Ex -7.261b/ft 1..LLULUJP LL1JJLU -7.261b/ft_____________________________________________________________________________________ -7.261b/ft__________________________________________________ A A JI 1 11 A: A AA AAIJ Loads: BLC 1, Dead Envelope Only Solution EPS SK-2 JSS Bressi Ranch Roof Mount (Anchorage) Jan 21, 2019 at 12:31 PM 19-BPI001 Anchorage.r3d Page 36 .ZLX 89.3lbIft $ 1 • 160.71b!ft I! .:1' 'I .'ri 249.91b/ft Loads: BLC 2, Wind Uplift Envelope Only Solution EPS SK-3 JSS Bressi Ranch Roof Mount (Anchorage) Jan 21, 2019 at 12:32 PM 19-BPI001 Anchorage.r3d Page 37 -26.81b/ft -26.81b/ft ! I ij VAN 'I !IA'.r Loads: BLC 3, Wind Downward Envelope Only Solution EPS SK-4 Jss Bressi Ranch Roof Mount (Anchorage) I Jan 21, 2019 at 12:32 PM Anchorage.r3d Page 38 Designer : JSS 12:32 PM IIIRISA Company : EPS Jan212019 Job Number : 19-BPI00I Checked By:............ Model Name : Bressi Ranch Roof Mount (Anchorage) - Basic Load Cases ni r' fl,.,;n+h..n V i,inI 0,.;n flInk. .f,1 A,lM Q. .,F.^- -1 1 Dead DL 3 1 2 1 Wind Uplift WL 3 1 3 1 Wind Downward WL I 3 .1 — Load Combinations )orinfiAn Sr Pno AP RI (•r. RI ( Fs' RI rFar RI (F RI (Fr RI ('r RI (F RI (F RI (Fr. RI rFan 1 1 ASCEASD1Yesy DO 1 I 1111 11111111 iiIIiiIii 2 1 ASCEASD2Yesy I DL1..I LL 3 ASCEASD3..YesflY' DLII 4ASCEASD5..Yesy DL!1 1 2 .6 -----1--- 5ASCEASD5..Yesy DLI..1 3 .61 6 ASCEASD6..Yesy DLI..1 2 7 JASCEASD6..Yesy QLI 1..1 3 -LS .75 8 1 ASCEASD7Yesy DL .6 1 2 9 IASCEASD7IYesI V IDLL$J 3 1AJ_ - I - - - - - - - - - - - - Member Distributed Loads (BLC I : Dead) i o..,.+ RA..,,..+. .drIl..IfI C i,fl C.A RA...,;I. ,,lrIkIfi C I, Q*4 I C.-.,1 I I 1 ANCHORAGE-ZONE I I V 1 -726 -7.26 1 0 0 2 1 ANCHORAGE - ZONE 2 I V 1 -7.26 -7.26 1 0 0 3 1 ANCHORAGE -ZONE 3 1 V 1 -7.26 -7.26 1 0 0 - Member Distributed Loads (BLC 2: Wind Uplift) I kI Q+4 IA,ni+. C I,f1 C.,,1 ,,IIhif+ = I.. Qf.,t I ,s,.in n.I I 1. . ANCHORAGE-ZONE1 I V 1 893 1 89.3 0 11 0 2 ANCHORAGE - ZONE 2 I Y 1 160.7 1 160.7 0 I 0 3 ANCHORAGE -ZONE 3 Y 249.9 249.9 01 0 - Member Distributed Loads (BL C 3 : Wind Downward) I k.1 F,.+inn Qf.,t M,nh ,1rIkifI = kf n.I Mnn,t, ,,IrIhIft r k Qtart I nrotin Pnrl I nentinn 1 ANCHORAGE - ZONEI I -28 -26.8 0 0 2 ANCHORAGE - ZONE 2 I V 1 -26.8 -26.8 1 0 0 3 ANCHORAGE -ZONE 3 V 1 -26.8 -26.8 10 0 Envelope Joint Reactions I,snl v rihi i r, v rii I 7 nki I ( MY FIhJf1 I ( MV IhJt1 I ( M7 rlh..ft1 I 1 Ni _1_ 118.607 5 0 1 0 j. 0 1 O - 2 _max0 mm__0 1_1_ -250.142 8 0 1 1 0 1 0 1 0 1 3 N2 mix .0 1 87.504 5 0 1 0 1 0 1 0 1 4 mm_ _0 _i_ -345.157 8 0 1 0 1 0 1 0 1 5 1 N3 max_0 1 62.619 5 0 1 0 1 0 1 1 0 1 1 6 min _0 _i_ -390.5861 8 1 0 1 1 0 1 0 1 1 0 1 7 N4 _i_ 223.518 5 1 0 1 .1 1 0 0 0 8 _max0 mm__0 _i_ -471.398 8 0 .1 0 0 1 0I 1. 9 N6 —9 nn _i - 168.557 5 0 1 0 tl 0 1 0 i 10 minI0 _i_. -664.869 8 0 1 - 0 0 1 0 -1- 11 1 N8 _0 _i_ 110.898 5 0 1 0 1. 0 0 1 12 _maxi minI0 1_i_ -691.728 8 1 0 1 1 1 0 1 1 1 0 1 1..1 0 13 N13 1 96.667 5 0 1 - 0 1 0 - - 0 1 14 _max0 mm__0 1 1 -203.871 1 8 1 0 1.1 1 0 1 1 1 0 1 1 0 1 RISA-3D Version 16.0.3 [CA ... \...\...\...\...\...\...\... \EPS Calcs\Anchorage.r3d] Page 1 Page 39 111RISA, Company : EPS Jan 21, 2019 Designer : JSS 12:32 PM Job Number : 19-BPI001 Checked Model Name : Bressi Ranch Roof Mount (Anchorage) EnveloDe Joint Reactions (Continued) ij....f v rii.i i v rli.i I r' 7 nki i r' riv rik_fil I t' iiV rik_fil I r RA7 rik_fli I 15 N14 max _1_ 66.031 5 1 0 1 1 1 0 1 1 O j.1 0 1- 16 min 0 1 _1 - -260.458 8 1 0 1 1 1 0 1 1 0 j..1 0 1 17 N15 max 0 _1_ 42.379 5 0 1 1 1 0 1 0 1 1 0 1 18 min 0 _1 - -264.338 8 1 0 1 1 1 0 1 0 j.1 0 .j 19 Totals: ImaxI 0 _1 - 976.779 5 0 1 1 20 1 IminI0 _1_ -3542.546 8 0 1 1 - RISA-30 Version 16.0.3 CalcsAnchorage.r3d] Page 2 Page 40 ENGINEERED POWER SOLUTIONS ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805) 423-1326 2.3—Adequacy of the Existing Building 2.3.1 - Existing Roof Framing According to the as-built information obtained from existing construction documents (plans) by A.V. Schwan & Associates dated 2017, the existing roof framing typically consists of Framing/ Estimated Dead Load: Dead Load: 20 psf (per plan) 18k, 26k and 28k (275/137) open web steel joists @ 6'-10" o.c. spanning 25'-4", 33'-0", and 38'-4" respectively. Worst Case PV Load: 2.5 psf 3 Conservatively use 30 psf Based on the building code definition of a roof live load and the CBC, in addition to Interpretation of Regulation document JR 16-8 (Solar Photovoltaic and Thermal Systems Review and Approval Requirements), "It is not necessary to include roof live load in the area(s) covered by the panels when these area(s) are inaccessible, or signs are posted prohibiting storage under the panels." EPS has conservatively used the full roof live load in all areas (including under PV). The roof deck consists of a 1-1/2" metal deck (22 ga.) that is continuous over 2 or more spans (per plans). Per the Verco catalog, this will have the following allowable capacity (7 ft. deck span conservatively used): 61 psf> 20 psf (dead) + 20 psf (roof live) + 3 psf (PV) = 43 psf (- OK Bressi Ranch - Roof Mount Page 41 ENGINEERED POWER SOLUTIONS ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805) 423-1326 The following pages shows the existing open web steel joists for the building under multiple conditions. The full live load is applied in areas where PV modules are not added. Starting at the top member (Ti), is the original design condition. The following members (T2-T5) show different possible design conditions. T2 has the full tributary covered in PV Modules. T3 has 1/4 of the truss tributary area covered in PV modules. T4 has half of the tributary area covered in PV modules. T5 has 3/4 of the tributary area covered in PV modules. Members (T2-T5) have been analyzed for the listed roof dead load, PV load of 2.31 psf (3.0 psf used), as well as any applicable live load. Member Ti has been analyzed per the original listed loads given above. Per code Section 3404 of the CBC/IBC, any existing gravity element where the addition does not increase the load more than 5% shall be permitted to remain unaltered. *fl is the responsibility of the Racking designer to ensure the PV load + any added roofing load does not exceed 3.0 psf. Bressi Ranch - Roof Mount Page 42 I1_.X . TI N4 T2 T2 T3 T4 +1 0 49 T5 ,N11 njT92 Envelope Only Solution EPS SK-1 JSS Bressi Ranch (Existing Framing) Jan 21, 2019 at 6:45 AM I 9-BPIOOI Truss - Existing Framing.r3d Page 43 Bressi Ranch (Existing Framing) -136.61b/ft Loads: BLC 1, bead Envelope Only Solution EPS JSS - SK-2 Jan 21,2019at6:45AM Truss: Existing Framing.r3d --- Page44 - : 1 -136.61b/ft - - ~Z, *X -. -136.6th/ft -136.61b/ft -136.61b/ft V -136.61b/ft z .x -34.l5lblft I -136.61b/ft -136.61b/ft -136.61b/ft Loads: BLC 2, Roof Live Envelope Only Solution EPS SK-3 JSS - Bressi Ranch (Existing Framing) Jan 21, 2019 at 6:45 AM 19-BPI001 Truss Existing Framing.r3d - -. Page -20.51b/ft -20.5lblft -20.5lblft -20.5lblft Loads: BLC 3, Solar Envelope Only Solution EPS JsS 19-BPIOOI Bressi Ranch (Existing Framing) SK-4 Jan 21, 2019 at 6:45 AM Truss - Existing Framing.r3d Page 46 ZLX L-T-1 -50172.8 - -35122.8 - -48309 _-i ------------- -42926.5 ' -37028 __-- - Envelope Only Solution Member z Bending Moments (lb-ft) (Enveloped) EPS SK-5 JSS Bressi Ranch (Existing Framing) Jan 21, 2019 at 6:45 AM 19-BPI00I Truss - Existing Framing.r3d Page 47 5235.9 2 X 3665.3 5137.7 4843.2 - 4352.4 57.9 763.5 Envelope Only Solution Member y Shear Forces (lb) (Enveloped) EPS SK-6 JSS Bressi Ranch (Existing Framing) Jan 21, 2019 at 6:45 AM 19-BPIOOI Truss - Existing Frarning.r3d Page 48 II Company : EPS Jan 21, 2019 Designer : JSS 6:45 AM Job Number : 19-BPI001 Checked By: EYE EKcawm,r Model Name : Bressi Ranch (Existing Framing) Basic Load Cases RI ( flrrintinn (fonrir, I (ruih, V r.rov 7 Irint Pint fliirih Aron( qiirft' 1 Dead QL 1 5 1 2 Roof Live I RLL 1 8 1 3 Solar I DL 1 5 1 Load Combinations fle'rntirn Pno Q RI rpor RI (' Poe RI (r RI rpor RI (',. Al RI (F RI (F RI ('Fr RI (Pr 1 1 ASCEASDI_Yes IDLI _I 2 _ASCE ASD 2_ Yes ___DL_1 _LL 1 1_LIS_1 3 ASD 3(a)_ Yes I - 4 _ASCE ASD 3(b) _Yes- _DL_1 __DL,_1 _RLL _1 5 _ASCE _ASCE ASD 4 (a)IYesI_I_DLI_1__LL 1.75_(LLSI _75 _RLLI .75 _I_I_I 1 1I _J - Member Distributed Loads (BLC I : Dead) I hI fl;.f;,,., Q*,+ IAnn+. .,IrIkIf+ c .fl n,1 RA,.,,;h ,,1rIh1ft QII I n,1 I .,fi,s 1 Ti Y -136.6 -- -136. 0 1 0 T2 V -136.6 -136.6 0 1 0 3 T3 V -136.6 -136.6 0 0 _4•. T4 V 1 -136.6 -136.6 0 0 15 V 1 -136.6 1 -136.6 0 0 - Member Distributed Loads WC 2: Roof Live) P.Amh, I nhol flirø..f,r,n Qforf RAnrf, ,rIrIhIff P ncfl Pnel Mnnitt i,l1Ih!ft Atort I nr'fin Fnd I nrtin 1 Ti V -136.6 136.6 0 0 T2 Y -34.15 1 -34.15 0 0 3 T3 V 1 -136.6 1 -136.6 0 %75 4 T3 V 1 -34.15 1 -34.15 %75 0 T4 V 1 -136.6 -136.6 0 %56-- T4 Y 1 -34.15 -34.15 %50 1 0 [87 T5 V -136.6 -136.6 0 %25 T5 I Y 1 -34.15 -34.15 1 %25 1 0 - Member Distributed Loads(BLC 3: Solar) I .,kI QI,,.4 RA,,,.nil ,1FIhIfI c .f1 C.A ,1flkIf+ QIrn4 I n,1 I n,Ii,s Ti I yl_0 0 0 0 12 I V 1 -20.5 -20.5 1 0 0 3 1 13 V 1 -20.5 -20.5 1 %75 0 14 _4._ V 1 -20.5 -20.5 1 %50 0 5 15 V 1 -20.5 1 -20.5 1 %25 0 - Envelope Joint Reactions V rii..l I f' V r111 I I" 7 rR.1 I 1' RAV rll._1e1 I (' ItAv ru._f1 I f' IA7 rII._fI1 I (' 1 N3 max 0 _1 - 5235.87ä13 0 1 _i - 0 j 0 1 0 - _i 2 min 1 0 1_1 - 2617.939 _1 0 1_1_1 0 1 0 11 1 0 1_i - 3 N4 max 1 0 _i - 5235.878 3 0 1_1_ 0 1 0 1 1 0 _i 4 min 1 0 1 2617.939 1 0 1 0 1 0 1 0 1 5 N5 max 1 0 _1 - 3665.306 3 0 1_ 0 1 0 1 0 1 - 6 - mil i_ _ 3010.822 1 0 _i_ 0 1 1 0 1 0 _1 7 N6 max 0 .1_ 3665.306 3 0 _i_ 0 1 1 0 1 0 8 1 min 1 0 1 13010.821 11 0 1 0 1 0 1 0 1 9 N7 I max 1 0 1 1 15137.717 13 0 Ii 1 0 H 1 0 11 1 0 RISA-31D Version 16.0.2 .EPS Calcs\Truss - Existing Framing.r3d] Page 1 Page 49 Company : EPS Jan 21, 2019 Designer : JSS 6:45 AM IIIRISA Job Number : 19-BPI001 Checked By: Model Name : Bressi Ranch (Existing Framing) Envelope Joint Reactions (Continued) Joint X Fibi I( V Fibi if Z Fibi LC MX flb-ifi LC MV rib-ftl LC MZ Flb-ft] LC 10 min 0 _1_2642.4941 0 _1.. 0 1 0 1 0 _1__ 11 N8 max 0 _1 - 4548.753 3 0 1 - 0 1 0 1 0 _1 - 12 in 1 0 _1_ 2789.825 1 0 1 0 1 0 1 0 1 13 N9 max 0 _l_ 14843.235 31 0 _1_ 0 1 0 11 1 0 1 14 - min 0 _1_1 2716.16 11 0 _1_ 0 1 0 1 1 0 1 15 N10 max 0 _l_ 14057.949 3 0 _1_1 0 1 0 1 1 0 _1 - 16 - mm 0 1_1_ 2912.601 11 0 1_1 1 0 1 1 1 0 1 1 0 11 17 Nil I max 0 1_l_ 14352.431 131 0 1_1_1 0 11 1 0 11 1 ----O--1 1 18 1 1 min 0 _l_ 2838.93511 0 _1_ 0 1 0 1 0 1 19 N121 max 0 1 3763.467 31 0 _1_1 0 1 0 1 0 1 20 - min 0 _l_ 2986.266 i ll 0 1_1_1 0 1 0 1 0 1 21 jTotaIs:j max 0 _l 144505.921131 0 1_1 22 1 1 min 1 0 _1 128143.8021 11 0 1 1_ RISA-3D Version 16.0.2 Calcs\Truss - Existing Framing.r3d] Page 2 Page 50 ENGINEERED POWER SOLUTIONS ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805) 423-1326 2.4.2 - Weight Added to Existing Building Seismic Mass Per IBC Section 3404.4, Alterations adding less than 10% of the original design dead load to a lateral load-carrying element are permitted to remain unaltered. The overall mass of the roof has been compared to the mass being added by the new PV system since the PV mass distributing appears to be relatively equally distributed over the existing roof. EPS has estimated the roof mass's, conservatively ignoring all exterior wall weight and interior partitions and determined the roof of the existing structure sections to have a dead weight of 10% of Roof Dead Loads: 26,000 sf * 20 psf = 520 kips Total Weight that can be added: 520 kips * 0.10 = 52 kips Estimated PV Weight Added (3.0 psf x # of modules x module area): 28 kips Therefore, the total mass of the PV system additions must have a weight 10% less than these to remain unaltered. The following weights are conservatively estimated from BPi panel count and PSF of each section. 52 kips ? 28 kips - OK Based on these values, EPS has determined that the PV additions will not increase the lateral loads by more than 10% allowing the existing lateral resisting system to remain unaltered per code. It is the responsibility of BPi and Renusol to ensure the PV additions have total system weight less than these limits. Bressi Ranch - Roof Mount Page 51 ENGINEERED POWE'R SOLUTIONS ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805) 423-1326 APPENDIX,- - (For Reference Only) Bressi Ranch - Roof Mount • - - Page 52 _____ ___________ I •I• SHEA - BRESSI RANCH 2634 GATEWAY ROAD CARLSBAD, CA 92009 'lL 1dq/ •---• ••-•-.- 'O ITT £ Rooftop I liilrliflktiflt - - - - SCPSS SSiCltOOMIUO) Sill ic SIC 3GITL.00/IJS OI 11111 IlCPSSCAGOKTL.00/US 1460) (Sill 4 III 598 23321IWOC 043141601 I (HIM ! / I - -' lo - IIIIiII1fFfIfFE \ \\ 's' ,i gy ; •'. \ \ n GATEWAY RD - T -• ..-'•• PLPN ------... crr I .---.--- pvo.1 PLOT PLAN U I I — PEPIUSOI.VS.CI23'RAIL REIIUSDLYS.0 tGi.F RAT = RElIUSOLSS.0 204 RAM. RAIL SPLICE THERMAL EXPANSION JOINT GROUNDING INS armmi hiiji flflffflfjfl) [Hill ri1 [tLIIl[IIIIiItI) [11111 [1111 11.11.1110 [It ii I (11111] (II rtiiiir- (lil], i --HInD-LIZ wi.iw [jul — (EIUI]1T/J -1 (1.111 1 [lilt __J ttiirn Jt] ittItllflll[lllitllhttiifllflhll]lt. (llu.ItII1iL[IIIIllIflhItl tltItliIIItrII EIFiIIIIIIJ 1111111 ciitiu (11111) [lU rintitiuiiiilr.nijjiiuutuiririjlrrnt: ntrni niii imli mill 0i:- 1IlIt1111iiii.it111.11I r 1 LLUIIJIiII. [[IIlIIIIII1i1 11111 iii [1111 ii:ii I r fliti) (11111. tIIIIJ ul: EI[ULI) all: PVO. 2 ARRAY DETAILS. ROOF A CAIAOTLDO/U0(4I0)IDiJ I ISSCM0ICTL-EO/AS(4OE)IIIiI 406 L 300011 192LGIWW 500 333.32 IWOC ARRAY I FOINTOPIUTEECOENECEIWI T014IMRdd AC COPIBINEP PANEL ESCAPE AC DZICDN?IECT I0EE EIDY/277. 399.4W - Ills 1I4CF99D. GATEWAY DRIVE. CEASIRAD. CA 92004 DC IPA ID. I. SCASACTI..DOIUS (440) (DII) . ..—( ____ • 550I -- IflEPVEI 11 C ScA3lICTt.DOlUS (410) (DIII .._• - . - I0.hI 0 1 STRINGING DIAGRAM ROOF A AC R000AIT FROM IRA I.E. SEE 4/PRO.3 0. 1190 lIE D.AIPNI I IRTALIJUET DMA) DFI• (TYPO 000PAIIcHOR(YVP)—, - - - - INA)SMNDFl(TYP) 2 ANCHOR DIAGRAM - ROOF A 0. ICMZ:I:lS Roll SPARE OF 4 (IVP) Ij FfI1IE . A il.'' wl MR ammul m JJII ME STRING DIAGRAM SOLAR STRUCTURE 1 & 2 Away Type Rooftop I Solar 5000tura 2 CPS SCASOETLRO/ORIOSO)ISIII IrTaerSoro I CPS SCA36M4X)JUS(ISA) 191111 CPS SCMOOSL.00IU$)ape} ISIS) luteS O,ealrtean. 00616350W I 500(635050 Yoe0l000dula, 553 Rcspeerellae 13300IWRC ING DIAGRAM - SOLAR STRUCTURE 1 AND 2 4.i Lflrii I 1LLLI.I.LLLIJJJ\i). i'rII In i - tiuiiirrrrrrrniJ REFERENCE MAP 50*R sssuctupo z PwawiL I- /-2'\STRINGING DIAGRAM & AC CONDUIT RUN - SOLAR STRUCTURE 1 AND 2 - PVO.3 ARRAY DETAILS - SOLAR STRUCTURE i&2 zckin I I — II! Iirz Ze MPI Jii 2; ... ............... 26 GATEWAY ROAD _ CARLSBAD, CA 92009 3flOn OII!II / 1• II tniu 23!IJ bh7SftIi1iIIItL ,. CEwthTp b __ ov- op TYP. PARAPET MOUNTED INVERTER RACK 2. SC..it:ilts ZNflALL DUCT SEN. UTCOS1BlI!TOEEtlflG EROVWE DRIP LOOP PRIOR TO INTERIM CONDUIT CORIIOH, J - Hi BRAIN 000VINIOI SILICONE INSIDE CONTEH.O X 10 WIT" PJNTIWICWIRES IN NOTES: EITHER SCENARIO ISACCEPTABLE. BUT ALL CAILOIJ1S ARE APPLICABLE TO BOTH. $2.0 2 TYP. INVERTER W/ STRING WIRES FROM HIGHER ELEVATION . . INVENTOR itOOO RACK & DETAILS I/INFER 'eIT, IWUW ORORDS? lIP CEL CONSULTING, INC Metallurgy Forensics • Plan Review Product Evaluations • Structural Investigations October 17, 2017 BPI P.O. Box 10637 Napa, CA 94581 Brian Peterson RE: Solar Panel Plate Testing CELC #50-53430-M Lab #J0919-4594 LABORATORY TEST REPORT As requested, CEL Consulting, Inc. performed laboratory load tests on solar panel anchor plates. The purpose of the testing was to determine the capacity of the 3/8" x 1-1/2" carriage bolt to anchor plate connection. Two test conditions were tested. One condition consisted of the anchor plate, 0-ring and bolt. The other condition consisted of the anchor plate, 0-ring, 1.75" fender washer and bolt. Tests were conducted in direct tension to failure and shear to failure. One test of each condition was initially performed to compare the capacity of the two conditions. Testing was then completed using anchor plate, 0-ring and bolt. Test results are as follows: Configuration Plate, bolt, 0-ring Plate, washer, bolt, 0-ring Test # Tension Shear Tension Shear 1 4,881 4,314 5,559 4,466 2 4,873 4,388 3 4,726 4,855 4 4,594 4,912 5 4,602 3,848 6 4,523 5,176 7 5,111 3,964 8 4,943 4,807 9 4,752 3,601 10 4,634 3,285 11 4,288 5,076 12 4,661 4,489 13 4,639 4,604 14 4,636 4,575 15 4,595 4,870 16 5,000 4,223 Average 4,716 4,437 534 23rd Ave. . Oakland. CA 94606-3507 • Tel. 510 436-7626 FAX 510 434-7719 www.CELConsulting.com Pagel of 3 CEL CONSULTING, INC Metallurgy Forensics • Plan Review Product Evaluations • Structural Investigations Solar Panel Plate Testing, CELC #50-53430-M Tension - Plate, bolt, 0-ring I. . / - 1ç EE Shear - Plate, bolt, 0-ring Test Photos Tension - Plate, bolt, 0-ring, washer Shear - Plate, bolt, 0-ring, washer 534 23rd Ave. • Oakland, CA 94606-3507• Tel 510 436-7626 • FAX 510 434-7719 www.CELConsulting.com Page 2 of 3 CEL CONSULTING, INC Metallurgy Forensics • Plan Review Product Evaluations Structural Investigations Solar Panel Plate Testing, CELC #50-53430-M Conclusions The bolt to plate connection performed similarly with or without the added washer in both capacity and failure mode. . This concludes this report. For additional information please contact the undersigned. Reviewing Engineer: James Powers, P.E. Principal Engineer (('( No. C41046 CEL Consulting \*\EXP. 03131119 534 23rd Ave. Oakland. CA 94606-3507 • Tel. 510 436-7626 • FAX 510 434-7719 wwvi.CELConsulting.corn Page 3 of 3 DIVISION: 050000-METALS SECTION: 050523-METAL FASTENINGS REPORT HOLDER: 11W BUILDEX EVALUATION SUBJECT: ITW BUILDEX TEKS® SELF-DRILLING FASTENERS "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence" VIM 1W i.a utU1:I. A Subsidiary of II[CCII ICc-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. I1. Copyright 'o 2018 ICC Evaluation Service, LLC. All rights reserved. ICC-ES Evaluation Report ESR-1976 Reissued July 2018 This report is subject to renewal July 2020. www.icc.es.org I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 050000—METALS Section: 05 05 23—Metal Fastenings REPORT HOLDER: ITW BUILDEX EVALUATION SUBJECT: ITW BUILDEX TEKS® SELF-DRILLING FASTENERS 1.0 EVALUATION SCOPE Compliance with the following codes: 2015, 2012, 2009 and 2006 International Building Code® (IBC) 2015, 2012, 2009 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES The 11W Buildex TEKS® Self-drilling Fasteners described in this report are used in engineered or code-prescribed connections of cold-formed steel framing and of sheet steel sheathing to cold-formed steel framing. 3.0 DESCRIPTION 3.1 General: 11W Buildex TEKS® Self-drilling Fasteners are self-drilling tapping screws complying with the material, process, and performance requirements of ASTM C1513. The screws have either a hex washer head (HWH), an HWH with serrations, or a Phillips® (Type II) pan head. The screws are fully threaded, except where noted in Table 1, and the screws' threads comply with ASME B18.6.4, and the screws' drill points and flutes are proprietary and are designated as TEKS/1, TEKS/2, TEKS/3, TEKS/4, TEKS/4.5, and TEKS/5. The screws have nominal sizes of No.10 (0.190 inch), No.12 (0.216 inch), and 1/4 inch (0.250 inch), and lengths from /2 inch to 8 inches (12.70 mm to 203.20 mm). See Figures 1 through 3 for depictions of the screws. Table I provides screw descriptions (size, tpi, length), nominal diameters, head style, head diameters, point styles, drilling capacity ranges, length of load-bearing area and coatings. 3.2 Material: 11W Buildex TEKS® Self-drilling Fasteners are case- hardened from carbon steel conforming to ASTM A510, Grades 1018 to 1022, and are heat-treated and case- hardened to give them a hard outer surface necessary to cut internal threads in the joint material. Screws are coated with corrosion preventive coating identified as Climaseal®, or are plated with electrodeposited zinc (E-Zinc) complying with the minimum corrosion resistance requirements of ASTM F1941. 3.3 Cold-formed Steel: Cold-formed steel material must comply with one of the ASTM specifications listed in Section A2.1.1 of AISI S100-12 and have the minimum specified tensile strengths shown in the tables in this report. 4.0 DESIGN AND INSTALLATION 4.1 Design: 4.1.1 General: Screw thread length and point style must be selected on the basis of thickness of the fastened material and thickness of the supporting steel, respectively, based on the length of load-bearing area (see Figure 4) and drilling capacity given in Table 1. When tested for corrosion resistance in accordance with ASTM 13117, the screws meet the minimum requirement listed in ASTM F1941, as required by ASTM C1513, with no white corrosion after three hours and no red rust after 12 hours. 4.1.2 Prescriptive Design: 11W Buildex TEKS Self- drilling Fasteners described in Section 3.1 are recognized for use where ASTM C1513 screws of the same size and head style/dimension are prescribed in the IRC and in the AISI standards referenced in IBC Section 2210. 4.1.3 Engineered Design: 11W Buildex TEKS® Self- drilling Fasteners are recognized for use in engineered connections of cold-formed steel construction. Design of the connection must comply with Section E4 of AISI S100 (AISI-NAS for the 2006 IBC), using the nominal and allowable fastener tension and shear strength for the screws, shown in Table 5. Allowable connection strength for use in Allowable Strength Design (ASD) for pull-out, pullover, and shear (bearing) capacity for common sheet steel thicknesses are provided in Tables 2, 3, and 4, respectively, based upon calculations in accordance with AISI S100 (AISI-NAS for the 2006 IBC). Instructions on how to calculate connection design strengths for use in Load Resistance Factor Design (LRFD) are found in the footnotes of these tables. The connection strength values are applicable to connections where the connected steel elements are in direct contact with one another. For connections subject to tension, the least of the allowable pullout, pullover, and fastener tension strength found in Tables 2, 3 and 5, respectively, must be used for design. NOVO Page 1 of 5 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes no: specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recom ,nendatton for its use. There is no warranty by ICC Evaluation Service. LLC express or implied, as to anyfinding or other matter in this report, or as to any product covered by the report. Copyright ©2018 [CC Evaluation Service, I.I.C. All rights reserved. ESR-1976 I Most Widely Accepted and Trusted Page 2 of 5 For connections subject to shear, the lesser of the fastener shear strength and allowable shear (bearing) found in Tables 5 and 4, respectively, must be used for design. Design provisions for tapping screw connections subjected to combined shear and tension loading are outside the scope of this report. For screws used in framing connections, in order for the screws to be considered fully effective, the minimum spacing between the fasteners and the minimum edge distance must be three times the nominal diameter of the screws, except when the edge is parallel to the direction of the applied force, the minimum edge distance must be 1.5 times the nominal screw diameter. When the spacing between screws is 2 times the fastener diameter, the connection shear strength values in Table 4 must be reduced by 20 percent (Refer to Section D1.5 of AISI S200). For screws used in applications other than framing connections, the minimum spacing between the fasteners must be three times the nominal screw diameter and the minimum edge and end distance must be 1.5 times the nominal screw diameter. Additionally, under the 2009 and 2006 IBC, when the distance to the end of the connected part is parallel to the line of the applied force, the allowable connection shear strength determined in accordance with Section E4.3.2 of Appendix A of AISI S100-07 or AISI- NAS, as applicable, must be considered. Connected members must be checked for rupture in accordance with Section E6 of AISI S100-12 for the 2015 IBC (Section E5 of AISI SI00-07/52-10 for the 2012 IBC; Section ES of AISI S100-07 for the 2009 IBC). 4.2 Installation: Installation of 11W Buildex TEKS® Self-drilling Fasteners must be in accordance with the manufacturer's published installation instructions and this report. The manufacturer's published installation instructions must be available at the jobsite at all times during installation. The screws must be installed perpendicular to the work surface, using a screw driving tool. The installation speed for 1/4-inch TEKSI3, 114-inch TEKS/5, and #12 TEKS/5 screws should not exceed 1,800 rpm; the installation speed for all other screws should not exceed 2.500 rpm. The screw must penetrate through the supporting steel with a minimum of three threads protruding past the back side of the supporting steel. 5.0 CONDITIONS OF USE The 11W Buildex TEKS® Self-drilling Fasteners described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Fasteners must be installed in accordance with the manufacturers published installation instructions and this report. In the event of a conflict between this report and the manufacturer's published installation instructions, this report governs. 5.2 The utilization of the nominal strength values contained in this evaluation report, for the design of cold-formed steel diaphragms, is outside the scope of this report. 5.3 The allowable load values (ASD) specified in Section 4.1 for screws or for screw connections are not permitted to be increased for short-duration loads, such as wind or earthquake loads. 5.4 Drawings and calculations verifying compliance with this report and the applicable code must be submitted to the code official for approval. The drawings and calculations are to be prepared by a registered design professional when required by the statutes of the jurisdiction in which the project is to be constructed. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Tapping Screw Fasteners (AC1 18), dated February 2016. 7.0 IDENTIFICATION 7.1 11W Buildex TEKS° Self-drilling Fastener heads are marked with "BX" as shown in Figures 1 through 3. Each box of fasteners has a label bearing the company name (11W Buildex), fastener description (model, point type,_diameter and length), lot number, and the evaluation report number (ESR-1976). 7.2 The report holder's contact information is the following: ITW BUILDEX 700 HIGH GROVE BOULEVARD GLENDALE HEIGHTS, ILLINOIS 60139 (800) 848-5611 www.itwbuildex.com technicaI(äitwccna.com FIGURE 1-HEX WASHER HEAD (KWH) FIGURE 3-PHILLIPS PAN HEAD FIGURE 2-KWH WITH SERRATIONS F i,- * guxl : - FIGURE 4-LENGTH OF LOAD-BEARING AREA ESR-1 976 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-TESK SELF-DRILLING TAPPING SCREWS' DESCRIPTION (nom. size.tpi x length) NOMINAL DIAMETER (Inch) HEAD STYLE HEAD DIAMETER (inch) DRILL POINT DRILLING CAPACITY2 (in.) LENGTH OF LOAD BEARING AREA4 (Inch) COATING Mm. Max. 10-16x3/4" 0.190 HWH 0.400 TEKS/1 0.018 0.095 0.220 Climaseal 12-14x3/4" 0.216 HWH 0.415 TEKS/1 0.018 0.095 0.205 Climaseal '/4-14 x 0.250 HWH 0.415 TEKS/1 0.018 0.095 0.380 Climaseal 10-16X'/2" 0.190 Pan 0.365 TEKS/3 0.036 0.175 0.150 Climaseal 10-16x5/8" 0.190 Pan 0.365 TEKS/3 0.036 0.175 0.200 Climaseal 10-16 x i" 0.190 Pan 0.365 TEKS/3 0.036 0.175 0.325 Climaseal 10-16X'/" 0.190 HWH 0.400 TEKS/3 0.036 0.175 0.150 Climaseal 10-16 x 0.190 HWH 0.400 TEKS/3 0.036 0.175 0.200 Climaseal 10-16X/4" 0.190 HWH 0.400 TEKS/3 0.036 0.175 0.325 Climaseal 10-16 x 1' 0.190 HWH 0.400 TEKS/3 0.036 0.175 0.575 Climaseal 10-16 x 1' 0.190 Pan 0.365 TEKS/3 0.036 0.175 0.575 Climaseal 10-16x1'/4" 0.190 HWH 0.400 TEKS/3 0.036 0.175 0.825 Climaseal 10-16 x 02' 0.190 HWH 0.400 TEKS/3 0.036 0.175 1.075 Climaseal 10-16 x 3,. 0.190 HWH2 0.435 TEKS/3 0.036 0.175 0.323 E-Zinc 12-14 x st." 0.216 HWH - 0.415 TEKS/3 = 0.036 0.210 0.270 Climaseal 12-14 x 1' 0.216 HWH - 0.415 TEKS/3 0.036 0.210 0.520 Climaseal 12-14 X 1/4 0.216 HWH - 0.415 TEKS/2 0.036 - 0.210 0.550 Climaseal 12-14x1'/2" 0.216 HWH 0.415 TEKS/2 0.036 0.210 0.800 Climaseal 12-14x2" 0.216 HWH 0.415 TEKS/3 0.036 0.210 1.450 Climaseal 12-14X2'l" 0.216 HWH 0.415 TEKS/3 0.036 0.210 1.950 Climaseal 12-14 x 3" 0.216 HWH 0.415 TEKS/3 0.036 0.210 2.450 Climaseal 12-14 x 4" 0.216 HWH 0.415 TEKS/3 0.036 0.210 3.450 Climaseal 0.250 HWH 0.500 TEKS/3 0.036 0.210 0.210 Climaseal /4-14 xl' 0.250 HWH 0.500 TEKS/3 0.036 0.210 0.400 Climaseal '/4-14 x 1'/" 0.250 HWH 0.500 TEKS/3 0.036 0.210 0.650 Climaseal '/4-14 x 1'/2" 0.250 HWH 0.500 TEKS/3 0.036 0.210 0.900 Climaseal '/4-14x2" - 0.250 HWH 0.500 TEKS/3 0.036 0.210 1.400 Climaseal '/4-14x2'/2" 0.250 HWH 0.500 TEKS/3 0.036 0.210 1.900 Climaseal '/4-14 x 3" 0.250 HWH 0.500 TEKS/3 0.036 0.210 2.400 Climaseal '/4-14x4" 0.250 HWH 0.500 TEKS/3 0.036 0.210 3.400 Climaseal '/4-14x 3/4" 0.250 KWH2 0.610 TEKS/3 0.036 0.210 0.250 Climaseal '/4-14 x 1" 0.250 KWH2 0.610 TEKS/3 0.036 0.210 0.500 Climaseal 12-24x7/8" 0.216 HWH 0.415 TEKSI4 0.125 0.250 0.325 Climaseal 12-24 x 1'/" 0.216 HWH 0.415 TEKS/4.5 0.125 0.375 0.575 Climaseal 12-24x1'/4" 0.216 HWH 0.415 TEKS/5 0.125 0.500 0.375 Climaseal 12-24 x 02" 0.216 HWH 0.415 TEKS/5 0.125 0.500 0.625 Climaseal 12-24x2" 0.216 HWH 0.415 TEKS/5 0.125 0.500 1.125 Climaseal '/4-28 x 3" 0.250 HWH 0.415 TEKS/5 0.125 0.500 2.150 Climaseal /4-28 x 4" 0.250 HWH 0.415 TEKS/5 0.125 0.500 3.150 Climaseal '/4-28x5'5 0.250 HWH 0.605 TEKS/5 0.125 0.500 4.150 Climaseal '/4-28x6'5 0.250 HWH 0.605 TEKS/5 0.125 0.500 5.150 Climaseal 0.250 HWH 0.605 TEKS/5 0.125 0.500 7.150 Climaseal For SI: 1 inch = 25.4 mm. 'Screw dimensions comply with ASME B18.6.4 (nom. size = nominal screw size, tip = threads per inch, length = inches). 2HWH with serrations. Drilling capacity refers to the minimum and maximum total allowable thicknesses of material the fastener is designed to drill through, including any space between the layers. 'Length of load-bearing area is the total screw length minus the length from the screw point to the third full thread. See Figure 4. 513artially threaded. ESR-1976 I Most Widely Accepted and Trusted Page 4 of 5 TABLE 2-ALLOWABLE TENSILE PULL-OUT LOADS (PNoTlfl), pounds-force"2 " Steel F,, = 45 ksi, Applied Factor of Safety, fl3.0 Screw Designation Nominal Diameter Design Thickness of Member Not in Contact with the Screw Head (in) 0.018 0.024 0.030 0.036 0.048 0.060 0.075 0.105 0.125 0.187 0.250 10-16 0.190 44 58 73 87 116 145 182 254 303 12-14.12-24 0.216 50 66 83 99 132 165 207 289 344 515 689 /4-14, '/4-28 0.250 57 77 96 115 153 191 239 335 398 596 797 For SI: 1 inch = 25.4 mm, 1 IbI = 4.4 N, 1 ksi = 6.89 We. 'For tension connections, the least of the allowable pull-out, pullover, and fastener tension strength found in Tables 2, 3, and 5, respectively, must be used for design. 2ANSI/ASME standard screw diameters were used in the calculations and are listed in the tables. 3The allowable pull-out capacity for other member thickness can be determined by interpolating within the table. 4To calculate LRFD values, multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD 0 factor of 0.5. 'For F,, = 58 ksi, multiply values by 1.29; for F,, = 65 ksi, multiply values by 1.44. 60utside drilling capacity limits. TABLE 3-ALLOWABLE TENSILE PULLOVER LOADS (PNovlfl), pounds-force`' 2. 4.5 Steel Fu = 45 ksi, Applied Factor of Safety, 03.0 Screw Designation Nominal Diameter (in.) Head or Integral Washer Diameter (in.) Design Thickness of Member in Contact with the Screw Head (in) 0.018 0.024 0.030 0.036 0.048 0.060 0.075 0.105 ______ ______ _____________________ 0.125 0.187 0.250 Hex Washer Head (HWH) 10-16 0.190 0.400 162 216 270 324 432 540 675 945 1125 12-14,12-24 0.216 0.415 168 224 280 336 448 560 700 980 11167 11746 2334 /4-14, '/4-28 0.250 0.500 203 270 1 338 405 540 675 1 844 1181 11406 12104 2813 HWH with Serrations 10-16 0.190 0.435 176 235 294 352 470 587 1 734 1 1028 11223 1 '/4-14 0.250 0.610 203 270 338 405 540 675 1 844 1 1181 1140612.44 Phillips Pan Head 10-16 0.190 0.365 148 197 1 246 1 296 394 493 1 616 1 862 11027 I 6 I For SI: 1 inch = 25.4 mm, 1 IN a 4.4 N. 1 ksi = 6.89 We. 'For tension connections, the lower of the allowable pull-out, pullover, and fastener tension strength found in Tables 2. 3, and 5, respectively must be used for design. 2ANSWASME standard screw diameters were used in the calculations and are listed in the tables. 'The allowable pull-over capacity for other member thickness can be determined by interpolating within the table. 'To calculate LRFD values, multiply values in table by the ASD safely factor of 3.0 and multiply again with the LRFD 0 factor of 0.5. 'For Fu = 58 ksi, multiply values by 1.29; for Fu = 85 ksi, multiply values by 1.44. 'Outside drilling capacity limits. ESR-1976 I Most Widely Accepted and Trusted Page 5 of 5 TABLE 4-ALLOWABLE SHEAR (BEARING) CAPACITY (PNS/O), pounds-force' 2,3. 4,5 Steel Fu = 45 ksi, Applied Factor of Safety, £=3.0 Screw Designation Nominal Dirter .) Design Thickness of Member Not in9 ntha:t with Screw Head Design Thickness of Member In Contact with the Screw Head (in) (in) 0.018 0.024 0.030 0.036 0.048 0.060 0.075 0.105 0.125 - 0.187 - 0.250 10-16 0.190 0.018 66 66 66 66 66 66 66 66 66 - - 0.024 102 102 102 102 102 102 102 102 102 0.030 111 143 143 143 143 143 143 143 143 0.036 120 152 185 188 188 188 188 188 188 0.048 139 168 199 228 289 289 289 289 289 0.060 139 185 213 239 327 404 404 404 404 0.075 139 185 231 251 337 427 564 564 564 0.105 139 185 231 277 356 436 570 808 808 - 0.125 139 185 231 277 369 442 571 808 962 - - 12-14 12-24 0.216 0.018 71 71 71 71 71 71 71 71 71 71 71 0.024 109 109 109 109 109 109 109 109 109 109 109 0.030 125 152 152 152 152 152 152 152 1 152 152 1 152 0.036 136 170 205 200 200 200 200 200 200 200 200 0.048 157 190 223 253 308 308 308 308 308 308 308 0.060 157 210 240 266 362 430 430 430 430 430 430 0.075 157 210 262 282 375 468 601 601 601 601 601 0.105 157 210 262 315 402 483 624 919 919 919 919 0.125 157 210 262 315 420 494 629 919 1 1094 1094 1094 0.187 157 210 262 315 420 525 642 919 1094 1636 1636 0.250 157 210 262 315 420 525 656 919 1094 1636 2187 '/,-285 0.250 0.018 76 76 76 76 76 76 76 76 76 76 76 0.024 117 117 117 117 117 117 117 117 117 117 117 0.030 142 164 164 164 164 164 164 164 164 164 164 0.036 156 193 215 215 215 215 215 215 215 215 215 0.048 182 218 253 283 331 331 331 331 331 331 331 0.060 182 243 276 300 406 463 463 463 463 463 463 0.075 182 243 304 322 424 521 647 647 647 647 647 0.105 182 243 304 365 461 544 694 1 1063 1063 11063 1063 0.125 182 243 304 365 486 560 703 1063 1266 1266 1266 0.187 182 243 304 365 486 608 731 1063 1266 1893 1893 182 243 304 365 486 608 759 1 1063 1266 1893 12531 For SI: 1 inch = 25.4 mm, 1 lbf = 4.4 N. 1 ksi = 6.89 We. 'The lower of the allowable shear (bearing) and the allowable fastener shear strength found in Tables 4 and 5, respectively, must be used for design. 2ANSI/ASME standard screw diameters were used in the calculations and are listed in the tables. 3The allowable bearing capacity for other member thickness can be determined by interpolating within the table. 4To calculate LRFD values, multiply values in table by the ASD safety factor 013.0 and multiply again with the LRFD 0 factor of 0.5. :Shear F. = 58 ksi. multiply values by 1.29: for F. = 65 ksi, multiply values by 1.44. Shear values do not apply to 5, 6 and 8-inch-long I4-28 screws, due to the fact that they are not fully threaded. TABLE 5-FASTENER STRENGTH OF SCREWS1'3.3'4'5 SCREW DESIGNATION DIAMETER (in.) ALLOWABLE FASTENER STRENGTH NOMINAL FASTENER STRENGTH Tensile, Pw/C) (lb) Shear, Pjfl (lb) Tensile, Pt. (lb) Shear, P01 (lb) 10-16 0.190 885 573 2654 1718 12-14 0.216 1184 724 3551 2171 12-24 0.216 1583 885 4750 2654 /414 0.250 1605 990 1 4816 2970 /428 0.250 1922 1308 5767 3925 For SI: 1 inch = 25.4 mm, 1 1b1 = 4.4 N, 1 ksi = 6.89 MPa. 'For tension connections, the least of the allowable pull-out, pullover, and fastener tension strength found in Tables 2, 3, and 5, respectively, must be used for design. 2For shear connection, the lower of the allowable shear (bearing) and the allowable fastener shear strength found in Table 4 and 5, respectively, must be used for design. 3See Section 4.1 for fastener spacing and end distance requirements. 4Nominal strengths are based on laboratory tests; To calculate LRFD values, multiply nominal strength values by the LRFD 0 factor of 0.5. UPDATE REPORT AND CHANGE OF GEOTECHNICAL ENGINEER OF RECORD BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA • PREPARED FOR SHEA HOMES SAN DIEGO, CALIFORNIA APRIL 24, 2017 PROJECT NO. G2108-32-01 GEOCON INCORPORATED GEOTECHNICAL • ENVIRONMENTAL. MATERIALS C Project No. G2108-32-01 April 24, 2017 Shea Homes 9990 Mesa Rim Road San Diego, California 92121 Attention: Mr. Greg Ponce Subject: UPDATE REPORT AND CHANGE OF GEOTECHNICAL ENGINEER OF RECORD BRESSI RANCH; LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA Dear Mr. Ponce: In accordance with your request, and our Proposal No. No. LG- 17084, dated March 2, 2017, we have prepared this correspondence to document that Geocon Incorporated will accept the role of Geotechnical Engineer of Record for the subject project. As part of this acceptance, we have reviewed the following document and plan. Geotechnical Update Investigation, Lots 29 to 32 of Carlsbad Tract CT-02-15, Bressi Ranch, Carlsbad, California, prepared by Leighton & Associates, dated December 10, 2014. Vesting Tentative Map, Uptown Bressi-Carlsbad, CA, Sheets C-i through C-i, prepared by Rick Engineering Company, (Revision No. 3), dated May 27, 2016. Based on our review of the referenced report, we are in general concurrence with the geological characterization and geotechnical recommendations provided by Leighton & Associates. However, some modifications and additional recommendations are provided herein that should be considered as an update to the referenced report dated December 10, 2014. Where the recommendations of this report conflict with those in Reference No. 1, the recommendations contained herein shall take precedence. As part of our due diligence in accepting the role of engineer of record, Geocon performed a limited geotechnical investigation to evaluate the suitability of the existing fill embankment in the southwest corner of the pad and compression/expansion characteristics of the formational materials exposed across the majority of the lots. The field work consisted of performing nine hollow-stem borings (see Appendix A) and collecting bulk and ring samples for laboratory testing to evaluate the in-situ moisture-density, expansion and compression characteristics of the primary embankment, and expansion and consolidation/swell characteristics of the formational materials near finish grade (see Appendix B). The Geologic Map, Figure 1 depicts the proposed development, as-graded geologic conditions obtained from Reference No. 1 and the approximate locations of our exploratory borings and trenches 6960 Flanders Drive U San Diego, California 92121-2974 0 Telephone 858.558.6900 0 Fax 858.558.6159 by Leighton & Associates. Logs for the trench excavations performed by Leighton & Associates are presented in Appendix C. MODIFICATIONS AND RECOMMENDATIONS 1.0 General Recommendations The primarily geotechnical consideration for site development is the presence of "high" to "very high" expansive soils identified in the recent and previous studies on the site. In order to reduce the effects of soil expansion on the proposed improvements, special design and remedial grading recommendations will be necessary. It should be noted that incorporation of the recommendations herein will not eliminate the potential for impacts due to highly expansive soil, especially for lightweight improvements such as slabs-on grade, curb and gutter structures, etc. The upper two to three feet of soil/bedrock on the existing sheet graded pad contains "high" to "very high" expansive soils which have desiccated since the original pad grading. Based on the results of our laboratory testing, this material will require removal, moisture conditioning and compaction to reduce the potential for excessive swelling when wetted. In addition, bedrock areas exposed within the upper three feet of finish grade will require undercutting/processing and replacement to reduce the effects of the expansive soils. The remedial grading should consist of removing a minimum of 3 feet of soil below the existing sheet graded pad (in proposed fill areas) or proposed finish graded pad subsequent to fine grading. The resulting ground surface should be scarified, moisture conditioned to at least 3% above optimum moisture content and compacted to at least 90 percent relative compaction. Soil placed to achieve finish grade should be placed at a similar moisture content and relative compaction. Figure 2 presents a graphical representation of the proposed remedial grading recommendations. All grading should be performed in accordance with the attached Recommended Grading Specifications (Appendix D). All fill, including backfill and scarified ground surfaces, should be compacted to at least 90 percent of maximum dry density and a minimum of 3% above optimum moisture content, as determined in accordance with ASTM Test Procedure D1557. Fill materials below 3% optimum moisture content will require additional moisture conditioning prior to placing additional fill. Site preparation should begin with the removal of all deleterious material and vegetation. The existing on site soils are suitable for re-use as fill if free from vegetation, debris and other deleterious material. Exporting of the highly expansive soils is not necessary provided the client understands the inherent risks associated with placing expansive soils near finish grade. The recommendations provided herein assume that select grading to cap the finish pad surface will not be performed. Project No. G2108-32-01 - 2 - April 24,2017 Based on our subsurface exploration and laboratory testing, the existing previously placed fill is suitable for support of additional fill and/or structural loading provided the remedial grading described above is accomplished. Loose or soft accumulated soils within the temporary detention basins will need to be removed and compacted prior to filling the basin. Abandoned storm drain pipes associated with the temporary basin, if any, should be removed and the resulting excavation backfilled in accordance with the recommendations presented herein. Specific undercutting recommendations for cut/fill transition areas should be evaluated once the fine grading plan has been finalized. Undercuts of 5 feet recommended in Reference No. 1 will not be required with the exception of residential Building Nos. 5 through 7 to reduce the differential fill thickness. These areas should also be evaluated once the grading plan is finalized. 2.0 Seismic Design Criteria We used the computer program U.S. Seismic Design Maps, provided by the USGS. Table 2.1 summarizes site-specific design criteria obtained from the 2016 California Building Code (CBC; Based on the 2015 International Building Code [IBC] and ASCE 7-10), Chapter 16 Structural Design, Section 1613 Earthquake Loads. The short spectral response uses a period of 0.2 seconds. The values presented in Table 2.1 are for the risk-targeted maximum considered earthquake (MCER). Based on soil conditions and planned grading, the building should be designed using a Site Class D. We evaluated the Site Class based on the discussion in Section 1613.3.2 of the 2016 CBC and Table 20.3-1 of ASCE 7-10. TABLE 2.1 2016 CBC SEISMIC DESIGN PARAMETERS Parameter Value 2016 CBC Reference Site Class D Section 1613.3.2 MCER Ground Motion Spectral 1.039g Figure 1613.3.1(1) Response Acceleration - Class B (short), Ss MCER Ground Motion Spectral 0.403g Figure 1613.3.1(2) Response Acceleration - Class B (1 sec), 1 Site Coefficient, FA 1.084 Table 1613.3.3(l) Site Coefficient, Fv 1.597 Table 1613.3.3(2) Site Class Modified MCER Spectral 1. 127g Section 1613.3.3 (Eqn 16-37) Response Acceleration (short), SMS Site Class Modified MCER Spectral 0.644g Section 1613.3.3 (Eqn 16-38) Response Acceleration (1 sec), SMI 5% Damped Design Spectral 0.75 lg Section 1613.3.4 (Eqn 16-39) Response Acceleration (short), SDS 5% Damped Design Spectral 0.429g Section 1613.3.4 (Eqn 16-40) Response Acceleration (1 sec), SDI '4 Project No. 02108-32-01 -3- April 24.2017 Table 2.2 presents additional seismic design parameters for projects located in Seismic Design Categories of D through F in accordance with ASCE 7-10 for the mapped maximum considered geometric mean (MCEG). TABLE 2.2 2016 CBC SITE ACCELERATION PARAMETERS Parameter Value, Site Class D ASCE 7-10 Reference Mapped MCEG Peak Ground Acceleration, PGA 0.397g Figure 22-7 Site Coefficient, FPGA 1.103 Table 11.8-1 Site Class Modified MCEcj Peak Ground Acceleration, PGAM O .438g Section 11.8.3 (Eqn 11.8-1) Conformance to the criteria for seismic design does not constitute any guarantee or assurance that significant structural damage or ground failure will not occur in the event of a maximum level earthquake. The primary goal of seismic design is to protect life and not to avoid all damage, since such design may be economically prohibitive. 3.0 Foundation and Concrete Slab-On-Grade Recommendations The following foundation recommendations are for proposed one- to three-story commercial/residential structures. The foundation recommendations have been separated into four categories based on either the maximum and differential fill thickness or Expansion Index. The foundation category criteria are presented in Table 3.1. TABLE 3.1 FOUNDATION CATEGORY CRITERIA Foundation Category Maximum Fill Thickness, T (feet) Differential Fill Thickness, D (feet) Expansion Index (El) I T<20 -- EI50 II 20<r<50 10D<20 50<EI90 III T>50 D>20 90<EI130 IV -- -- EI>130 Final foundation categories for each building or lot will be provided after finish pad grades have been achieved and laboratory testing of the finish grade soil has been completed. Table 3.2 presents minimum foundation and interior concrete slab design criteria for conventional foundation systems. Project No. 02108-32-01 -4- April 24, 2017 TABLE 3.2 CONVENTIONAL FOUNDATION RECOMMENDATIONS BY CATEGORY Foundation Minimum Footing Continuous Footing Interior Slab Category Embedment Depth Reinforcement Reinforcement (inches) I 12 Two No.4 bars, 6 x 6 - 10/10 welded wire one top and one bottom mesh at slab mid-point II 18 Four No. 4 bars, No. 3 bars at 24 inches on two top and two bottom center, both directions III 24 Four No. 5 bars, No. 3 bars at 18 inches on two top and two bottom center, both directions Note: Conventional foundations are not recommended for Foundation Category IV (see Table 3.3 for post- tension foundation recommendations for Category IV) The embedment depths presented in Table 3.2 should be measufed from the lowest adjacent pad grade for both interior and exterior footings. The conventional foundations should have a minimum width of 12 inches and 24 inches for continuous and isolated footings, respectively. A typical wall/column footing detail is presented on Figure 3. The concrete slabs-on-grade should be a minimum of 4 inches thick for Foundation Categories I and II and 5 inches thick for Foundation Categories ifi and IV. The concrete slabs-on-grade should be underlain by 4 inches and 3 inches of clean sand for 4-inch thick and 5-inch-thick slabs, respectively. Slabs expected to receive moisture sensitive floor coverings or used to store moisture sensitive materials should be underlain by a vapor inhibitor covered with at least 2 inches of clean sand or crushed rock. If crushed rock will be used, the thickness of the vapor inhibitor should be at least 10 mil to prevent possible puncturing. As a substitute, the layer of clean sand (or crushed rock) beneath the vapor inhibitor recommended in the previous section can be omitted if a vapor inhibitor that meets or exceeds the requirements of ASTM E 1745-97 (Class A), and that exhibits permeance not greater than 0.012 perm (measured in accordance with ASTM E 96-95) is used. This vapor inhibitor may be placed directly on properly compacted fill or formational materials. The vapor inhibitor should be installed in general conformance with ASTM E 1643-98 and the manufacturer's recommendations. Two inches of clean sand should then be placed on top of the vapor inhibitor to reduce the potential for differential curing, slab curl, and cracking. Floor coverings should be installed in accordance with the manufacturer's recommendations. As an alternative to the conventional foundation recommendations, consideration should be given to the use of post-tensioned concrete slab and foundation systems for the support of the proposed structures. The post-tensioned systems should be designed by a structural engineer experienced in post-tensioned slab design and design criteria of the Post-Tensioning Institute (PTI) DC 10.5-12 Project No. G2108-32-0I - 5 - April 24, 2017 Standard Requirements for Design and Analysis of Shallow Post-Tensioned Concrete Foundations on Expansive Soils or WRJ/CRSI Design of Slab-on-Ground Foundations, as required by the 2016 California Building Code (CBC Section 1808.6.2). Although this procedure was developed for expansive soil conditions, it can also be used to reduce the potential for foundation distress due to differential fill settlement. The post-tensioned design should incorporate the geotechnical parameters presented in Table 3.3 for the particular Foundation Category designated. The parameters presented in Table 3.3 are based on the guidelines presented in the PT! DC 10.5 design manual. TABLE 3.3 POST-TENSIONED FOUNDATION SYSTEM DESIGN PARAMETERS Post-Tensioning Institute (PTI), Third Edition Design Parameters Foundation Category I II III IV Thomthwaite Index -20 -20 -20 -20 Equilibrium Suction 3.9 3.9 3.9 3.9 Edge Lift Moisture Variation Distance, em (feet) 5.3 5.1 1 4.9 3.8 Edge Lift, yM(inches) 0.61 1.10 1.58 3.04 Center Lift Moisture Variation Distance, em (feet) 9.0 9.0 9.0 7.0 Center Lift, YM (inches) 0.30 0.47 0.66 1.07 Foundation systems for the lots that possess a foundation Category I and a "very low" expansion potential (expansion index of 20 or less) can be designed using the method described in Section 1808 of the 2016 CBC. If post-tensioned foundations are planned, an alternative, commonly accepted design method (other than PTI DC 10.5) can be used. However, the post-tensioned foundation system should be designed with a total and differential deflection of 1 inch. Geocon Incorporated should be contacted to review the plans and provide additional information, if necessary. The foundations for the post-tensioned slabs should be embedded in accordance with the recommendations of the structural engineer. If a post-tensioned mat foundation system is planned, the slab should possess a thickened edge with a minimum width of 12 inches and extend below the clean sand or crushed rock layer. If the structural engineer proposes a post-tensioned foundation design method other than PTI, Third Edition: The deflection criteria presented in Table 3.3 are still applicable. Interior stiffener beams should be used for Foundation Categories II through IV. The width of the perimeter foundations should be at least 12 inches. Project No. 02108-32-01 - 6 - April 24,2017 The perimeter footing embedment depths should be at least 12 inches, 18 inches, 24 inches, and 30 inches for foundation categories I, II, III, and IV, respectively. The embedment depths should be measured from the lowest adjacent pad grade. Our experience indicates post-tensioned slabs are susceptible to excessive edge lift, regardless of the underlying soil conditions. Placing reinforcing steel at the bottom of the perimeter footings and the interior stiffener beams may mitigate this potential. Current PTI design procedures primarily address the potential center lift of slabs but, because of the placement of the reinforcing tendons in the top of the slab, the resulting eccentricity after tensioning reduces the ability of the system to mitigate edge lift. The structural engineer should design the foundation system to reduce the potential of edge lift occurring for the proposed structures. During the construction of the post-tension foundation system, the concrete should be placed monolithically. Under no circumstances should cold joints be allowed to form between the footings/grade beams and the slab during the construction of the post-tension foundation system. Category I, II, Ill or N foundations may be designed for an allowable soil bearing pressure of 2,000 pounds per square foot (psf) (dead plus live load). This bearing pressure may be increased by one-third for transient loads due to wind or seismic forces. Isolated footings, if present, should have the minimum embedment depth and width recommended for conventional foundations for a particular foundation category. The use of isolated footings, which are located beyond the perimeter of the building and support structural elements connected to the building, are not recommended for Categories III and IV. Where this condition cannot be avoided, the isolated footings should be connected to the building foundation system with grade beams. For Foundation Categories III and IV, consideration should be given to using interior stiffening beams and connecting isolated footings and/or increasing the slab thickness. In addition, consideration should be given to connecting patio slabs, which exceed 5 feet in width, to the building foundation to reduce the potential for future separation to occur. Special subgrade presaturation is not deemed necessary prior to placing concrete; however, it is imperative that the exposed foundation and slab subgrade soils be moisture conditioned regularly after grading and a moist condition is maintained until the concrete is placed. Additional testing/observation may be necessary to verify that the appropriate moisture content is being maintained. It is the responsibility of the client's project field management team to coordinate such testing/observation with Geocon representatives prior to concrete placement. Project No. G2108-32-01 -7- April 24,2017 Where buildings or other improvements are planned near the top of a slope steeper than 3:1 (horizontal:vertical), special foundations and/or design considerations are recommended due to the tendency for lateral soil movement to occur. For fill slopes less than 20 feet high, building footings should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the face of the slope. When located next to a descending 3:1 (horizontal:vertical) fill slope or steeper, the foundations should be extended to a depth where the minimum horizontal distance is equal to 10 (where H equals the vertical distance from the top of the fill slope to the base of the fill soil) with a minimum of 7 feet but need not exceed 40 feet. The horizontal distance is measured from the outer, deepest edge of the footing to the face of the slope. An acceptable alternative to deepening the footings would be the use of a post-tensioned slab and foundation system or increased footing and slab reinforcement. Specific design parameters or recommendations for either of these alternatives can be provided once the building location and fill slope geometry have been determined. If swimming pools are planned, Geocon Incorporated should be contacted for a review of specific site conditions. Swimming pools located within 7 feet of the top of cut or fill slopes are not recommended. Where such a condition cannot be avoided, the portion of the swimming pool wall within 7 feet of the slope face be designed assuming that the adjacent soil provides no lateral support. This recommendation applies to fill slopes up to 30 feet in height, and cut slopes regardless of height. For swimming pools located near the top of fill slopes greater than 30 feet in height, additional recommendations may be required and Geocon Incorporated should be contacted for a review of specific site conditions. Although other improvements, which are relatively rigid or brittle, such as concrete flatwork or masonry walls, may experience some distress if located near the top of a slope, it is generally not economical to mitigate this potential. It may be possible, however, to incorporate design measures, which would permit some lateral soil movement without causing extensive distress. Geocon Incorporated should be consulted for specific recommendations. The following recommendations apply to exterior flatwork where near surface soils are low to medium expansive (El less than 90). Exterior slabs not subjected to vehicular traffic should be a minimum of 4 inches thick and reinforced with 6 x 6-6/6 welded wire mesh. The mesh should be placed in the middle of the slab. Proper mesh positioning is critical to future performance of the slabs. The contractor should take extra measures to provide proper mesh placement. Prior to construction of slabs, the upper 12 inches of subgrade soils should be moisture conditioned at or slightly above optimum moisture content and compacted to at least 90 percent of the laboratory maximum dry density per ASTM 1557. Where highly expansive soils (El greater than 90) are present near finish grade, the following recommendations apply. Exterior slabs should be at least 5 inches thick and reinforced with No. 3 steel bars spaced 18 inches on center each direction positioned at the slab midpoint. Driveways should be constructed with a 6-inch deep slab edge (measured from the bottom of the slab). Slabs should be Project No. G2108-32-01 -8- April 24,2017 doweled to the building foundation where they abut the stem wall. Sidewalks should be doweled to the curbs. Prior to construction of slabs, the upper 12 inches of subgrade soils should scarified and moisture conditioned to a minimum of 3% above optimum moisture content just prior to placing the concrete. Moisture conditioning should be observed and checked by a representative of Geocon Incorporated. Consideration should be given to adding concrete cut-off walls beneath exterior flatwork supported by highly expansive soils (El greater than 90). The cut-off walls are recommended where any water (e.g. landscape) may migrate laterally beneath the flatwork and cause adverse soil movement. The cut-off walls should be located along the perimeter of the concrete slab adjacent to landscaping areas and extend at least 6-inches into the soil subgrade. Concrete flatwork should be provided with crack control joints to reduce and/or control shrinkage cracking. Crack control spacing should be determined by the project structural engineer based upon the slab thickness and intended usage. Criteria of the American Concrete Institute (ACI) should be taken into consideration when establishing crack control spacing. A 4-inch-thick slab should have a maximum joint spacing of 10 feet. Subgrade soil for exterior slabs not subjected to vehicle loads should be compacted in accordance with criteria presented above prior to concrete placement. Subgrade soil should be properly compacted and the moisture content of subgrade soil should be checked prior to placing concrete. The recommendations of this report are intended to reduce the potential for cracking of slabs due to expansive soil (if present), differential settlement of existing soil or soil with varying thicknesses. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on-grade placed on such conditions may still exhibit some cracking due to soil movement and/or shrinkage. Periotic maintenance such as slab replacement and/or grinding of elevated slab margins may be necessary due to the highly expansive soils. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and by the placement of crack control joints at periodic intervals, in particular, where re-entrant slab corners occur. Geocon Incorporated should be consulted to provide additional design parameters as required by the structural engineer. 4.0 Retaining Walls and Lateral Loads Recommendations Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid with a density of 35 pounds per cubic Project No. G2108-32-01 -9- April 24, 2017 foot (pcf). Where the backfill will be inclined at 2:1 (horizontal:vertical), an active soil pressure of 50 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an Expansion Index less than 50. Imported low expansion granular soil would be required. If moderately expansive soils (El greater than 50) are used for backfill, the active earth pressure would increase to 80 pcf for level backfill and 95 pcf for backfill inclined at 2:1 (horizontal:vertical). These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an Expansion Index less than 130. Backfill material exhibiting an Expansion Index greater than 130 should not be used. Retaining walls shall be designed to ensure stability against overturning sliding, excessive foundation pressure and water uplift. Where a keyway is extended below the wall base with the intent to engage passive pressure and enhance sliding stability, it is not necessary to consider active pressure on the keyway. Where walls are restrained from movement at the top, an additional uniform pressure of 8H psf (where H equals the height of the retaining wall portion of the wall in feet) should be added to the active soil pressure where the wall possesses a height of 8 feet or less and 12H where the wall is greater than 8 feet. For retaining walls subject to vehicular loads within a horizontal distance equal to two-thirds the wall height, a surcharge equivalent to two feet of fill soil should be added (total unit weight of soil should be taken as 130 pcf). Soil contemplated for use as retaining wall backfill, including import materials, should be identified in the field prior to backfill. At that time Geocon Incorporated should obtain samples for laboratory testing to evaluate its suitability. Modified lateral earth pressures may be necessary if the backfill soil does not meet the required expansion index or shear strength. City or regional standard wall designs, if used, are based on a specific active lateral earth pressure and/or soil friction angle. In this regard, on- site soil to be used as backfill may or may not meet the values for standard wall designs. Geocon Incorporated should be consulted to assess the suitability of the on-site soil for use as wall backfill if standard wall designs will be used. Unrestrained walls will move laterally when backfilled and loading is applied. The amount of lateral deflection is dependent on the wall height, the type of soil used for backfill, and loads acting on the wall. The wall designer should provide appropriate lateral deflection quantities for planned retaining walls structures, if applicable. These lateral values should be considered when planning types of improvements above retaining wall structures. Project No. G2108-32-01 _10- April 24, 2017 Retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes) is not recommended where the seepage could be a nuisance or otherwise adversely affect the property adjacent to the base of the wall. A typical retaining wall drainage detail is presented on Figure 4. If conditions different than those described are expected, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. In general, wall foundations having a minimum depth of 24 inches and width of 12 inches may be designed for an allowable soil bearing pressure of 2,000 psf. The recommended allowable soil bearing pressure may be increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil bearing pressure of 4,000 psf. The proximity of the foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing pressure. Therefore, Geocon Incorporated should be consulted where such a condition is anticipated. As a minimum, wall footings should be deepened such that the bottom outside edge of the footing is at least seven feet from the face of slope when located adjacent and/or at the top of descending slopes. The structural engineer should determine the Seismic Design Category for the project in accordance with Section 1613.3.5 of the 2016 CBC or Section 11.6 of ASCE 7-10. For structures assigned to Seismic Design Category of D, E, or F, retaining walls that support more than 6 feet of backfill should be designed with seismic lateral pressure in accordance with Section 1803.5.12 of the 2016 CBC. The seismic load is dependent on the retained height where H is the height of the wall, in feet, and the calculated loads result in pounds per square foot (psf) exerted at the base of the wall and zero at the top of the wall. A seismic load of 21H should be used for design. We used the peak ground acceleration adjusted for Site Class effects, PGAM, of 0.438g calculated from ASCE 7-10 Section 11.8.3 and applied a pseudo-static coefficient of 0.33. For resistance to lateral loads, a passive earth pressure equivalent to a fluid density of 300 pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soils or undisturbed formational materials. The passive pressure assumes a horizontal surface extending away from the base of the wall at least five feet or threetimes the surface generating the passive pressure, whichever is greater. The upper 12 inches of material not protected by floor slabs or pavement should not be included in the design for lateral resistance. An ultimate friction coefficient of 0.35 may be used for resistance to sliding between soil and concrete. This friction coefficient may be combined with the passive earth pressure when determining resistance to lateral loads. Project No. G2108-32-01 -11- April 24, 2017 The recommendations presented above are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 12 feet. In the event that walls higher than 12 feet are planned, Geocon Incorporated should be consulted for additional recommendations. 5.0 Grading and Foundation Plan Review The geotechnical engineer and engineering geologist should review the grading and foundation plans prior to final City submittal to check their compliance with the recommendations of this report and to determine the need for additional comments, recommendations and/or analysis. Should you have any questions regarding this correspondence or desire additional information, please contact the undersigned. Very truly yours, GEOCON INCORPORATED ~[~Je- Troy Trevor E. Myers 7 CEG240 RCE 63773 / TKR:TEM:DBE:ejc E. (e-mail) Addressee I28ST% cc No. RCE63773 CEIMRED OLOGI IV OFC 4avid& CEG 1860 DAVID B. EVANS No. 1860 CERTIFIED ENGINEERING GEOLOGIST, Project No. G2108-32-01 -12 - April 24, 2017 PALOMAR AIRPOATRO - -- t GOAPMC SCALE SC 7C IG? SW 700 SCALE IS0'(00 J&24) 000ITC Opf ._JLwsSCO awct I N_s LI. ..N_ OLYLTI0TSS&flL PROPOSED SHEET GRADE FINISH GRADE CUT FILL ....ZONE REQUIRING REMEDIAL GRADING IN ACCORDANCE WITH SECTION 1 - I NO SCALE REMEDIAL GRADING EXHIBIT - GEOCON INCORPORATED GEOTECHNICAL• ENVIRONMENTAL. MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974 PHONE 858 558-6900 - FAX 858 558-6159 RM / AML DS(/GTYPD Plttat04I24I20I7 I I09AM I ByRUBEN AGUILAR I F& LocabonY.IPROJECTSG2*O8-32.011 (Smssi Raimhj0ETAILSkRemWiid GmgE,CaIAFLdw CONCRETE SLAB 4 ''•• SAND AND VAPOR PAD GRADE RETARDER IN ACCORDANCE WITH ACI :- . i-n. 8 '.. .•Thr... .. U. WIDTH CONCRETE SLAB S 4 4 s c 4 ________________ ......... .. .• 4•. 4- ........ . .'.' .... ... ....d 44 44 . . . . . .4 . . .4 . .. . 'a. - .. • a / / SAND AND VAPOR RETARDERIN—' ACCORDANCE WITH ACI O W .... 4., -. LL a. .........:•....... . ...... .... _______ ca' 4 - . . . i:a . . FOOTING WIDTH' *SEE REPORT FOR FOUNDATION WIDTH AND DEPTH RECOMMENDATION I WALL / COLUMN FOOTING DIMENSION DETAIL NO SCALE GEOCON INCORPORATED - GEOTECHNICAL• ENVIRONMENTAL. MATERIALS 6960 FLANDERS DRIVE SAN DIEGO, CALIFORNIA 92121- 2974 PHONE 858 558-6900 - FAX 858 558-6159 RM I AML DSK/GTYPD BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA DATE 04-24-2017 TPROJECT NO. G2108 - 32 - 01 1 FIG.3 Platted .0412412M 10:28AM I By:RUBEN AGUIL.AR I Re ocetrnc:YPROJECTSlG2108-32.0I (Breesi Rand4l0 IAII.$lWeII.Colenrn Fao04g Dleecs.oe 0404 (COLFOOT2}.4w0 CONCRETE BROWDITCH GROUND SURFACE PROPOSED RETAINING WALL BACKFILL PROPERLY COMPACTED ,".TEMPORARY BACKCUT WATER PROOFING . \ PER OSHA PER ARCHITECT 2J3 H - MIRAFI 140N FILTER FABRIC . . (OR EQUIVALENT) OPEN GRADED V MAX. AGGREGATE - GROUND SURFACE F DOTING 4 DIA. PERFORATED SCHEDULE 40 PVC PIPE EXTENDED TO 1 APPROVED OUTLET CONCRETE BROWDITCH 1 GROUND SURFACE RETAINING Li WALL WATER PROOFING - PER ARCHITECT DRAINAGE PANEL - _- (MIRADRAIN 6000 OR EQUIVALENT) 2/3 H - 314 CRUSHED ROCK - (1 CU.FTJFT.) - FILTER FABRIC PROPOSED ENVELOPE GRADE\ l;i MIRAFI 140N OR - EQUIVALENT 1 - FOOTING1 4 DIA. SCHEDULE 40 I I PERFORATED PVC PIPE OR TOTAL DRAIN EXTENDED TO APPROVED OUTLET NOTE: DRAIN SHOULD BE UNIFORMLY SLOPED TO GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING CONCRETE GROUND SURFACE BROWDITCH RETAINING - 1 WALL WATER PROOFING - PER ARCHITECT 213 H DRAINAGE PANEL - (MIRADRAIN 6000 OR EQUIVALENT) 4 DIA. SCHEDULE 40 PROPOSED - PERFORATED PVC PIPE GRADE_\ OR TOTAL DRAIN EXTENDED TO T F00T1NG1 APPROVED OUTLET NO SCALE I TYPICAL RETAINING WALL DRAIN DETAIL GEOCON INCORPORATED 40) GEOTECHNICAL• ENVIRONMENTAL MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121- 2974 PHONE 858 558-6900 - FAX 858 558-6159 RM / AML DSK/GTYPD BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA DATE 04-24-2017 PROJECT NO. G2108 - 32 - 01 1 FIG.4 plooed.0412412017 10:28AM I By:RUBEN AGUILAR I File LeAMien:V:lPROJECTSlG2l08-32-01 (0,essi Reech)lOETAILSifypicel Retaining Wall Dmhiage Detail (RW0D7A).de5 APPENDIX . APPENDIX A FIELD INVESTIGATION The field investigation was performed on March 20, 2017, and consisted of a visual site reconnaissance and advancing nine exploratory borings (Boring Nos. B-i through B-9) at various locations across the subject site. The approximate locations of the borings are shown on the Geologic Map, Figure 1. The small-diameter borings were performed by Baja Exploration and advanced to a maximum depth of 26 feet below existing grade using a CME- 95 rig equipped with 8-inch hollow-stem augers. Relatively undisturbed samples were obtained by driving a California split-spoon (CAL) sampler into the"undisturbed" soil mass. The CAL sampler was equipped with 1-inch by 2%-inch, brass sampler rings to facilitate removal and testing. Bulk samples were also collected. Logs of the borings depicting the soil and geologic conditions encountered and the depth at which samples were obtained are presented on Figures A- 1 through A-9. The soils encountered in the excavations were visually classified and logged in general accordance with American Society for Testing and Materials (ASTM) practice for Description and Identification of Soils (Visual Manual Procedure D 2488). PROJECT NO. G2108-32-01 BORING . >- w e DEPTH < SOIL . I— 2 U <co . I- FEET SAMPLE NO.0 .j CLASS ELEV. (MSL.)408.5' DATE COMPLETED 03-20-2017 wvio La ZW 20 EQUIPMENT CME 95 BY: T. REIST MATERIAL DESCRIPTION 0 - ML PREVIOUSLY PLACED FILL (Qpf) Stiff, moist, gray and orange, fine, Sandy/Clayey SILT - 2 - BI-1 :. - 16 96.6 23.5 BI-2 .4. :....:.: - - BI-3 - 24 108.4 18.1 -6- -8- - 10 BI-4 .j SC Medium dense,damp o moist, orange, Clayey, SAND with 61/11" 105.3 16 • concretions; blow counts not accurate due to concretions - 12 ... .. ./. - . - 14 - - -Becomes orange-brown and fme to coarse with some gravel BI-5 - 16 ML Very stiff, moist, gray, Clayey SILT - 38 96.6 23.6 18 - 20 - ______ -Contact observed at top of sample ML SANTIAGO FORMATION(TSa) 35 102.2 22.1 - BI-6 Very stiff, moist, gray with orange oxidation, fine, Sandy/Clayey - - 22 : SILTSTONE - 24 B1-7 : -Becomes hard and less clayey 65 26 — BORING TERMINATED AT 26 FEET Groundwater not encountered Figure A-I, Log of Boring B 1, Page 1 of I SAMPLE SYMBOLS I ... SAMPLING UNSUCCESSFUL 10 STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE . ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2108-32-01 BORING DEPTH >. < SOIL I Z (I) IN SAMPLE NO. ...j CLASS ELEV. (MSL.)411.5' DATE COMPLETED 03-20-2017 Cl) Z FEET o EQUIPMENT CME 95 BY: T. REIST Q. MATERIAL DESCRIPTION 0 ML PREVIOUSLY PLACED FILL (Qpt) Very stiff, moist, light brown and orange, fine, Sandy to Clayey SILT B24 :.•iy:.::.i - 34 116.3 15.4 B2-2 132-3 -Becomes hard, damp and brown to orange 51 116.9 10.0 8 :. - _______ -Contact based on drill rig efficiency SM SANTIAGO FORMATION (Tsa) Dense, damp, yellowish brown, Silty, fine to coarse SANDSTONE 10 B24 46 ._ ________________ BORING TERMINATED AT II FEET Groundwater not encountered Figure A-2, Log of Boring B 2, Page I. of I SAMPLE SYMBOLS IN ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2108-32-01 BORING B3 >- DEPTH SAMPLE > 9 I SOIL W. FEET NO.IN 0 0 CLASS ELEV. (MSL.)409.5 DATE COMPLETED 03-20-2017 La 0 EQUIPMENT CME 95 BY: T. REIST MATERIAL DESCRIPTIONDESCRIPTION - 0 CL PREVIOUSLY PLACED FILL (Qpf) - - Stiff, moist, brown, Sandy to Silty CLAY - 2 - 113-I ----------------------------- -- SM Medium dense, moist, orange, Silty, fine to medium SAND - 4 B3-2 :: ML - Stiff, moist, orange and gray, Sandy/Clayey SILT 23 _ 109.3 17.9 -6 - ......... - -8- - 10 - B3-3 :X. : -. CL Very iftmoist, brown and orange, Silty/Sandy CLAY with gravel; Wow 62 I0&3 175 - - counts not accurate due to gravel - -12- -14- B3-4 ML Stiff, damp, brown and gray, fine Sandy/Clayey SILT 23 95.2 13.6 ------ - 16 - - - 18 - - _______ -Contact based on drill rig efficiency - ML SANTIAGO FORMATION (Tsa) - - 1 Hard, damp to moist, gray, fine, Sandy SILTSTONE - 20 133-5 . - - 71 BORING TERMINATED AT 21 FEET Groundwater not encountered Figure A-3, Log of Boring B 3, Page 1 of I U ... SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE 50 ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2108-32-01 w BORING B4 DEPTH >- SOIL 0 I- Z U CI) 1M:1 It IN SAMPLE cuss W FEET NO. (USCS) ELEV. (MSL.)411.5 DATE COMPLETED 03-20-2017 °- ö z EQUIPMENT CME 95 BY: T. REIST MATERIAL DESCRIPTION 0 SMJSC SANTIAGO FORMATION (Tsa) . :•: Dense, damp, orange-brown, Silty/Clayey, fine to medium SANDSTONE 2 B4-1 CLJCH Very stiff, moist, highly plastic CLAYSTONE,waxy -40 999 25.9 B4-2 -Becomes hard below 3 feet 51 98.7 25.2 .4. B4-3 6- BORING TERMINATED AT 7 FEET Groundwater not encountered Figure A-4, Log of Boring B 4, Page 1 of I • SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL U] ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE . ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GE000N PROJECT NO. G2108-32-01 ix BORING B5 z. >- DEPTH > 0 < SOIL Ow. Z ! U) Z IN FEET SAMPLE NO. _j CLASS ELEV. (MSL.)414.5 DATE COMPLETED 03-20-2017 i... 0 111 W Co Ix 20 oc EQUIPMENT CME 95 BY: T. REIST 0 MATERIAL DESCRIPTION SM SANTIAGO FORMATION (Tsa) - - Dense, damp, orange-brown, Silty, fine to medium SANDSTONE with 2 cemented fossilferous beds :: •:•t• B5-1 - -. CLJCH Hard,moist bluish green and orange, plastic CLAYSTONE — 76 104A 2L4 ML Dense, damp, orange-brown, Clayey, fine SILTSTONE B5-2 -6- - - - - , BORING TERMINATED AT 7 FEET - Groundwater not encountered Figure A-5, Log of Boring B 5, Page 1 of I U ... SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE —WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GE000N PROJECT NO. G2I08-32-01 BORING B 6 Z UJI - DEPTh >- < SOIL 2 U Cl) IN FEET SAMPLE NO. -' ci.s . ELEV. (MSL.)419' DATE COMPLETED 03-20-2017 Cl) W o FA o LU 0 (USCS) wits 20 EQUIPMENT CME 95 BY: T. REIST 0. MATERIAL DESCRIPTION 0 - SM SANTIAGO FORMATION (Tsa) . Dense, damp, orange-brown, Silty, fine to medium SANDSTONE 2 B6-1 . SC Very dense, damp, orange-brown, Clayey, fine to coarse SANDSTONE; 121 116.6 14.5 B2 cemented 113/9' 110.9 13.0 4 i CL/CH Hard, moist, dark green, highly plastic CLAYSTONE 136-3 6 i_ BORING TERMINATED AT 7 FEET Groundwater not encountered - ................................ . Figure A-6, Log of Boring B 6, Page 1 of I U ..: SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GE000N PROJECT NO. G2108-32-01 BORING B 7 . - DEPTh >- 8 < SOIL F Z LL LL IN SAMPLE NO. O CI.ASS . ELEV. (MSL.)423' DATE COMPLETED 03-20-2017 U) w z FEET o 20 EQUIPMENT CME 95 BY: T. REIST wo:s MATERIAL DESCRIPTION 0 - Sc SANTIAGO FORMATION (isa). Dense, damp, dark gray to brown, Clayey, fine to medium SANDSTONE 2 B7-1 61 112.3 17.1 4 . CH Hard, moist, very dark gray, highly plastic CLAYSTONE B7-2 6 11 BORING TERMINATED AT 7 FEET Groundwater not encountered - Figure A-7, Log of Boring B 7, Page 1 of I • SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE X -WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GE000N PROJECT NO. G2108-32-01 BORING B8 DEPTH SAMPLE SAMPLE < SOIL Z <Cl) CI) Ix Z IN FEET NO. O CLASS ELEV. (MSL.)420' DATE COMPLETED 03-20-2017 o EQUIPMENT CME 95 BY: T. REIST 0. MATERIAL DESCRIPTION - 0 - - SM SANTIAGO FORMATION (Tsa) Dense, damp, orange-brown, Silty, fine to medium SANDSTONE - 2 -Cemented fossilferous bed at2 feet 100/3' B8-1 ML Hard, damp, dark gray, Clayey/fine, Sandy SLLTSTONE with cemented 142/9' 119.4 13.6 - 4 - ftjJ fossilferous beds - B8-2 -6- - - BORING TERMINATED All FEET Groundwater not encountered Figure A-8, Log of Boring B 8, Page 1 of I SAMPLE SYMBOLS I ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) 19 DISTURBED OR BAG SAMPLE .. CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2108-32-01 BORING B 9 z. >-.UJI - DEPTH r < SOIL I.- z ! I- IN SAMPLE NO. CLASS ' ELEV. (MSL.)4160 DATE COMPLETED 03-20-2017 Cl) . O i... Z FEET 0 W030 wcn Ix z 20 EQUIPMENT CME 95 BY: T. REIST MATERIAL DESCRIPTION SM SANTIAGO FORMATION (Tsa) Dense, damp, brown, Silty, fine to medium SANDSTONE 2 B9-1 CL/CH Hard, moist, pale green, highly plastic CLAYSTONE 65 103.4 22.3 B9-2 -Poor recovery at 3 feet 86 -4- - B9-3 -6- - BORING TERMINATED AT 7 FEET Groundwater not encountered Figure A-9, Log of Boring B 9, Page 1 of I ... SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON APPENDIX LABORATORY TESTING Laboratory tests were performed in accordance with generally accepted test methods of the American Society for Testing and Materials (ASTM) or other suggested procedures. Selected bulk and ring samples were tested for their in-place dry density and moisture content, expansion index, and consolidation characteristics. The in-place dry density and moisture content results are indicated on the exploratory boring logs and the other laboratory test results are summarized on Table B-I and Figures B-i through B- 15. TABLE B-I SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829 Sample No. Geologic Unit (Soil Class) Moisture Content _____________ Dry Density (pcO Expansion Index Before Test (%) After Test (%) 13I-2 Qpf(ML) 12.5 24.9 102.3 74 134-3 Tsa (CL/CH) 13.4 32.5 97.8 140 135-2 Tsa(ML) 12.1 26.2 101.1 83 136-3 Isa (CL/CH) 13.6 33.4 97.2 141 137-2 Tsa(CH) 14.1 39.6 95.5 210 139-3 Isa (CL/CH) 13.3 30.5 98.9 137 PROJECT NO. G2108-32-01 SAMPLE NO. BI-3 -10 -c —6 -4 z -2 co -- 0 iii EIII _ € C 10 ___ ___ ___ 0.1 1 .u.) lu0 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 107.0 Initial Saturation (%) 85.1 Initial Water Content (%) 17.6 Sample Saturated at (ksf) 4 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA G2108-32.O1.GPJ Figure B-i GEOCON PROJECT NO. G2108-32-01 SAMPLE NO. BI-4 -10 -8 -e -4 z 0 zi ch CL 181 1 1 10 10 .1 APPLIED PRESSURE (ksf) Initial Dry Density (pct) 110.9 Initial Saturation (%) 85.3 Initial Water Content (%) 15.9 Sample Saturated at (ksf) .250 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA 02108-32.01.GPJ Figure B-2 GE000N PROJECT NO. G2108-32-01 SAMPLE NO. B3-3 -10 -8 -6 -4 z -2 o I- z w 0 2 w 0 4 6 8 18 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 116.5 Initial Saturation (%) 84.9 Initial Water Content (%) 13.5 Sample Saturated at (ksf) 1.0 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD CALIFORNIA G2108.32.01.GPJ Figure B-3 GE000N PROJECT NO. G2108-32-01 SAMPLE NO. B34 -10 -8 -6 -4 z 0 0 -J 0 ( r-4, I w Lu a. 1rii Ih 1 -- 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 102.9 Initial Saturation (%) 57.1 Initial Water Content (%) 13.1 Sample Saturated at (ksf) 2.0 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA 108.32.01.GPJ Figure B-4 GEOCON PROJECT NO. G2108-32-01 SAMPLE NO. B4-1 -10 -8 -4 z 0 -' -J 0 cn : 10 lu0 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 99.9 Initial Saturation (%) 100 Initial Water Content (%) I Sample Saturated at (ksf) .250 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA 62108-32.01.GPJ Figure B-5 GEOCON PROJECT NO. G2108-32-01 SAMPLE NO. B4-2 -10 -E -c -4 z 0 -J 0 U) C-) I- z w C-) 2 w a. 4 € -- 10 ___ ___ 0.1 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 98.7 Initial Saturation (%) 98.4 Initial Water Content (%) 25.2 1 Sample Saturated at (ksf) .350 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA G2108-32-01.GPJ Figure B-6 GE000N PROJECT NO. G2108-32-01 SAMPLE NO. B5-1 -10 -8 -6 -4 z 0 -J 0 C,, -- C .___ U I— z w 0 2 w 0 4 6 8 1 .1 1 10 0 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 104.4 Initial Saturation (%) 96.4 Initial Water Content (%) 21.4 Sample Saturated at (ksf) .250 d CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA 2108-32-01.GPJ Figure B-7 GEOCON PROJECT NO. G2108-32-01 SAMPLE NO. B5-IA -10 -8 -f -T- -4 z - -T- o -' _1 0 6 10 __ 0.1 1 10 100 APPLIED PRESSURE (kst) Initial Dry Density (pcf) 721.8 03.1 Initial Saturation (%) 95.1 Initial Water Content (%) Sample Saturated at (ksf) .750 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA G2108-32.O1.GPJ Figure B-8 GEOCON PROJECT NO. G2108-32-01 SAMPLE NO. 66-1 -10 -8 —6 -4 -2 ca 0 -_- 0 I- z w 0 2 w a- 4 6 8 11 1 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 116.6 Initial Saturation (%) 91.1 Initial Water Content (%) 14.5 Sample Saturated at (ksf) .250 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA G2108-32.01.GPJ Figure B-9 GEOCON PROJECT NO. G2108-32-01 SAMPLE NO. B6-2 -10 -8 -6 -4 z -2 I 10.1 1 10 0 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 110.9 Initial Saturation (%) 69.6 I Initial Water Content (%) 13.0 Sample Saturated at (ksf) .350 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA G2108.32.01.GPJ Figure B-b GE000N PROJECT NO. G2108-32-01 SAMPLE NO. B7-1 -10 -c -C -e z 0 -J 0 Cl) 0 I- z w 0 w 2 w a. 6 c 10 ____ ____ ____ 0.1 1 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 112.3 1 1 Initial Saturation (%) 95.3 Initial Water Content (%) 17.1 Sample Saturated at (ksf) .250 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA 108-32.O1.GPJ Figure B-li GE000N PROJECT NO. G2108-32-01 SAMPLE NO. 88-1 -10 -8 -€ -4 z 0 0 -J 0 (I) 0 I- z w 0 2 w a- 4 € 8 10 ___ ___ ___ 0.1 1 10 00 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 119.4 Initial Saturation (%) 92.6 1 Initial Water Content (%) 13.6 1 Sample Saturated at (ksf) .250 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA G2108-32-01.GPJ Figure B-12 GEOCON PROJECT NO. G2108-32-01 SAMPLE NO. B8-1A -10 -E -6 -4 2 -2 13 o I- z w 0 2 w 0. 4 8 10 0.1 I -- - 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 118.5 Initial Saturation (%) ~5O Initial Water Content (%) 13.4 Sample Saturated at (ksf) CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA 08-32-01.GPJ Figure B-13 GE000N PROJECT NO. G2108-32-01 SAMPLE NO. B9-1 -10 -c -6 -4 z 0 0 -J 0 (I) C) I- z w 0 cr 2 III 0 4 8 10 ____ ____ ____ 0.1 1 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 103.4 Initial Saturation (%) 97.9 Initial Water Content (%) 22.3 Sample Saturated at (ksf) .10 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA G2108412-01.GPJ Figure B-14 GE000N PROJECT NO. G2108-32-01 SAMPLE NO. B9-IA -10 -8 -6 -4 ------ ____ ----- ____ -----" - z 0 -J 0 a. 1 .1 - - - - - - - - - - - - - --- - - _100 I 10 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 133.4 Initial Saturation (%) 86.2 Initial Water Content (%) 7.9 Sample Saturated at (ksf) .75 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA 02108-32.O1.GPJ Figure B-15 GEOCON APPENDIX APPENDIX C TRENCH LOGS FROM DECEMBER 10, 2004 REPORT BY LEIGHTON & ASSOCIATES FOR BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA PROJECT NO. G2108-32-01 LOG OF TRENCH: T-1 Project Name: Shea/Lots 29-32 Logged by:_ERR/MDJ ENGINEERING PROPERTIES Project Number: 10551 001 Elevation: Apprnximtly 415 Feet Equipment: 46F Backbop Location/Grid: (Rep (ntenhnirl Map Plata 1) uscs Sample No. (pcf) Moisture (%) Density GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT ARTIFICIALFILL (Afi Af B-I @ 0-2': Silty SAND to sandy SILT: Orange-brown to light brown, dry to damp, ML! 0-2' loose to medium dense; rootlets upper 4" SM © 2'-1 V: Silty clayey SAND to sandy SILT: Orange-brown to brown, moist, medium dense; visible fill layers 3" thick, 6U thick clay chunks, increased clay at 6' Tsa 8-2 TERTIARY SANTIAGO FORMATION (Tsa) © SM 12' @ 11'-12': Silty SAND: Orange-brown, damp, medium dense to dense, mottled and weathered CL 12-13.5': Silty CLAY: Olive, damp, stiff GRAPHICAL REPRESENTATION: North Wall SCALE: 1"5' SURFACE SLOPE: TREND: —-c-. . - U - - U = Total Depth 13.5 Feet No Ground Water Encountered Backfitled: 11113114 LOG OF TRENCH: T-2 Project Name: Shea/Lots 29-32 Logged by: ERR/MDJ ENGINEERING PROPERTIES Project Number: 10881 DO Elevation:_ApprnimatIy 418 Feet Equipment: 4flF_Rankhn Location/Grid: _(Sue_ntehnirl_ Map _PIat _1) Sample No. Moisture (%) Density (pcf) GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT ARTIFICIAL FILL (Af) Af B-I © @ 0-11': Silty SAND to sandy SILT: Dry to moist, orange-brown to light SM! 0-4' brown, upper 3' dry and loose, 4-6" clay layer at 4' ML 8-2 © 4'-ll' GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5' SURFACE SLOPE: TREND: — — - a — — - S — a. — • Total Depth = 11 Feet No Ground Water Encountered Backfihled 11113114 LOG OF TRENCH: T-1 Project Name: Shea/Lots 29-32 Logged by: ERR/MW ENGINEERING PROPERTIES Project Number: 10851_001 Elevation* _ApprnximtoIy_41 _Feet Equipment: AMP_Ret'khn Location/Grid: _(See_(pnteihninl_Map.Plte_1) uscs Sample Moisture Density GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC UNIT No. (%) (pcf) ATTITUDES TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-I © 04': Sandy CLAY to sandy SILT: Orange-brown, dry to damp, loose to CL! 0-3' medium stiff; rootlet top 6" ML © 4'-6.5': Silty CLAY: Olive-gray, damp to moist, very stiff to hard;calcium- B-2 carbonate blebs concretion © 4,-5' GRAPHICAL REPRESENTATION: South Wall SCALE: 1=5' SURFACE SLOPE: 1*West TREND: \.---- - (. - - /C4,.COg Total Depth = 6.5 Feet No Ground Water Encountered Backfihled: 11113114 LOG OF TRENCH: T-4 Project Name: Shea/Lots 29-32 Logged by: FRRIMDJ ENGINEERING PROPERTIES Project Number: IORRI_oni Elevation: Approximately 410_Feet USGS Sample No. UNIT Moisture (%) Density (pcf) Equipment: 4311F_Rnrkhne_Location/Grid: _(see (anteithnireI_ Map _PIte_1) GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC ATTITUDES TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-i @0- @ 0-3:5': Silty CLAY: Olive-gray, dry to damp, fine to very fine grained, CL 3.5' rootlets top 6" desiccation throughout oxidation @ 3.5'-8': CLAY, Olive-gray, fine to very fine, moist, very stiff CL B-2 @3.5'- 8' GRAPHICAL REPRESENTATION: West Wall SCALE: 1"5' SURFACE SLOPE: TREND: - - .-. Total Depth = 8 Feet No Ground Water Encountered Backfihled: 11113114 LOG OF TRENCH: T-5 Project Name: Shea/Lots 29-32 Logged by: ERB/MDJ ENGINEERING PROPERTIES Project Number. 108141 001 Elevation:_ApprnimatAIy 417 Feet Equipment: 43nF Rarkhnø Location/Grid: (.qpp (pntprhnwI Map PIt 1) Sample No. Moisture (%) Density (pcf) GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGO FORMATION Mal Tsa B-i © © 0-2.5': Silty medium to coarse SAND: Light orange-brown, damp, medium SM 0-2.5' dense to dense; cemented layer V-1.5', top 8" to 12" loose, dry, desiccated, generally roots horizontal © 2.5'-4': Sandy SILT: Gray-brown, damp, stiff to very stiff; calcium- B-2 carbonate stringers 2.5'-4' @ 4': Cemented indurated fossiliferous bed, very difficult to excavate Cu ML Refusal at 4.2' Excavated 10 minutes GRAPHICAL REPRESENTATION: North Wall SCALE: 1"=5' SURFACE SLOPE: TREND: Total Depth 4 Feet No Ground Water Encountered Backfllled: 11113114 LOG OF TRENCH: T-R Project Name: Shea/tots 29-32 Logged by: FRBIMDJ ENGINEERING PROPERTIES Project Number: 10581_001 Elevation: _Approximately_415Feet Equipment: 40F_Rarkhne_Location/Grid: _(See_c,entenhniraI_ Map _Plate_1) Sample No. Moisture (%) Density (pcf) GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-i © © 0-2': Sandy clayey SILT: Olive brown, dry to damp, firm to stiff, yellow ML 0-2' limonite staining, desiccated top 16" © 2'-3.5': Silty SAND, Orange-brown, fossiliferous, damp to moist, medium SM dense to very dense, encountered refusal © 3.5'-4.5': Sandy clayey SILT: Olive-brown, moist, very stiff ML GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5' SURFACE SLOPE: TREND: Total Depth = 4.5 Feet - No Ground Water Encountered Backtitled: 11113114 LOG OF TRENCH: T-7 Project Name: Shea/Lots 29-2 Logged by: ERB/MDJ ENGINEERING PROPERTIES Project Number: 10881 001 Elevation- Approximately aIRFoot Equipment: _40F_Rkhn _Location/Grid: _See _(ntarhninoI_ map _Plate _I) ATTITUDES DATE: 11/13/14 DESCRIPTION: GEOLOGIC uscs Sample Moisture Density GEOLOGIC I No (%) (pcf) UNIT © 0-7': Silty SAND: Light gray to medium orange-gray, dry to moist, coarse to fine grained, medium dense, oxidation layers throughout trench SM/ I B-I SP © O-7 I GRAPHICAL REPRESENTATION: North Wall SCALE: 1'5' SURFACE SLOPE: TREND: Total Depth =7 Feet No Ground Water Encountered Backfllled: 11113114 LOG OF TRENCH: T-A Project Name: Shea/Lots 29-2 Logged by: FRR/MDJ ENGINEERING PROPERTIES Project Number: 10881 AM Elevation: Approximately 415 Feet uscs Sample No. Moisture (%) Density (pcf) Equipment 4%flF_Rkhnn_Location/Grid: _(Si _(pnthnirti_ Map _PInt _1) GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC UNIT ATTITUDES TERTIARY SANTIAGO FORMATION (Tsaj Tsa B-i @ 0-2': Silty SAND: White gray, dry, coarse to fine grained,. becomes oxidized SM 0-2' with depth and increasing clay component B-2 @ 2'4': Silty CLAY: Orange-brown, fossiliferous, moist, stiff CL 2'-4'- @ 4'-5': SILT: Light gray-brown, damp to moist, medium dense to dense ML B-3 @ 5'-7': Silty CLAY: Dark orangish-brown, moist, very stiff CL 4'-5' B-4 5'-7' GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5' SURFACE SLOPE: TREND: : ____ Total Depth 7 Feet No Ground Water Encountered Backlilted: 11113114 LOG OF TRENCH: _____________ Project Name:_— Shea/Lots 29-32 Logged by: ERB/MUJ ENGINEERING PROPERTIES Project Number: IORRI 001 Elevation: ApprcndmtIy 417 Foot Equipment: 411F Rrkhn Location/Grid: (S nIprhnk'I Map PIMP1) USCS Sample No. Moisture (%) Density (pcf) GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC UNIT ATTITUDES TERTIARY SANTIAGOFORMATION(Tsa) SM! B-I ML @ 0-6.5': Silty SAND to sandy SILT: Light gray to orangish gray, damp to 0-6.5' moist, coarse to very fine grained, medium dense to dense GRAPHICAL REPRESENTATION: North Wall SCALE: 1°5'. SURFACE SLOPE: TREND: - 00. 0 - Total Depth = 6.5 Feet No Ground Water Encountered Backfilled: 11113114 LOG OF TRENCH: T-10 Project Name: Sh/Lnts 29-42 Logged by: ERR ENGINEERING PROPERTIES Project Number: 10851_flfll Elevation: Approximately 415 _Ft Equipment: 411F_Rrkhna_Location/Grid: _(Safl_PntPrhnifI_ Map _PIMP _1) USCS Sample Moisture Density GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC UNIT No. (%) (pcf) ATTITUDES TERTIARY SANTIAGO FORMATION (Tsai Tsa @ 0-1': Silty SAND: Light gray, dry, disturbed SM @ V-3': Silty CLAY: Olive-gray, damp, firm to stiff, weathering desiccation CL B-I evident 1'-3' @ 3'-4': Silty SAND: Orange-brown to gray-brown, fossiliferous, damp to SM moist, medium dense to dense @ 4'-5.4': Sandy CLAY: Gray, moist, very stiff CL B-2 @ 5.5'-6.5': Sandy SILT: Light brown, damp to moist, stiff to very stiff, ML apparent oxidation 5•5'.. 6.5' GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5' SURFACE SLOPE: TREND: Total Depth = 6.5 Feet No Ground Water Encountered Backtllied: 11113114 LOG OF TRENCH: T-11 Project Name: Shea/Lots 29-32 Logged by: ERR Project Number: 10881 001 Elevation: Approximately 417 Feet ENGINEERING PROPERTIES Equipment: - 4flF Rne-khms Location/Grid: (Resm (ntrhnireIMip Plt&1) USCS Sample No. Moisture (%) Density (pcf) GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-I © @ 0-2': Silty SAND: Light olive-gray, dry to damp, medium dense, desiccation SM 0-2' throughout 0-2' © 2'-7': Silty SAND: Light gray, damp to moist, medium dense SM B-2 2-7' GRAPHICAL REPRESENTATION: North Wall SCALE: 1'5' SURFACE-SLOPE: TREND: Total Depth 7 Feet No Ground Water Encountered Backfilled: 11113114 LOG OF TRENCH: T-12 Project Name: Shea/Lots 29-32 Logged by: ERR ENGINEERING PROPERTIES Project Number: 10881 001 Elevation: _Approximately 415_Feet Equipment 4f F_Rekhne_Location/Grid: _(See_pntprhniral_ Map _Plate_1) uscs Sample No. Moisture (%) Density (pcf) GEOLOGIC GEOLOGIC ATTITUDES DATE: 11/13/14 DESCRIPTION: UNIT TERTIARY SANTIAGO FORMATION Ursa) Tsa B-I © © 0-7': Silty SAND: Light gray to light orange-brown, dry to damp, medium SM 0-7' dense, coarse to fine grained, oxidation staining present GRAPHICAL REPRESENTATION: North Wall SCALE: 1"=5' SURFACE SLOPE: TREND: - - - - - - - 4 Total Depth =7 Feet No Ground Water Encountered Backfilled: 11113114 LOG OF TRENCH: T-1 fA Project Name: Shea/Lots 29-32 Logged by: ERR ENGINEERING PROPERTIES Project Number: 10881_001 Elevation: _Approximately _422_Ft-pt Equipment: OF_Rirkhn _Location/Grid: _(Rep _(nthnirI_ Map _PIt _1) USCS Sample No. Moisture (%) Density (pcf) GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGO FORMATION (Tea) Tsa B-i © © 045': Silty SAND: Light orange-brown, dry, loose to medium dense SM 0-1.5' 12" layer at 1.5' was cemented and partial refusal encountered © 2.6-3.5': Silty CLAY: Dark olive-gray to gray, moist, stiff to very stiff, B-2 oxidation stains throughout CL © 2.5'- © 3.5'-6': Silty SAND, Light orange-brown, damp to moist, medium dense 3.5' SM B-3 © 3.5'-6' GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5' SURFACE SLOPE: TREND: s .— Total Depth =6 Feet No Ground Water Encountered Backfilled: 11113114 LOG OF TRENCH: T-14 Project Name: Shea/Lots 29-32 Logged by: _ERR ENGINEERING PROPERTIES Project Number: 10581 nfl Elevation: Approximately 419 Feet Equipment: 4flF Rtkhnp Location/Grid: (Spp Senteachnical map Plate 1) USCSSample No. Moisture (%) Density (pcf) GEOLOGIC DATE: 11/13114 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGOFORMATION ITsa) Tsa B-I @ 0-4.5': Silty SAND: White light gray to light orange, dry to damp, loose to SM 0-4.5' medium dense @ 4.5'-5': Carbonate layer, Very hard, refusal comes off in large chunks B-2 © © 5.'-7': Silty sandy CLAY, Dark olive gray, moist, very stiff to hard CL 5-7' GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5' SURFACE SLOPE: TREND: _6 Ix Total Depth =7 Feet No Ground Water Encountered Backfilled: 11113114 LOG OF TRENCH: T-1 Project Name: Shea/Lots 29.32 Logged by: _ERR ENGINEERING PROPERTIES Project Number: 10881 001 Elevation: Approximately 417 Feet USCS Sample No. UNIT Moisture • (%) Density (pcf) Equipment: 4flF R:trkhnp Location/Grid: (Ree (ntenhnital Map Plate 1) GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC ATTITUDES TERTIARY SANTIAGOFORMATION (Tsai isa B-I © © 0-1.5': Sandy CLAY, Dark olive-gray, dry to damp, stiff to hard CL 0-1.5' @ 15: Encountered very hard, carbonate layer, refusal GRAPHICAL REPRESENTATION: North Wall SCALE: 1"=5' SURFACE SLOPE: TREND: -.- , 3r _%EFV5A4 Total Depth =1.5 Feet No Ground Water Encountered Bacldilled: 11113114 LOG OF TRENCH: T-IR Project Name: Shea/Lots 29-2 Logged by: ERR ENGINEERING PROPERTIES Project Number. I 0881 001 Elevation: Approximatoly 418 Feet Equipment: 4flF R:;rkhoe Location/Grid: (PfltAthnifl2I Map Plate 1) USCS Sample No. Moisture (%) Density (pcf) GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-I © @ 0-3': Silty SAND: Light gray to light orange-brown, gray, dry to damp, SM 0-3' loose, desiccated, broken apart 0-3' @ 3'-65: Silty CLAY: light to medium olive-gray, damp, stiff to very stiff, CL B-2 oxidation, limonite present © 3-6.5' GRAPHICAL REPRESENTATION: North Wall SCALE: 15' SURFACE SLOPE: TREND: - - - - - - - - - - ------- Total Depth = 6.5 Feet No Ground Water Encountered BackfUled: 11113114 LOG OF TRENCH: T-17 Project Name: Shoa/Lots 29-32 Logged by: ERR ENGINEERING PROPERTIES Project Number: 110881001 Elevation: Approximately 41R Ft Equipment: 4flF_Rrkhn _Location/Grid: (.4qpp_enthnkI_ Map _PIMP- _1) USC Sample No. Moisture (%) Density (pct) GEOLOGIC DATE: 11/14/14 DESCRIPTION: GEOLOGIC A-IFTITUDES UNIT TERTIARY SANTIAGO FORMATION (Tsai Tsa © 0-3.5': Sandy CLAY: Olive dark gray, dry to damp, loose to medium stiff, CL B-I desiccation throughout, oxidation 0-3.5' generally @ 3.5'-5': Silty CLAY: Dark brown, moist, stiff to very stiff, limonite (yellow CL horizontal staining) throughout layer, carbonate blebs micas present, friable, some trace B-2 fossiliferous 3.5'-5' © 5'-6.5': Clayey SILT: Dark gray, moist, stiff to very stiff, with interbedded ML medium brown, micaceous, silty clay, in 40 layers B-3 © 5'-6.5' GRAPHICAL REPRESENTATION: North Wall SCALE: 1"=5' SURFACE SLOPE: TREND: Total Depth = 6.5 Feet No Ground Water Encountered Backfihled: 11114114 LOG OF TRENCH: T-18 Project Name: ShealLnts 29-32 Logged by: ERR ENGINEERING PROPERTIES Project Number: IORRIf101 Elevation: Approximately 417 Feet Sample Moisture Density Equipment: 4flF_RrJchne_Location/Grid: _(See terhnirI_ Map _Piite_1) GEOLOGIC DATE: 11/14/14 DESCRIPTION: GEOLOGIC TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-i © © 0-1': Silty SAND with clay: Light olive orangish-brown, fossiliferous, dry to SM 0-1' damp, loose to medium dense, interbedded with small olive-gray clay chunks @ V-1.5% Silty SAND: Light gray, dry very dense, carbonate blebs, trace SM B-2 micas, concrete like appearance 1'-l.5' © 154% Silty CLAY: Medium to dark olive-gray, damp, stiff, limonite CL - oxidation present, desiccated top foot - © 4': Encountered very hard whitish-gray carbonate layer and refusal GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5' SURFACE SLOPE: TREND: Total Depth 4 Feet No Ground Water Encountered • Backlltled: 11114114 LOG OF TRENCH: T-IQ Project Name: Shea/Lots 20-32 Logged by: FRO ENGINEERING PROPERTIES Project Number: 10881 001 Elevation: ApprnYlmtAly 420 Ft I Sample No. Moisture (%) Density (pci) Equipment: 4flF Rt'khno Location/Grid: (-qpp rpntprhniral Map PIMP 1) GEOLOGIC DATE: 11/14/14 DESCRIPTION: GEOLOGIC UNIT ATTITUDES TERTIARY SANTIAGOFORMATION(Tsa) : Tsa B-I @ 0-2.5': Silty SAND: Light gray to orangish-gray, dry to damp, loose to SM 0-2.5' medium dense, increased oxidatidn with depth, some clean sand (SP) @ 2.5'4': Clayey SILT to silty CLAY: Light to medium gray, damp to moist, ML! B-2 stiff, fossil layer at bottom of bed CL © 2.5'-4' @ 4': Encountered hard, whitish gray carbonate layer and refusal GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5' SURFACE SLOPE: TREND: / Total Depth = 4 Feet No Ground Water Encountered Backfllled: 11114114 LOG OF TRENCH: T-7fl Project Name: Shea/Lots 29-32 Logged by: ERR ENGINEERING PROPERTIES Project Number: 10881001 Elevation: _ApproximteIy_423_Feet Equipment: 4flF_Rrkhne_Location/Grid__(Sc_(nterhnirl_ Map _PIt _1) uses Sample No. Moisture (%) Density (pcf) GEOLOGIC DATE: 11/14/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGO FORMATION (Tsai Tsa B-i @ 0-4.5': Silty SAND, Light to medium gray-brown fossiliferous, dry to damp, SM 0-4.5' loose to medium dense (with depth), thin (approximately 6") potential silty sandy clay layer approximately 2.5' © 45: Encountered hard whitish gray carbonate layer, refusal GRAPHICAL REPRESENTATION: North Wall SCALE: 1"=5' SURFACE SLOPE: TREND: - - a Total Depth 4.6 Feet No Ground Water Encountered Backfllied: 11114114 LOG OF TRENCH: T-21 Project Name: Shea/Lots 29-32 Logged by:_ERB ENGINEERING PROPERTIES Project Number 10881 001 Elevation: Approximately 423 Ft Equipment: 4OF Rarkhnp Location/Grid: (Spe (pntpnhnirl Map Plitp 1) I Sample Moisture Density GEOLOGIC DATE: 11/14/14 DESCRIPTION: GEOLOGIC UNIT No. (%) (pcf) ATTITUDES TERTIARY SANTIAGOFORMATION (Tsa) Tsa B-I © 0-1': Silty SAND, Orange-brown fossiliferous, dry, loose, some dark gray SM 0-1' claystone inclusions (less than 6") B-2 @ 1'-15: Silty SAND: Light gray, dry, very dense, hard to excavate, breaks SM apart in chunks, very fine grained, clay component (?) V-11.5' © 1.5'-2': Sandy SILT: Light to medium gray fossiliferous, damp, stiff ML B-3 © © 2'-2.5': CLAY: Very dark gray, moist, very stiff CL 1.5'-2' @ 2.5': Encountered whitish gray carbonate layer, very difficult to excavate, B-4 refusal © 2'-2.5' GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5' SURFACE SLOPE: TREND: c 4/ Total Depth = 2.5 Feet No Ground Water Encountered Backfilted: 11114114 LOG OF TRENCH: T-77 Project Nan1e: Shea/Lots 29-2 Logged by: _ERR ENGINEERING PROPERTIES Project Number: IORRI 001 Elevation: Approximately 420 Feet Equipment: 4fl Rkhne Location/Grid: Rpp_nterhnkal Man PlnteI GEOLOGIC No. Sample Moisture Density GEOLOGIC ATTITUDES DATE: 11/14/14 DESCRIPTION: UNIT TERTIARY SANTIAGOFORMATION Mal Tsa B-i © © 0-1.5': Silty SAND: Light to medium gray brown fossiliferous with medium SM 0-1.5' olive-gray inclusions (<2") dry to damp, loose to medium dense © 1.5': Encountered very hard, whitish gray carbonate layer, very difficult to B-2 excavate, refusal - © GRAPHICAL REPRESENTATION: North Wall SCALE: 1"5' SURFACE SLOPE: TREND: - - Total Depth = 1.5 Feet No Ground Water Encountered Backfilled: 11114114 LOG OF TRENCH: T-7 Project Name: Shea/Lots 29-32 Logged by: _ERR ENGINEERING PROPERTIES Project Number: IORRI nfl Elevation: Approximately 44 Feet Equipment: 411 _Rrkhn _Location/Grid: _(R4 (pnthnirl_ Map _Plate _1) USCS Sample No. Moisture (%) Density (pcf) GEOLOGIC DATE: 11/14/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGO FORMATION Mall Tsa B-I @ 0-3': Silty CLAY: Medium to dark gray, damp to moist, soft to medium stiff, CL 0-3' rootlets from 0-2", desiccation throughout, oxidation throughout, gives orange- brown tint B-2 © 3'-4': Sandy SILT: Dark gray fossiliferous, damp to moist, loose to medium ML © dense, increasingly clayey with depth 31-4' © 4': Encountered hard fossiliferous, carbonate layer, very difficult to excavate, refusal . GRAPHICAL REPRESENTATION: North Wall SCALE: 1*=5' SURFACE SLOPE: TREND: Total Depth = 4 Feet No Ground Water Encountered Backflhled: 11114114 LOG OF TRENCH: T-74 Project Name: Shea/Lots 29.32 Logged by:_ERB ENGINEERING PROPERTIES Project Number: IORRI nfl Elevation: Approximately 426 Feet Equipment: 43nF Rrkhn' Location/Grid: (Pi rPntArhnir2l Mip PIt 1) USCS Sample No. Moisture (%) Density (pcf) GEOLOGIC DATE: 11/14/14 DESCRIPTION; GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGO FORMATION(Tsa) isa @ 0-3': Silty SAND: Light organish-brown fossiliferous, dry to damp, loose to SM medium dense, small claystone inclusions, oxidation increasing with depth © 3'-75: Silty, sandy CLAY: Dark gray, damp to moist, stiff to very stiff, CL oxidation throughout, some limonite .@ 7.5-9.5' Clayey SILT: Dark to very dark gray, wet, stiff to soft at saturation, Cu interbedded with medium brown micaceous silty clay in approximately 4" ML GRAPHICAL REPRESENTATION: North Wall SCALE: 1'5' SURFACE SLOPE: TREND: - 0 - Total Depth 9.5 Feet Ground Water Encountered 9.5 Feet Backfllled: 11114114 LOG OF TRENCH: T-25 Project Name: Shen/Lots 29-32 Logged by: ERR ENGINEERING PROPERTIES Project Number: 10581 001 Elevation: Apprnimtely 427 Ft Equipment 430F Rkhno Location/Grid: (Spia rpntprhniral Map PIt 1) Sample No. Moisture (%) Density (pcf) GEOLOGIC USCS DATE: 11/14/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGOFORMATION (Tsai Tsa B-I © @ 0-2': Silty CLAY: Light to medium gray, dry, soft to medium stiff, CL 0-2' desiccation throughout, layer, oxidation present @ 2.-2.5': Silty SAND: Light gray-brown fossiliferous SM @ 25: Encountered hard carbonate layer, refusal GRAPHICAL REPRESENTATION: North Wall SCALE: 1"=5' SURFACE SLOPE: TREND: ON- - - LJV Total Depth = 2.5 Feet No Ground Water Encountered Backfilled: 11114114 ._.k.- ia.. LOG OF TRENCH: T-2R Project Name: Shea/Lots 29-32 Logged by: ERB ENGINEERING PROPERTIES Project Number: 10R81_001 Elevation: Approximately 423Feet Equipment: 43flF_Rrkhne_Location/Grid: (.Rzp_(ntpihnirl_ Map _Plate _1) scs Sample No. Moisture (%) Density (pcf GEOLOGIC DATE: 11/14/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGO FORMATION (Tsa) Tsa @ 0-3.5': Silty SAND: Light orange gray-brown fossiliferous, dry to damp, SM loose, rootlets along top 6", beach sand @ 2.5'4': Carbonate layer, 2.5' becomes moist, more oxidized @ 4'-5': Sandy silty CLAY: Medium to dark gray, moist, soft to medium stiff, CL oxidation throughout © 5'-5.5': CLAY: Very dark gray, moist, very stiff CL B-I © 5-5.5' GRAPHICAL REPRESENTATION: North Wall SCALE: 1"=5' SURFACE SLOPE: TREND: I; I. •) ' • _ Total Depth = 5.5 Feet No Ground Water Encountered Backlilied: 11114114 APPENDIX APPENDIX D RECOMMENDED GRADING SPECIFICATIONS FOR BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA PROJECT NO. G2108-32-01 RECOMMENDED GRADING SPECIFICATIONS 1. GENERAL 1.1 These Recommended Grading Specifications shall be used in conjunction with the Geotechnical Report for the project prepared by Geocon. The recommendations contained in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. 1.2 Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be employed for the purpose of observing earthwork procedures and testing the fills for substantial conformance with the recommendations of the Geotechnical Report and these specifications. The Consultant should provide adequate testing and observation services so that they may assess whether, in their opinion, the work was performed in substantial conformance with these specifications. It shall be the responsibility of the Contractor to assist the Consultant and keep them apprised of work schedules and changes so that personnel may be scheduled accordingly. 1.3 It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If, in the opinion of the Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture condition, inadequate compaction, and/or adverse weather result in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject the work and recommend to the Owner that grading be stopped until the unacceptable conditions are corrected. 2. DEFINITIONS 2.1 Owner shall refer to the owner of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading performed. 2.2 Contractor shall refer to the Contractor performing the site grading work. 2.3 Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer or consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topography. 2.4 Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. a GI rev. 07/2015 2.5 Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner, who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be responsible for having qualified representatives on-site to observe and test the Contractor's work for conformance with these specifications. 2.6 Engineering Geologist shall refer to a California licensed Engineering Geologist retained by the Owner to provide geologic observations and recommendations during the site grading. 2.7 Geotechnical Report shall refer to a soil report (including all addenda) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Grading Specifications are intended to apply. 3. MATERIALS 3.1 Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion of the Consultant, is suitable for use in construction of fills. In general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as defined below. 3.1.1 Soil fills are defined as fills containing no rocks or hard lumps greater than 12 inches in maximum dimension and containing at least 40 percent by weight of material smaller than % inch in size. 3.1.2 Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for proper compaction of soil fill around the rock fragments or hard lumps as specified in Paragraph 6.2. Oversize rock is defined as material greater than 12 inches. 3.1.3 Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines. Fines are defined as material smaller than 3/4 inch in maximum dimension. The quantity of fines shall be less than approximately 20 percent of the rock fill quantity. 3.2 Material of a perishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. 3.3 Materials used for fill, either imported or on-site, shall not contain hazardous materials as defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9 GI rev. 07/2015 and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardous materials, the Consultant may request from the Owner the termination of grading operations within the affected area. Prior to resuming grading operations, the Owner shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. 3.4 The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant. Rock fill may extend to the slope face, provided that the slope is not steeper than 2:1 (horizontal:vertical) and a soil layer no thicker than 12 inches is track-walked onto the face for landscaping purposes. This procedure may be utilized provided it is acceptable to the governing agency, Owner and Consultant. 3.5 Samples of soil materials to be used for fill should be tested in the laboratory by the Consultant to determine the maximum density, optimum moisture content, and, where appropriate, shear strength, expansion, and gradation characteristics of the soil. 3.6 During grading, soil or groundwater conditions other than those identified in the Geotechnical Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition. 4. CLEARING AND PREPARING AREAS TO BE FILLED 4.1 Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of complete removal above the ground surface of trees, stumps, brush, vegetation, man-made structures, and similar debris. Grubbing shall consist of removal of stumps, roots, buried logs and other unsuitable material and shall be performed in areas to be graded. Roots and other projections exceeding I /2 inches in diameter shall be removed to a depth of 3 feet below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to provide suitable fill materials. 4.2 Asphalt pavement material removed during clearing operations should be properly - disposed at an approved off-site facility or in an acceptable area of the project evaluated by Geocon and the property owner. Concrete fragments that are free of reinforcing steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3 of this document. GI rev. 07/2015 4.3 After clearing and grubbing of organic matter and other unsuitable material, loose or porous soils shall be removed to the depth recommended in the Geotechnical Report. The depth of removal and compaction should be observed and approved by a representative of the Consultant. The exposed surface shall then be plowed or scarified to a minimum depth of 6 inches and until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. 4.4 Where the slope ratio of the original ground is steeper than 5:1 (horizontal:vertical), or where recommended by the Consultant, the original ground should be benched in accordance with the following illustration. TYPICAL BENCHING DETAIL Finish Grade A ,-Original Ground Finish Slope Surface - Remove All Unsuitable Material 41 As Recommended By Consultant Slope To Be Such That Sloughing Or Sliding Does Not Occur rSee Note 1 - See Note 2 No Scale DETAIL NOTES: (1) Key width "B" should be a minimum of 10 feet, or sufficiently wide to permit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) The outside of the key should be below the topsoil or unsuitable surficial material and at least 2 feet into dense formational material. Where hard rock is exposed in the bottom of the key, the depth and configuration of the key may be modified as approved by the Consultant. 4.5 After areas to receive fill have been cleared and scarified, the surface should be moisture conditioned to achieve the proper moisture content, and compacted as recommended in Section 6 of these specifications. GI rev. 07/2015 5. COMPACTION EQUIPMENT 5.1 Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil-rock fill to the specified relative compaction at the specified moisture content. 5.2 Compaction of rock fills shall be performed in accordance with Section 6.3. 6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6.1 Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with the following recommendations: 6.1.1 Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 6.3 of these specifications. 6.1.2 In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D 1557. 6.1.3 When the moisture content of soil fill is below that specified by the Consultant, water shall be added by the Contractor until the moisture content is in the range specified. 6.1.4 When the moisture content of the soil fill is above the range specified by the Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by the Contractor by blading/mixing, or other satisfactory methods until the moisture content is within the range specified. 6.1.5 After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill to the maximum laboratory dry density as determined in accordance with ASTM D 1557. Compaction shall be continuous over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum relative compaction has been achieved throughout the entire fill. S GI rev. 07/2015 6.1.6 Where practical, soils having an Expansion Index greater than 50 should be placed at least 3 feet below finish pad grade and should be compacted at a moisture content generally 2 to 4 percent greater than the optimum moisture content for the material. 6.1.7 Properly compacted soil fill shall extend to the design surface of fill slopes. To achieve proper compaction, it is recommended that fill slopes be over-built by at least 3 feet and then cut to the design grade. This procedure is considered preferable to track-walking of slopes, as described in the following paragraph. 6.1.8 As an alternative to over-building of slopes, slope faces may be back-rolled with a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height intervals. Upon completion, slopes should then be track-walked with a D-8 dozer or similar equipment, such that a dozer track covers all slope surfaces at least twice. 6.2 Soil-rock fill, as defined in Paragraph 3.1.2, shall be placed by the Contractor in accordance with the following recommendations: 6.2.1 Rocks larger than 12 inches but less than 4 feet in maximum dimension may be incorporated into the compacted soil fill, but shall be limited to the area measured 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper. 6.2.2 Rocks or rock fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows. Under certain conditions, rocks or rock fragments up to 10 feet in maximum dimension may be placed using similar methods. The acceptability of placing rock materials greater than 4 feet in maximum dimension shall be evaluated during grading as specific cases arise and shall be approved by the Consultant prior to placement. 6.2.3 For individual placement, sufficient space shall be provided between rocks to allow for passage of compaction equipment. 6.2.4 For windrow placement, the rocks should be placed in trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and 4 feet deep in maximum dimension. The voids around and beneath rocks should be filled with approved granular soil having a Sand Equivalent of 30 or greater and should be compacted by flooding. Windrows may also be placed utilizing an "open-face" method in lieu of the trench procedure, however, this method should first be approved by the Consultant. GI rev. 07/2015 6.2.5 Windrows should generally be parallel to each other and may be placed either parallel to or perpendicular to the face of the slope depending on the site geometry. The minimum horizontal spacing for windrows shall be 12 feet center-to-center with a 5-foot stagger or offset from lower courses to next overlying course. The minimum vertical spacing between windrow courses shall be 2 feet from the top of a lower windrow to the bottom of the next higher windrow. 6.2.6 Rock placement, fill placement and flooding of approved granular soil in the windrows should be continuously observed by the Consultant. 6.3 Rock fills, as defined in Section 3.1.3, shall be placed by the Contractor in accordance with the following recommendations: 6.3.1 The base of the rock fill shall be placed on a sloping surface (minimum slo'pe of 2 percent). The surface shall slope toward suitable subdrainage outlet facilities. The rock fills shall be provided with subdrains during construction so that a hydrostatic pressure buildup does not develop. The subdrains shall be permanently connected to controlled drainage facilities to control post-construction infiltration of water. 6.3.2 Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock trucks traversing previously placed lifts and dumping at the edge of the currently placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the rock. The rock fill shall be watered heavily during placement. Watering shall consist of water trucks traversing in front of the current rock lift face and spraying water continuously during rock placement. Compaction equipment with compactive energy comparable to or greater than that of a 20-ton steel vibratory roller or other compaction equipment providing suitable energy to achieve the required compaction or deflection as recommended in Paragraph 6.3.3 shall be utilized. The number of passes to be made should be determined as described in Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional rock fill lifts will be permitted over the soil fill. 6.3.3 Plate bearing tests, in accordance with ASTM D 1196, may be performed in both the compacted soil fill and in the rock fill to aid in determining the required minimum number of passes of the compaction equipment. If performed, a minimum of three plate bearing tests should be performed in the properly compacted soil fill (minimum relative compaction of 90 percent). Plate bearing tests shall then be performed on areas of rock fill having two passes, four passes and six passes of the compaction equipment, respectively. The number of passes required for the rock fill shall be determined by comparing the results of the plate bearing tests for the soil fill and the rock fill and by evaluating the deflection GI rev. 07/2015 variation with number of passes. The required number of passes of the compaction equipment will be performed as necessary until the plate bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case will the required number of passes be less than two. 6.3.4 A representative of the Consultant should be present during rock fill operations to observe that the minimum number of "passes" have been obtained, that water is being properly applied and that specified procedures are being followed. The actual number of plate bearing tests will be determined by the Consultant during grading. 6.3.5 Test pits shall be excavated by the Contractor so that the Consultant can state that, in their opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material. In-place density testing will not be required in the rock fills. 6.3.6 To reduce the potential for "piping" of fines into the rock fill from overlying soil fill material, a 2-foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below the rock should be determined by the Consultant prior to commencing grading. The gradation of the graded filter material will be determined at the time the rock fill is being excavated. Materials typical of the rock fill should be submitted to the Consultant in a timely manner, to allow design of the graded filter prior to the commencement of rock fill placement. 6.3.7 Rock fill placement should be continuously observed during placement by the Consultant. 7. SUBDRAINS 7.1 The geologic units on the site may have permeability characteristics and/or fracture systems that could be susceptible under certain conditions to seepage. The use of canyon subdrains may be necessary to mitigate the potential for adverse impacts associated with seepage conditions. Canyon •subdrains with lengths in excess of 500 feet or extensions of existing offsite subdrains should use 8-inch-diameter pipes. Canyon subdrains less than 500 feet in length should use 6-inch-diameter pipes. a GI rev. 07/2015 TYPICAL CANYON DRAIN DETAIL PMUItLR4D - ALLUMMAMM COWNWV BEDROCK SE1!*ALJ NOTE FNAL ro OPIPEAT1TIFT rt&FERFCA1W SUJN PPE .. .: ...... 4 4 r :.( JAr\ 9eu91a cETfFoarocEN OMOCO GRAVEL 3UOuNOEOI}Y MIMi I 14eNC (ORE &OR) FLIE11C NOTES: 1......fl4KCH DIAMETER. SCMECULEO PVC PERFORATED PIPE FOR EElS Q4EXCES$ OF tOOfESI IN DEPTH ORAPIPE LENGTH OF LONGER THAN WO FEET. 2....54NCH DMUM SONEDL*E 40 PVC PERFORATED PPE FOR FILLS LESS THAN iOOFEET IN DEPTH CRA PIPE LENGTH SNORTER THAN 550 FEET. NO SCALE 7.2 Slope drains within stability fill keyways should use 4-inch-diameter (or lager) pipes. S GI rev. 07/2015 TYPICAL STABILITY FILL DETAIL LM E oRM4T1OWM. MATERML NO'TS L..1CWA1E BALfl AT $1 NOTEe CF3TUUVYFIILTO3 FEtWTO FO A1UINA&. MAERIL. PlNOAVWlMUM INLOICI' 8,..S1MIUW FILL TO BE COYPOSED OF MWERLY COMPACTED GRNCLAASCL 04CED AMOXIMAMLV 23 FEET CIMMI TOC *Afl4crfW1DL.OS P*cDG MAY V= RECUM rb—FILMR MATERMTO B a SWICK OPE*GWED CRLMMEC ROCK ENCLOSED MAJAMMED FILTER FABRIC IMIRM1 t4ONC n,....ccuceiok PIPC TO B 4.4*01 MINUM Ut MIJE .PEFWORAtCO.Th*GWAU.W PVC GUtHU*LI2 40 OR EQUIVALENT. A4DEntCCAT i Pc $TOAPPCVCUT%T.. NO SCALE 7.3 The actual subdrain locations will be evaluated in the field during the remedial grading operations. Additional drains may be necessary depending on the conditions observed and the requirements of the local regulatory agencies. Appropriate subdrain outlets should be evaluated prior to finalizing 46-scale grading plans. 7.4 Rock fill or soil-rock fill areas may require subdrains along their down-slope perimeters to mitigate the potential for buildup of water from construction or landscape irrigation. The subdrains should be at least 6-inch-diameter pipes encapsulated in gravel and filter fabric. Rock fill drains should be constructed using the same requirements as canyon subdrains. GI rev. 07/2015 7.5 Prior to outletting, the final 20-foot segment of a subdrain that will not be extended during future development should consist of non-perforated drainpipe. At the non-perforated/ perforated interface, a seepage cutoff wall should be constructed on the downslope side of the pipe. TYPICAL CUT OFF WALL DETAIL FRONT VIEW NO sc* SIDE VIEW GOETE _r CJTW*LL j;'j I uMr4CWJ MinSUBMAIMPM I0RATM2LMMNPPE : NO 7.6 Subdrains that discharge into a natural drainage course or open space area should be provided with a permanent headwall structure. GI rev. 07/2015 TYPICAL HEADWALL DETAIL FRONT VIEW 74 ~zt ~ . Ii 1 : •-..,•••. • NO SCALE SIDE ' NO1t IMMIWALLSHOULDOMMME W FILLSIAPE NO SCALE 7.7 The final grading plans should show the location of the proposed subdrains. After completion of remedial excavations and subdrain installation, the project civil engineer should survey the drain locations and prepare an "as-built" map showing the drain locations. The final outlet and connection locations should be determined during grading operations. Subdrains that will be extended on adjacent projects after grading can be placed on formational material and a vertical riser should be placed at the end of the subdrain. The grading contractor should consider videoing the subdrains shortly after burial to check proper installation and functionality. The contractor is responsible for the performance of the drains. GI rev. 07/2015 8. OBSERVATION AND TESTING 8.1 The Consultant shall be the Owner's representative to observe and perform tests during clearing, grubbing, filling, and compaction operations. In general, no more than 2 feet in vertical elevation of soil or soil-rock fill should be placed without at least one field density test being performed within that interval. In addition, a minimum of one field density test should be performed for every 2,000 cubic yards of soil or soil-rock fill placed and compacted. 8.2 The Consultant should perform a sufficient distribution of field density tests of the compacted soil or soil-rock fill to provide a basis for expressing an opinion whether the fill material is compacted as specified. Density tests shall be performed in the, compacted materials below any disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below that specified, the particular layer or areas represented by the test shall be reworked until the specified density has been achieved. 8.3 During placement of rock fill, the Consultant should observe that the minimum number of passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant should request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing an opinion as to whether the rock fill is properly seated and sufficient moisture has been applied to the material. When observations indicate that a layer of rock fill or any portion thereof is below that specified, the affected layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. 8.4 A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placement. The specific design of the monitoring program shall be as recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and observation services performed during grading. 8.5 We should observe the placement of subdrains, to check that the drainage devices have been placed and constructed in substantial conformance with project specifications. 8.6 Testing procedures shall conform to the following Standards as appropriate: 8.6.1 Soil and Soil-Rock Fills: 8.6.1.1 Field Density Test, ASTM D 1556, Density of Soil In-Place By the Sand-Cone Method. a GI rev. 07/20 15 8.6.1.2 Field Density Test, Nuclear Method, ASTM D 6938, Density of Soil and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). 8.6.1.3 Laboratory Compaction Test, ASTM D 1557, Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound Hammer and 18-Inch Drop. 8.6.1.4. Expansion Index Test, ASTM D 4829, Expansion Index Test. 9. PROTECTION OF WORK 9.1 During construction, the Contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. Drainage of surface water shall be controlled to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior to placing additional fill or structures. 9.2 After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except in conjunction with the services of the Consultant. 10. CERTIFICATIONS AND FINAL REPORTS 10.1 Upon completion of the work, Contractor shall furnish Owner a certification by the Civil Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot horizontally of the positions shown on the grading plans. After installation of a section of subdrain, the project Civil Engineer should survey its location and prepare an as-built plan of the subdrain location. The project Civil Engineer should verify the proper outlet for the subdrains and the Contractor should ensure that the drain system is free of obstructions. 10.2 The Owner is responsible for furnishing a final as-graded soil and geologic report satisfactory to the appropriate governing or accepting agencies. The as-graded report should be prepared and signed by a California licensed Civil Engineer experienced in geotechnical engineering and by a California Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed in substantial conformance with the Specifications or approved changes to the Specifications. a GI rev. 07/2015 —IlI MS AL I GA SC: effective 711116 UT: effective 711116 LA - FL WV: effective 811116 RECEIVED 41CHNT FEB 22 2019 VjJ POWER Application Note: NEC 2014 Compliance Revision: 062016 CITY OF CARLSBAD BUILDING DIVISION CPS 3Phs String Inverters NEC 2014 Compliance This application note describes the major changes within the NFPA 70, National Electric Code, specifically Article 690 Solar Photovoltaic (PV) Systems as it transitions from the 2011 edition to 2014 edition code cycle that effect photovoltaic installations, and in particular string inverters. Adoption of the NEC 2014 edition varies from state to state. Massachusetts and Nebraska were early adoptees of the 2014 code, however many more states either have or are in the process of adopting NEC 2014. The NEC Adoption by State map is shown below as of June, 2016. NEC Adoption by State A = subject tolocal adoptions WA MN MT I ND Hawaii -200BNEC 2011 NEC-9 States fi 2008 NEC —4 State s 2014 NEC -3 Local Adoption - Revised - June 2016 Some local adoption states have earlier than 2008 adoptions in some jurisdictions The major changes to the 2014 NEC that effect photovoltaic installations are - Ground-Fault Protection - Article 690.5 Arc-Fault Circuit Protection (Direct Current) - Article 690.11 Rapid Shutdown of PV Systems on Buildings - Article 690.12 Fuses, (A)Disconnecting Means and (B)Fuse Servicing - Article 690.16 This application note will evaluate each of the above articles to see their effect on CPS 3Phs String Inverter products, specifically the CPS SCA23KTL-DO/US-480, CPS SCA28KTL-DO/US-480, CPS 36KTL-DO/US, CPS SCA50KTL-DO/US-480, and CPS SCA60KTL-DO/US-480 models. Page 1 of 5 CPS—NEC-2014—Compliance-062016 chint Power Systems America cc.oq 00• £ CHNT W POWER 1. "690.5 Ground-Fault Protection. Grounded dc PV arrays shall be provided with dc ground-fault protection meeting the requirements of 690.5(A) through (C) to reduce fire hazards. Ungrounded dc PV arrays shall comply with 690.35. Exception: Ground-mounted or pole-mounted PV arrays with not more than two paralleled source circuits and with all dc source and dc output circuits isolated from buildings shall be permitted without ground-fault protection." The major change to Article 690.5 is that it now requires Ground-Fault Protection for all installations, whereas previously the 2011 version included an additional exception; Exception No. 2: Photovoltaic arrays installed at other than dwelling units shall be permitted without ground- fault protection if each equipment grounding conductor is sized in accordance with 690.45. The other changes to Article 690.5 primarily effect PV arrays and inverters in which at least one DC conductor is grounded. Article 690.5(A) now specifies that Ground-Fault Detection and Interruption (1) Be capable of detecting a ground fault in the PV array dc current-carrying conductors and components, including any intentionally grounded conductors, (2) Interrupt the flow of fault current, (3) Provide an indication of the fault, and Be listed for providing PV ground-fault protection The CPS 3Phs String Inverters are designed to be used with PV arrays that are floating or ungrounded and therefore they must comply with Article 690.35. Article 690.35 has no major changes from the 2011 code cycle with the exception that the ground-fault protection device must be listed for providing PV ground-fault protection. CPS 3Phs String Inverters include Ground-Fault Protection and are listed for that function under the UL 1741 safety standard. 2. "690.11 Arc-Fault Circuit Protection (Direct Current). Photovoltaic systems with dc source circuits, dc output circuits, or both, operating at a PV system maximum system voltage of 80 volts or greater, shall be protected by a listed (dc) arc-fault circuit interrupter, PV type, or other system components listed to provide equivalent protection. The PV arc-fault protection means shall comply with the following requirements: The system shall detect and interrupt arcing faults resulting from a failure in the intended continuity of a conductor, connection, module, or other system component in the dc PV source and dc PV output circuits. The system shall require that the disabled or disconnected equipment be manually restarted. The system shall have an annunciator that provides a visual indication that the circuit interrupter has operated. This indication shall not reset automatically." The CPS 3Phs String Inverters include a Type 1 Photovoltaic (PV) DC Arc-Fault Circuit Interrupter device integrated within the wiring box. This AFCI circuit has been tested and listed to the UL 1699B standard. In the event of a (dc) arc-fault originating on the DC source or output circuits, the inverter will detect and interrupt the arcing faults, and cease operation. A visual indication will then be displayed by means of an error code and brief alarm description on the LCD screen, and the LEDs on the front panel will also illuminate to show that there is an arc-fault condition. The inverter(s) will not restart until the arc-fault has been corrected, and the error/alarm condition has been manually reset. Page 2 of 5 CPS—NEC-2014—Compliance-062016 Chint Power Systems America t CHNT POWER 3. '690.12 Rapid Shutdown of PV Systems on Buildings. PV system circuits installed on or in buildings shall include a rapid shutdown function that controls specific conductors in accordance with 690.12(1) through (5) as follows. Requirements for controlled conductors shall apply only to PV system conductors of more than 1.5 m (5 ft) in length inside a building, or more than 3 m (10 ft) from a PV array. Controlled conductors shall be limited to not more than 30 volts and 240 volt-amperes within 10 seconds of rapid shutdown initiation. Voltage and power shall be measured between any two conductors and between any conductor and ground. The rapid shutdown initiation methods shall be labeled in accordance with 690.56(C). Equipment that performs the rapid shutdown shall be listed and identified." The inclusion of Article 690.12 in the 2014 NEC for PV rapid shutdown requirements of PV systems on buildings were meant to improve electrical and fire safety hazards, namely for first responders. Conductors associated with PV systems often remain energized even after the electrical service disconnect has been opened. To alleviate this risk, the NEC has put in place specific requirements to de-energize conductors extending more than 1.5m (5ft) inside a building, or more than 3m (lOft) from a PV array. These new requirements outlined in Article 690.12 can be easily met with CPS 3Phs String Inverters. The inverters can be installed at a very low tilt angle from horizontal (>lsdeg), and making use of this feature allows the inverters to be located directly adjacent to or within the immediate vicinity (3m/10ft) of the PV array on a flat commercial roof. Alternatively, if parapet walls are within a lOft boundary of the PV array, then the CPS 3Phs String inverters may be mounted there as well. Low tilt angle installation < lOft boundary Parapet wall installation < lOft boundary Page 3of5 CPS—NEC-2014—Compliance-062016 Chint Power Systems America .......... mosommommsomm noun MEN EEEEEEEE - a aaaaaaa•aaaadaaaaa .....i... - aaaaaaaa•a I..i..... i..i..i....i..i..... . . U U U UIUUU I•UUU iUUUU Ui• U IUU moons I - - - - - - - - - - ------------------------------- a_______•___________ iiiiiiiiiiiii U.UUU.UUUU •UUUUUUUU••UU•U•••UUQzzzzzzzzz ________ EEEEEE!EEE !! EEEE!!I ¶.] cz .......... UUUUUU•IUUUUU•UUUU I CHNT POWER 4. "Article 690.16 Fuses Disconnecting Means. Disconnecting means shall be provided to disconnect a fuse from all sources of supply if the fuse is energized from both directions. Such a fuse in a PV source circuit shall be capable of being disconnected independently of fuses in other PV source circuits. Fuse Servicing. Disconnecting means shall be installed on PV output circuits where over current devices (fuses) must be serviced that cannot be isolated from energized circuits. The disconnecting means shall be within sight of, and accessible to, the location of the fuse or integral with fuse holder and shall comply with 690.17. Where the disconnecting means are located more than 1.8 m (6 ft) from the over current device, a directory showing the location of each disconnect shall be installed at the over current device location. Non- load-break-rated disconnecting means shall be marked "Do not open under load." The CPS 3Phs String Inverters all come equipped with touch safe fuse holders, as well as an integrated DC disconnect switch within the wiring box for compliance with Article 690.16. The load-break rated DC disconnect switch can be used to open all ungrounded conductors between the DC fuses and the inverter to meet the requirements of 690.16 (A). Opening the DC disconnect switch will stop all current flow from the PV array into the inverter, and places the DC source circuits into an open circuit state. There will still be DC voltage present on the input side of the touch safe fuse holder terminals, however the conductors and fuses are no longer under load. The touch safe fuse holders are now capable of being disconnected independently and safely to service the fuses, complying with 690.16(A) and (B). The touch safe fuse holders must not be opened under load, and can only be accessed after the DC disconnect is turned to the "OFF" position. CPS 3Phs String Inverter Wiring Box (typical) The technical information and cross references within this document are subject to continuous and further development, and therefore CPS reserves the right to any changes as may be technically or legally required. For further questions: Chint Power Systems America Co. 1281 N. Piano Road, Richardson, TX 75081 Tel: 855-584-7168 email: AmericaSales@chintpower.com Page 5 of 5 CPS—NEC-2014—Compliance-062016 Chint Power Systems America 5 screws into decking NSM Roof Anchor - Product Data Sheet 3/8t1 x 1 1/2" Threaded Carriage Bolt SS 0 .---.... 0 0-Ring for waterproof seal f II e 7 1/2" Co 14 GA OksiGalvanized Steel 0 0 Description: Low profile off roof surface (3/8") Sturdy 14GA profile affords high pullout (> 4700 lbs) and shear C> 4,400 Ibs' resistance. VMS- Up to 12 fasteners for flexibility in different anchoring scenarios ivas Anchors to wood and metal framing, plywood decking, or metal decking Fully watertight when properly installed 0 2 screws into roof framing member 3 screws into decking 4 screws into decking TYPICAL SCREW PATTERNS 6+ screws into decking c6caqô ri SINO oo Test Result Uplift > 4,700 lbs Shear > 4,400 lbs CPS SCA36KTL-DO/US-480 Dimensions Datasheet 36kW, 1 000 Vdc String Inverters for North America The 36kW medium power CPS three phase inverter has been designed for small commercial rooftop, ground mount, and carport applications. Featuring dual MPPTs, 98.5% peak efficiency, and a wide operating window, the CPS 36kW performs well across a variety of applications. This inverter includes; a separable wiring box with generous wiring space to reduce installation time, the ability to mount the inverter 15-90 degrees from horizontal allowing greater design options, and integrated AC and DC disconnects as standard features. The CPS Flex Gateway enables monitoring and controls necessary in today's PV systems. Efficiency Curve CPS SCA36KTL-DO/US-480 99.00% m 97.00% 4 95.00% -540 V 93.00% 730V -800V 91.00% o 6000 12000 18000 24000 30000 36000 Output Power(W) High Efficiency Maximum efficiency of 98.5%, CEC efficiency of 98% 3-level technology and enhanced control mechanism to achieve high efficiency over wide load range 2 MPPTs to achieve higher system efficiency Transformerless design High Reliability Standard warranty: 10 years, extension up to 20 years Advanced thermal design, with variable speed fans Ground-fault detection and interruption circuit AFCI Integrated (per UL169913) UL1741 SA Certified to CA Rule 21 FC C ca-us Broad Adaptability NEMA 4X (1P65) rated for outdoor applications Utility interactive controls: Active power derating, reactive power control Separable wiring box design for fast 5ervice Integrated DC & AC disconnect switches Wide MPPT range for flexible string sizing 1000V Max. DC input voltage for flexible configuration 15 -90 degree from horizontal installation angle AC output terminal compatible with AL/CU wire SCHINT POWER 2018/09-MKT NA chint Power Systems America 7060 (oIl center Parkway. !uite 318 Pleasanton, CA 94566 Tel:855-584-7168 Mail: AmeTicaSales@chintpower.com Web:www.chintpowersystems.com Technical Data Model Name DC Input Max. PV Power Max. DC Input Voltage Operating DC Input Voltage Range Start-up DC Input Voltage! Power Number of MPP Trackers MPPT Voltage Range Max. PV Short-Circuit Current (Isc x 1.25) Number of DC Inputs DC Disconnection Type DC Surge Protection AC Output Rated AC Output Power Max. AC Apparent Power Rated Output Voltage Output Voltage Range' Grid Connection Type Nominal AC Output Current @480Vac Rated Output Frequency Output Frequency Range' Power Factor Current THD @ Rated Load Max. Fault Current Contribution (1 Cycle RMS) AC Disconnection Type AC Surge Protection System and Performance Topology Max. Efficiency CEC Efficiency Stand-by! Night Consumption Environment Enclosure Prottion Degree Cooling Method Operating Temperature Range Non-Operating Temperature Range Operating Humidity Operating Altitude Audible Noise Display and Communication User Interface and Display Inverter Monitoring Site Level Monitoring Modbus Data Mapping Remote Diagnostics and FW upgrades Mechanical Dimensions (HxWxD) Weight Mounting! Installation Angle AC Termination DC Termination Fused String Inputs (5 per MPPT)` Safety Certifications and Standards Selectable Grid Standard and SRD Smart-Grid Features Warranty Standard Extended Terms CPS SCA36KTL-DO/US-480 54kW (27kW per MPPT) l000Vdc 240-950Vdc 320V ! 80W 2 540-800Vdc 125A (62.5A per MPPT) 10 inputs, 5 per MPPT Load rated DC switch Type II MOV, 2000 Vc,10kA 'TM (8I20pS) 36kW 36k VA - 480Vac 422- 528Vac 30/ PE N (Neutral optional) 43.5A 60Hz 57-63Hz >0.99 (0.8 adjustable) <3% 73.2A Load rated AC switch Type II MOV, 1500Vc,10kA 'TM (8/20pS) Transformerless 98.5% 98.0% <1W NEMA Type 4X Variable speed cooling fans -22°F to +140°F I - 30°C to +60°C (derating from +113°F I +45°C) No low temp minimum to +158°F / +70°C maximum 0 to 100% 13,123.4ft/ 4000m (derating from 6561 .7ft! 2000m) <50dBA @ lm and 25°C LCD+LED Modbus R5485 Up to 32 inverters per network CPS Standard with the Flex Gateway (optional) Inverter: 26 x 23.6 x 9.lin. (660 x 600 x 230mm); Wire-box 13.4 x 23.6 x 9.lin. (340 x 600 x 230mm) Inverter: 121lbsl55kg; Wire-box: 24lbsl1lkg 15 to 90 degrees from horizontal (vertical or angled)3 Screw Clamp Terminal Block (Wire range: #14 - 1I0AWG CU/AL) Screw Clamp Fuse Holder (Wire range: #14 - #6AWG CU) 15A fuses provided (Fuse values up to 30A acceptable)4 UL1741SA-2016, UL1699B, CSA-C22.2 NO.107.1-01, 1EEE1547; FCC PART15 IEEE 1547-2003, CA Rule 21 Vàltage-RideThru, Frequency-RideThru, Soft-Start, Volt-Var, Frequency-Watt, Volt-Watt 10 years 15 and 20 years ) The*Output Voltage Range' and 'Output Frequency Range' may differ according to the specific grid standard. See user manual for further requirements regarding non-operating conditions. Shade cover accessory required for installation angles of 75 degrees or less. Fuse values above 20A have additional spacing requirements. See user manual for further details. 10 ?Th ILII VS 100 Tilt System for Pitched and Flat Roofs System Overview The Renusol VS System can be tilted to a 100 angle using portrait and landscape tilt-leg sets. There are a number of different layout options covering all low-slope and flat roof applications. Portrait designs utilize the Renusol top-down clamps, including the lB Mid Clamp and Stion Frameless Clamps. Landscape designs use the bottom-up attachment method utilizing the module frame's mounting holes for 1-foot attachment. Portrait Orientation End Clamp Mid Clamp Portrait Tilt-Legs Tilt-Leg to rail Certain roofing compositions will require that a double-rail assembly be used to apply the proper compound angle toward the sun. In this scenario, a second rail is placed under the tilt-legs perpendicular to the main rails. Landscape Orientation %_ Y Description module bait 1-washer 0 fIat washer 0 push-on retainer flange nut w/patch c) Landscape Tilt-Legs Tilt-Leg to module Certain roofing compositions will require that a rotated rail be used to apply the proper compound angle toward the sun. In this scenario, the tilt-legs are placed on a rail running parallel to the long side of the module. Tilt-Leg Attachment Methods Standing Seam Attachment Low-anchor Attachment Purlin Attachment Rail Attachment Renusol America 1292 Logan Circle NW, Atlanta, GA 30318 www.renusolamerica.com Ren usd +1877-847-8919 Solar Mounting Systems info@renusolamerica.com Renusol America VSTSDS V1.1 Datasheet 50/60kW, 1 000Vdc String Inverters for North America The so & 60kw (55 & 66kVA) medium power CPS three phase string inverters are designed for ground mount, large rooftop and carport applications. The units are high performance, advanced and reliable inverters designed specifically for the North American environment and grid. High efficiency at 98.8% peak and 98.5% CEC, wide operating voltages, broad temperature ranges and a NEMA Type 4X enclosure enable this inverter platform to operate at high performance across many applications. The CPS 50/60kW products ship with either the standard wire-box or the H4 style wire-box, each fully integrated and separable with touch safe fusing, monitoring, and AC and DC disconnect switches. The CPS Flex Gateway enables monitoring, controls and remote product upgrades. Key Features 55 & 66kVA rating allows max rated Active Power @±0.91 PF Selectable Max AC Apparent Power of 50/55kVA and 60/66kVA NEC 2014/17 compliant & UL listed Arc-Fault circuit protection 0-90 Mounting orientation for lay flat roof installs Touch safe DC Fuse holders adds convenience and safety Optional Flex Gateway enables remote FW upgrades Integrated AC & DC disconnect switches 3 MPPT's with 5 inputs each for maximum flexibility Copper and Aluminum compatible AC connections NEMA Type 4X outdoor rated, tough tested enclosure UL1 741 SA Certified to CA Rule 21 Separable wire-box design for fast service Standard 10 year warranty with extensions to 20 years Generous 1.5 DC/AC Inverter Load Ratio CPS SCA50KTL-DO/US-480 CPS SCA60KTL-DO/US-480 50/60kw Standard wire-box 50/60kW H4 Wire-box FC c, Q -us ==: (HINT POWER SYSTEMS AMERICA 2018/08-MKT NA Chint Power Systems America 7060 Koll center Parkway. Suite 318 Pleasanton, CA 94566 Tel: 855-584-7168 Mail: AmericaSales@chintpower.com Web: www.chintpowersystems.com 2M Technical Data Model Name CPS SCA50KTL-DO/US480 CPS SCA60KTL-DO/US480 DC Input Max. PV Power 75kW (30kW per MPPT) 90kW (33kW per MPPT) Max. DC Input Voltage 1000Vdc Operating DC Input Voltage Range 200-950Vdc Start-up DC Input Voltage I Power 330/80W Number of MPP Trackers 3 - MPPT Voltage Range © PF>0.99' 480-850Vdc 540-850Vdc Max. PV Short-Circuit Current (Isc x 1.25) 204A (68A per MPPT) Number of DC Inputs . 15 inputs, 5 per MPPT DC Disconnection Type Load rated DC switch DC Surge Protection Type II MOV, 2800Vc, 20kA 1p (8/2OpS) AC Output Rated AC Output Power @ PF>0.99 to 1:0.912 50kW 60kW Max. AC Apparent Power (Selectable) 50/55k VA 60/66k VA Rated Output Voltage 480Vac Output Voltage Range3 - 422- 528Vac Grid Connection Type 30/ PE/N (Neutral optional) Max. AC Output Current ©480Vac 60.2/66.2A 72.2179.4A Rated Output Frequency 60Hz - Output Frequency Range3 57-63Hz Power Factor >0.99 (0.8 adjustable) - Current THD @ Rated Load <3% Max. Fault Current Contribution (1 Cycle RMS) 64.IA Max. OCPD Rating 110A 125A AC Disconnection Type Load rated AC switch AC Surge Protection Type II MOV, 11240Vc, 15kA I (8/20pS) System and Performance Topology Transformertess Max. Efficiency 98.8% CEC Efficiency 98.50/o Stand-by / Night Consumption <1W Environment Enclosure Protection Degree NEMA Type 4X Cooling Method Variable speed cooling fans Operating Temperature Range4 -22F to +140nF / - 30CC to +60C4 Non-Operating Temperature Range' No low temp minimum to +158F I +70CC maximums Operating Humidity 0 to 100% - Operating Altitude 13,123.4ft / 4000m (derating from 9842.5ft / 3000m) Audible Noise <60dBA © 1 m and 25C Display and Communication User Interface and Display LCD+LED Inverter Monitoring SunSpec, Modbus RS485 Site Level Monitoring CPS Flex Gateway (1 per 70 inverters) Modbus Data Mapping CPS Remote Diagnostics I FW Upgrade Functions Standard / (with Flex Gateway) Mechanical Dimensions (HxWxD) 39.4 x 23.6 x 10.241n. (1000 x 600 x 260mm) Weight Inverter: 123.51bs/56k9; Wire-box: 33lbsl15kg Mounting / Installation Angles 0 to 90 degrees from horizontal (vertical, angled, or lay flat)6 AC Termination7 MS Stud Type Terminal Block (Wire range: #6 - 3I0AWG CU/AL!, Lugs not supplied) DC Termination Screw Clamp Fuse Holder (Wire range: #14 - #6AWG CU), Optional H4 (Amphenol) Fused String Inputs (5 per MPPT)8 15A fuses provided (Fuse values up to 30A acceptable)8 Safety Certifications and Standards UL1741SA-2016, UL199B, CSA-C22.2 NO.107.1-01, lEEE1547a-2014: FCC PART15 Selectable Grid Standard and SRD lEEE1547a-2014, CA Rule 21 Smart-Grid Features Voltage-RideThru, Frequency-RideThru, Soft-Start, Volt-Var, Frequency-Watt, Volt-Watt Warranty Standard 10 years Extended Terms 15 and 20 years I) See user manual for further information regarding MPPT Voltage Range when operating at non-unity PF. Active Power Derating begins: at PFv±0.91 to ±0.8 when Max AC Apparent Power Is set to 55 or 66kVA. The"Output Voltage Range and'Output Frequency Ranger may differ according to the specific grid standard. Active Power Derating begins: at 40C when PF=0.9 and MPPT Z:Vmin, at 45C when PEvi and MPPT 5Vmln. and at 50'C when PEvi and MPPT Vs 700Vdc. See user manual for further requirements regarding non-operating conditions. Shade Cover accessory required for installation angles of 75 degrees or tens. AL requires hi-metallic compression tug or bi-reetettic adapter. Fuses values above 20A have additional spacing requirements or require the use of the V-comb adapter. See user manual for details. I LFGc I UP, WK. , UP2IFI LG39ON2T-A5 I LG385N2T-A5 I LG38ON2T-A5 390W 1385W 1380W The LG NeON® 2 BiFacial is designed to absorb irradiance not only from the front but also the rear of its NeON® cell by using a trans- parent back sheet The dual faces of the cell allows for higher energy generation. O ffi- Intwek CE 1J!J Feature [ ] Enhanced Performance Warranty Bifacial Energy Yield LG NeON® 2 BiFacial has an enhanced LG NEON® 2 BiFacial modules use h ghly 1 performance warranty efficient bifaaal solar cell NeON' applied Cello LG NeON® 2 BiFacial is guaranteed at least technology. Through the Cello technology, 84.8% of initial performance. LG NEON® 2 BiFacial can achieve up to 30% more energy than standard PV module. r Better Performance on a Sunny Day U I#,I. More Generation on a Cloudy Day LG NeON® 2 BiFacial now performs better on t....::) LG NeON® 2 BiFacial gives good performance - - - sunny days thanks to its improved temperature coefficient - even on a cloudy day due to its low energy reduction in weak sunlight BOS (Balance Of System) Saving 1 Near Zero LID (Ught Induced Degradation) I E1 1 LG NeON® 2 BiFacial can reduce the total num- ' The n-type cells used in LG NeON® 2 BiFacial L - ber of strings due to its high module - have almost no boron, which may cause the efficiency resulting in a more cost effective and initial efficiency to drop, leading to less LID. efficient solar power system. About LG Electronics LG Eecueecs a a global lag playec omwilitted Is epandmg tts epatasans ieth the solar rrwkeL The carepany lIit enibwhed on a solar e erg) soarte resea,th pcgram m 1985 tedbyLGGmap's vast erperancemthesemi.ccnductoc ICC chertirtry and matenalserdotnk, 2010.1.0 Solar sacrestfu0elaasedksU,tX5senecto the marlcet sslsch is nerva,alablacn 32 cmacmnsThe NeON(pceeous Means' NeONI Ne0P442 NaON2 thFadal ann the intetSala, AW'c80 fl 2013. 2015-4 2016. LG echdnmonwatest0 Solar's leacL emocauon and coninonent to the ,,dscstr. LG..SpecsheLNeon.L72..Biffacial.indd 1 2017-06-29 96110:18 38 Temperature Characteristics (NOCT I [C) I 45±3 I Pmaa (%PCJ 1 -037 Voc -0.27 icc ((Nrc] - 0.03 - Dimensions (mm / inch) • . - I I® LU INeLJIN 2BiFacial 16390N2T-A5 I 1G385N2T-A5 I LG38ON2T-A5 Electrical Prooerties (STC* - L639M -A5 !Bifaicaln 32! - LG385N2T BitntialGain** -AS iW3M2T i i. . .1 I 22!. !.. 19! 1 20% IMankmjuPwer(Pewx)TEW] 390 410 429 t 468 507 1 385 404 424 462 501 1 380 399 418 1 456 494 MPPlftltage(Vhp) I (VI 41.4 41.4 41.4 1 41.5 41.5 1 - 41.0 _T, _0 41.0 41.1 41.1 • 40.6 40.6 40.6 40.7 40.7 IMPP Current 0nWPI [A] 9.43 9.90 10.361 11.28 12.22 1 9.40 9.86 10.34 11.241 12.19 i 9.37 9.83 10.30 11.20 12.14 N 49 49 49 43 43 1 49.1 1 49.1 49 492 49 1 89.0 490 498 49.1 49.1 ronclmiritCwrent(Isc) [A] 10.15 10.66 11.17 12.18 132 10.11 10.61 11.12!_12.10 13.12. 10.07 10.57 11.08 1205 1306 tModu(eEftideuxy 1%] 8.5 r194 20.3 22.1 24.0 18.2 1 191 20.0!_218 1 233 1 18.0 1 189 1 19.8 21.6 22.4 OpagTmTmstaze I rci -49+9U 1.500(UL)I1.000(IEC) Mu Swim Fuse R.aabig [A] . . 20 tPmanBfabtyCoefficieot (%) 82(iuuyfn25eon) llwerThlrrance (%I 0-.3 fleoelaropanarndard nwinedbytis wzitswtowdabsahtzeditar :SIC lSrarftdIemComdmw).,w l.00OWnr.crlIrnneemsse 28 OC. 8M LS Biais6an11autainaalçasheothebu i4ec rrdtuthepeuerolthairant side attpostandard Iettcond-uon.ft deprndsosralasnccntrteo Pran8llyCod8ceot 28-eosarnybasrdar twitaletmot ± 7% - Mechanical Pmnertiec Certifications and Warranty [Cells 6x12 (CeilType .Morocrjstslbne/N-type lCetl0imemimss 161.7x151.7rnm161nches .ofllusbar 12(Mutli Wire Butbsr) Dtnanwimw(LxWxH) 2.064x1.024s40mm 81.26x40.31_s1.571n FtntLuad . 5400Pal113psf Rear Load 4.300 PaI90 psi weight 22.0k9148.721b (-Type MC4 (MCk PV.JM601A(JMTHY) - Juncno Box IP68 with 3 BirassDodes [Cables 1.200mm2ea/47.241nic2ea Glass - High Transmission Tempered Glass Frame Anodized Aluminium Elertriral Pmnertiec (NOCT Model I LG390N2T-A U3385N21-A5 LG38ON2T-A5 [March man Pr(I) (MP rip) [MPPCunent(npp) enckaatVn1tage(Wc) - rShanCfrodtQesme() rTrN±.aQssiwC4 Ter wwasan1 (WI (VI (Al (VI (A] 289 - 285 282 .38.3 7.54 7.51 7.49 45.9 _380 458 _37.6 45.8 OrauranttOWlr&atr±antnrnrauan2OC. 8.17 14 8.10 -'d speed I raft Characteristic Curves Certifications - UL 1703 IEC 61215.IEC 61730-1/-2 lEG 61701 (Salt mist Corrosion test) 1EC62716(Ammonia corrosion test) ' ISO 9001 IModule Fire P8rformance Type 1(U81703) tFire Resistance Class Class C(ULC/0R0C1703.IEC 61730) Product Warranty 12 Yeats (Output Warrantyaf Plnae - el I artti&2Ikmr Istoss%annt&.udus3le4is%rat?5.eas - Linear Warranty- 1000W - Li I\ Li - 800W - - - -r 000W I F Cow IW _I ... The dwtaflce between decene eimfgmen5ng hole& , LG 10 EleCrionatsIn Product sredfkwmaresub1ect tothange rothout notice. Sotarllusneess Dsision 05-75-72-W-G-P-EN- 70528 (8TwinTaners 12SYeoui.dar iYeongdeeetgpo-gis Seoul Life's Good 07336 Korea -, ©2017LGEIectrowum A0nghtsreser'e stwwlg.solatccm LG.SpecsheLNeon...2_72_8iFacial.indd 2 201706-29 28110:18 40 URN SAN DIEGO REGIONAL OFFICEUSEONLY HAZARDOUS MATERIALS RECORD ID#_______________________________ PLAN CHECK #__________________ AfOCCC % QUESTIONNAIRE I BP DATE I / Business Name Business Contact Telephone # BRIGHT POWER, INC. DBA BPI BRIAN PETERSON 707-252-9990 Project Address City State Zip Code APN# 2634 GATEWAY ROAD CARLSBAD CA 92009 213-263-1900 Mailing Address City State Zip Code Plan File# P0 BOX 10637 NAPA CA 94581 Project Contact Applicant E-mail Telephone # BRIAN PETERSON BRIANcBPI-POWER.COM 707-252-9990 The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT -HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for projects within the City of San Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. Flammable Solids 8. Unstable Reactives 12. Radioactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH - HAZARDOUS MATERIALS DIVISION (HMD questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 110, S Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: YES NO (for new construction or remodeling projects) 0 9 Is your business listed on the reverse side of this form? (check all that apply). 0 il Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? 0 X Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 Will your business use an existing or install an underground storage tank? 0 X Will your business store or handle Regulated Substances (CalARP)? 0 X Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 X Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). I the answer to any of the Diego, CA 92123. El CaIARP Exempt Date Initials CaIARP Required Date Initials CaIARP Complete Date Initials PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): Any YES answer requires a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 acdcomp(sdcountv.ca.gov (858) 586-2650). [*No stamp required if Qi Yes and 03 Yes and 04-Q6 No). The following questions are intended to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except - those with more than one building on the property; single buildings with more than four dwelling units; townhomes; condos; mixed-commercial use; deliberate bums; residences forming part of a larger project. [Excludes garages & small outbuildings.] YES NO Li9 Will the project disturb 160 square feet or more of existing building materials? 0 9 Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. 0 0 (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? 0 0 (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. 0 0 Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (www.sdapcd.orpfinfo/facts/oermits.pdf) for typical equipment requiring an APCD permit. 0 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school Briefly describe business activities: Briefly describe proposed project: INSTALLATION OF ROOFTOP SOLAR PANELS 406 SOLAR PANELS INSTALLED ON ROOF I declare under penalty of perjury that to the best of my knowledge and belief tile res BRIAN PETERSON and correct. 2 1 , 2019 Name of Owner or Authorized Aaent Sianature'f Owner or Authorized Acent Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICA BY: DATE: I I EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR occucv COUNTY-HMD APCD COUNTY-HMD APCD COUNTY-HMD APCD A stamp in this box oniv exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. HM-9171 (08/15) County of San Diego - DEH - Hazardous Materials Division bty of Carlsbad Print Date: 12/05/2019 Permit No: PREV2019-0181 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title Description: 2634 Gateway Rd BLDG-Permit Revision 2132621900 $ 0.00 Work class: Commercial Permit Revi5 Lot #: Reference #: Construction Type Status: Closed - Finaled Applied: 09/13/2019 Issued: 09/30/2019 Permit 12/05/2019 Finaled: Inspector: Final Inspection: Bathrooms: Orig. Plan Check #: CBC2019-0050 Plan Check #: BRESSI RETAIL: ELECTRICAL CHANGES//ADDING RACKING DETAILS Applicant: Owner: Contractor: BRIGHT POWER INC BRESSI RETAIL LLC BRIGHT POWER INC BRIAN PETERSON 860 Napa Valley Corporate Way, R 130 Vantis Dr, 200 Po Box 10637 Napa, CA 94558-6281 Aliso Viejo, CA 92656-2691 Napa, CA 94581-2637 707-252-9990 858-526-6655 707-252-9990 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BLDG PLAN CHECK FEE $131.25 Total Fees: $ 166.25 Total Payments To Date: $ 166.25 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services (City of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number 1- ö Plan Revision Number ? R&2oi I -01 I Project Address General Scope of Revision/Deferred Submittal: Lcr c CONTACTTNFORMATION: Name Mi'cX Address___________ Email Address iM'i( Fax - C" ip 'c0-2-- - Original plans prepared by an acPvitect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: V<ans LI Calculations LI Soils LI Energy LI Other 2. Describe revisions in detail 3. List page(s) where each revision is shown (dor W2lC, AU4 all -°' MIMI i4r - PV 1:? Does this revision, in any way, alter the exterior of the project? El Yes No Does this revision add ANY new floor area (s)? LI Yes a9f No Does this revision affect any fire related issues? E Yes No Is this a complet set? LI Yes Jf'No ' 3 L- ciiyt Signature_4% Date 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov to S. EsGil A sAFEbulircompany DATE: 2/12/2019 0' 'c!deve4 -6 L& JURISDICTION: City of Carlsbad' ft, PLAN CHECK #.: CBC2019-0050 Wflzo)j,SET: I PROJECT ADDRESS: 2634 Gateway Rd. ( APPLICANT JURIS. PROJECT NAME: REVISIONS TO Solar Photovoltaic System The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. LI EsGil staff did advise the applicant that the plan check has been completed. Person contacted / f,TelePhone#. Date contacted / (by7I') Email: Mail Telephone Fax In Person II REMARKS: By: Morteza Beheshti Enclosures: EsGil 2/7/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 'City of Carlsbad CBC2019-0050 2/12/2019 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2019-0050 PREPARED BY: David Yao DATE: 2/12/2019 BUILDING ADDRESS: 2634 Gateway Rd. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) PV - Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb IBY Ordinance Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance V Type of Review: 91 Complete Review 0 Structural Only El Repetitive Fee Repeats * Based on hourly rate o Other 21 Hourly 1 Hr. @ * EsGil Fee $105.00 I $105.00I Comments: Sheet of