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HomeMy WebLinkAbout1959 PALOMAR OAKS WAY; ; CBC2019-0566; PermitBuilding Permit Finaled (ity of Carlsbad Commercial Permit Print Date: 08/07/2020 Permit No: CBC2019-0566 Job Address: 1959 PALOMAR OAKS WAY, CARLSBAD, CA 92011-1310 Status: Closed - Finaled Permit Type: BLDG-Commercial Work Class: Cogen Parcel #: 2130922600 Track #: Applied: 12/09/2019 Valuation: $107,200.00 Lot #: Issued: 12/27/2019 Occupancy Group: Project U: Finaled Close Out: #of Dwelling Units: Plan U: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check U: Inspector: CRenf Plan Check U: Final Inspection: 08/07/2020 Project Title: Description: LABRYNTH INC: 100.5 KW ROOF MOUNT PV SYTEM, 268 MODS Property Owner: CoApplicant: CCSD LIC BITTEREND VENTURES INC 1959 PALOMAR OAKS WAY 4747 EXECUTIVE DR, U STE 210 CARLSBAD, CA 92011 SAN DIEGO, CA 92121-3091 (858) 922-5155 FEE AMOUNT BUILDING INSPECTION FEE $468.00 BUILDING PERMIT FEE ($2000+) $654.40 BUILDING PLAN CHECK FEE (BLDG) $458.08 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $5.00 STRONG MOTION-COMMERCIAL $30.02 Total Fees: $1,704.50 Total Payments To Date: $1,704.50 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them,-you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov (City of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan CheckL c'OJ -t -O.c Est. Value 1 .00) PC Deposit Date /z12oeI Job Address 101'5i CVLk$ WCYC4l3kztC1 Suite: APN: Q r- o -2-C, -CO Tenant Name: Lii... by rM-4-h TA) L, CT/Project#: , 16 Lot #: Occupancy: Construction Type: :_f Fire Sprinklers: A/ no Air Conditioning: (J,/ no BRIEF DESCRIPTION OF WORK: • O Addition/New: Deck SF, 0 Tenant Improvement: Pool/Spa: SF and Use, ___New SF and Use, Patio Cover SF (not including flatwork) SF, Existing Use Proposed Use SF, Existing Use Proposed Vse________________ SF Additional Gas or Electrical Features? 0 Solar: bDO KW, &modules, - Mounted, Tilt: s))No, RMA: Yes / No, Panel Upgrade: Yes 0 Plumbing/Mechanical/Electrical Only: 0 Other: APPLICANT (PRIMARY) PROPERTY OWNER Name: IZ',ThA lritC-"Ifr Name: 5 Address: 211'-li_/xgcwi-juv _1) (' Address: /??aiemca,t_1cJQo &L. City: SOO State: C.AZip: 4724 2A City: ____________State:(J4zip: 9f/i/ Phone: (1 D)_21 C,_/ O ' 2- Phone: Email: __vSie&@ 'UD1&C.00& Email:____________________________ B4ernd V&v DESIGN PROFESSIONAL CONTRACTOR BUSINESS Nam Z&& Er/-ffr Name: _1. A-C.v-wL Address: _4-741 ec4i-t,.pe SU4- 2(0 ________ zip LV1 City: &1n Ay ek State: (A Zip: 92.12- %. _ ______________________ Phone (?7) S72 Phone: ___ Email: tf Q Email: 1FtcId & BUiMt*f Cv Architectatticense:.__41/4 State License:1033 1 -L B L u.s QYI) o-.O — (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 {$5001). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Build ingcarlsbadca.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. .lIiae and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for thgrformaIce of the work'for which this ppiit is issued. y number are: Insurance Cy Name: ___________ My workers' corn _____________ n urance ca _____________ Nins Policy No. V Y Expiration Date: 71-M-549 ',z1,O (0_ 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 $100,0e4qadition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, / interest and attorney's fees. CONTRACTOR SIGNATURE: 1V _L'DAGENT DATE: /2/777/0 (OPTION 13 ): 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: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes 0 No 2 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): S. 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: CONSTRUCTIONLENDING 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 THEFOLLOWING SECTIONFOR NON-RESIDENTIAL BUILDINGPERMITS 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? 0 Yes 0 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 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes 0 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 AGAINSTALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINSTSAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over S'0` 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 suç,permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of aO or Bjiilding Code). APPLICANT SIG DATE: 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BUilding@carlsbadca.gov B-2 Page 2 of 2 Rev. 06/18 Building Permit Inspection History Finaled èity of Carlsbad Permit Type: BLDG-Commercial Application Date: 12109/2019 Owner: CCSD LLC Work Class: Cogen Issue Date: 12/27/2019 Subdivision: CARLSBAD TCT#80-38 Status: Closed - Finaled Expiration Date: 02/01/2021 Address: 1959 PALOMAR OAKS WAY IVR Number: 23572 CARLSBAD, CA 92011-1310 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 03109/2020 03/0912020 BLDG-SW-Pre-Con 121695-2020 Passed Chris Renfro Complete Checklist Item COMMENTS' Passed BLDG-Building Deficiency Yes 05/26/2020 05/2612020 BLDG-35 Solar Panel 128470-2020 Partial Pass Chris Renfro Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Rough electrical inspection only of AC Yes disconnect conductor sizes and grounds match per plan and equipment OK. BLDG-Final Inspection 128471-2020 Failed Chris Renfro Reinspection Incomplete Checklist Item COMMENTS Passed BLDQ-Building Deficiency Not ready. Rough electrical inspection only No of AC Disconnect conductors sizes and grounds match per plan BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final Yes 08/04/2020 08/04/2020 BLDG-33 Service 134428-2020 Passed Tony Alvarado Complete Change/Upgrade Checklist Item COMMENTS Passed BLDG-Building Deficiency August 3, 2020: Yes Disconnect/reconnect for upgrading existing electrical service main panel for new PV solar system. Scope of work-new roof mount of PV solar commercial system. Rough electrical scope of work to accommodate new PV solar system-updated/revised for two new PV solar disconnects, existing switchgear rewired, and released new electrical KM meter to SDGE. BLDG-35 Solar Panel 134427-2020 Passed Tony Alvarado Complete Friday, August 7, 2020 Page 1 of 3 Permit Type: BLDG-Commercial Application Date: 12/09/2019 Owner: CCSD LLC Work Class: Cogen Issue Date: 12/27/2019 Subdivision: CARLSBAD TCT#80-38 Status: Closed - Finaled Expiration Date: 02/01/2021 Address: 1959 PALOMAR OAKS WAY IVR Number: 23572 CARLSBAD, CA 92011-1310 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency August 3, 2020: Yes Disconnect/reconnect for upgrading existing electrical service main panel for new PV solar system. Scope of work-new roof mount of PV solar commercial system. Rough electrical scope of work to accommodate new PV solar system-updated/revised for two new PV solar disconnects, existing switchgear rewired, and released new electrical KM meter to SDGE. BLDG-Building Deficiency Rough electrical inspection only of AC Yes disconnect conductor sizes and grounds match per plan and equipment OK. BLDG-Final Inspection 134426.2020 - Failed Tony Alvarado Reinspection Incomplete Checklist Item COMMENTS . . Passed BLDG-Building Deficiency Not ready. Rough electrical inspection only No .of AC Disconnect conductors sizes and grounds match per plan BLDG-Structural Final August 3, 2020: No - Final roof mount a PV solar system not ready for final inspection. BLDG-Electrical Final August 3, 2020: No Final roof mount a PV solar system not ready for final inspection. s08107/2020 08/0712020 BLDG-Final Inspection 135072-2020 Passed Tony Alvarado Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready. Rough electrical inspection only No of AC Disconnect conductors sizes and grounds match per plan BLDG-Structural Final August 8, 2020: Yes 1 Roof mounted PV solar system for commercial building with load side tap-approved per engineers plans and details. BLDG-Structural Final. August 3, 2020: • No Final roof mount a PV solar system not ready for final inspection. BLDG-Electrical Final August 3, 2020: No Final roof mount a PV solar system not ready for final inspection. BLDG-Electrical Final August 8, 2020: • Yes 1. Roof mounted PV solar system for commercial building with load side tap-approved per engineers plans and details. Friday, August 7, 2020 Page 2 of 3 Permit Type: BLDG-Commercial Application Date: 12/09/2019 Owner: CCSD LLC Work Class: Cógeri Issue Date: 12/27/2019 Subdivision: CARLSBAD TCT#80-38 Status: Closed - Finaled Expiration Date: 02/01/2021 Address: 1959 PALOMAR OAKS WAY IVR CARLSBAD, CA 92011-1310 Number: 23572 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date - Start Date Status 0811012020 08105/2020 BLDG-Final Inspection 134894-2020 Cancelled Tony Alvarado Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready. Rough electrical inspection only No of AC Disconnect conductors sizes and grounds match per plan BLDG-Structural Final August 3, 2020: No Final roof mount a PV solar system not ready for final inspection. BLDG-Electrical Final August 3, 2020: No Final roof mount a PVolar system not ready for final inspection. 13 Friday, August 7, 2020 Page 3 of 3 EsGilV/0 A SAFEbuilttompany DATE: 12-17-19 JURlSDlCTlON:cçarlbidID PLAN CHECK #.: CBC2019-0566 SET: I PROJECT ADDRESS: 1959 Palomar Oaks Way PROJECT NAME: Labyrinth INC. PV System, 100.5kW APPLICANT JURIS. 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. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI 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. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: lelephone #: Date contacted:121t1)tO (bJV Email: Mail Telephone Fax In Person LI REMARKS: By: Scott Humphrey EsGil 12-12-19 Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 (DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2019-0566 PREPARED BY: Scott Humphrey DATE: 12-17-19 BUILDING ADDRESS: 1959 Palomar Oaks Way BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code I *N/A I 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee IV,I Type of Review: E Repetitive Fee I Repeats Based on hourly rate El Complete Review El Other 121 Hourly EsGil Fee Structural Only 1.5 Hrs.@* $90.00 I $135.00I r- •---'-du Comments In addition to the abovefee, an additional fepf$_Q( hour" © $'./hr.) for the CalGreen. rev Sheet of Ax JASC Structural Consulting Inc. 1419 Delaware St, Suite #2, Huntington Beach, CA 92648 : Phone 1.617.416.2023 parsanious@jastiuctural.com Structural Report for a Proposed Solar System For the project located at: 1959 PALOMAR OAKS WAYCARLSBAD, CA 92011 Presented to: 44 P BVISOIAR 4747 Executive Drive, Suite 2100 San Diego, CA 92121 By: a* JA Structural Consulting, LLC. 1419 Delaware St, Suite #2, Huntington Beach, CA 92648 parsanious@jastructural.com (617)416-2023 December 09, 2019 c8c AVAft 6-' 0544 Ax JASC Structural Consulting Inc. 1419 Delaware St, Suite #2, Huntington Beach, CA 92648 Phone 1.617.416.2023 parsnious @jastrcturaLcp:.) TABLE OF CONTENTS 1.0 EXECUTIVE SUMMARY 2.0 SUBJECT AND REFERENCES 3.0 STRUCTURE 4.0 PROPOSED PANELS AND PRELIMINARY DESIGN 5.0 CODES AND LOADING 6.0 DESIGN CRITERIA 7.0 STANDARD CONDITIONS FOR ENGINEERING SERVICES ON EXISTING STRUCTURES 8.0 ANALYSIS AND ASSUMPTIONS 9.0 EXISTING BUILDING CODE ALLOWANCE 10.0 CONCLUSION APPENDICES CALCULATIONS EXISTING BUILDING DRAWINGS RACKING PLANS AND CALCULATIONS Labyrinth Page 2 of 21 JASC Structural Consulting Inc. AXAo 1419 Delaware St, Suite #2, Huntington Beach, CA 92648 Phone 1.617.416.2023 parsanious@jastrcutural.com 1. EXECUTIVE SUMMARY A (PV) Solar Array is proposed to be installed with modules mounted to a ballasted (and/or mechanically attached) racking system and supported on the rooftop of the subject building. JASC has performed a structural analysis and determined the following: Existing buildings is feasible for PV solar system. Existing roofs reserved capacity is 4.0 PSF Max PV-Solar system above the roof shall be placed on rails which connected directly to the roof Joists and or deck. PV solar system Max. weight for building = 30210 SUBJECT AND REFERENCES The purpose of this analysis is to evaluate the structural capacity of the existing structural members of the building located at 1959 PALOMAR OAKS WAYCARLSBAD, CA 92011, for the proposed PV installation. The structural analysis of the building is based on the existing construction drawings provided to JASC. In addition, the building were inspected by BVI and they sent the gathered information to JASC. JASC assumes this information is an accurate representation of the current as-built conditions and assuming there is no alteration and/or addition had done for the existing building from what shown on the provided existing drawings. We are not aware of any further structural modifications that would alter the roof framing from that shown on the drawings provided. STRUCTURE The existing structure is the Labyrinth building located at 1959 PALOMAR OAKS WAYCARLSBAD, CA 92011. The referenced building is a three-story structure which was built in 1988. The approximate total roof area of building 17,000 sq. ft.. The building roof consist of W sheathing supported by prefabricated plywood web joists spaced at 24" o.c. These wood joists are supported by typical wide flange steel girders (W24x76 & W2494). PROPOSED PV-PANELS AND PRELIMINARY DESIGN PV solar panels shall be installed on the roof as arrays on a mechanically attached racking system. A typical mechanically attached racking system will be mechanically attached to the roof joist and or deck, then the uplift and shear forces at each mechanical attachment shouldn't exceed the capacity noted on this report under the conclusion section. The following design criteria are used for the analysis: It is assumed that the panels will be approximately 12 inches high or less on the roof at the high point and is assumed that the average design weight includes the weight of the panels, racking system and the ballast and all required assemblies. S. CODES The existing structure was analyzed in accordance with the following codes and standards: 2016 California Building Code 2016 California Existing Building Code 2010 Minimum Design Loads for Buildings and Other Structures ASCE/SEI 7 Labyrinth Page 3 of 21 Ajp JASC Structural Consulting Inc. 1419 Delaware St, Suite #2, Huntington Beach, CA 92648 Ao Phone 1.617.416.2023 parsanious@jastrcutural.com National Design Specification (NDS) for Wood Construction 2015 Edition 2010 AISC Manual of Steel Construction. 6. DESIGN CRITERIA Building Occupancy Category: II Roof Snow Load: oGround Snow Load, P=0 psf Flat Roof Snow Load, P= 0 psf Snow Exposure, Ce = 1.0 Roof Slope Factor, C5 = 1.0 Snow Load Importance Factor, Is = 1.0 Thermal Factor, Ct = 1.0 Wind Load: Basic Wind Speed, Vuitimate = 110 mph Wind Importance Factor, Iw = 1.0 Exposure Category = C Earthquake Design Data: Seismic Importance Factor, Ic = 1.0 Mapped Spectral Acceleration for Short Period, SOS = .77 g Mapped Spectral Acceleration for 1 Second Period, Soi = .441 g Site Class = C Seismic Design Category = D 7. STANDARD CONDITIONS FOR ENGINEERING SERVICES ON EXISTING STRUCTURES The analysis is based on the information gathered from the field and provided to JASC team and is assumed to be current and correct. Unless noted otherwise, the structure and the foundation system are assumed to be in good condition, free of defects and can achieve theoretical strength. It is assumed that the structure has been maintained and shall be maintained during its service. The superstructure and the foundation system are assumed to be designed with proper engineering practice and fabricated, constructed and erected in accordance with the design documents. JASC will accept no liability which may arise due to any existing deficiency in design, material, fabrication, erection, construction, etc. or lack of maintenance. The analysis results are only applicable for the proposed additions and alterations specified in this report. Any deviation of the proposed equipment and placement, etc., will require JASC to generate an additional structural analysis. The analysis does not include the design of the racking system or the ballast it requires. The analysis is performed to verify the capacity of the main structural system. Connections are assumed to have the capacity of the main structural members. Labyrinth Page 4 of 21 I- Ax JASC Structural Consulting Inc. 1419 Delaware St, Suite #2, Huntington Beach, CA 92648 Phone 1.617.416.2023 parsanious@jastrcutural.com 8. ANALYSIS AND ASSUMPTIONS The structural analysis and qualification of the subject structure is based on the following criteria: The building should have been designed for a minimum live load = 20 psf as required by code. Construction drawings by Buss Silvers Hughes & Associates dated 3/22/1988 were available for review but the dead loads were not available. Based on our professional experience working on similar buildings as well as a review of the information gathered by BVI team, the dead loads were conservatively presumed. The presumed design loads are as follows: Roofing, Insulation & Deck 4 psf Joists and Girders 6 psf MEP, Sprinklers, & Merchandise 6 psf Total Dead Load 16 psf Live Load 20 psf Snow Load 0 psf Total Load 36 psf It is JASC's understanding that the clear space between the proposed PV modules and the rooftop will not exceed 24 inches. In accordance with Section 1607.12.1 of the current state code, roof live load does NOT need to be considered in areas where the proposed PV system will be installed. The proposed PV system is to weigh a maximum of 4 psf. Therefore, the proposed loading, including the weight of the PV system, is as follows: Roofing, Insulation & Deck 4 psf Joists and Girders 6 psf MEP, Sprinklers, & Merchandise 6 psf PV System 4 psf Total Dead Load 20 psf Live Load 0 psf Snow Load opsf Proposed Total Load 20 psf The proposed total load of 20 is less than the original design load of 36 psf. 9. EXISTING BUILDING CODE ALLOWANCE Pursuant to 2016 California Existing Building Code Sections 403.3, any existing gravity load- carrying structural element for which additions and/or alterations cause an increase in design gravity load of no more than 5 percent, shall be permitted to remain unaltered, thus considered to be Code compliant and adequate. Any existing gravity load- carrying structural element for Labyrinth Page 5 of 21 Ajp JASC Structural Consulting Inc. 1419 Delaware St, Suite #2, Huntington Beach, CA 92648 Ao Phone 1.617.416.2023 parsanious@jastrcutural.com which additions and/or alterations cause an increase in design gravity loads exceeding 5 percent is checked against the applicable Code criteria for new structures. Pursuant to 2016 California Existing Building Code Sections 403.4, any existing lateral load- carrying structural element whose demand-capacity ratio with the addition and/or alteration considered is no more than 10 percent greater than its demand-capacity ratio with the addition and/or alteration ignored shall be permitted to remain unaltered, thus considered to be Code- compliant and adequate. If the demand- capacity ratio increase is more than 10 percent, the subject structural element is checked against the applicable Code criteria for new structures. Where PV Panels are installed on building roof, 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." Therefore, JASC has applied the roof live/snow load in all areas that are still accessible and subject to foot traffic, maintenance workers, storage, etc., but not directly under the modules. 10. CONCLUSION Based on our experience and engineering analysis of the information available at the time of this writing, it is the opinion of this organization that the added stresses due to the weight of the proposed PV modules are considered acceptable and will not exceed the capacity of the existing roof structure. Labyrinth may install the proposed PV modules under the conditions outlined in the body of this report. Do NOT stage pallets on roof unless staging plan drawing is provided by JASC. This report does not represent an approval of the proposed PV system design. It is the racking designer's responsibility to ensure any proposed racking system is within the limits stated in this report, the calculations contained in this report and their system is designed in accordance with the requirements in the governing building code. The racking design engineer shall verify that the loading from the proposed racking solution does not exceed the limits noted within this report. JASC can review the existing framing adequacy for anchorage reaction loads upon request and if the racking design are supplied to JASC by the racking designer. Sincerely, JASC Structural Consulting Inc. Expires: March 31, 2020 Polo Arsanious, P.E. Labyrinth Page 6 of 21 Am Ax JASC Structural Consulting Inc. 1419 Delaware St, Suite #2, Huntington Beach, CA 92648 Ao Phone 1.617.416.2023 parsanious@jastrcutural.com APPENDIX A CALCULATIONS Labyrinth Page 7 of 21 Ax JASC Structural Consulting Inc. 1419 Delaware St, Suite #2, Huntington Beach, CA 92648 Ao Phone 1.617.416.2023 parsanious@jastrcutural.com EXISTING ROOF NEW LOADS: - Total dead load, DL = 16 psf (see page 5) - PV average Wight, PV = 3.0 psf (Will Considered as Dead Load) per BVl sheet S-301 - Total existing roof new load, TL = 19 psf CHECK EXISTING ROOF FOR NEW LOADS: - Roof new load; WNew = 19 psf Roof Original Load; WOrig. = 36 psf (see page 5) - Load utilization ratio; U = (19/36) x 100 = 52.7 % < 105% - O.K. Please note that analysis won't be required since the new load is less than 105%. CHECK PREFABRICATED PLYWOOD WEB JOISTS FOR MAX. CAPACITY: Joist Span Spacing Max. Allowable Uniform Load TL/LL TMI 24' 24" 72/40 plf - Loads: DL=l6psf - Analysis: Joist total load capacity; TL = 72/2 = 36 psf Joist live load capacity; LL = 40/2 = 20 psf :.Maximum reserved load capacity = (1.05 x 36 psf) - 16 psf = 21.8 psf> 3 psf PV load -O.K. CHECK WIDE FLANGE STEEL GIRDERS (W24X76 & W24X94) FOR MAX. CAPACITY: Girder P.P. Load Trib. Length Joist Spacing Trib. Area (W24X76 & W24X94) 1 1.728 kips 24' 24" 48 ft2 - Loads: DL= 16 psf - Analysis: Girder total load capacity; TL = 1.728 / 48 = 36 psf :.Maximum reserved load capacity = (1.05 x 36 psf) - 16 psf = 21.8 psf> 3 psf PV load -O.K. Labyrinth Page 8 of 21 4.5 ft. 14.5f. VV Ax JASC Structural Consulting Inc. 1419 Delaware St, Suite #2, Huntington Beach, CA 92648 Phone 1.617.416.2023 parsanious@jastrcutural.com S. CHECK PREFABRICATED PLYWOOD WEB JOISTS PV POINT LOADS: Wood joists are prefabricated plywood web joists @ 24" o.c. X 24' span Loading: DL = [(Roofing & Insulation = 2 psf) + (Sheathing & own weight = 4 psf)] x 24"/12" = 12 plf PV =3 psf with tributary area 4' X 3.2" = 12.8 sq. ft. Therefore PV point load = 3 psf X 12.8 sq. ft. = 38.4 lbs @ 4 ft o.c. per BVI sheet S-301 Maximum allowable moment; MR = (36 psf x242 ft/8) = 2592 lbs-ft ANALYSIS Tedds calculation version 1.0.27 Loading Dead - Loading (kips/ft,kips) U, u•:Lt.u, C C: C: C .- Results Forces All load cases - Moment envelope (kip_tt) All load cases - Shear envelope (kips) Labyrinth Page 9 of 21 AX JASC Structural Consulting Inc. 1419 Delaware St, Suite #2, Huntington Beach, CA 92648 Ao Phone 1.617.416.2023 parsanious@jastrcutural.com Element results Envelope- All load cases Element Position (ft) Shear force (kips) Moment (kip_It) 1 0 0.24 0 (mm) 12 0 36 24 -0.24 (max abs) 0 (mm) MN. 1536lbSft Stresess utilization ratio; U = (MNew/MR) X 100 = 60 % < 105 % 4 0. K. Labyrinth Page 10 of 21 A3& JASC Structural Consulting Inc. 1419 Delaware St, Suite #2, Huntington Beach, CA 92648 Phone 1.617.416.2023 parsanious@jastrcutural.com 6. CHECK EXIST. 3PLYX W PLYWOOD DECKING FOR PV POINT LOADS: Loads: DL = (Own weight =2.0) + (Roofing & Insulation = 2 psf) = 4.0 plf/ft PV =3 psf with tributary area 4' X 3.2" = 12.8 sq. ft. Therefore PV point load = 3 psf X 12.8 sq. ft. = 38.4 lbs @ 4 ft o.c. per BVI sheet S-301 SHEATHING SPAN RATING NO'flN4L PANEL THICKNESS (iiith) MAXIUUM SPAN ALLOWABLE LIVE LOAD' i) With edge anpport3 Withant edge PP Spacing ofaupportacenter-to-center(iea) - U — - 16 — - 19.2 — - 041 — - 32 — - 40 — - 48 — - SI — - 60 — 2010 5116,11/32 20 20 120 50 30 24/0 3/8 24 20 190 100 60 30 24116 7/16 24 24 190 100 65 40 32/16 15/32,112 32 28 180 120 70 30 40/20 19/32,5/S 40 32 205 130 60 30 tj 4 Ism 9 36" 93 43 35 54/32 7/8,1 54 40 130 75 50 35 60/32 7/8,1 60 40 165 100 70 50 35 60/48 7/8,1,1-118 60 48 - - - - 165 — 100 — 70 -- 50 -- 35 — Therefore, maximum allowable moment; MR = (175 psf x22 ft/8) x 2' strip = 175 lbs-ft/2ft ANALYSIS Tedds calculation version 1.0.27 Results Forces All load cases - Moment envelope (kip_ft) Labyrinth Page 11 of 21 Ax JASC Structural Consulting Inc. 1419 Delaware St, Suite #2, Huntington Beach, CA 92648 Ao Phone 1.617.416.2023 parsanious@jastrcutural.com All load cases - Shear envelope (kips) Element results Envelope - All load cases Element Position (ft) Shear force (kips) Moment (kip_ft) 1 0 0.026 0 1 0.018 -0.03 OWM 2 -0.038 (max abs) -0.013 (mm) 2 0 0.014 (max abs) -0.013 (mm) 1.79 0 1 0 (max) 2 -0.002 1 0 (max) MNew = 22 lbs-ft/2ft Stresess utilization ratio; U = (MNew/MR) X 100 = 13 % < 105 % 4 0. K. Labyrinth Page 12 of 21 vw Ajp JASC Structural Consulting Inc. 1419 Delaware St, Suite #2, Huntington Beach, CA 92648 Phone 1.617.416.2023 parsanious@jastrcutural.com 7. CHECK BUILDINGS FOR WIND UPLIFT: WIND LOADING In accordance with ASCE7-10 Using the components and cladding design method Tedds calculation version 2.1.02 I 192 f Par Building data Type of roof; Length of building; Width of building; Height to eaves; Mean height; General wind load requirements Basic wind speed; Risk category; Velocity pressure exponent coef (Table 26.6-1); Exposure category (cl 26.7.3); Enclosure classification (cl.26.10); Internal pressure coef +ve (Table 26.11-1); Internal pressure coef —ye (Table 26.11-1); Gust effect factor; Topography Type of feature; Dist upwind of crest at half height of hiU/esc.; Height of topographic feature; Distance from the crest to the building site; Height above ground surface at building site; Shape and max speed-up factor; Horizontal attenuation factor; Height attenuation factor; Speed-up reduction factor with distance of crest; Vertical speed up reduction factor (Figure 26.8-1); Topographic factor; E -t Elevatior Flat b= 192.00 ft d = 87.00 It H = 35.00 ft h = 35.00 ft V= 110.0 mph Kd = 0.85 C Enclosed buildings GCpi..p = 0.18 GCPLn = -0.18 Gf = 0.85 Escarpment Lh =412 ft Htopo = 165 ft xtopo = 1132 ft Ztopo = 0 ft Ki = 0.85 x (min(Hto,, / Lh, 0.5)) = 0.34 = 1.50 = 2.50 K2 = max(1 - abs(xto) / (t x Lh), 0) = 0.00 K3 = exp(-'y x h I Lh) = 0.81 Kz,=(1+KixK2xK3)2 =1.00 Labyrinth Page 13 of 21 -v- JI. JASC Structural Consulting Inc. 1419 Delaware St, Suite #2, Huntington Beach, CA 92648 Phone 1.617.416.2023 parsanious@jastrcutural.com S :etch showing topography Velocity pressure Velocity pressure coefficient (T.30.3-1); Velocity pressure; Peak velocity pressure for internal pressure Peak velocity pressure - internal (as roof press.); Equations used in tables Net pressure; K2 = 1.01 qh = 0.00256 x Kz x K21 x Kd x V2 x 1 psflmph2 = 26.6 psf qi = 26.59 psf p = qh x [GC - GCp]; —69.6 ft levation of gable wale 06 06 - i 174.6 ft Elevation of of side waif Co Components and cladding pressures - Roof (Figure 30.4-2A) Component Zone Length M Width (ft) Eff. area (ft 2) +GC -GC Pres (+ve) (psf) Pres (-ye) (pst) PV 1 - - 20.9 0.27 -0.97 11.9 #-30.5 Labyrinth Page 14 of 21 Ax JASC Structural Consulting Inc. 1419 Delaware St, Suite #2, Huntington Beach, CA 92648 Phone 1.617.416.2023 parsanious@jastrcutural.com 174.6f 174.6f— Plan on rocr So Max wind uplift pressure = -30.5 psf Mechanical attachment average effective area = 6.4'/2 x 4.00' = 12.8 sq. ft. Mechanical attachment uplift force; U = 12.8 x 30.5 x.6 (ASD) = 234.24 lbs (ASD) A. CHECK EXIST. 3PLYX %" PLYWOOD DECKING FOR PV UPLIFT LOADS: Loads: DL = (Own weight =2.0) + (Roofing & Insulation = 2 psf) = 4.0 plf/ft PV Wind Uplift = 234.24 lbs (ASD) SHEATHING SPAN RATING PANEL TRIMNESS (nch) 11AXIMUM SPAN ALLOIUBLE LIVE LOAD' (pf) With edge support' Without edge 5h1PP0t sp2dng of support; eeuter4o.eeuter (uthes) - 12 — - 16 — - 19.2 — - I31 — - 32 — - 40 — - 48 — - 54 — - 60 — 2010 5116, 11132 20 20 120 50 30 2410 318 24 20 190 100 60 30 24116 7116 24 24 190 100 65 40 32(16 15(32, 112 32 28 180 120 70 30 40/20 19132,518 40 32 205 130 60 30 Li 23(32,3(4 4-9 —367 45 35 54132 7/8,1 54 40 130 15 50 35 60/32 7/8,1 60 40 165 100 70 50 60(48 WS, 1, 1-1)8 60 48 165 100 70 50Ld Labyrinth Page 15 of 21 Ax JASC Structural Consulting Inc. M##1419 Delaware St, Suite #2, Huntington Beach, CA 92648 Phone 1.617.416.2023 parsanious@jastrcutur,fl.com Therefore, maximum allowable moment; MR = (175 psf 22ft/8) x 2' strip = 175 lbs-ft/2ft ANALYSIS Tedds calculation version 1.0.27 Results Forces All load cases - Moment envelope (kip_ft) All load cases - Shear envelope (kips) 0.2 Element results Envelope - All load cases Element Position (ft) Shear force - (kips) Moment (kip_ft) 1 1 0 171 (max abs) -0.122 2 0.163 0.049 (max) 2 0 -0.017 0.049 (max) 2 -0.033 (max abs) 0 (mm) MNew = 118 1bs-ft/2ft Stresess utilization ratio; U = (MNew/MR) x 100 = 68 % < 105 % Labyrinth Page 16 of 21 Ax JASC Structural Consulting Inc. 1419 Delaware St, Suite #2, Huntington Beach, CA 92648 Phone 1.617.416.2023 parsanious@jastrcutural.com B. CHECK PREFABRICATED PLYWOOD WEB JOISTS PV UPLIFT LOADS: Wood joists are prefabricated plywood web joists @ 24" o.c. X 24' span Loading: DL = [(Roofing & Insulation = 2 psf) + (Sheathing & own weight = 4 psf)] x 24"/12" = 12 plf PV Uplift; U = 234.24 lbs @ 4'-0" o.c. Maximum allowable moment; MR = (36 psf x242 ft/8) = 2592 lbs-ft ANALYSIS Tedds calculation version 1.0.27 Loading Dead - Loading (kipslft,kips) C: C: frwx 42 ft 14.55 r C: C C: Results Forces All load cases - Moment envelope (kip_tt) -2.4 All load cases - Shear envelope (kips) 0.4 Labyrinth Page 17 of 21 VIV Ax JASC Structural Consulting Inc. 1419 Delaware St, Suite #2, Huntington Beach, CA 92648 Ao Phone 1.617.416.2023 parsanious@jastrcutural.com Element results Envelope- All load cases Element Position (if) Shear force (kips) Moment (kip_ft) 1 0 -0.324 0 (max) 4.5 -0.144 -0.378 (max abs) -1.579 14.5 0.204 -0.03 R7449 19.5 0.378 0.144 -1.579 MNew = 2449 lbs-ft Stresess utilization ratio; U = (MNew/MR) X 100 = 95 % < 105 % Labyrinth Page 18 of 21 Ax JASC Structural Consulting Inc. 1419 Delaware St, Suite #2, Huntington Beach, CA 92648 Ao Phone 1.617.416.2023 pusanious@jastrcutural.com 8. CHECK STANDOFF UPLIFT AND FASTENER CAPACITY: Stand Uplift Check Maximum Design Uplift = 234 lbs Min Standoff Uplift Capacity = 2421 ibs as per attached table Utilization ratio; U = (234/2421) x 100 = 10% < 100% 4 0. k. Fastener Capacity Check Fastener = #15 0MG XHD Screw (.265" diameter) Number of Fasteners = 8 Embedment Depth =.5 inch Pullout Capacity per Inch =245 lbs As per NDS Eq.12.2-2 Fastener Capacity = 245 x.5 x 1.6 (load duration for wind) x 8 = 1570 lbs Utilization ratio; U = (234/1570) x 100 = 15% < 100% Table 1 ImnRie WAS ftNt4sne Is ilosable Capacities " - curen elombral Resistance Deolationof Test NominalIstaton ANcwableCopacity Load Direction Q,mnthP'Results par load Teats perAnallsis 454)6' Critical Failure Wcde311 Sat yractorm -lWt Load'— - 5 4723 Top angler lure at the irtterfacewhue iris 1.55 Ppmdciar u roRoc( -)totfic - boltedrothe bottom angle. Compression Load tuendc09arroRsof 5 Bottom angle rupture Wang the edge of bolt ISIS- 1739 Salute holoalitobase. Lateral toad Parallel Yielding occulT to the base of the bottom to Rod surface 5 1014 5% - angle. 1.55 625 Doarrelope Lateral load Parallel to Rod surface - - - 341 oonomanglençture ilangthe edge of bolt 1.0 195 Across Nope holnathsbase. Table 2 ImanRidgn p44 North Tilt lilt Ass WeAllowable Capacities ' Specimen 055101100 Nominal of Test Nominal Load Direction 4ain5dy12 Resistance per Results 101 Resista,,ce Per Critical Failure blONoes safety P1 (lb Loa Tests (lle) Analysis 418,) 91 ..Jp8ft Load -- u foot rupture at the bottomatnrrgits PerpenNotdarto_J 5 7150 3% centerline. 2.95 M-12 Rod surface - Compression Load Bearing failure of the bolt holes an U-Foot Perpendicular to - - - 9120 vertical lega. 2.0 4860 Root Surface Lateral load Parallel U foot rupture at the bottom along its to Roof Surface 0 5007 6% - centerline. LOS 1543 Downalope Note to Table 2: The entirety of cross-slope lateral load is taken by South lilt Kit due to its high lateral stiffness compared to the North Tilt Kit. Please refer to Tablet for South Kit cross-slope capacity. Table a trnnflid a IRA L.Foto AaseroflAllawuble Caiecitino" Specimen Deatatiar, Nominal Resistance of Test Nominal aeviarance i;asbI4 Load Direction QaastiyW par londTeats Resalto 113 perAntlysia fibs] Critical Foliate dc'6' safety Factortm lurdlY (Us) - 418,115) (5) J Uplift Lead 1 - S 5340 1296 Headni the 3/V bolt. whidt constot L 2.0 -- Poopendicofarto i000fsrifac, - - foottoloAbase,rupture. Compression Load Perpendicular to - - - am Vertical legal Lfoot nfpture althe bottom of theverticalolot 2.05 4311 Roof surface Lateral Load Parallel t0 Rod surface - - - 652 Yielding occur to the rout of the Lloan. 1.55 595 Downalope Latetol Load Parallel to Roof Surface 5 5579 1095 - L-Feotrrotiee at boftsmel vertical slut on LOS 810 Adioss slope loaded ballot vertical leg. Labyrinth Page 19 of 21 Ax JASC Structural Consulting Inc. 1419 Delaware St, Suite #2, Huntington Beach, CA 92648 Phone 1.617.416.2023 parsanious@jastrcutural.com 9. CHECK THE ALLOWED TOTAL SYSTEM WEIGHT: Apx = 17,000 ft' DL=l6psf Wall Height =35ft Wall Weight = 10 psf (Glass Wall) Wpx = (17,000 x 16 psf) + (35'/2 x 10 psf x 2 x 86) = 302,100 lbs PV System weight = 16,273.82 lbs (per BVI sheet 5-301) Utilization ratio; U = (16,273.82/302,100) x 100 = 5.39% < 10% 4 0. k. Labyrinth Page 20 of 21 Ajp JASC Structural Consulting Inc. 1419 Delaware St, Suite #2, Huntington Beach, CA 92648 Phone 1.617.416.2023 parsanious@jastrcutural.com APPENDIX B EXISTING BUILDING DRAWINGS Labyrinth Page 21 of 21 ;maI l?ea "l.a tat flap 1.9 ...D.. .,.I_ $) (fl •• .(. ITtPuIP stlfl p -------- P •, ;' •' ,,_ a_ - : "- aaI• Dt! ' . ..;at., •'".a T1a •_J . ,...Ml - .aafl.r a a,'.. •..,, ••i_l•f -_ -. .' ( PAL/0 M A R OAKS. OWNER! Madison Square Partnerstip BSHA V.. I AL BSHA Henry Worley Associates, fric. /\LNwa,4& DGGardener Compan7' eweese Burton I Associates Ation GeotecfliCaI Consultants Mi$sOfl SquJe Partnership 4 1 619-560-166 619-239-2353. 619_.6967158 619-5717728 - 619_46469711 619_543-1413 619-453-7371 714-630-9334 619-560-7667 - -; .4' Il-- •- - -k t 0 if tL - ,.•A •-_______ 1 L ! , '.. . .... .-".. _ t\ ;.•. - - - --•• - -••.... 1i __- IV I ILL j I t. -n. Ea J • -- ..-. .•.• • IW • 2 A " - .t. ...i. ..•. . . . 1.. - . — — - -. - • 4 '.i - - - . •_ .- - - -- ___________ - 4 , fivi iF •s1 jr.,jd. 1..- - -flt...6. ntl* na lJ., i. -. '-v -: • - - •— - -• ,- _J I EMU- C6 -® I ''-.- *l•1•. . - -. Pi UN .0 4I I - ...-*.. - - I•—.--- . • I. N - -w *rs - 1 rA •r - , ,-, ._.••. . - L ZEE oftm.L. IMP ;r n tttS " I - •MII * Prnn$ t(fl. * - 1 - - .--- -ins, nfl; - •• -•. •• thai - ZAP t. I/Zr lflqfl IMS t - — •j_+2.Oifl4tZ? I, III IN*AMi.fl psflfl Is ntfl.cr SItS n.s*ui. tnt..: isa.. apa41n. is Sit .1.5. Fn—&&-- - - - j,•f SaSthS I. ti5 V no*S. It.. t.p.I'If St • . S . I / \. ( ILL—" lcz i .ss I S ssldid a I 1+\---1 Al l V LthIS pls..S sib is St - 5555a - •jot*sLJ 'r&...-. puILL/ IlSIPSISi attic.. a.c'c*ic.aC*. - a; _ 4 * - •_: s ------------------ -i:r ....'o . . —u - ,.- - a' ________ - j,'- I. 'r.. - • - - I t-'--L ---. - J I I • - - - It • 1L, : — - -! 328 - -•• • • •430 - •• S Q øfl 4. nua 35A s, a 358 - j3BO f • -• • ______ WIN co 00 Jill .• -1!'V._ io 4 cA P — •L. _____ _______ _______ - L) SIA- C H t a 41B \113L, Ite- 4tOF 3L _ cn 14 14 Ajp JASC Structural Consulting Inc. 1419 Delaware St, Suite #2, Huntington Beach, CA 92648 Ao Phone 1.617.416.2023 parsanious@jastrcutural.com APPENDIX C RACKING PLANS AND CALCULATIONS LII PIII 111111 !I IJ I P A. JASPIRCIOUDGESTANCHIONS ft 4 .11 TOTAIMIMMNAUSAANVIGHT_ - ______ _ - IIimucamut flflIStommunm i]iId(.?.i.Z.4Ji.I "lam P1!!! ONE • OUIIB ---- P1!!! P1!!! ! aiuuii 00 13 logo PIll!! i Nil RIMER 0IU :: _______ N LABYRINTH INC, - 11ONEWEEMONi • ______ tJI j IIA I 2 • 3 • 4 • 5 • 7 • 8 • 10 1. PERMIT REPORT r(city of Carlsbad Permit No: PREV2020-0046 CARLSBAD, CA 92011-1310 Status: Closed - Finaléd Work Class: Commercial Permit Revisi Track #: Applied: 03/11/2020 Lot #: . Issued: 04/16/2020 Project #: Finaled Close Out: 08/26/2020 Plan #: Construction Type: Orig. Plan Check #: CBC2019-0566 Inspector: CRenf Plan Check #: Final Inspection: Print Date: 08/26/2020 Job Address: 1959 PALOMAR OAKS WAY, Permit Type: BLDG-Permit Revision Parcel #: 2130922600 Valuation: $ 0.00 Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Project Title: Description: LABRYNTH INC: ELECTRICAL CHANGES Property Owner: CoApplicant: CCSD LLC BITEREND VENTURES INC 1959 PALOMAR OAKS WAY 4747 EXECUTIVE DR, # STE 210 CARLSBAD, CA 92011 SAN DIEGO, CA 92121-3091 (858) 922-5155 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BLDG PLAN CHECK FEE $168.75 Total Fees: $ 203.75 Total Payments To Date: $ 0.00 Balance Due: $203.75 Building Division Page 1 of 1 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 C100,0 Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number O' ' Plan Revision Number f.Q/.tô- ock ProjectAddress )q Sq WLOnwrOak-S IA(kU) l3cd , CA ?701 General Scope of Revision/Deferred Submittal: CONTACT INFORMATION: Name V- Phone 10 27L -(52 Address_)L1"lfl LA4i( C)C City _&'4 (k0 Zip_q2,121 EmailAddress 13 V\?LOW@ TD&t. COVV Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: S Plans Calculations Soils fl Energy Other 2. Describe revisions in detail 3. List page(s) where each revision is shown \3oS (JbAr (0 ° I c -&cer —sit 3 ' yrwj c'&A - ô L)- C-Ic Z€lec \OS Tjc vve-4-o€t t- 603 /O\)ecA &)3o) L-oae( k Ti 0- cDc~ Does this revision, in any way, alter the exterior of the project? El Yes CK No Does this revision add ANY new floor area(s)? E Yes Does this revision affect any fire related issues? LI Yes No eSignature Date 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 E: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsCd A SAFEbuilf Company / DATE: 4-9-20 APPLICANT /11 JURIS. JURISDICTION: Carlsbad / PLAN CHECK #. CBC2019-0566.PREV (2020-0046) SET: I PROJECT ADDRESS: 1959 Palomar Oaks Way PROJECT NAME: Labyrinth INC. PV System, 100.5kW (plan revision, balance of system location changes and point of connection change) The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI 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. D 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. 0 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 Telephone #: Date contact6d:1J 114110 (byçlYl Email: Mail Telephone Fax In Person LI REMARKS: By: Scott Humphrey Enclosures: EsGil 3-16-20 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 (DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2019- 0566.PREV (2020-0046) PREPARED BY: Scott Humphrey DATE: 4-9-20 BUILDING ADDRESS: 1959 Palomar Oaks Way BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code I I #NIA 1997 UBC Building Permit Fee 1997 UBC Plan Check Fee " I I Type of Review: Complete Review D Structural Only D Repetitive Fee Other Repeats Hourly 1.51 Hrs. @ * EsGil Fee $90.00 I $135.00I * Based on hourly rate Comments: jn addition to-the above fee, an additional fee of $ is /hr.) for the CalGreen review. Sheet of