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1960 KELLOGG AVE; ; CBC2022-0396; Permit
Building Permit Finaled {¢ityof Carlsbad Commercial Permit Print Date: 12/19/2023 Job Address: 1960 KELLOGG AVE, CARLSBAD, CA 92008-6581 PermitType: BLDG-Commercial Work Class: Parcel#: 2120930100 Track#: Valuation: $1,092,000.00 Lot#: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Description: FLOR EXPO: 980 KW ROOF MOUNT PV SYSTEM Applicant: RICK HSU 202 LAKE AVE, # STE 300 PASADENA, CA 91101-4837 (626) 851-0008 FEE BUILDING INSPECTION FEE BUILDING INSPECTION FEE BUILDING PLAN CHECK FEE (manual) Property Owner: JORKEN LLC 1960 KELLOGG AVE CARLSBAD, CA 92008-6581 (760) 431-4910 BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) FIRE Special Equipment (Ovens, Dust, Battery) FIRE Special Equipment (Ovens, Dust, Battery) 581473 -GREEN BUILDING STATE STANDARDS FEE SOLAR-COMMERCIAL: per kW STRONG MOTION -COMMERCIAL (SMIP) Cogen Total Fees: $7,097.76 Total Payments To Date: $7,097.76 Permit No: Status: CBC2022-0396 Closed -Finaled Applied: 11/09/2022 Issued: 06/02/2023 Fina led Close Out: 12/19/2023 Final Inspection: 12/11/2023 INSPECTOR: de Roggenbuke, Dirk Contractor: SUNGREEN SYSTEMS INC 202 SLAKE AVE, # STE 300 PASADENA, CA 91101-3006 (626) 851-0008 Balance Due: AMOUNT $604.00 $604.00 $240.00 $98.00 $493.00 $493.00 $44.00 $4,216.00 $305.76 $0.00 Please take NOTICE that approval of your project includes the 11 lmposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as 11fees/exaction.11 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 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov {"cicyof Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check Est. Value PC Deposit Date (' 8(obo? ~-039 'ft I, (Jqd. 600 - ~~·/,~Rf ;i~ Job Address 1960 Kellogg Ave Suite:. _____ .APN: 212-093-01-00 Tenant Name #:_F_I0_re_x.;.p_o_, L_L_c_. _____________ Lot #:_1 ____ Year Built: _________ _ Year Built: __ _ Occupancy:_B __ _ Construction Type:_V_-B __ Fire sprinklers@'ESONO A/C:QYESONo BRIEF DESCRIPTION OF WORK: Install 1,960 rooftop modules on an existing building and ESS system. D Addition/New: ____________ New SF and Use, __________ New SF and Use _______ SF Deck, SF Patio Cover, SF Other (Specify) ____ _ OTenant Improvement: _____ SF, _____ SF, Existing Use: _______ Proposed Use: ______ _ Existing Use: Proposed Use: ______ _ □ Pool/Spa:. _____ SF Additional Gas or Electrical Features? ____________ _ I ti I Solar: 980 dC KW, 1960 Modules, Mounted:ORoof OGround D Reroof:. _____________________________________ _ 0 Plumbing/Mechanical/Electrical I II' I Other: Battery 250 DC kW APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: Rick Hsu-Sungreen Systems, Inc. Name: Florexpo, LLC. Address· 202 S Lake Ave Suite 300 Address: 1960 Kellogg Ave City· Pasadena State: CA Zip:._9_1_10_1 ___ City: Carlsbad State:_C_A __ .Zip: 92008 Phone· 626-851-0008 Phone: 760-637-0069 Email· nydia@sungreensystems, rickhsu@sungreensystems.com Email: _vt_r_ed_e_ri_ck_@_flo_r_ex_p_o_.c_o_m ____________ _ DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: Business Name: Sungreen Systems, Inc. ------------------Address· Address: 202 S Lake Ave Suite 300 City~· ________ State:. ___ .Zip:. _____ City: Pasadena State: CA Zip:_9_1_10_1 ____ _ Phone· 626 Phone: 626-851-008 Email· Email:_n;..yd_i_a@_s_un...;:g'-re_e_n_s'-ys_te_m_s_.c_o_m __________ _ Architect State License: ____________ CSLB License #: 93591 O Class: B Carlsbad Business License# (Requirec6P"""::::;:,,-:::::::_-=~=- APPL/CANT CERT/FICA T/ON: I certify that I have read the application and state that the above informatio£:. cctaREI !ll~ information on the plans is accurate. /agree to comply with all City ordinances and State laws relating to building construction. '~ A .-A---.... / NAME (PRINT): Rick Hsu SIGN:_--foj<--J __ W..J ___ "'-....-----' __ DATE: 11/-1 -; ~ 1635 Faraday Ave Carlsbad,CA 92008 Ph: 442-339-2719 Fax: 760-60~ Email: Bulldlng@carlsbadca.gov REV 07/21 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaf firm under penal tyof per jury that I am licensed under provisions of Chapter 9 ( commencingwi th Section 70/J0) of Division] of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations/CHOOSE ONE): D1 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. Policy No. ______________________________________ _ -OR- (!]1 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: lnsuranceCompany Name: _E_m~p_1oy~•-cs_P_ce_tt_ec_eo _______________ _ Policy No. E!Gso3ss2aoo Expiration Date: _0_11_1_012_0_2_, ____________ _ -OR-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 become 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 cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. 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'sAddress: ____________________ _ CONTRACTOR CERTIFICATION: I certify that I have read the application and state that the above information is correct and that theinformationon the plans is accurate. /agree to comply with all City ordinances and State laws relating to building construction. -OR - (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: n 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. ~44, 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). -OR- D1, 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). -OR-□1 am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: A'.'rD, D FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors. I understand that a copy of theapplicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http://www.leginfo.ca.gov/calaw.html. OWNER CERT/FICA TION: I certify that I have read the applicationandstate that the above information is correct and that the information on the plans is accurate. /agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): Rick Hsu 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 2 REV. 07121 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBC2022-0396) Application Date: 11/09/2022 Owner: JORKEN LLC Permit Type: BLDG-Commercial Work Class: Cogen Issue Date: 06/02/2023 Subdivision: CARLSBAD TCT#81-46 UNIT#02 Status: Scheduled Date 07/14/2023 07/18/2023 09/28/2023 10/10/2023 11/21/2023 12/11/2023 Closed -Finaled Expiration Date: 06/10/2024 IVR Number: 44554 Address: 1960 KELLOGG AVE CARLSBAD, CA 92008-6581 Actual Inspection Type Inspection No. Inspection Primary Inspector Start Date Status 07/14/2023 BLDG-31 217386-2023 Passed Dirk de Roggenbuke Underground/Conduit - Wiring Checklist Item COMMENTS BLDG-Building Deficiency 07/18/2023 BLDG-11 217889-2023 Passed Dirk de Roggenbuke Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS BLDG-Building Deficiency 7/18/23 rebar and underground, ok to place concrete 09/28/2023 BLDG-35 Solar Panel 225407-2023 Passed Dirk de Roggenbuke Checklist Item COMMENTS BLDG-Building Deficiency 9/28/23 roof top solar ok 10/10/2023 BLDG-33 Service 226487-2023 Passed Dirk de Roggenbuke Change/Upgrade Checklist Item COMMENTS BLDG-Building Deficiency 10/7/23 Paid OT inspection DisconnecU reconnect 11/21/2023 BLDG-Final Inspection 231005-2023 Partial Pass Dirk de Roggenbuke Checklist Item COMMENTS 11/21/23 fire final needed BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final 11/21/23 pending DisconnecUreconnect 12/11/2023 BLDG-34 Rough Electrical 233124-2023 Passed Checklist Item BLDG-Building Deficiency COMMENTS 12/9/23 Paid OT inspection DisconnecUreconnect Released to SDGE BLDG-Electric Meter Release 233271 -2023 Passed Checklist Item COMMENTS BLDG-Building Deficiency Dirk de Roggenbuke Dirk de Roggenbuke Reinspection Inspection Complete Passed Yes Complete Passed Yes Complete Passed Yes Complete Passed Yes Relnspection Incomplete Passed No Yes Yes Yes No Passed Yes Passed Yes Complete Complete Tuesday, December 19, 2023 Page 1 of 2 PERMIT INSPECTION HISTORY for (CBC2022-0396) Application Date: 11/09/2022 Owner: JORKEN LLC Permit Type: BLDG-Commercial Work Class: Cogen Issue Date: 06/02/2023 Subdivision: CARLSBAD TCT#81-46 UNIT#02 Status: Closed -Finaled Expiration Date: 06/10/2024 IVR Number: 44554 Address: 1960 KELLOGG AVE CARLSBAD, CA 92008-6581 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Tuesday, December 19, 2023 Status BLDG-Final Inspection 233270-2023 Passed Dirk de Roggenbuke Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS 11/21/23 fire final needed 11/21/23 pending DisconnecUreconnect Passed Yes Yes Yes Yes Yes Complete Page 2 of 2 C_cicyof Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www .ca rlsbadca .gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) and summary (B-55) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document by clicking on the provided links to each municipal code section. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC G8 Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check N/A and provide an explanation or code section describing the exception. Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections. Project Name/Building Permit No.: Property Address/APN: Applicant Name/Co.: Florexpo, LLC Solar PV, ESS 1960 Kellogg Ave Carlsbad Rick Hsu, Sungreen Systems, Inc. Applicant Address: 202 S Lake Ave Suite 300, Pasadena CA 91101 Contact Phone: 626-851-0008 Contact Email: nydia@sungreensystems.com Contact information of person completing this checklist (if different than above): Name: Nydia Romero Contact Phone: 62 6-851-0008 Company name/address: 202 s Lake Ave Suite 300, Pasade Contact Email: nydia@sungreensystems.com Applicant Signature ~ Date: __ \! !_-B_,__fa-_~_ B-50 Page 1 of 7 Revised 04/21 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. Building Permit Valuation (BPV) $ breakdown _______ _ Construction Type D Residential □ New construction □ Additions and alterations: D BPV < $60,000 □ BPV ~ $60,000 □ Electrical service panel upgrade only □ BPV ~ $200,000 [i] Nonresidential D New construction □ Alterations: !!!I BPV ~ $200,000 or additions~ 1,000 square feet □ BPV ~ $1,000,000 □ ~ 2,000 sq. ft. new roof addition Checkllat Item Complete Section(•) Notes: A high-rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use 2A*, 3A*, 18, 28, *Includes detached, newly constructed ADU 4A*, 38, 4A N/A N/A All residential additions and alterations 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages only. *Multi-family dwellings only where interior finishes are removed 1A, 4A* 1 B, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 1 B, 28, 38, 48 and 5 1B, 5 Solar PV and ESS, less than $1,000,000 valuation. 18, 28, 5 Building alterations of~ 75% existing gross floor area 28, 5 1 B also applies if BPV ~ $200,000 Check the appropriate boxes, explain all not applicable and exception items, and provide supporting calculations and documentation as necessary. 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMC1.S.2i .bjanal8.36.7Y1and the California Green Building Standards Code (CALGreen) for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A. D Residential addition or alteration.? $60,000 building pennitvaluation. □ NIA _________ _ Details of selection chosen belowmustbe placed on the plans referencing CMC 18.30.190. □ Exception: Home energy score~ 7 (attach certification) Year Built Single-family Requirements Multi-family Requirements □ Before 1978 Select one option: □ Ductsealing D Attic insulation □Cool roof □ Attic insulation □ 1978 and later Select one option: □ Lighting package D Water heating Package □ Between1978and1991 Select one option : □ Ductsealing D Attic insulation □Cool roof □ 1992 and later Select one option : □ Lightingpackage □ Water heating package Updated 4/16/202 1 3 B. □ Nonresidential* new construction or t~~cn Ulooo building permit valuation, or additions~1,000squarefeet.Se M ndCALGreen AppendixAS D N/A AS.203.1.1 Choose one:□ .1 Outdoor lighting □ .2 Restaurant service water heating (CEC 140.5) D . 3 Warehouse dock seal doors. □ .4 Daylight design PAFs □ .5 Exhaust air heat recovery □ N/A AS.203.1.2.1 Choose one:□ .95 Energy budget (Projects with indoor lighting OR mechanical) □ .90 Energy budget (Projects with indoorlightingANDmechanical) □ NIA AS.211 .1 •• ~ On-site renewable energy: □ N/A AS.211.3 ... □ Green power: (If offered by local utility provider, 50% minimum renewable sources) □ N/A AS.212.1 □ Elevators and escalators: (Project with more than oneelevatorortwoescalators) D NIA AS.213.1 □ Steel framing: (Provide details on plans for options 1-4 chosen) □ N/A • Includes hotels/motels and high-rise residential buildings a>'!"'!'!l!"''!"'!!"!!!'!l!"'~1._000, 000 BPVandaffecting > 7 5% existing gross floor area, 0 Ralterationsthatadd 2, 000square feet of new roof addition: comply ..,....,...,,,,"'-..,_(section 2B below) instead. 2. Photovoltaic Systems A. D Residential new construction (for low-rise residential building permit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 38 below(low-rise residential Water Heating), increase system size by .3kWdc if PVoffsetoption is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if necessary) Total System Size: kWdc = (CFAx.572) / 1,000 + (1 .15 x #d.u.) *Formula calculation where CFA = conditional floor area, #du = number of dwellings per plan type If proposed system size is less than calculated size, please explain. kWdc Exception □ □ □ D B. 0 Nonresidential new construction or alterations l!ugoo.000 BPV AND affecting l!75% existing floor area, OR addition that increases roof area by l!2,000 square feet. Please refer tctC 1 &.30.131 when completing this section. *Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: □ Gross Floor Area (GFA)Method GFA: □If < 10,000s.f. Enter: 5 kWdc Min.System Size: □ If~ 10,000s.f. calculate: 15 kWdcx (GFA/10,000) •• kWdc **Round bu ilding size factor to nearest tenth, and round system size to nearest whole number. Updated 4/ 16/202 I 4 D Time-Dependent Valuation Method AnnualTDVEnergy use:*** ______ x .80= Min. system size: ______ kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A. D Residential and hotel/motel new construction. Refer to fMC 18.30. 114when completing this section. Provide complete details on the plans. D For systems serving individual dwelling units choose one system: D Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) D Heat pump water heater AND PV system .3 kWdc larger than required in CM¢ l 6 M 13cj fhigh rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors D Exception: D For systems serving multiple dwelling units, install a central water-heating system with ALL of the following: D Gas or propane water heating system D Recirculation system pert Mc 18.30.150(81 (high-rise residential, hotel/motel) or fMc 18.30.170(61 (low- rise residential) D Solar water heating system that is either: D .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recovery D Exception: B. D Nonresidential new construction. Refer to5111Wfii,...~M,,l,~when completing this section. Provide complete details on the plans. D Water heating system derives at least 40% of its energy from one of the following (attach documentation): D Solar-thermal D Photovoltaics □ Recovered energy □ Water heating system is (choose one): D Heat pump water heater □ Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction D Exception: It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. U pdatcd 4/ 16/2 I 5 4. Electric Vehicle Charging A D Residential New construction and major alterations* Please refer toCMc 18 21 14jwhen completing this section. □ One and two-family residential dwelling or townhouse with attached garage: □ One EVSE Ready parking space required □Exception : □ Multi-family residential· □ Exception • Total Par1<ing Spaces EVSE Spaces Proposed EVSE (10% of total) Installed (50% of EVSE) Other "Ready" Other "Capable" Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded upto nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" *Major alterations are: ( 1 )foroneand two-family dwellingsand townhouses with attached garages, alterations have a building permit valuation~ $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation~ $200,000, interiorfinishesare removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. *ADU exceptions for EV Ready space (no EV ready space required when): (1) The accessory dwelling unit is located within one-half mile of public transit. (2) The accessory dwelling unit is located within an architecturally and historically significant historic district. (3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure. (4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. 8. D Nonresidential new construction (includes hotels/motels) □ Exception: ____________ _ Please refer to IJM4'(:Jt,i)((.i1 when completing this section Total Par1<ing Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" T Other "Capable" I I I Calculation· Refer to the table below· Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces D 0-9 1 1 D 10-25 2 1 D 26-50 4 2 D 51-75 6 3 D 76-100 9 5 D 101-150 12 6 D 151-200 17 9 D 201 andover 10 percent of total 50 percent of Required EV Spaces Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" U pdatcd 4/16/2021 6 , 5. D Transportation Demand Management (TDM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determine whether or noryourpermit requires a TOM plan. I fTDM is applicable to your permit, staff will contact the applicantto develop a site-specific TOM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Use EmpADTfor first 1,000 s.f. EmpADTI 1000 s.f.1 Office (all)2 20 Restaurant 11 Retail3 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 10th Edition 13 11 4.5 3.5 3 1 2 For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration sample ca1cu1at;ons; Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf = 8,334 sf 3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TDM plan and understand that an approved TDM plan is a condition of permit issuance. Applicant Signature: _________________ _ Date: ------- Person other than Applicant to be contacted for TDM compliance (if applicable): Name(Printed): __________________ _ Phone Number: _____ _ Email Address: ___________________ _ Updated 4/1 6/2021 7 C City of Carlsbad CLIMATE ACTION PLAN (CAP) COMPLIANCE CAP Building Plan Template B-55 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www .carlsbadca.gov The following summarizes project compliance with the applicable Climate Action Plan ordinances of the Carlsbad Municipal Code and California Green Building Standards Code (CALGreen), current version. Use this form to summarize all applicable CAP measures for your project. IF CAP MEASURES ARE APPLICABLE, IMPRINT THIS COMPLETED FORM ONTO PROJECT PLANS. 1. ENERGY EFFICIENCY APPLICABLE: □YES □ NO Complies with CMC 18.30.190 & 18.21.155 Oves ON/A Existing Structure, year built: ____ _ Prepared Energy Audit? Oves D No Energy Score: _____ _ Efficiency Measures included in scope: 2. PHOTOVOLTAIC SYSTEM APPLICABLE: 0vEs □ NO Complies with CMC section 18.30,130 and 2019 California Energy Code section 150.l(c)14 D Yes 0 N/A Required Provided Size of PV system (kWdc): 980 Sizing PV by load calculations 0Yes 0No If by Load Calculations: Total calculated electrical load: 80% of load: Hardship Requested D Yes 0 No Hardship Approved D Yes 0No 3. ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: □ YES □ NO 4. s. Complies with CMC sections 18.30.150 and 18.30.170? Alternative Source: □ Electric □ Passive SOiar Hardship Requested Hardship Approved ELECTRIC VEHICLE (EV) CHARGING APPLICABLE: OYes ON/A DYes oves DYES □No □No □NO Complies with CMC section 18.21.140? Panel Upgrade? 0Yes ON/A Oves ONo Required Provided Total EV Parking Spaces: No. of EV Capable Spaces: No. of EV Ready Spaces: No. of EV Installed Spaces: Hardship Requested Hardship Approved 0Yes oves TRAFFIC DEMAND MANAGEMENT APPLICABLE: Compliant? TOM Report on file with city? Structural Calculations for 1960 KELLOGG A VE. CARLSBAD, CA 92008 Job: 1960 KELLOGG AVE. Design Criteria 1-Code: CALIFORNIA BLDG CODE 2019 / ASCE 7-16 2 -Wind: 96 MPH, Exposure: B 3 -Concrete Strength: 2500 psi otice: Use restrictions of these calculations. The attached Calculations arc valid only when bearing original signature hereon. Contractor/Client to verify existing dimensions/conditions prior to construction & solar racking is installed per manufacturer span requirements. The use of these calculations is solely intended for the above mentioned project. CBC2022-0396 1960 KELLOGG AVE FLOREXPO: 980 KW ROOF MOUNT PV SYSTEM 2120930100 11/9/2022 CBC2022-0396 oursolarplans.com 01 I Brea CA 92821 >-1--0 6/6/22, 11 :07 AM L\TC Hazards by Location Search Information Address: Coordinates: Elevation: Timestamp: Hazard Type: ASCE 7-16 MRI 10-Year MRI 25-Year MRI 50-Year MRI 100-Year Risk Category I Risk Category II Risk Category Ill Risk Category IV 1960 Kellogg Ave, Carlsbad, CA 92008, USA 33.1253089, -117.2839609 316 ft 2022-06-06T18:07:36.1672 Wind ASCE 7-10 67 mph MRI 10-Year 72 mph MRI 25-Year 77 mph MRI 50-Year 82 mph MRI 100-Year 89 mph Risk Category I 96 mph Risk Category II 102 mph Risk Category Ill-IV 107 mph ATC Hazards by Location na lslancl ;entlal ~a6itat... Go gle Temecula 0 316 ft Carl' Borregc Springs g Cleveland Anza-Bc National Forest Des, State I San Diego v O Map data ©2022 Google, INEGI -------------- ASCE 7-05 72 mph ASCE 7-05 Wind Speed 85 mph 79 mph 85 mph 91 mph 100 mph 110 mph 115 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area -in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this wAhsitP. nnAs nnt imnlv :=mnrnv::il hv thP. nnvP.rninn huilninn r.nciP. hnciiP.s rnsnnnsihlA for h11ilninn r.nciP. ::innrnv::il ::inn intAmrP.t::itinn fnr thP. https://hazards.atcouncil.org/#/wind?lat=33.1253089&Ing=-117.2839609&address=1960 Kellogg Ave%2C Car1sbad%2C CA 92008%2C USA 1 /2 6/6/22; 11 :07 AM L\TC Hazards by Location Search Information Address: Coordinates: Elevation: Timestamp: Hazard Type: 1960 Kellogg Ave, Carlsbad, CA 92008, USA 33. 1253089, -117 .2839609 316 ft 2022-06-06T18:07:48.920Z Seismic ATC Hazards by Location Temecula Q Borregc Springs D Cleveland Anza-Bc National Forest Des, State I ,. Reference Document: ASCE7-16 San Diego V .__G_o___;_;g;;..l_e __ ~~-----0-Map data ©2022 Google, INEGI Risk Category: Site Class: II D-default Basic Parameters Name Value Ss 0.994 S1 0.362 SMs 1.193 SM1 • null Sos 0.796 So1 * null * See Section 11.4.8 Description MCER ground motion (period=0.2s) MCER ground motion (period=1.0s) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at 1.0s SA ... Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRs 0.898 Coefficient of risk (0.2s) CR1 0.909 Coefficient of risk ( 1. Os) PGA 0.435 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.522 Site modified peak ground acceleration https://hazards.atcouncil.org/#/seismic?lat=33.1253089&Ing=-117.2839609&address= 1960 Kellogg Ave%2C Car1sbad%2C CA 92008%2C USA 1/2 6/6/22, 11 :07 AM TL 8 SsRT 0.994 SsUH 1.107 SsD 1.5 S1RT 0.362 S1UH 0.398 S1D 0.6 PGAd 0.5 * See Section 11.4.8 ATC Hazards by Location Long-period transition period (s) Probabilistic risk-targeted ground motion (0.2s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk-targeted ground motion (1.0s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (1 .0s) Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation Jines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https://hazards.atcouncil.org/#/seismic?lat=33.1253089&1ng=-117 .2839609&address=1960 Kellogg Ave%2C Carlsbad%2C CA 92008%2C USA 2/2 Battery Unit Unit Width b = 207.001in Unit Height h = 91.73 in Unit Depth d = 61.85 in Unit Weight Wp = 30644 lbs Wind F = q,G C1A1 q, = .00256 K, Kz, Kd V2 I HI. z at the centroid of area A, = 7.64 ft Exposure Categorey Exp = B Exposure coefficient K, = 0.57 Topography factor K,t = Directionality factor Kd = 0.85 Wind Speed V = 96 mph Importance factor lw = 1.0 q, q, = 11.43 psf Gust Effect factor G = 0.85 Force coeff c, = 1.0 Design wind pressure FIA = 9. 7 psf Area A = 131.9 ft2 Total Wind Load w = 1281 lbs Overturn Moment M0 = 0.6W * h/2 = 35257 lb-in Resisting Moment M, = 0.6D * d/2 = 568599 lb-in Mr > Mo No Uplift Forces Seismic Component Amplification Factor aP = 1.0 Spectral Acceleration, Short period Sos = 0.796 Componet Importance Factor Ip = 1.0 Component Response Modification Factor Rp = 2.5 Height of attachment z = 7.64 ft Roof Height h = 7.64 ft Weight of Component WP = 30644 lbs .40pS0sWp ( 1 + ¥) 0.382 Wp Controls Fp = R = :..:.E. Seimic Design Force Ip Fp,max =1 .6 SoslpWp = 1.27 Wp Fp.min = 0.3SoslpWp = 0.239 Wp Fp = 0.382 WP Seismic Load VE= Fp * Wp = 11708 lbs Overturn Moment M0 = 0.7Fp * h/2 31325 lb-ft Resisting Moment M, = 0.6D * d/2 = 47383 lb-ft M1 = M0 -M, = , Mo No Uplift Forces lb-ft Title Block Line 1 You can change this area using the 'Settings· menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 General Footing ····· • Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties f'c : Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Rein!. Min Allow% Temp Reinf. Min. Overturning Safety Factor Add Fig Wt for Soil Pressure Use fig wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions ----- Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions ... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete ... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pct 0.90 0.750 0.00180 = 1.50 :1 28.83 ft 5.830 ft 12.0 in in in in 3.0 in 29 6 Yes Yes No No X # 29 6 # Bars required within zone Bars along Z-Z Axis 33.6 % # Bars required on each side of zone Applied Loads P : Column Load OB : Overburden M-xx M-zz V-x V-z 66.4 % D Lr 30.644 Project Title: Engineer: Project ID: Project Descr: Printed· 3 NOV 2022, 4: 11 PM 1e: .e Software copyright ENERCALC, INC. 1983-2020, Buid:12.20.8.17 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than L s w E 2.940 31.325 1.50 ksf No 250.0 pct 0.30 H ft ksf ft ksf ft k ksf k-ft k-ft k k Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 General Footing 1.11· • Project Title: Engineer: Project ID: Project Descr: Printed 3 NOV 2022, 4: 11 PM 1e: .e Software copyright ENERCALC, INC, 1983-2020, Build:12.20.8.17 _D_E_S_IG_N_S_U_M_M_A_R_Y _____________________________ •t¥Ji•i•l•U-- PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS Min. Ratio 0.2361 n/a 21.70 n/a 0.0 0.0 0.06421 0.06421 0.4270 0.4270 0.06797 0.06797 0.8806 Detailed Results Item Soil Bearing Overturning -X-X Overturning -Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1-way Shear (+X) 1-way Shear (-X) 1-way Shear (+Z) 1-way Shear (-Z) 2-way Punching Applied 0.3542 ksf 0.0 k-ft 21.928 k-ft 0.0 k 0.0 k-ft/ft 0.0 k-ft/ft 1.084 k-ft/ft 1.084 k-ft/ft 32024 psi 32.024 psi 5098 psi 5.098 psi 132.095 psi Capacity 1.50 ksf 0.0 k-ft 475.829 k-ft 0.0 k 0.0 k-ft/ft 0.0 k-ft/ft 16.888 k-ft/ft 16.888 k-ft/ft 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psi Goveming Load Combination +D+0.70E about Z-Z axis No Overturning +0.60D+0.?0E No Uplift No Moment No Moment +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D ----------------------- Soil Bearing Rotation Axis & Load Combination ... X-X, D Only X-X, +D+0 60W X-X, +D+0.450W X-X, +0.60D+0.60W X-X, +D+0.70E X-X, +D+0.5250E X-X, +0.60D+0.?0E Z-Z, D Only Z-Z, +D+0.60W Z-Z, +D+0.450W Z-Z, +0.60D+0.60W Z-Z, +D+0.70E Z-Z, +D+0.5250E Z-Z, +0.60D+0.?0E Overturning Stability Rotation Axis & Load Combination ... Xecc Zecc Gross Allowable (in) 1.50 n/a 0.0 1.50 n/a 0.0 1.50 n/a 0.0 1.50 n/a 0.0 1.50 n/a 0.0 1.50 n/a 0.0 1.50 n/a 0.0 1.50 0.0 n/a 1.50 0.3848 n/a 1.50 0.2886 n/a 1.50 0.6413 n/a 1.50 4.783 n/a 1.50 3.587 n/a 1.50 7.971 n/a Overturning Moment ------------~ X-X, D Only X-X, +D+0.60W X-X, +D+0.450W X-X, +0.60D+0.60W X-X, +D+0.70E X-X, +D+0.5250E X-X, +0.60D+0.70E Z-Z, D Only Z-Z, +D+0.60W Z-Z, +D+0.450W Z-Z, +0.60D+0.60W Z-Z, +D+0.70E Z-Z, +D+0.5250E Z-Z, +0.60D+0.?0E Footing Flexure Flexure Axis & Load Combination X-X, +1 .40D X-X, +1.40D X-X, +1.20D Mu k-ft 1.084 1.084 0.9295 None None None None None None None None 1.764 k-ft 1.323 k-ft 1.764 k-ft 21 .928 k-ft 16.446 k-ft 21 .928 k-ft Side Tension Surface +Z Bottom -Z Bottom +Z Bottom Actual Soil Bearing Stress @ Location Bottom, -Z Top,+Z Left, -X Right, +X 0.3273 0.3273 n/a n/a 0.3273 0.3273 n/a n/a 0.3273 0.3273 n/a n/a 0.1964 0.1964 n/a n/a 0.3273 0.3273 n/a n/a 0.3273 0.3273 n/a n/a 0.1964 0.1964 n/a n/a n/a n/a 0.3273 0.3273 n/a n/a 0.3252 0.3295 n/a n/a 0.3257 0.3289 n/a n/a 0.1942 0.1986 n/a n/a 0.3004 0.3542 n/a n/a 0.3072 0.3475 n/a n/a 0.1695 0.2233 Resisting Moment Stability Ratio 0.0 k-ft Infinity 0.0 k-ft Infinity 0.0 k-ft Infinity 0.0 k-ft Infinity 0.0 k-ft Infinity 0.0 k-ft Infinity 0.0 k-ft Infinity 0.0 k-ft Infinity 793.05 k-ft 449,573 793.05 k-ft 599.43 475.829 k-ft 269.744 793.05 k-ft 36.167 793.05 k-ft 48.222 475.829 k-ft 21.70 AsReq'd Gvrn. As Actual As Phi"Mn in•2 in•2 in•2 k-ft 0.2592 Min Temp% 0.4426 16.888 0.2592 Min Temp% 0.4426 16.888 0.2592 Min Temp % 0.4426 16.888 Actual / Allow Ratio 0,218 0.218 0.218 0.131 0.218 0.218 0.131 0.218 0.220 0.219 0.132 0.236 0.232 0.149 Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK Status OK OK OK Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 General Footing ····· • Footing Flexure Flexure Axis & Load Combination X-X, +1 .20D X-X, +1.20D+0.50W X-X, +1 .20D+0.50W X-X, +1 .20D+W X-X, +1.20D+W X-X, +0.90D+W X-X, +0.90D+W X-X, +1 .20D+E X-X, +1.20D+E X-X, +0.90D+E X-X, +0.90D+E Z-Z, +1.40D Z-Z, +1.40D Z-Z, +1 .20D Z-Z, +1.20D Z-Z, +1.20D+0.50W Z-Z, +1.20D+0.50W Z-Z, +1 .20D+W Z-Z, +1 .20D+W Z-Z, +0.90D+W Z-Z, +0.90D+W Z-Z, +1 .20D+E Z-Z, +1.20D+E Z-Z, +0.90D+E Z-Z, +0.90D+E One Way Shear Mu Side k-ft 0.9295 -Z 0.9295 +Z 0.9295 -Z 0.9295 +Z 0.9295 -Z 0.6971 +Z 0.6971 -Z 0.9295 +Z 0.9295 -Z 0.6971 +Z 0.6971 -Z 26.519 -X 26.519 +X 22.731 -X 22.731 +X 22.605 -X 22.857 +X 22.479 -X 22.983 +X 16.796 -X 17.30 +X 20.044 -X 25.417 +X 14.362 -X 19.734 +X ------------- Tension Surface Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Project Title: Engineer: Project ID: Project Descr: Printed: 3 NOV 2022, 4.11 PM ,e: .e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 As Req'd Gvrn. As Actual As Phi*Mn Status in•2 in•2 in•2 k-ft 0.2592 Min Temp% 0.4426 16.888 OK 0.2592 Min Temp% 0.4426 16.888 OK 0.2592 Min Temp% 0.4426 16.888 OK 0.2592 Min Temp% 0.4426 16,888 OK 0.2592 Min Temp% 0.4426 16.888 OK 0.2592 Min Temp% 0.4426 16.888 OK 0.2592 Min Temp% 0.4426 16.888 OK 0.2592 Min Temp% 0.4426 16.888 OK 0.2592 Min Temp% 0.4426 16.888 OK 0.2592 Min Temp% 0.4426 16.888 OK 0.2592 Min Temp% 0.4426 16.888 OK 0.0 As Reo'd > Max Alla 2.189 0.0 OK 0.0 As Reo'd > Max Alla 2.189 0.0 OK 0.0 As Reo'd > Max Alla 2.189 0.0 OK 0.0 As Reo'd > Max Alla 2.189 0.0 OK 0.0 As Reo'd > Max Alla 2.189 0.0 OK 0.0 As Reo'd > Max Alla 2.189 0.0 OK 0.0 As Reo'd > Max Alla 2.189 0.0 OK 0.0 As Reo'd > Max Alla 2.189 0.0 OK 0.0 As Reo'd > Max Alla 2.189 0.0 OK 0.0 As Reo'd > Max Alla 2.189 0.0 OK 0.0 As Reo'd > Max Alla 2.189 0.0 OK 0.0 As Reo'd > Max Alla 2.189 0.0 OK 0.0 As Reo'd > Max Alla 2.189 0.0 OK 0.0 As Reo'd > Max Alla 2.189 0.0 OK Lo ad Combination ... Vu@-X Vu @+X Vu@ -Z Vu@+Z Vu:Max PhiVn Vu / Phi*Vn Status +1.40D +1 .20D +1.20D+0.50W +1.20D+W +0.90D+W +1 .20D+E +0.90D+E Two-Way "Punching" Shear Load Combination ... +1.40D +1 .20D +1.20D+0.50W +1.20D+W +0.90D+W +1.20D+E +0.90D+E 32.02Psi 27.45 psi 27.33 psi 27.21 psi 20.35 psi 24.87 psi 18.01 psi 32 02 psi 5.10 psi 27.45 psi 4.37 psi 27.57 psi 4.37 psi 27.69 psi 4.37 psi 20.83 psi 3.28 psi 30.03 psi 4.37 psi 23.17 psi 3.28 psi Vu Phi*Vn 132.10 Psi 150.00psi 113.22 psi 150.00psi 113.22 psi 150.00psi 113.22 psi 150.00psi 84.92 psi 150.00psi 113.22 psi 150.00psi 84.92 psi 150.00psi 5.10psi 32.02psi 75.00 psi 0.43 OK 4.37 psi 27.45 psi 75.00 psi 0.37 OK 4.37 psi 27 57 psi 75.00 psi 0.37 OK 4.37 psi 27.69 psi 75.00 psi 0.37 OK 3.28 psi 20.83 psi 75.00 psi 0.28 OK 4.37 psi 30.03 psi 75.00 psi 0.40 OK 3.28 psi 23.17 psi 75.00 psi 0.31 OK All units k Vu/ Phi*Vn Status 0.8806 OK 0.7548 OK 0.7548 OK 0.7548 OK 0.5661 OK 0.7548 OK 0.5661 OK Structural Calculations for SOLAR POWER SYSTEM CONNECTION CHECK AT: 1960 KELLOGG AVE. CARLSBAD, CA 92008 Job: 1960 KELLOGG A VE. Design Criteria 1-Code: CALIFORNIA BLDG CODE 2019 I ASCE 7-16 2 -Wind: 96 M PH, Exposure: B 3 -Wood Species: DF-L No. I or BTR (SG = 0.5) otice: Use restrictions of these calculations. The attached Calculations arc valid only when bearing original signature hereon. Contractor/Client to verify existing dimensions/conditions prior to construction & solar racking is installed per manufacturer span requirements. The use of these calculations is solely intended for the above mentioned project. CBC2022-0396 1960 KELLOGG AVE FLOREXPO 980 KW ROOF MOUNT PV SYSTEM 2120930100 11/9/2022 CBC2022-0396 yoursolarplans.com W I I Brea CA 92821 10/3/2022 >-1--0 6/6/22, 11 :07 AM L\TC Hazards by Location Search Information Address: Coordinates: Elevation: Timestamp: Hazard Type: ASCE 7-16 MRI 10-Year MRI 25-Year MRI 50-Year MRI 100-Year Risk Category I Risk Category II Risk Category Ill Risk Category IV 1960 Kellogg Ave, Carlsbad, CA 92008, USA 33.1253089, -117.2839609 316 ft 2022-06-06118:07:36.167Z Wind ASCE 7-10 67 mph MRI 10-Year 72 mph MRI 25-Year 77 mph MRI 50-Year 82 mph MRI 100-Year 89 mph Risk Category I 96 mph Risk Category II 102 mph Risk Category Ill-IV 107 mph ATC Hazards by Location Temecula 0 316 ft Carl~• Borregc Springs 0 Cleveland Anza-Bc National Forest Des, State I San Diego v _G_o_g_l_e _________ 0_ Map data ©2022 Google, INEGI ASCE 7-05 72 mph ASCE 7-05 Wind Speed 85 mph 79 mph 85 mph 91 mph 100 mph 110 mph 115 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area -in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this wAhsitA rloAs not imolv ;mnrov;:il hv thA novArninn h11ilrtinn r.orlA horliAs rAsnonsihlA for h11ilrtinn r.orlA ;:innrov;:il ;:inrt intArnrAtr1tion for thA https://hazards.atcouncil.org/#/wind?lat=33.1253089&Ing=-117.2839609&address=1960 Kellogg Ave%2C Carlsbad%2C CA 92008%2C USA 1/2 SolarStrap-™ Patented PV Panel & Racking Information NOTE: N. cells in blue require -input. I ASCE 7-16 Panel Name= Trina 500w DE18M ==i Panel Length, 1,-, = 85.67-in. Panel Width, Wpane1 = 43.23-in. Panel Area, ~1 = Panel Weight, W"" = 57.86-lb Panel Distributed Weight, w""·•" = 2.25-psf Racking Distributed Weight, W,E,.,. .• ,. = 5.0-lb lnler Row Spacing 13.-in. Panel Tilt Angle 10.' For elevated rackina select 1s.1 • System Distributed Weight, w,,, __ = 1.88-psf Array Height Harray= 1.17-ft Number of Panels in array 50 Building Geometr,: Building Height, h = 30.0-11 Parapet Height, hp1 = .0-ft Building Widlh on Longest Side, W, = 450.0-11 Max Set Back Dist = 15.0-ft If setback 1s greater than factor of 1.5 must apply to first two rows all d1rect1ons Is array greater than 500sqll? Yes Total Array sqll 1673 SQ-FT Lo= 30.0-ft Wind Load Criteria (eer ASCE 7-16 Chaeters 26 & 301 Code Section Basic Wind Speed", V = 96-mph ATC Hazards 26.5.1 Exposure Category = B 26.7 Risk Category• = II 1.5.1 Velocity Pressure Coefficient, K, = 0.70 26.10-1 Topographic Factor, K• = 1.00 26.8.2 Directionality Factor, K• = 0.85 26.6 Velocity Pressure, qz = 0.00256K,K.K.V2 = 14.05-psf 30.3.2 Load Combos aw 0.6 Load Combos aD 1 qZ 14.05-psf M 62.86-lb fn A uplift 25.327 SQ-FT A drag Parapet Factor 1 Building Factor 1 Wind uelift Calculation Per RWDI# 1803163 Area lxl 2xl lx2 2x2 Down Force Average PSF North Corner 1 139.97-lb 97.27-lb 107.94-lb 65.24-lb 150.64-lb 1.88 North Leading Edge 2 97.27-lb 65.24-lb 65.24-lb 43.89-lb 150.64-lb East & West Edges 3 129.29-lb 86.59-lb 97.27-lb 65.24-lb 86.59-lb Field 4 97.27-lb 65.24-lb 65.24-lb 43.89-lb 75.92-lb South Corner 5 150.64-lb 97.27-lb 118.62-lb 75.92-lb 86.59-lb South Leading Edge 6 107.94-lb 97.27-lb 75.92-lb 54.57-lb 75.92-lb Fully Attached large array reduced loads 52.64•1b Reduction per 4 3 of RWD1#1803163 If set back exceeds "Max set back distance," loads on first 2 rows and columns• 113.87-11 Uplift -76 lbs (SolarStrap Report) Screw to Plywood # 14 Wood Screw Plywood thickness tp1y Screw Withdrawal Capacity Tu = Factor of Safety F.O.S. = Allowable Withdrawal Ts= Tu/ F.O.S. = Number of Screws per Attachment n, = Load Duration Factor CD = Allowable Uplift per Attachment T. = CD • Ts • n, = Demand Capacity Ratio OCR= P. IT. = Screw Shear Capacity Vu Factor of Safety F.O.S. = Allowable Withdrawal V5 =Vu/ F.O.S. = Number of Screws per Attachment n, Allowable Shear per Attachment Va= CD• V, • n, = Demand Capacity Ratio OCR= v.1 T. = Plywood Bending APA Span Rating Rafter Spacing Tributary Width Equivalent Uniform Load Plywood Nominal Bending Strength Load Duration 32/16 L b a.= P. i (L*b) FbS CD Panel Size Factor C, Adjusted Plywood Nominal Bending Strength FbS' Plywood Design Capacity wb = 96FbS' / L2 Demand Capacity Ratio OCR = wb / a. Plywood Withdrawal Nail Size Withdrawal Number of nails per attachment Embedment Length Load Duration 10d z n lem Co = = = = = = = = Plywood Design CapacityZ' = Z • n • lem • C0 = Demand Capacity Ratio OCR = Z' / P. = 0.5 in 350 lbs (Form No. E830E Group 1 Plywood, V.I.F.) 5 70.0 lbs 2 1.6 224 lbs 0.34 < 1 OK 590 lbs (Form No. E830E Group 1 Plywood, V.I.F.) 6 98.3 lbs 2 314.67 lbs 0.24 < 1 OK 24 in 4 ft -1 O psf 370 lb-in/ft 1.6 1.00 592.00 98.67 psf 0.10 < 1 OK 36 lbs/in 4 2.50 in 1.6 576 lbs 0.13 < 1 OK EISMIC WEIGHT COMPARISON/ ANALYSIS -(PER CEBC 2019 Part 10 Chapter 5 Section 502.5) PV System Weight Module Model Panel Weight Number of Panels Total PV System Weight Existing Roof Weight Roof Weight Building Length Building Width Roof Area Building Perimeter Wall Height Trina Wpanel Npv Wpv = Wpanel • Npv Oo Lbu,ld Wbuild Abuild pbuild h, = 66.4 lbs = 1960 = 1 E+05 lbs = = = = = = 14.0 psf 450 ft 190 ft 85500 tt2 1280 ft 20 ft Owall = Wall weight 75 psf Oint ::; Interior wall weight 10 psf Roof Load W 11oor = A build . Oo = 1E+06 lbs Wall Load Nwall = ht /2 * Owall * Pbuild + Abu,ld * Qint ,: " 1E+06 lbs Total Story Weight W bu11d :;:; W 11oor + W wall = 3E+06 lbs Percentage Weight Increase = 5.04% < 10% OKAY rwdi.com FINAL REPORT SOLARSTRAP ROOFTOP SOLAR RACKING SYSTEM WIND ENGINEERING CONSULTING SERVICES RWDI #1803163 November 75, 2027 SUBMITTED TO Casey Smith SolarStrap Cell: 314.229.5683 caseydeansmith86@gmail.com SUBMITTED BY Matthew T.L. Browne. M.Eng .. P.Eng .. M.ASCE Project Manager I Technical Director/ Principal Matthew.Browne@rwdi.com Rowan Williams Davies & Irwin Inc. 600 Southgate Drive, Guelph, Canada, N1 G 4P6 T: 519.823.1311 F: 519.823.1316 This document is intended for the sole use of the party to whom it is addressed and may contain information that is privileged and/or confidential. If you have received this in error, please notify us immediately. ® RWDI name and logo are registered trademarks in Canada and the United States of America STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l803763 November 15, 2021 EXECUTIVE SUM MARY RWDI was retained to assess the wind loads for the SolarStrap Rooftop Solar Racking System. The system has several attachment options and can be configured to multiple different angles; namely 5°, 10°, 15°, and 20°. Additionally, the 15° system can be mounted at a higher height off the roof surface to take advantage of bifacial panels. Key points rwdi.com • The wind loading coefficients were determined using RWDl's aerodynamic knowledgebase. The data in the knowledgebase is from wind tunnel test procedures that met or exceeded the requirements set out in the ASCE 7-10 and ASCE 49-12. No specific wind tunnel test was performed for the SolarStrap system geometry. • Recommended wind loading coefficients are provided for uplift, downforce and drag as appropriate. The wind loading is presenting as coefficients such that they are compatible with the approaches outlined in American Society of Civil Engineers (ASCE) 7-05 I International Building Code (IBC) 2009, ASCE 7-10, ASCE 7-16 / IBC 2012, IBC 2015, IBC 2018, National Building Code of Canada (NBCC) 2005 I Ontario Building Code (QBE) 2006, NBC( 2010 / OBC 2012, NBCC 2015. • The recommended pressure coefficients are provided in Tables 2 through 6. The array is divided into aerodynamic zones as indicated in the key plan following the pressure coefficient tables. • Effect of building size is discussed in Section 3.2.2. • Racking system applicability tolerances are presented in Section 3. • Guidelines to determine required ballast or array penetrations are presented in Section 4. • Guidelines on how to apply RWDl's recommended wind loading coefficients to smaller arrays are included in Appendix A. • It is important to identify which averaging scenario is appropriate for a given installation. A test could be performed physically on a mock-up of a typical array of panels or the stiffness could be determined analytically. It is the responsibility of the design team to select the appropriate averaging area for the particular racking system that is being installed. The selection of the appropriate averaging areas and ballasting scheme assume that the ballast will remain in place during the design wind event. STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#7803763 November 75, 2027 TABLE OF CONTENTS l INTRODUCTION ............................................................................................................................... 1 1.1 Project Description .................................................................................................................................................... 1 1.2 Objectives .................................................................................................................................................................. 1 2 BACKGROUND AND APPROACH ............................................................................................ 2 2.1 Methodology ................................................................................................................................................................ 2 2.1 .1 Aerodynamic Knowledgebase ............................................................................................................................. 2 2.1 .2 Upwind Terrain ...................................................................................................................................................... 2 2.1.3 Wind Speed ............................................................................................................................................................ 2 2.1.4 Determination Design Wind Pressures from Wind Tunnel Test Results ........................................................ 3 2.2 Criteria ................................................................................................................................................................. 4 3 RESULTS AND DISCUSSION ...................................................................................................... 5 3.1 Recommended Design Wind Pressures .................................................................................................... 5 3.2 Applicability of Results ........................................................................................................................................... 6 3.2.1 Applicability of Wind Load Recommendations .................................................................................................. 6 3.2.2 Effect of Building Size ............................................................................................................................................ 7 3.2.3 Effect of Module Size ............................................................................................................................................. 7 3.2.4 Racking System Tolerances .................................................................................................................................. 7 4 DETERMINATION OF BALLAST ................................................................................................ 9 4.1 U.S.A. Installations ..................................................................................................................................................... 9 4.2 Canadian lnstallations .......................................................................................................................................... 10 4.3 Design of Array Penetrations ............................................................................................................................. 11 rwdi.corn STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l803163 November 15, 2021 LIST OF TABLES Ta ble 1: Conversions between Design Wind Speeds in ASCE 7 and NBCC ............................................................ 12 Table 2: Recommended Pressure Coefficients, 5° Tilt Angle ................................................................................... 13 Table 3: Recommended Pressure Coefficients, 10° Tilt Angle ................................................................................. 13 Table 4: Recommended Pressure Coefficients, 15° Tilt Angle ................................................................................. 13 Table 5: Recommended Pressure Coefficients, 20° Tilt Angle ................................................................................. 14 Table 6: Recommended Pressure Coefficients, Elevated 15° Tilt Angle ................................................................. 14 LIST OF FIGURES Figure 1: Representative Wind Tunnel Models .......................................................................................................... 17 Figure 2: Parapet Height Factor Curve ........................................................................................................................ 18 Figure 3: Building Height Factor Curve ........................................................................................................................ 19 LIST OF EXAMPLE Example 1: Contiguous Array Covering Most of Roof ................................................................................................ 20 Example 2: Step Back Array Covering Most of Roof .................................................................................................. 21 Example 3: Larger Building Dimensions with Enlarged Aerodynamic Zones ........................................................ 22 LI ST O F APPENDI C ES Appendix A: Application Guidelines To Small Arrays Or Su b-Arrays ...................................................................... 23 Appendix B: Examples ................................................................................................................................................................ 24 rwdi.com STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l803163 November 15, 2021 l INTRODUCTION Rowan Williams Davies & Irwin Inc. (RWDI) was retained by SolarStrap to provide Wind Engineering Consultation on the SolarStrap Rooftop Solar Racking System. This report presents the project objectives, background, approach, and provides a discussion of the results from RWDl's assessment. A summary of the overall recommendations from the assessment is presented in the Executive Summary. This report #1803163 was previously issued to SolarStrap on December 3, 2019, with the exception of the expanded applicability to larger modules described in Section 3.2.3. 1.1 Project Description It is our understanding that the SolarStrap Rooftop Solar Racking System has several attachment options (see images below) and can be configured to multiple different tilt angles (namely 5°, 10°, 15° and 20°). NON PENETRATING SOLUTION TPO, PVC, Asphalt FRAMELESS SOLUTION Non Penetrating ar Positive Attachment 1.2 Objectives POSITIVE ATTACHMENT SOLUTION Plywood, OSB, concrete, Metal Deck BALLASTED SOLUTION Non Penetrating or Hybrid System ,$1 The objective of this assessment was to recommend the wind loads acting on the solar panels when mounted on a typical flat roof commercial building. The primary consideration for design was the wind-induced upward force, in the interest of determining the ballast required to resist it. The intent was to recommend simplified procedures for prescribing wind pressures on the PV modules, for use in ballasting considerations, consistent with the following standards: • ASCE 7-05, and therefore the International Building Code (IBC) 2006 and 2009; • ASCE 7-10, and therefore IBC versions 2012 and 2015 as well as State/county adoptions of these IBC versions, such as the California Building Code 2016 (which is based off IBC 2015); • ASCE 7-16, and therefore IBC version 2018 as well as State/county adaptations of the 2018 IBC; rwdi.com Page 1 STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l803163 November 15, 2021 • National Building Code of Canada (NBCC) 2005, and therefore the Ontario Building Code (OBC) 2006; and • NBCC 2010 and therefore OBC 2012, and NBCC 2015. 2 BAC KGR O UND AND APPROACH 2.1 Methodology 2.1.1 Aerodynamic Knowledgebase RWDI has established an aerodynamic knowledge base of wind load information for roof-mounted solar arrays. This knowledgebase has been developed through numerous wind tunnel investigations of roof-mounted solar racking systems with varying aerodynamic properties. The majority of the data are based on generic industrial buildings approximately 30 ft (9 m) in height. and plan dimensions on the order of 100 ft x 100 ft (30 m x 30 m). Taps and instrumentation that measure fluctuating wind pressure were installed on the top and bottom surfaces of the panels at numerous locations. Images of representative wind tunnel models are shown in Figure 1. This knowledgebase was leveraged to generate wind loading coefficients in the absence of system-specific wind tunnel research. 2.1.2 Upwind Terrain Beyond the modeled area, the influence of the upwind terrain on the planetary boundary layer was simulated in the knowledgebase testing by appropriate roughness on the wind tunnel floor and flow conditioning spires at the upwind end of the working section for each wind direction. This simulation was targeted to represent a generic suburban terrain condition (Exposure Bas defined in the ASCE 7 and NBCC) for all wind directions. The coefficients were determined by normalizing the wind tunnel measurements by a reference wind pressure in the same exposure. This is consistent with the approach taken by the building codes to develop coefficients. As such, the coefficients can be utilized in more open exposures, Exposure C and D (ASCE 7) or Exposure A (NBCC), provided the appropriate exposure factor is applied. 2.1 .3 Wind Speed To obtain full-scale wind pressures for U.S.A. installations, the GCp (equivalent to GCn) values are multiplied by a 3- second gust wind pressure (qz), as defined in the ASCE 7-05, ASCE 7-10, and ASCE 7-16. To obtain full-scale wind pressures for Canadian installations, the CpCg values are multiplied by a design reference pressure (q) and exposure factor (Ce), as defined in the NBCC. The NBCC and OBC (Ontario Build ing Code) provide tables giving a specific value of q for each community listed. rwdi.com Page 2 STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l803163 November 15, 2021 As an example, a reference wind pressure of 0.46 kPa corresponds to a basic wind speed consistent with the ASCE 7-05 definition of a 3-second gust at 33 ft (10 m) in open country terrain of 90 mph; this value is the typical non-hurricane SO-year design wind speed for the majority of the continental U.S in ASCE 7-05. Table 1 provides a summary of the conversions between the ASCE and NBCC definitions of wind speed and pressure. In other jurisdictions, it is possible that the definition of the design wind speed could be different. To convert to gust durations other than mean hourly or 3-second, Figure C6-4 in the ASCE 7-05 (Figu re C26.5-1 in ASCE 7-10 and 7-16) may be used. It should be noted that the design reference pressures in the NBCC, and the basic wind speeds specified in ASCE 7-05 correspond to a nominal return period of SO years. This means that the probability of experiencing this speed in any given year is 1/50 or 2%. Building codes/standards often provide design wind speeds or pressures for multiple return periods. If a different return period is determined to be appropriate by the design team, the corresponding design wind speed or pressure should be used. The results of the knowledgebase testing are not specific to any one particular location, and therefore. local wind speeds and directional biases in the wind climate are not reflected in the predictions. It is assumed that the wind for design purposes approaches from the worst direction for the panel under consideration. 2.1.4 Determination Design Wind Pressures from Wind Tunnel Test Results For design of solar arrays, the differential (net) wind pressure acting across an appropriate PV element must be considered. The results provided in this report include the contributions of the wind pressures acting on both the upper and lower surfaces of the PV modules (measured directly on the scale model during the knowledgebase wind tunnel testing). The net pressure acting on each array element was determined by directly measuring the instantaneous area-weighted pressure difference across the element. The wind pressure patterns affecting any structure vary both spatially and with time and are very complex. The force or stress generated in any one component of the structure depends to some extent on the continually changing pressure pattern over the entire structure. For the design of a particular structural element which in this case can be an individual panel or a connected group of panels, the re levant wind loads are those acting simultaneously over the element's tributary area. For example, assume one loading condition of interest to be that which causes the highest overall upward force on an array. In this case, to determine the upward force, L. one would need to determine the highest instantaneous value of where p,, p2, p3, etc. are the instantaneous pressures measured at representative pressu re taps 1, 2, 3, etc. and A1p, A2p, AJp, etc. are the tributary areas associated with each of the pressure taps. Each term in the above summation is the contribution to the normal force coming from one of the areas. Since some of the taps are situated on the bottom of the panels, they have negative signs applied to their areas, thus producing instantaneous net forces. Because of lack of correlation of the wind pressures over the area, the individual terms do not all reach their peak at the same instant in time. Therefore, to determine the true peak upward force, it is rwdi.com Page 3 STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l803163 November 15, 2021 important to carry out the above summation on a continuous and instantaneous basis. The results are usually expressed in coefficient form. For example, in the case of the upward force, the force is divided by the reference wind pressure, q8, and the tributary area, A, to obtain The summation in the brackets on the right hand side, obtained on an instantaneous basis from the wind tunnel, is the overall upward force divided by the surface area and so is an area-averaged pressure. It may also be evident that as the above summation is carried out over progressively larger areas, the area-averaged pressure will reduce. This effect is generally reflected in NBCC and ASCE 7 curves for pressures on components and cladding. In this investigation, the primary concern of the design team was the ballast requirements to resist lift-off of the panels. Therefore, uplift force was the primary focus of the assessment, although forces in the downward and lateral (drag) directions were also examined. The uplift forces were predicted for several averaging (tributary) lengths/areas of the array. The first was for loads representing an individual PV module, assuming that an individual panel within the array is structurally separated from the adjacent panels and depends on its own ballasting system. This assumption is also applicable for the design of the panel supports. The rest were for progressively larger averaging areas representing 2 PV modules in the east-west direction by 1 row in the north- south direction, 1 module by 2 rows, and 2 modules by 2 rows. Each of these averaging areas assumes in its own case to be able to contribute to resisting the applied load through redistribution (i.e., sharing) of the wind load. This approach provides insight into the loading of an installation where the strong interconnection allows ballast and system weight of components further away to assist in holding the modules in place. It is important to identify which averaging scenario is appropriate for a given installation. A test could be performed physically on a mock-up of a typical array of panels or the stiffness could be determined analytically. It is the responsibility of the design team to select the appropriate averaging area for the particular racking system that is being installed. The selection of the appropriate averaging areas and ballasting scheme assume that the ballast will remain in place during the design wind event. 2.2 Criteria The recommendations for wind loads provided in this report are based on a knowledge base of wind tunnel tests employing procedures that meet or exceed the requirements set out in Section 31.2 of the American Society of Civil Engineers (ASCE) 7-10 Standard and ASCE 49-12. The intent was to recommend simplified procedures for prescribing wind pressures on the panels, consistent with the following Standards/Codes: • ASCE 7-05, and therefore the International Building Code (IBC) 2006 and 2009; • ASCE 7-1 O, and therefore IBC versions 2012 and 2015 as well as State/county adoptions of these IBC versions, such as the California Bu ilding Code 2016 (which is based off IBC 2015); • ASCE 7-16, and therefore IBC version 2018 as well as State/county adaptations of the 2018 IBC; rwdi.com Page 4 STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l8O3163 November 15, 2021 • National Building Code of Canada (NBCC) 2005, and therefore the Ontario Building Code (OBC) 2006; • NBCC 2010 and therefore OBC 2012; and, • NBCC 2015. 3 RESULTS AND DISCUSSION 3.1 Recommended Design Wind Pressures Design recommendations are given in the form of GCp values for use with the ASCE 7, and CpCg values for use with the NBCC. As described in Section 2.1 .4, the provided GCp and CpCg values are differential (net) pressure coefficients and as such do not need to be augmented by an internal pressure coefficient (GCp; or Cp;Cg;). These pressure coefficients represent the worst-case wind directions and are the combination of data obtained for 36 wind directions modeled in the wind tunnel. Note that the wind pressure coefficients provided in this report do not include the effects of the directionality in the local wind climate or the effects of the immediate surrounding terrain or topography. These coefficients do not contain safety or load factors and are to be applied to the solar arrays in the same manner as would wind loads calculated by code analytical methods. Hence it is suggested that appropriate load factors as required by the building official of jurisdiction should be applied to the wind pressures when determining ballasting schemes. Unless otherwise specified by the building official of jurisdiction, these load factors should be taken from Chapter 2 of ASCE 7 for U.S.A. installations and Section 4.1.3.2 of NBCC for Canadian installations. It is recommended that the uplift, downward and drag wind pressure coefficients presented in Tables 2 through 5 be considered for buildings with SolarStrap Rooftop Solar Racking System installations based on the aerodynamic parameters in Section 3.2.4 for 5°, 10°, 15°, and 20° tilt angles respectively. Coefficients for the 15° system mounted higher off the roof are in Table 6. The data provided in Tables 2 through 6 are categorized into six aerodynamic zones of an array: North Corner, North Leading Edge, East and West Edges, Field, South Corner, and South Leading Edge. These are described further in Section 3.2.2 and in the Notes section following the tables. Pressure coefficients are tabulated for conditions of no parapet (less than 0.5 Harray). For parapet heights greater than 0.5 Harray, the coefficients presented in Tables 2 through 6 should be multiplied by the appropriate multiplication factor from the plot in Figure 2. These factors are the result of extensive research conducted by RWDI, both of the proprietary and published nature1. Pressures derived using the recommended coefficients may be applied to the area of all SolarStrap Rooftop Solar Racking System modules within the selected averaging area projected onto a horizontal plane for direct estimate of uplift/downforce force (i.e., directly accounting for the cosine of the tilt angle), or a vertical plane for determining drag force component. rwdi.com Wind loading on tilted roof-top solar arrays: The parapet effect.Journal of Wind Engineering ond Industrial Aerodynamics. 2013 (123A). https://doi.org/10.1016/j.jweia.2013.08.013 Page 5 STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l803163 November 15, 2021 3.2 Applicability of Results 3.2.1 Applicability of Wind Load Recommendations The arrays are to be installed on typical horizontal or low-slope (s 1 :8) flat roof commercial buildings. Other SolarStrap system designs/geometries than those considered in the scope of this investigation could produce different wind loads. If significant buildings deviating from standard terrain conditions, as defined by the governing building code or standard, are located near the project site, then some load changes could occur. System specific aerodynamic properties and tolerances are provided in Section 3.2.4. Wind load coefficients have been provided in Tables 2 through 4 for a parapet height less than 0.5 Harray. For installations with a parapet height greater than 0.5 Harrar, a multiplication factor from Figure 2 should be applied . The setback from the roof edge, s, is defined in Example 1. Mounting closer than 3 ft (1.0 m) to the roof edge could change the recommendations. The maximum permissible setback to use the tabulated coefficients is 0.5 h, where his the building height. When the setback is greater than 0.5 h, a factor of 1.5 must be applied to the coefficients for the exposed, leading 2 modules in the east-west direction and 1 row in the north-south direction. Mounting within a distance equal to the height of a large roof obstruction could change the recommendations, where a large roof obstruction has frontal area of dimensions greater than 5 Harray high and 5 Harray wide. If this is the case, then RWDI should be contacted to comment on the probable effects and possibly to determine additional appropriate design wind pressures. Where open areas on the roof that exceed 1 0 ft (3 m) in width, which are caused by clearance provided around objects or for access routes, new corner or edge zones are formed where the array meets them. The coefficients in Tables 2 through 4 are appli cab le for modules with areas between 17 ft2 (1.6 m2) and 23.5 ft2 (2.2 m2). The provided coefficients apply to contiguous arrays and sub-arrays with minimum size equal to 4 modules in the east-west direction by 4 rows in the north-south direction. For smaller arrays or sub-arrays guidelines for selecting appropriate coefficients are presented in Appendix A For arrays and sub-arrays equal to or greater than the minimums above, to use a given averaging area, the number of interconnected modules must be at least equal to the number of modules within the selected averaging area. It is important to identify which averaging scenario is appropriate for a given installation. A test could be performed physica lly on a mock-up of a typical array of panels or the stiffness could be determined analytically. It is the responsibility of the design team to select the appropriate averaging area for the particular racking system that is being insta lled. The selection of the appropriate averaging areas and ballasting scheme assume that the ballast will remain in place during the design wind event. rwdi.com Page 6 STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l803163 November 15, 2021 3.2.2 Effect of Building Size The pressure coefficients in Tables 2 through 6 are valid for a particular range of building sizes ranging in height and plan dimensions. Figure 3 provides factors to adjust the tabulated pressure coefficients for a much larger range of building sizes. These factors are based the pressure coefficient curves presented in the SEAOC PV2 document and are a function of Lb, evaluated based on building height and plan dimension. The effect of building size on the location of peak wind loading is less defined, although the limited published literature on the topic indicates that as the building height increases (within the range investigated) the location of the peak loading moves slightly inward from the array corner/edge zones. The peak wind loads are generated by corner vortices that affect the perimeter roof zone of a building, the size of which is dependent on building dimensions. A perimeter roof zone is defined with a width equal to the minimum of 0.6 hand 0.1 WL from the building edge, where h is the building height and Wt is the width of the building on its longest side. Modules located within this perimeter roof zone will be subject to higher wind loading from the building aerodynamics and must be classified as corner or edge aerodynamic array zones. Corner Zones are aerodynamic zones at the corners of an array produced by wind exposure of the leading modules and do not benefit from sheltering from adjacent modules on two sides. At a minimum, the Corner Zones encompass a roof area equaling three modules in the east-west direction and three rows in the north- south direction, with open roof on two sides. Edge Zones are aerodynamic zones along the North, South, East, or West edges of an array between Corner Zones produced by the wind exposure of leading modules and do not benefit from sheltering from adjacent modules on only one side. At a minimum, the Edge Zones encompass a roof area equaling three modules in the east-west direction, or three rows in the north-south direction, surrounded by open roof that do not fall in a Corner Zone. If there are modules within the perimeter roof zone that are not corner or edge at the minimum zone size, the size of the corner or edge zone must increase in size. This is shown graphically in the Key Plan and Examples and discussed in Appendix B. 3.2.3 Effect of Module Size The coefficients in Tables 2 through 6 are applicable for modules with areas between 17 ft2 (1.6 m2) and 23.5 ft2 (2.2 m2) in landscape orientation. For larger modules, up to 32 ft2 (3.0 m2), the coefficients can be used provided the chord of the module is between 37" (0.94 m) and 42" (1.1 m) in landscape orientation. Module chord, c, is defined in the next section and Application Example 1. 3.2.4 Racking System Tolerances The wind loading recommendations in this report are applicable for the design of the SolarStrap Rooftop Solar Racking System, based on the information received as of April 30, 2018 and October 23, 2019. The following table provides tolerances for the key dimensions (see schematic image below table) such that the coefficients in this rwdi.com Page 7 STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l803163 November 15, 2021 report can still be used. Further wind tunnel research may be requ ired to accurately define the relationship between the data in this report and those for other parameters, if outside the listed tolerances. rwdi.com Parameter ] Value Applicability Tolerance / Range Module Area Chord Length Setback from roof edge,s Tilt. 9 Cavity Depth, he Row Spacing Building surface 21 ft2 (1.9 m2) 39" (1.0 m) 3 ft (1 m) 5°, 10°, 15°, 20° Tables 2 through 5: 5.8" (14.7 cm) for 5°, 10°, 15° and 20° Table 6: 23.3" (59 cm) 5°: 8" (20 cm) 10°: 13" (33 cm) 15°: 21"(53cm) 20°: 26" (66 cm) Elevated 15°: 21" (53 cm) 17 ft2 (1.6 m2 ) through 23.5 ft2 (2.2 m2 ) See Section 3.2.3 for Modules up to 32 ft2 (3.0 m2 ) 37" (0.94 m) and 42" (1.1 m) Tables 2 through 6: 3 ft (1 m) s s s half building height, ½h See Section 3.2. 1 for ½h s s s h Table 2: 4° s 8 s 6° Table 3: 9° s 8 s 11 ° Table 4: 14° s 8 s 16° Table 5: 19° s 8 s 21 ° Linear interpolation permitted between Tables 2 through 5 Table 6: 14° s 8 s 16° Tables 2 through 5: ±%" (1.6 cm) Table 6: ±1" (2.2 cm) ±10% cnord Lengtn, c - I.Row Spado\l _____________ ;T!lt ____ - Page 8 STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#7803763 November 75, 2027 4 DETERMINATION OF BALLAST 4.1 U.S.A. Installations For U.S.A. installations using the ASCE 7-05, 7-10 or 7-16, the ballast required to resist uplift and sliding conditions may be determined using the following equations. The maximum value between these two scenarios should be used for design. Note that the reduction factors provided apply to a single interconnected array. BALLAST (LB ) TO R ESIST UPLIFT a0 • Ballastuplift =aw · q2 • IGCPluplift • Auplift -ao • M (lb) BALLAST (LB) TO RESIST SLIDING where rwdi.com M fn Auplift Adrag I GCp luplift (GCp)"drag 1ccp1· uplift -factor on wind load from ASCE 7-05, 7-10 or 7-16 (Chapter 2) -factor on dead load from ASCE 7-05, 7-10 or 7-16 (Chapter 2) -3-second gust wind pressure (lb/ft2) for site location from ASCE 7-05, including exposure factor (Kz) and directionality factor (Kd = 0.85) as per 6.5.10 of ASCE 7-05 or 26.6 of ASCE 7-10 or 7-16 -self weight of assembled system (lb) for appropriate averaging area -frictional coefficient -area (ft2) of panel(s) projected onto a horizontal plane -area (ft2) of panel (s) projected onto a vertical plane -absolute value of uplift pressure coefficient from Tables 2 through 6 (as appropriate), for selected averaging area -highest drag pressure coefficient from Tables 2 through 6 (as appropriate), multiplied by the appropriate area reduction factor from plot below -absolute value of highest uplift pressure coefficient from Tables 2 through 4 (as appropriate), multiplied by the appropriate area reduction factor from plot below 0.50 0.45 I.. 0.40 0 ... 0.35 u ~ 0.30 u. C: 0.25 0 ... 0.20 u ~ ............ -........... ..........__ -............._ r-,,...,.,...__ :::, "C 0.15 QI 0::: 0.10 0.05 0.00 500 5000 50000 Roof Area Covered by Single Interconnected Array (ft2) Page 9 STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l803163 November 15, 2021 4.2 Canadian Installations For Canadian installations using the NBCC 2005, 2010 or 2015, the ballast required to resist uplift and sliding conditions may be determined using the following equations. The maximum value between these two scenarios should be used for design. Note that the reduction factors provided apply to a single interconnected array. BALLAST (KG) TO RESIST UPLIFT ( 1000) av • Ballastuplift = aw • q ·Ce · JCPCB J . • Auplif t • ---av • M upl<ft 9.81 (kg) BALLAST (KG) TO RESIST SLIDING av· Ballastdra9 =aw· q ·Ce · (~~i~) · [ccPcBr dra9 • Adra9 • (l) + JcpcgJ'uplif t 'Auplift]-av' M (kg) where rwdi.com Ce M fn Auplift Adra9 Jeep I uplift ICC J' . p upl<ft -factor on wind load from NBCC 2005, 2010 or 2015 (Section 4.1.3.2) -factor on dead load from NBCC 2005, 2010 or 201 5 (Section 4.1 .3.2) -mean reference pressure (kPa) for site location from NBCC 2005, 201 0 or 20 1 5 (Section 4.1.7.1; Appendix C) -exposure factor from NBCC 2005, 2010 or 2015 (Section 4.1.7.1) -self mass of assembled system (kg) for appropriate averaging area -frictional coefficient -area (m2) of panel(s) projected onto a horizontal plane -area (m2) of panel(s) projected onto a vertical plane -absolute value of uplift pressure coefficient from Tables 2 through 6 (as appropriate), for selected averaging area -highest drag pressure coefficient from Tables 2 through 6 (as appropriate), multiplied by the appropriate area reduction factor from plot below -absolute value of highest uplift pressure coefficient from Tables 2 through 4 (as appropriate), multiplied by the appropriate area reduction factor from plot below 0.50 0.45 ~ 0.40 t 0.35 Ill LI. 0.30 5 0.25 ·-e 0.20 :::s ,:s 0.15 Cl.I a:: 0.10 0.05 0.00 r",..._ 50 ............ ............._ --........ ---............ r-,,.....___ 500 5000 Roof Area Covered by Single Interconnected Array (m2) Page 10 STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l803163 November 15, 2021 4.3 Design of Array Penetrations In some cases, the design team may choose to use penetrations, rather than ballast, to hold the array in position. The required wind loading acting on a given penetration shou ld be determined using the pressure coefficients for an averaging area consistent with the tributary area of each penetration. For tributary areas greater than 100 ft2 (10 m2), the reduction factors given in the previous sections may be used in the same manner as described for ballast determination to resist sliding. For smaller areas, the coefficients given in Tables 2 through 6 (as appropriate) should be used. rwdi.com Page 11 • STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l8O3163 November 15, 2021 Table 1: Conversions between Design Wind Speeds in ASCE 7 and NBCC I Basic 3-Second Gust Wind Speed (Vbasic) 1 Mean Hourly Values per NBCC per ASCE 7 mph mis V (m/s)1 q (kPa)2 85 38 25 0.41 90 40 26 0.46 100 45 29 0.56 110 49 32 0.68 120 54 35 0.81 130 58 38 0.95 140 63 41 1.10 150 67 44 1.27 Notes: 1. The factor to convert from a 3-second gust speed to mean hourly is 1 /1.52, based on Figure C6-4 in the ASCE 7-05 (Figure C26.5-1 in ASCE 7-10 and 7-16). 2. Based on Equation (14) in Commentary I of the NBCC Structural Commentaries (Part 4 of Division B), the conversion from mean hourly wind speed to reference pressure is V = 39. 2 • .[ii rwdi.com Page 12 STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l803163 November 15, 2021 Table 2: Recommended Pressure Coefficients, 5° Tilt Angle GCp Values (for use with ASCE) Wind Force Uplift Averaging Area Oownforce Drag Number of Modules 2 2 in EW Direction by Module Modules Module Modules 1 Module Module Number of Rows in by 1 by 1 by 2 by 2 by 1 Row by 1 NS Direction Row Row Rows Rows Row North Comer -0.75 -0.60 -0.65 -0.50 1.00 1.00 North Leading -0.80 -0.45 -0.50 -0.40 1.00 1 00 Edge East & West Edges -0.70 -0.55 -0.60 -0.50 0,70 0 70 Field -0.60 -0.45 -0.50 -0.40 0.65 0.65 Module by 1 Row -1.65 -1.30 -1.55 -1.30 Table 3: Recommended Pressure Coefficients, 10° Tilt Angle GCp Values (for use with ASCE) Wind Force Uplift Averaging Area Oownforce Drag Number of Modules 2 2 in EW Direction by Module Modules Module Modules 1 Module Module Module Number of Rows in by 1 by 1 by 2 by 2 by 1 Row by 1 by 1 NS Direction Row Row Rows Rows Row Row North Comer -0.95 -0.75 -0.80 -0.60 1.00 1.00 -2.10 North Leading -0.75 -0.60 -0.60 -0.50 1.00 100 -1.60 Edge East & West Edges -0.90 -0.70 -0.75 -0.60 0.70 0.90 -1.90 Field -0.75 -0.60 -0.60 -0.50 0.65 0.75 -1.60 Table 4: Recommended Pressure Coefficients, 15° Tilt Angle GCp Values (for use with ASCE) Wind Force Uplift Averaging Area Oownforce Drag Number of Modules 2 2 1 in EW Direction by Module Modules Module Modules 1 Module Module Module Number of Rows in by 1 by 1 by 2 by 2 by 1 Row by 1 by 1 NS Direction Row Row Rows Rows Row Row North Comer -1.10 -0.85 -0.90 -0.70 1.10 1.10 -2.40 North Leading -0.85 -0.65 -0.70 -0.55 1.10 1 10 -1.85 Edge East & West Edges -100 -0.80 -0.90 -0.70 0.75 1.00 -2.20 Field -0.85 -0.65 -0.70 -0.55 0.75 0.85 -1.85 rwdi.com CpCg Values (for use with NBCC) Uplift Oownforce Drag 2 2 Module Module Module 1 Module Module s by 1 by 2 s by 2 by 1 Row by 1 Row Rows Rows Row -1 .30 -1.35 -1.05 1.70 1.70 -1.00 -1 .05 -0.85 1.70 1.70 -1 .20 -1.35 -1.05 1.20 1.55 -1.00 -1.05 -0.85 1.15 1.30 CpCg Values (for use with NBCC) Uplift Oownforce Drag 2 2 Module Module Module 1 Module Module s by 1 by 2 s by 2 by 1 Row by 1 Row Rows Rows Row -1 .60 -1.70 -1.30 2.15 2.15 -1.25 -1.30 -1.05 2.15 215 -1 .50 -1.65 -1.30 1.50 1.90 -1.25 -1.30 -1.05 1.45 1.60 CpCg Values (for use with NBCC) Uplift Oownforce Drag 2 1 2 Module Module Module 1 Module Module s by 1 by 2 s by 2 by 1 Row by 1 Row Rows Rows Row -1.85 -1.95 -1.50 2.45 2.45 -1 .45 -1.50 -1.20 2.45 2 45 -1 .75 -1.90 -1 .50 1.75 2.20 -1.45 -1.50 -1 .20 1.65 1.85 Page 13 STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l 803163 November 15, 2021 Table 5: Recommended Pressure Coefficients, 20° Tilt Angle GCp Values (for use with ASCE) Wind Force Averaging Area Uplift Oownforce Drag Number of Modules 1 2 2 in EW Direction by Module Modules Module Modules 1 Module Module Module Number of Rows in by 1 by 1 by 2 by 2 by 1 Row by 1 by 1 NS Direction Row Row Rows Rows Row Row North Comer -1 .35 -1 .05 -1.10 -0.85 1.35 1.35 -2.90 North Leading -105 -0.80 -0.85 -0.65 1.35 1.35 -2.25 Edge East & West Edges -1 .20 -0.95 -1.10 -0.85 0.90 1.20 -2.65 Field -1.05 -0.80 -0.85 -0.65 0.90 1.05 -2.25 CpCg Values (for use with NBCC) Uplift Oownforce Drag 2 2 1 Module Module Module 1 Module Module s by 1 by 2 s by 2 by 1 Row by 1 Row Rows Rows Row -2.25 -2.35 -1.80 2.95 2.95 -1.75 -1.80 -1.45 295 2.95 -2.15 -2.30 -1.80 2.10 2.65 -1.75 -1.80 -1.45 2.00 2.25 Table 6: Recommended Pressure Coefficients, Elevated 15° Tilt Angle GCp Values (for use with ASCE) CpCg Values (for use with NBCC) Wind Force Averaging Area Uplift Oownforce Drag Uplift Oownforce Drag Number of Modules 1 2 1 2 1 1 2 1 2 in EW Direction by Module Modules Module Modules 1 Module Module Module Module Module Module 1 Module Module Number of Rows in by 1 by 1 by 2 by 2 by 1 Row by 1 by 1 s by 1 by 2 s by 2 by 1 Row by 1 NS Direction Row Row Rows Rows Row Row Row Rows Rows Row North Comer -1.55 -1.20 -1.25 -1.00 1.50 1.55 -3.35 -2.60 -2.70 -2.15 3.25 3.35 North Leading -1.20 -0.90 -1.00 -0.75 1.50 1 50 -2.60 -1 .95 -2.15 -1.60 325 325 Edge East & West Edges -1 .40 -1.10 -1 .25 -1.00 1.00 1.40 -3.00 -2.40 -2.70 -2.15 2.15 3.00 Field -1 .10 -0.85 -0.90 -0.70 100 1.10 -2.40 -1 .85 -1.95 -1.50 2.15 2.40 rwdi.com Page 14 STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLAR STRAP RWDl#l803163 November 15, 2021 Key Plan N Wes ast! ijdgei I FiEfld t Notes: 1. Pressures derived using the above coefficients may be applied to the area of all SolarStrap modules within the selected averaging area projected onto a horizontal plane for the purpose of determining uplift/downforce force components, or a vertical plane for determining drag force component. For U.S.A. installations, the GCp va lues are to be used in conjunction with 3-second gust wind pressure qz, from the ASCE 7-05, ASCE 7-10 or ASCE 7-16. For Canadian installations, the CpCg values are to be used in conjunction with mean-hourly wind pressure q, from the NBCC 2005, NBCC 2010 or NBCC 2015. 2. The tabulated coefficients in Tables 2 through 6 should be factored by the appropriate factors from Figure 2 for the parapet height and Figure 3 for the specific building dimensions. 3. Downforce and drag coefficients for larger averaging areas may be obtained by multiplying the single module coefficient by the appropriate area reduction factor obtained from the curves presented in Section 4. These reductions only apply to averaging areas extending across at least 3 rows of the array. 4. North and South Corner Zones are aerodynamic zones at the corners of an array produced by wind exposure of the leading modules and do not benefit from sheltering from adjacent modules on two sides. Modules within the corner of the perimeter roof zone, defined as the minimum of 0.6 hand 0.1 W1, shall be classified as corner. At a minimum, the North and South Corner Zones encompass a roof area equaling three modules in the east-west direction and three rows in the north-south direction, with open roof on two sides. Refer to the Key Plan, Application Examples and Section 3.2.2 for further information. rwdi.com Page 15 STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l803163 November 15, 2021 5. North Leading Edge, South Leading Edge and East & West Edges are aerodynamic zones along the pe rimeter of an array between North and South Corners produced by the wind exposure of leading modules and do not benefit from sheltering from adjacent modules on only one side. Al l non-corner, modules within the perimeter roof zone shall be treated as edge. At a minimum, the North Leading Edge, South Leading Edge and East & West Edges encompass a roof area equaling three modules in the east-west direction, or three rows in the north-south direction, surrounded by open roof that do not fa ll in a Corner Zone. Refer to the Key Plan, Application Examples and Section 3.2.2 for further information. 6. Where open areas of the roof that exceed 10 ft (3 m) in width are caused by clearance provided around objects or for access routes, new corner or edge zones are formed where the array meets them. 7. The coefficients presented for the various averaging lengths/areas are based on the assumption that the load applied can be resisted by, or shared over, this much of the array. The determination of an appropriate averaging strategy is based on the stiffness and interconnection details of the system as deemed appropriate by the design team. If requested RWDI can comment on the results of array stiffness testing. The selection of the appropriate averaging areas and ballasting scheme assume that the ballast will remain in place during the design wind event. 8. The coefficients provided in Tables 2 through 6, along with the multiplication factors in Figures 1 and 2, are applicable to a large range of building sizes with horizontal or low-slope (s 1 :8) flat roofs. 9. The tabulated coefficients are valid for setbacks values between 3 ft (1 m) and 0.5 h, where h is the roof height. 10. Load factors as required by the building official of jurisdiction should be applied when determining required ballast. 11. The above coefficients are applicable to the SolarStrap Rooftop Solar Racking System fo r modules ranging from 17 ft2 (1.6 m2 ) through 23.5 ft2 (2.2 m2 ). For modules with areas up to 32 ft2 (3.0 m2 ) see Section 3.2.3. SolarStrap designs/geometries other than those considered in the scope of this investigation could produce different wind loads. rwdi.com Page 16 STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l803163 November 15, 2021 Figure 1 -Representative Wind Tunnel Models rwdi.com Page 17 STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l803163 November 15, 2021 !5 1.40 t: "' ... 6 L~-1----~--4 __ _,_ ____ -+---'---~.r-1----------+---'-----1------1 rwdi.com -~ "' ... :g_ 1.20 E ::, :i: 1.10 -l--....._+-------4---J<---+-----1----------+---.----1--------1 0 0.5 1 1.5 2 2.5 3 Parapet Height, Harray Figure 2 -Parapet Height Factor Curve Page 18 STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l803763 November 75, 2021 1.1 1 30 40 50 60 70 80 90 100 110 120 130 140 150 -1 Module 2 Modules -4 Modules This curve is based on the curves presented in Figure 29.9-1 of SEAOC PV-2. h is the height of the building (in feet), WL and Ws are the longest and shortest lengths of the building, respectively, (in feet). Figure 3 -Building Height Factor Curve rwdi.com Page 19 STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#7803763 November 75, 2027 Application Example 1 -Contiguous Array Covering Most of Roof Colour coded Lo match Tables 2 Lhough .:/ Building Dimensions Perimeter Roof Zone Setback ·- I 55 I I s Setback, s !s I rwdi.com Nominally I 00 ft North-South; I 00 ft East-West; height 50 ft IO ft 3 ft I . .-c.-Module Chord North I ~ l i I . l I I I I ~/-§ I I r T I I r I I I = I I I l L l I 5 : I I I r t Perimeter Roof Zone 1111 North Corner 1111 North Leading Edge 1111 East & West Edges I I ! I I I I Field J I I I 1111 South Corner I I I 1111 South Leading Edge Page 20 STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l803163 November 15, 2021 Application Example 2 -Step Back Array Covering Most of Roof with Enlarged Aerodynamic Zones Colour coded IO match Tables 2 through 4 Building Dimensions Perimeter Roof Zone Setback Nominally I 00 ft North-South; 200 ft East-West; height 60 ft 20 ft 3ft I I I I•► J I I I I I I I I II I If I I I I I I I I I Ill I I I ! t ~ ...___l ~ _l ! : ~-L-L-1 ' ' [ I I --,-"°°'T ----::-r I r I l l I -I T r I . I T T T 1 I 1 I ! l I I .. I 1.. l ~ ... r r T T l I I T T T T r T r _LI I I North I 1 l I i I I j j f I l i I I r ! __._ L L-1 _l ~ J ! ' I I I I I J ...-=r ] I ~ t I I } T I i : I I r r _t_T 1 I I ill Field to North Leading Edge I I I I I __:J -East & West Edges to North Corner I r i I Perimeter Roof Zone r T r -r ~ LLT I I I I -North Corner ' I I I I I I I ,1-,~ -North Leading Edge I I : I • .I I I _L_L J I I -East & West Edges --r I I I I I I Field -South Corner I -South Leading Edge rwdi.com Page 21 STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l803163 November 15, 2021 Application Example 3 -Larger Building Dimensions with Enlarged Aerodynamic Zones Colour coded 10 match Tables 2 through ./ Building Dimensions Perimeter Roof Zone Setback rwdi.com Nominally 100 ft North-South; 400 ft East-West; height 60 ft 36 ft Varies ----r----- ~ tY//, $5;5, ~ p;, ~ I I ---------------- North t • North Leading Edge to North Corner • East & West Edges to North Corner sss Field to North Corner m Field to North Leading Edge 7i'7. Field to East & West Edges ~'s:: Field to South Corner 'I -·-·-·~ 1 -·-·-I South Leading Edge to South Corner Perimeter Roof Zone North Corner North Leading Edge East & West Edges Field South Corner South Leading Edge Page 22 STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#7803763 November 75, 2027 APPENDIX A: APPLICATION GUIDELINES TO SMALL ARRAYS OR SUB- ARRAYS The provided coefficients are given for various averaging lengths/areas based on the assumption that the load applied can be resisted by, or shared over, this much of the array. As a result, the selection of an appropriate averaging length/area is based on the effective stiffness/load sharing of the array as determined by the designer. The following guidelines are intended to assist the designer in the application of the provided wind loading coefficients to various array layouts. o To use a given averaging length/area, the minimum number of interconnected modules must be at least 3 times the number of modules within the selected averaging area. For example, o to use a 1 module by 1 row coefficient, there must be at least 3 interconnected modules in the array, sub-array, or array protrusion; o similarly, to use a 3 by 2 coefficient, there must be at least 18 interconnected modules. o The contiguous array or sub-array must include at least one more module/row than the selected averaging length/area. For example, o to use a 2 modules by 1 row coefficient, there must be at least 3 interconnected modules along the row and 2 interconnected modules in the adjacent row; o similarly, to use a 3 by 2 coefficient, there must be at least 4 interconnected modules along the row and 3 interconnected modules in the adjacent row. o A row is defined as interconnected modules in the east-west direction. o There must be a minimum of 2 interconnected modules along a row within each contiguous array, sub- array, or array protrusion. o On ly corner zone coefficients may be used for contiguous arrays, sub-arrays, or array protrusions smaller than 4 modules along a row in the east-west direction in the by 4 rows in the north-south direction. Several examples are provided below to illustrate the above guidelines for small arrays or sub-arrays. Example configurations for whkh Example configuration for which Example configuration for which 1 by 1 ~ coefficients should be used: 2 by 1 £2!.!!!!. CMff1C1ents should be used: 3 by l ~ coefficients should be used: -'I Example confrguration fOf' which Example conflgunmon for which Example configurat,on for whlch l by 2 ~coerfk1ents should be used: 2 by 2 £2!!1!!. eoeffk,ents should be used: 3 by 2 _£2!!!!! coefflc;ients should be used: rwdi.com Page 23 STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l803163 November 15, 2021 APPENDIX B: EXAMPLES Table B1: Dimensions for Application Example 1 Parameter Value (Short) Building Dimension, Ws 100 ft (Long) Building Dimension, Wt 100 ft Building Height, h 50 ft Setback, s, North 3 ft Setback, s, East 7.1 ft Setback, s, South 5 ft Setback, s, West 3 ft Perimeter Roof Zone 10.3 ft Lb 28 ft 1.0 for 1 module Figure 3 Building Size Factor 1.0 for 2 modules 1.0 for 4 modules I I ., .... • 1 • l. I 1 I l I i§~ I I § ' LJ -r r I I 1 l I I [ [ J I I r I T I l 1 I I I ! f f I r I I ..L I I I ,_..._ T I T T s I 1 Setback, s !s I I rwdi.com .- In this example, the minimum co rner and edge aerodynamic zones are larger than the perimeter roof zone and thus sufficiently large; they do not need to be enlarged. -Module Chord North t Perimeter Roof Zone 1111 North Corner 1111 North Leading Edge 1111 East & West Edges Field 1111 South Corner 1111 South Leading Edge Page 24 STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l803163 November 15, 2021 Table B2: Dimensions for Application Example 2 Parameter Value (Short) Building Dimension, Ws 99 ft (Long) Building Dimension, WL 200 ft Building Height, h 60 ft Setback, s, North 3 ft Setback, s, East 7.1 ft Setback, s, South 6.9 ft, 20.9 ft, 39.6 ft Setback, s, West 6.9 ft, 22.3 ft, 41.6 ft Perimeter Roof Zone 20 ft Lb 44 ft 1.11 for 1 module 1 .1 2 for 2 modules Figure 3 Building Size Factor 1.14 for 4 modules rwdi.com In this example, the minimum corner and edge aerodynamic zones on the north end of the building are smaller than the perimeter roof zone and thus they need to be enlarged. The additional modules that need to be classified as North Corner or North Leading Edge depends on the setback. The larger setback on the south end of the building is sufficiently large that the aerodynamic zones do not need to be enlarged. Note that some of the setbacks for this example exceed the 0.5 h threshold for tabulated coefficients. The coefficients for the leading-edge modules will have to be factored by 1.5. Refer to Section 3.2.1 in the report for more details. Page 25 • STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l803163 November 75, 2021 I JTllll'IIIIIIJI Jrll LI.LlllLLL I I I ! I i i t : : ; ~ ! I t bf ~:3 ~~,~( I T I r r r , I l I I l I I I L ~ } f L T I r I r r r r T I r r T I J I I J L I I 1 1 I I . l l l 1 I f t I } r r j J J I I I ) I - j iIJ1 D i I ff } i r r : I r 1 T I r I I WJJ I I J .I I I I T T T 111 -l 1 I I I I T T T T I T I T LI I -I I I I -i I I l r. ·-- I I I I I I l i -T 1 I~ I ---r I I I -I l - rwdi.com North t Field to North Leading Edge East & West Edges to North Corner Perimeter Roof Zone North Corner North Leading Edge East & West Edges Field South Corner South Leading Edge Page 26 STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l803763 November 15, 2021 Table B3: Dimensions for Application Example 3 Parameter Value (Short) Building Dimension, Ws 99 ft (Long) Building Dimension, Wt 400 ft Building Height, h 60 ft Setback, s, North 4.7 ft Setback, s, East 6.2 ft, 12.6 ft Setback, s, South 23 ft Setback, s, West 4 ft, 23.2 ft Perimeter Roof Zone 36 ft Lb 60 ft 1.20 for 1 module Figure 3 Building Size Factor 1.23 for 2 modules 1.26 for 4 modules In this example, the minimum North Corner, North Leading Edge, East & West Edges, South Corner, South Leading Edge are smaller than the perimeter roof zone and thus they need to be enlarged. The additional modules that need to be classified as corner or edge depends on the setback. The full building is shown on the left, while enlarged views are shown on the right. On the north edge of the example building, the North Corner and North Leading Edge zones are enlarged by 4 rows. Whereas, the south edge of the building has a larger set back and therefore the South Corner and South Leading Edge zones are enlarged by 3 rows. The larger North and South Corner zone do not apply when there is the larger setback of 23.2 ft (simulating an obstruction of some kind on the west edge, as seen in the central enlarged section). New Corner zones are required adjacent to this simulated obstruction as the void is greater than 10 ft. The simulated obstruction on the east edge of the building does not require new corner zones as it is less than 10 ft. On the east and west edges of the example building the East & West Edge zones are enlarged by 2 modules. rwdi.com Page 27 .. STUDY TYPE: WIND ENGINEERING CONSULTING SERVICES SOLARSTRAP RWDl#l803163 November 15, 2021 -----------------, I Em.1111:11111111111·--•--=m I ~ I I I I I I • I I I I I I , ___________ __ rwdi.com .... , ' "'' r. ~ . . .I , •• -:.,,. ' ·.: I I ---------------- 1///, ~ I'. / 721 "W/, ,:w rr~ [[~/ ...... I I ---------------- I I I I I I I I North t • North Leading Edge to North Corner East & West Edges to North Corner -&S'S art 'I -·-·-I I c: ·-·-I Field to North Corner Field to North Leading Edge Field to East & West Edges Field to South Corner South Leading Edge to South Corner Perimeter Roof Zone North Corner North Leading Edge East & West Edges Field South Corner South Leading Edge Page 28