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1630 FARADAY AVE; ; CBC2022-0077; Permit
Building Permit Finaled Commercial Permit Print Date: 10/25/2022 Job Address: 1630 FARADAY AVE, CARLSBAD, CA 92008-7313 Permit Type: BLDG-Commercial Work Class: Parcel#: 2121302200 Track#: Valuation: $107,200.00 Lot#: Occupancy Group: Project#: #of Dwelling Units: Plan#: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check#: Occupant Load: Plan Check#: Code Edition: Sprinkled: Project Title: Description: ELYEL: 268 ROOF MOUNT SOLAR MODULES, 120.6KW Applicant: BAKER ELECTRIC MIGUEL FIERRO 1298 PACIFIC OAKS PL ESCONDIDO, CA 92029-2900 (760) 576-0119 FEE BUILDING PLAN CHECK Property Owner: TERAN UVO LLC 1630 FARADAY AVE CARLSBAD, CA 92008 BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) FIRE Special Equipment (Ovens, Dust, Battery) SB1473 -GREEN BUILDING STATE STANDARDS FEE SOLAR-COMMERCIAL: per kW STRONG MOTION -COMMERCIAL (SMIP) Cogen Total Fees: $3,473.72 Total Payments To Date: $3,473.72 ( City of Carlsbad Permit No: CBCZ0ZZ-0077 Status: Closed -Finaled Applied: Issued: Finaled Close Out: 03/08/2022 06/06/2022 10/25/2022 Final Inspection: 10/19/2022 INSPECTOR: Kersch, Tim Contractor: BAKER ELECTRIC INC -DO NOT USE 1298 PACIFIC OAKS PL ESCONDIDO, CA 92029-2900 (760) 745-2001 Balance Due: AMOUNT $1,388.50 $98.00 $458.00 $5.00 $1,494.20 $30.02 $0.00 Please take NOTICE that approval of your project includes the II lmposition11 of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ( City of Carlsbad Job Address 1630 Faraday Ave. Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check ('P.,~,2()22, . ..()()71 Est. Value PC Deposit r\OOQ.L Y Date 5-'o-Z<.- Suite: NIA APN: 212-130.22 ----~ Tenant Name#: Elyel Lot#: 97 Year Built: 1998 ------------------,_____ ----------- Year Built: 1998-99 Occupancy:_0_1a __ _ Construction Type:_0_1a __ Fire sprinklersQYESO NO A/C:(:}YESONO BRIEF DESCRIPTION OF WORK: Proposed RoOttop Solar (Grid-Tied) on Existing roof PV System size DC STC: 120.6 kW / 95.8 kW D Addition/New: ____________ New SF and Use, __________ New SF and Use ______ SF Deck, _______ SF Patio Cover, SF Other (Specify) ___ _ □Tenant Improvement: _____ SF, _____ SF, [j] Other: No added SF proposed, Existing Use: _______ Proposed Use: _______ _ Existing Use: Proposed Use: _______ _ Proposed PV Solar mounted on Ballasted Racking System UNIRAC AM10-EVO PRIMARY APPLICANT Name: Miguel Fierro Address: 1298 Pacific Oaks Pl City: Escondido Phone: 760-s?s-0119 State:_c_A __ Zip: 92029 Email: mfierro@baker-electric.com DESIGN PROFESSIONAL Name: Sol Rebel Power Systems Address: 2315 Lincoln Ave City: Alameda State:_c_A __ Zip: 94501 Phone: (5031 896-7365 Email: randybatchelor@solrebel.com PROPERTY OWNER Name: Teranuvo LLC (Chanwoo Lee) Address: 1630 Faraday Ave Suite 100 City: Carlsbad Phone: Andrew Lee 619-957-2227 Email: alee@elago.com CONTRACTOR OF RECORD Business Name: Baker Electric State:_c_A __ ,Zip: 92008 -------------------Address: 1282 Pacific Oaks Place City: Escondido Phone: ?60-6so-so17 State:,_c_A __ ,Zip: 92029 Email: Aearley@baker-electric.com Architect State License: CA E21292 CSLB License#: 161756 Class: c-10 -------------,________ -------- Carlsbad Business License# (Required):_8_L_0_8_12_1_18_9_7 ____ _ APPLICANT CERT/FICA TION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. /agree to comply with all City ordinances and State laws relating to building construction. :::~::~~~c:~,'.b·~-d.-~-~,-:-:-:-i_e_r_ro _____ P_h_•_76_o_= ::::: AS 1 fo DATE;,-,-"-• ~-"-1"~d,-, .... ~~=-ov REV. 10/21 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 herebyaffirm under penal tyof per jury that I am licensed under provisions of Chapter 9 ( commencing with Section 7000) of Division 3 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): 01 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- DI 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 is My workers' compensation insurance carrier and policy number are: lnsuranceCompany Name: Policy No. l4 14 IC 2 J ,2 S:SS:2 'd,. Expiration Date: -~_,;,,,c...J--,=-~~------ -OR-"[;1 D 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's Address: ______________________ _ CONTRACTOR CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled an the site pion. Any potentially existing detail within these plans inconsistent with the site pion ore not approved for construct/an and may be required to be altered or removed. The city's approval af the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from ane another; access roods/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development hove been accurately shown and labeled as well as oil on-site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME(PRINTJ: &,r,,tfA, c s1GNATURE: _________ 0ATE: _____ _ Note: If the person slg:nltg above Is an authorized agent for the contractor provide a letter of authorization on contractor letterhead. (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR- DI, 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- DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, 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, t 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 the applicable law, Section 7044 of the Business and Professions Code, isavai/able upon request when this application is submitted or at the following Website: http:/ /wv,,,w.leginfo.ca.govlcalaw.html. OWNER CERT/FICA TJON: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All prapased modifications and/or additions ore clearly labeled an the site pion. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required ta be altered ar removed. The city's approval of the application is based on the premise that the submitted documents and plans shaw the correct dimensions of; the property, buildings, structures and their setbacks/ram property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development hove been accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): SIGN: __________ DATE: ______ _ Note: If the person signing: above is an authorized agent for the property owner include form B-62 signed by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 2 REV. 10/21 PERMIT INSPECTION HISTORY for (CBC2022-0077) Permit Type: BLDG-Commercial Work Class: Cogen Status: Closed -Finaled Application Date: 03/08/2022 Owner: TERANUVO LLC Issue Date: 06/06/2022 Subdivision: CARLSBAD TCT#85-24 UNIT#05 Expiration Date: 02/21/2023 IVR Number: 39199 Address: 1630 FARADAY AVE CARLSBAD, CA 92008-7313 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Tuesday, October 25, 2022 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Status Passed Yes Yes Yes Yes Yes Page 2 of 2 Building Permit Inspection History Finaled (City of Carlsbad PERMIT INSPECTION HISTORY for (CBC2022-0077) Permit Type: BLDG-Commercial Application Date: 03/08/2022 Owner: TERANUVO LLC Work Class: Cogen Issue Date: 06/06/2022 Subdivision: CARLSBAD TCT#85-24 UNIT#05 Status: Closed -Finaled Expiration Date: 02/21/2023 Address: 1630 FARADAY AVE IVR Number: 39199 CARLSBAD, CA 92008-7313 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 07107/2022 0710712022 BLDG-31 186374-2022 Passed Tim Kersch Complete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/05/2022 08/05/2022 BLDG-35 Solar Panel 188598-2022 Partial Pass Tim Kersch Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Rough electrical inspection Yes BLDG-Final Inspection 188597-2022 Cancelled Tim Kersch Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 08/23/2022 08/23/2022 BLDG-34 Rough 189745-2022 Partial Pass Tim Kersch Re inspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09128/2022 09/28/2022 BLDG-Flnal Inspection 192838-2022 Failed Tim Kersch Re inspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 10/07/2022 10107/2022 BLDG-Final Inspection 19367 4-2022 Partial Pass Tim Kersch Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes 10/19/2022 1011912022 BLDG-Final Inspection 194466-2022 Passed Tim Kersch Complete Tuesday, October 25, 2022 Page 1 of 2 • Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone: (858) 335-7643 Structural Calculations PROJECT: Elyel (Project# 145.051-22 CLIENT: Baker Electric DESIGNED BY: Orie2 -Structural Engineers ESY DATE: 2/2/22 CBC2-02.2 1-- CBC2022-0077 1630 FARADAY AVE ELYEL: 268 ROOF MOUNT SOLAR MODULES. 120.6KW 2121302200 6/2/2022 CBC2022-0077 Orie2 Engineering Structuml a11d 81icl0e F,1,11,1e~_,r, ..... --'------------------~~ ' , • Project and Location: Scope: Elyel Carlsbad, CA Orie2 Job No. 145.051-22 To provide a structural evaluation of the existing building roof system to verify the capacity to support weight of new solar panels. Note: By adding the solar panels on the roof, it would be virtually impossible for the roof to ever experience Live Load on top of the solar modules. To be conservative, the existing roof framing is checked against a total Dead Load of 17.5 psf (11 psf + 6.5 psf solar panel + rack weight) and 20 psf Live Load (reducible). California Building Code (2019 CBC) Design Criteria: Dead Loads: 6.5 psf max due to the weight of added solar panels, racking, and ballast blocks. Wind Design Loading: Basic Wind Speed, V = 96 mph Exposure Category = C Existing Structure: The existing structure is approximately 201'-0" long by 123'-0" wide with concrete tilt up panels. The existing roof consists built-up roofing with 1/2" plywood decking over 2x4s at 24" on center. These 2x4 members frame into glulam beams at 8'-0" on center, which are supported by glulam girder beam system. Solar Panel Rack System: The racking system utilizes the Unirac RM10 racking system. The existing roof framing have been checked for a dead load of 6.5 psf for a fully ballasted system. Findings and Recommendations: 1. The existing roof framing members are okay to support the additional 6.5 psf weight of r -solar panels, support racks, and ballast blocks . ,, • .. ; --· ""'.,1 J " • • f • • • Elye/ Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Structural Calculations -Table of Contents Orie2 Job No. 145.051-22 1. Design Criteria ............................................................................................... 1 -4 2. Building Summary, Loads, & Added Seismic Mass Analysis ........................ 5 -7 3. Wind Design ................................................................................................... 8 -9 4. Solar Module Analysis ................................................................................ 10 -11 5. Roof Framing Member Analysis .................................................................. 12 -30 6. Equipment Anchorage ................................................................................. 31 -46 7. Appendix .................................................................................................... .4 7 -52 9750 Miramar Rd., Suite 31 o San Diego, CA 92126 Page 1 Project No.: Orie 2 Engineering Structural & Bridge Engineers Phone# (858) 335-7643 www.orie2.com PROJECT: PV Projects ---------- DATE, 1/31/22 BY. ESY Description: CBC 2019 Roof Solar Panels 1607.13.5 Photovoltaic panel systems. Roof structures that provide support for photovoltaic panel systems shall be designed in accordance with Sections 1607. I 3.5.1 through 1607. 13.5.4, as applicable. 1607.13.5.1 Roof live load. Roof structures that sup- port photovoltaic panel systems shall be designed to resist each of the following conditions: I. Applicable unifom1 and concentrated roof loads with the photovoltaic panel system dead loads. Exception: Roof live loads need not be applied to the area covered by photovoltaic panels where the clear space between the pan- els and the roof surface is 24 inches (610 mm) or less. 2. Applicable uniform and concentrated roof loads without the photovoltaic panel system present. Per CBC 2019 Section 1607.13.5, rooftop solar panels not more than 24 inches in height shall be considered inaccessible, thus roof live load is not applicable in areas covered by solar panels. Code Section 1607.12.5 for Photovoltaic Panel Systems states that areas where solar systems are installed permits a displacement of roof live load due to the area being inaccessible. This means that the roof live load does not need lo be considered in the analysis. However, in addition to the solar system loads, our team attempts to include as much roof live load in the analysis as possible. In cases where the member cannot support the full live load prescribed, the live load is reduced until the member can support the loading, shown as "Lr reduced" 12/28/21, 8:34 A M L\TC Hazards by Location Search Information Address: Coordinates: Elevation: Timestamp: Hazard Type: 1630 Faraday Ave, Carlsbad, CA 92008, USA 33.1396371, -117.2917677 216 ft 2021-12-28T16:34:31.7722 Seismic ATC Hazards by Location Catalina Island Essential Fish Habitat.. Temecula 0 216 ft omA CD o'°T£scond1do 0 Page 2 Anza-Borrego Desert State Park -Reference Document: ASCE7-16 Go gle San Diego 0 Map data 102021 Google. lNEGI Risk Category: Site Class: 0-default Basic Parameters Name Value Description Ss 0.982 MCER ground motion (period:0.2s) s, 0.359 MCER ground motion (period:1 .Os) SMs 1.179 Site-modified spectral acceleration value SM1 • null Site-modified spectral acceleration value Sos 0.786 Numeric seismic design value at 0.2s SA So, • null Numeric seismic design value at 1.0s SA • See Section 11.4.8 •Additional Information Name Value Description soc • null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv • null Site amplification factor at 1.0s CRs 0.899 Coefficient of risk (0.2s) CR1 0.91 Coefficient of risk (1.0s) PGA 0.429 MCE0 peak ground acceleration FpoA 1.2 Site amplification factor at PGA PGAM 0.515 Site modified peak ground acceleration TL 8 Long-period transition period (s) SsRT 0.982 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.092 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1RT 0.359 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.394 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value (1.0s) PGAd 0.5 Factored deterministic acceleration value (PGA) • See Section 11.4.8 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 Rnv nutout ohtRined from lhi.,;; Inn/ with lhR (nr:RI Authnritv HRvina Jurisdir.Unn befnrR nmr.Redina with rlesinn https://hazards.atcouncil.org/#/seismic?lat=33.1396371 &lng=-117 .2917677&address=1630 Faraday Ave%2C Carlsbad%2C CA 92008%2C USA 1/2 I 12/28/21, 8:34 AM L\T( Hazards by Location Search Information Address: Coordinates: Elevation: Tlmestamp: Hazard Type: 1630 Faraday Ave, Carlsbad, CA 92008, USA 33.1396371, -117.2917677 216 ft 2021-12-28T16:34:06.0312 Wind ATC Hazards by Location Catalina Island Essential Fish HabltaL Temecula 0 216 ft oceaA ~ .;·~scond1do 0 Page 3 Bo<Tego Spr~ngs Anza-Borrego Desert State Park Go gle San Diego 0 Map data ©2021 Google, INEGI ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 67 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MRI 25-Year 72 mph MRI 25-Year 79 mph MRI SO-Year 77 mph MRI SO-Year 85 mph MRI 1 DO-Year 82 mph MRI 1 OD-Year 91 mph Risk Category I 89 mph Risk Category I 100 mph Risk Category II 96 mph i Risk Category II 110 mph Risk Category Ill 102 mph Risk Category Ill-IV 115 mph Risk Category IV 107 mph The results indicated hara DO NOT reflect any state or local amendments to the values or any delineation lines made during the building coda 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 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/#/wind?lat=33.1396371 &lng=-117.2917677&address=1630 Faraday Ave%2C Carlsbad%2C CA 92008%2C USA 1/1 Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Rd .. Suite 310 Phone#: (858) 335-7643 San Diego, CA 92126 www.orie2.com ARRAY 2 ARRAY 3 ARRAY 5 ARRAY 4 ARRAY 7 ARRAY10 Projecl No. : PROJECT : 145.051-22 Elyel r:--l :i ,co, ,c:o, ic::r=JI lc::r=JI lc:::::r:=JI 'c::r=J' lr-r--,1 IL___L_.JI IC:01 lc:::::r:=JI lc::r=JI t_: ___ :::.J ~::=:!I ~::=:!I ~::=:!, ~::=:!~ ~::=:!, ~::=:!1 ---~ Page 4 DATE: 12/28/21 BY: ESY ARRAY 1 ARRAY 6 ARRAY 9 ARRAY 8 Orie' Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone # : (858) 335-7643 Page 5 Project No.: _1_45_._0_51_-_2_2 ______ _ DATE : 01/31/22 PROJECT:_E~ly_e_l ________ _ BY: ESY Building Summary: Building Information: Length, L: 201.00 ft Width, W: 123.00 ft (average) Parapet Height: 4.00 ft Roof Elevation: 26.00 ft Roofing Type: Built Up Roofing Roof Decking: 1/2" Plywood Decking Roof Member: Trib: (ft) Span: (ft) Trib. Area: (ft"2) 2x4 DFNo.1 &Better 2.00 8.00 16.00 3-1/8"x13-1/2" GLB 8.00 26.00 208.00 3-1/8"x18" GLB 8.00 34.33 274.64 5-1 /8"x33" GLB 29.13 41.92 1220.92 GLB Systems varies varies varies Wind Parameters: Exposure Category: C Basic Wind Speed, V: 96.0 mph Seismic Parameters: Mapped Short-Period Spectral Acceleration, Ss: 0.982 g Mapped One-Second Spectral Acceleration, S1: 0.359 g Short-Period Site Coefficient, Fa: 1.200 Long-Period Site Coefficient, Fv: 1.941 Roof Live Load: (psf) Wind Down: (psf) Check: 20.0 20.0 18.5 12.0 12.0 32.9 16.9 14.8 9.6 8.5 (ASCE 7-16, Section 26.7.3) (ASCE 7-16, Section 26.5.1) Okay Okay Okay Okay Okay (ASCE 7-16, Fig. 21-1 through Fig. 21-6) (ASCE 7-16, Fig. 21-1 through Fig. 21-6) (ASCE 7-16, Table 11.4-1) (ASCE 7-16, Table 11.4-2) Orie• Engineering Structural & Bridge Engineers Project No.: 145.051-22 Page 6 DATE: 01/31/22 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone#: (858) 335-7643 PROJECT: -"E"-'lyc...:.e'-I ________ _ BY : ESY Gravity Design Loads: Code: 2019 California Building Code (CBC) Roof Dead Loads: Built Up Roofing 1/2" Plywood 2x4 @ 24" O.C. Insulation Glulam Beams@ 8'-0" O.C. Plumbing/Electrical/Mech Misc Glulam Girder Beams Total Total Roof Dead Load = 11.0 psf 3.0 psf 1.5 psf 1.0 psf 1.0 psf 1.6 psf 1.0 psf 0.4 psf 9.5 psf 1.5 psf 11.0 psf Solar Dead Load: 6.5 psf (Actual Max Array Area Load = 6.34 psf) Roof Live Loads: 2019 CBC, Section 1607.11.2.1 Unreduced Live Load, Lo: 20.0 psf Tributary Width: 8.0 ft Beam Span Length: 26.0 ft Roof Rise, F: 0.0 in/ per foot Tributary Area, At = 26.0 ft • 8.0 ft At = 208.0 ftA2 Since 200.0 ftA2 <At= 208.0 f!A2 < 600.0 ftA2, R1 = 1.2 -0.001 * 208.0 ftA2 R1 = 0.99 Since F = 0.0 in/ per foot <= 4.0, R2 = 1.00 R2 = 1.00 Reduced Roof Live Load, Lr = Lo * R1 • R2 = 20.0 psf * 0.99 * 1.00 Lr= 19.8 psf Roof Live Load= 19.8 psf Wall Dead Loads: 8-1/2" Concrete Tilt Up Panels = 150 pcf x 8.5"/12" = 106.3 psf Wall Dead Load = 106.3 psf (2019 CBC, Equation 16-26) Orie' Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone# : (858) 335-7643 Page 7 Project No.: _____________ _ DATE : 01/31/22 PROJECT: BY: ESY -------------- Check (El Building For Added Seismic Load of Solar System eel on states t at existing structura e ements carrying a era oa 1s perm1tte to remain una tere given t at t e percent increase to that element does not exceed 10%. The critical element that experiences the highest percentage increase of the lateral load carrying system is the diaphragm. This analysis compares the seismic mass of the existing structure with the addition of the solars stem to veri that the % increase to the dia hra m does not exceed the allowable 10%. Design Criteria: Total Seismic Mass of IE) Bulding Length, L: 201.00 ft Width, W: 123.00 ft Parapet Height Hp: 4.00 ft Roof Height H: 26.00 ft Roof Dead Load: 11.0 psf Wall Dead Load: 106.3 psf Seismic Mass of Roof, Wr = 11 .0 psf • 201.00 ft • 123.00 ft Wr = 271953.0 lbs L = 201.00 ft L.:::::==I I =======.JI I ! w • ,,, 00, Hp= 4.00 ft Seismic Mass of Walls, WI = 106.3 psf • [(26.0 ft / 2) + 4.00 ft]• (2 • 123.00 ft) ~mm mmamm o, o ,~ WI= 444337.5 lbs H = 26.00 ft Total Seismic Mass of (E) Building, W = Wr +WI= 271953,0 lbs+ 444337.5 lbs W = 716290.5 lbs Total Seismic Mass of Solar System Number of Solar Panel(s): 268 Panels Total Solar System Weight= 45048 lbs Ws = 45048.0 lbs Percent Increase in Building Seismic Mass Due to Addition of Solar System= Ws I W = 45048.0 lbs/ 716290.5 lbs Percent Increase in Building Seismic Mass Due to Addition of Solar System = 6.3% e ercent ncrease n u Per 2019 CEBC Section 502.5 [BS] 502.5 Existing structural elements carryin g lateral load. Where the addition is structura.lly independent of the exi sting structure, existing lateral load-carrying structural ele- ments shall be permitted to remain unaltered . Where the addi- tion is not structurally independent of the ex isling structure, the existing structure and its addition acting together as a sin- gle struct1,re shall be shown to meet the requiremenlS of Sec- tions 1609 and 1613 of the Califomi<1 Building Code using full seismic forces. ay Exceptions: I . Any existing lateral load-carrying struc tural element whose dem and-capacity ratio with the addilion con- sidered is not m ore than IO percent greater than its demand-capacity ralio with the addilion ignored shall be permitted to remain unaltered. For purposes of calculating demand-capacity ratios. the demand shall consider applicable load combinations with design lateral loads or forces in accordance with Sections 1609 and I 613 of the California Building Code. For purposes of this exception, comparisons of demand-capacity ratios and calculation of design lateral loads, forces and capacilies shall account for the cumulative effects of additions and alterations since original construction. Wind on Framing Members Example (3-1/8"x13-1 /2" GLB) Page 8 Orie 2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone# : (858) 335-7643 www.orie2.com Project No.: _1_45_.0_5_1-_22 ________ _ Project : _E_,_ly_el ___________ BY: ESY HighRooftop Solar ASCE 7-16 29.4.3: Rooftop Solar Panels w/ Flat/Gable/Hip Roofs w/ Slopes< 7° MWFRS -Other Structures -Rooftop Solar Panels Step 1: Determine risk category of building or other structure Risk Category =III I Table 1.5-1 Step 2: Determine the basic wind speed, V, for applicable risk category Wind Speed, V =196 1mph Figure 26.5-1A, B, C, or D Step 3: Determine wind load parameters: Wind Directionality factor, Kd = 0.85 >-----I Exposure Category = C Topography factor, K,1 =t-,1.....,_o=o--; Gust Effect factor, G = 0.85 Ground Elevation Factor, K8 =1-1-.0-0 _ _, Step 4: Determine velocity pressure exposure coefficient, K, or Kh Height above ground level, z =~ft Exposure coefficient, Kh =~ Step 5: Determine velocity pressure, q, or qh qh = 0.00256*Kh*Kzi*K/K8*V' = 19.05 psf Step 6: Determine Net Pressure Coefficient, GCm: Building width, W s = ft 123.0 Building length, WL = ft 201.0 26.0 Roof height, h = ft 4.0 Parapet height, hp1 = ft 6.99 Panel length, LP = ft Tilt, w = Effective wind Area, A = 10.00 208.00 deg tr' 2*h = 52.0 ft Roof Zone =I 31- Nominal Net pressure Coeff, GCmnom = 0.826 - Vp = min(1.2, 0.9+hp/h) = 1.1 - Ve = max(0.6+0.06Lp, 0.8) = 1.0 - YE (Uplift)=~- VE (Downward)=~- Net Pressure Coefficient, GCrn + = Yp Ye VE GCmnom = 0.887 Net Pressure Coefficient, GCm -= V/ V/VE*GCrnnom = 1.331 Step 7: Calculate wind pressure to panels, p: P (+) = qh*(GCrn) = P (·) = qh*(-GCm) = 16.9 psf -25.4 psf All Loads in Strength Value, multiply by 0.6 to get to ASD Design Value Section 26.6 and Table 26.6-1 Section 26. 7 Section 26.8 and Figure 26.8-1 Section 26.11 Section 26.9 Table 26.10-1 Equation 26. 10-1 s 35° Section 29.4.3 Figure 29.4-7 Figure 29.4-7 Section 29.4.3 Section 29.4.3 Section 29.4.3 Section 29.4.3 Eqn 29.4-6 Eqn 29.4-6 Eqn 29.4-5 Eqn 29.4-5 YE = 1.5 for uplift loads VE = 1 .0 for downward loads Downward Wind Load Upward Wind Load Solar Module Wind Pressure Page 9 Orie 1 Engineering Project No.: _1_45_.0_5_1-_22 ________ _ Structural & Bridge Engineers 9750 Miramar Road, Suite 310 Phone # : (858) 335-7643 www.orie2.com Project : _E~ly_el ___________ BY: ESY San Diego, CA 92126 HighRooftop Solar ASCE 7-16 29.4.3: Rooftop Solar Panels w/ Flat/Gable/Hip Roofs w/ Slopes< 7° MWFRS -Other Structures -Rooftop Solar Panels Step 1: Determine risk category of building or other structure Risk Category =III I Table 1.5-1 Step 2: Determine the basic wind speed, V, for applicable risk category Wind Speed, V =196 1mph Figure 26.5-1A. B, C, or D Step 3: Determine wind load parameters: Wind Directionality factor, K,i = 0.85 t------i Exposure Category = C Topography factor, K2t =,..._1-.0-0 _ _, Gust Effect factor, G = 0.85 Ground Elevation Factor, K0 =1-1-.0-0--1 Step 4: Determine velocity pressure exposure coefficient, K. or Kh Height above ground level, z =~ft Exposure coefficient, Kh = ~ Step 5: Determine velocity pressure, q. or qh qh = 0.00256*Kh *K,tK/K.*V' = 19.05 psf Step 6: Determine Net Pressure Coefficient, GCm: Building width, W s = ft 123.0 Building length, WL = ft 201 .0 26.0 Roof height, h = ft 4.0 Parapet height, hp1 = ft 6.99 Panel length, LP= ft Tilt, w = Effective wind Area, A= 10.00 24.06 deg w 2*h = 52.0 ft Roof Zone =I 3I- Nominal Net pressure Coeff, GCmnom = 1.607 - Vp = min(1.2, 0.9+hp/h) = 1.1 - Ye= max(0.6+0.06Lp, 0.8) = 1.0 - YE (Uplift) = ~- YE_ (?ownward) =~- Net Pressure Coeff1c1ent, GCrn + = Vp Ve YE GCrnnom = 1.726 Net Pressure Coefficient, GCm -= Vp* Yc°YE*GCmnom = 2.589 Step 7: Calculate wind pressure to panels, p: P (+) = qh*(GCrn) = P (-) = qh*(-GCrn) = 32.9 psf -49.3 psf All Loads in Strength Value, multiply by 0.6 to get to ASD Design Value Section 26.6 and Table 26.6-1 Section 26. 7 Section 26.8 and Figure 26.8-1 Section 26. 11 Section 26.9 Table 26.10-1 Equation 26.10-1 :s; 35° Section 29.4.3 Figure 29.4-7 Figure 29.4-7 Section 29.4.3 Section 29.4.3 Section 29.4.3 Section 29.4.3 Eqn 29.4-6 Eqn 29.4-6 Eqn 29.4-5 Eqn 29.4-5 YE = 1.5 for uplift loads YE = 1.0 for downward loads Downward Wind Load Upward Wind Load Unirac provides racking design based on wind loading and wind tunnel testing. These code wind loads are used to verify the existing roof framing CS3W-PB-AG and CS3W-MB-AG Use 4 clamps on the long side. Mounting rails run parallel to the long side frame. Clamp length 2: 40 mm A =410-490mm C = 1 0 ± 2 mm (overlap between the rail and module frame) Maximum Load: Uplift load s 2400 Pa Downforce load s 3600 Pa Page 10 Use 4 clamps on the long side. Mounting rails run perpendicular to the long side frame. Clamp length 2: 80mm A = 410 -490 mm Maximum Load: Uplift load s 3600 Pa Downforce load s 5400 Pa 115 P up allow = 0.020885 x 3600 Pa / (SF = 1.5) = 50.124 psf (ASD) P uplift= 0.6 x 49.3 psf = 29.6 psf P / P allow = 29.6 I 50.124 = 0.59 < 1.0 OKAY GROUNDING METHOD: BOLT+ TOOTHED NUT+ CUP WASHER. h. To fix the wire between ! IJ~III~f~tl · A grounding kit containing an MS (3/16") 55 cap bolt, an MS (3/16") S5 flat washer, an MS (3/16") 55 cup washer, and an MS (3/16") 55 nut (with teeth) should be used to attach copper grounding wire to a pre-drilled grounding hole on the frame (see image above). The grounding holes are located at the upper and lower edges of the long side frame, close to the module short sides. Mounting rail designs should be such to al low easy access to the grounding holes located on the long side of the fra- me, in order to enable the equipment grounding function when required. Place the wire between the flat washer and the cup was- her. Ensure that the cup washer is positioned between the frame and the wire with the concave side up to prevent galvanic corrosion. Tighten the bolt securely using the 55 toothed nut. A wrench may be used to do this. The tigh- tening torque is 3-7 Nm (2.2-5.2 ft-lbs). 6.0 MOUNTING INSTRUCTIONS & The applicable regulations pertaining to work safety, accident prevention and securing the construction site must be observed. Workers and third party personnel shall wear or install fa ll arrest equipment. Any third party need to be protected against injuries and damages. · The mounting design must be certified by a registered professional engineer. The mounting design and procedures must comply with local codes and requirements from all relevant authorities. Canadian Solar Inc. does not provide mounting hardware. · The system designer and installer are responsible for load calculations and for proper design of support structure. · The loads described in this manual correspond to test loads. For installations complying with !EC 61215-2:2016 Page 11 111 ! 2. Then tighten the bolt i l. ..... ~-~i-~~--~~~--~~~-~~-~-~-~-~-~: . ..I and UL 1703, a safety factor of 1.5 should be applied for calculating the equivalent maximum authorized design loads. Project design loads depend on construction, applicable standards, location and local climate. Determination of the design loads is the responsibility of the racking suppliers and/or professional engineers. For detailed information, please follow local structural code or contact your professional structural engineer. Use appropriate corrosion-proof fastening materials. All mounting hardware (bolts, spring washers, flat washers, nuts) should be hot dip galvanized or stainless steel. Use a torque wrench for installation. Do not drill additional holes or modify the module frame. Doing so will void the warranty. WHEN CLAMPS ARE USED AS FIXING MATERIAL: Install and tighten the module clamps to the mounting rails using the torque stated by the mounting hardware manufacturer. System designer and installer are respon- sible for load calculations and for proper design of sup- port structure. It is recommended to use a torque wrench for installation. Tightening torques must respectively be within 17-23 Nm (12.5-17.0 ft-lb) for M8x1 .25-Grade8.8 (5116"-18 Grade 87) galvanized or A2-70 stainless steel coarse thread bolts, depending on bolt class. The yield strength of bolt and nut should not be less than 450 MP a. Clamp material should be anodized aluminum alloy or steel of appropriate grade. Clamp positions are of crucial importance for the reliability of the installation, the clamp centerline must only be positioned within the authorized position ranges indicated below, depending on the configuration and load. -- J()'-4" 32'➔" 44•-1· •-o• lYP I ~ f-liq t 'lj> -$ :!! =i ~ .. 1 ~ :;; s 1 '•"•I• ND r ,_ 1r:.-I/?" N • •-• •-"'-• ,-la I t;LB Syst ~m 1 ~ " ~ ~ ~ ~ ~ ~ ;;; ,.\ s "'8"x1~ GIB 5-/8""25-,12· "'' 5-1/ ~-xJO· c:e ~ 'i ; la ~ ~ .. ... ~ ;;; :i; . , ___ ... "'a 5-1/ "xJO" el D ~ 12· CONCREI[.\ ; lllT UP PANEl. ~ I T ':,, ~ ~ .. ;:;; ~ ~ :;; :i; 5-\/ •,33• 0 A ; ~ ! ~ ~~ :i; I N .. <:; 3 ~ -:;; ,I, / 32'-T ~~I LM.o. f ~ . ._._ ..... ~a Ge.BS vs er n2 5-1 l,8"xJJ" ~D 5-1 '8"xJJ" •a GI B Syst :im 4 .5-1 '8"x34-tr_ GIB --- '""'"""" '\_ ./ 'IS--0' 8'--4" • 1 /8",<2 112· ID ,-Ii 5-1/8" 2T "'" 3L B :,y 5-1/8""24" "'' !'.:: ~ 5-l/8"x18 1/2 "'' l!;~ ii '-1/2" STRlJCT 1 Pl.YIIOOO SHEAlHIIG <MR 214 Df NO. lti!EITTR 0 2·-0· o.c. ./ :ze'-4" 5•-0· 5-1'8" ~1· "'" 5-118" 2,· .... tern t3 ~L 118"x1 I ./ 12'-0" ~~ ~; .,, 1/2" CIA l!;~ i1 '-./ Page 12 r C0NCREI[ lLT UP PANEL Orie 2 Engineering Structural & Bridge Engineers 9750 Miramar Rd., Suite 310 Phone#: (858) 335-7643 San Diego, CA 92126 www.orie2.com 2x4 Trib = 2 ft DL = 4.5 psf x 2' = Dsolar = Lr = 20 psf x 2' = W= Project No. : 145.051-22 PROJECT: Elyel Beam Loading Lr reduced = 95% x 40 lb/ft = 38 lb/ft Point Loads Dsolar = ( 62.6 lbs + 5 lbs + 32 lbs x 3 blocks ) / 2 joists = W = ( 32.9 psf x 24.06 ft"2 ) / 2 joists = 3-1/8"x1 3-1/2" GLB Trib = 8 ft DL = 7 .9 psf x 8' = Dsolar = 6.5 psf x 8' = Lr = 20 psf x 8' = W = 16.9 psf X 8' = I Lr reduced = 95.6% x 160 lb/ft = 153 lb/ft 3-1 /8"x18" GLB Trib = 8 ft DL = 7.9 psfx 8' = Dsolar = 6.5 psf x 8' = Lr= 18.5 psfx 8' = W = 14.8 psf X 8' = I Lr reduced = 97 .9% x 148 lb/ft = 145 lb/ft 5-1 /8"x33" GLB Trib = 29.125 ft DL = 7.9 psfx 29.125' = Dsolar = 6.5 psf x 29.125' = Lr = 12 psf x 29.125' = W = 9.6 psfx 29.125' = Page 13 DATE : 12/28/21 BY: ESY 9 lb/ft See Point Loading 40 lb/ft See Point Loading 82 lbs (Module + Racking + Ballast) 396 lbs (Module wind pressure) 63.2 lb/ft 52 lb/ft 160 lb/ft 135.2 lb/ft 63.2 lb/ft 52 lb/ft 148 lb/ft 118.4 lb/ft 230 lb/ft 189.3 lb/ft 349.5 lb/ft 279.6 lb/ft Code Section 1607.12.5 for Photovoltaic Panel Systems states that areas where solar systems are installed permits a displacement of roof live load due to the area being inaccessible. This means that the roof live load does not need to be considered in the analysis. However, in addition to the solar system loads, our team attempts to include as much roof live load in the analysis as possible. In cases where the member cannot support the full live load prescribed, the live load is reduced until the member can support the loading, shown as "Lr reduced" Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Rd., Suite 310 Phone#: (858) 335-7643 San Diego, CA 92126 www.orie2.com GLB System 1 & GLB System 2 DL = 9.5 psf x 29.542' = Dsolar = 6 .5 psf x 29.542' = Lr= 12 psf x 29.542' = W = 8.5 psf X 29.542' = GLB System 3 DL = 9.5 psf x 28.415' = Dsolar = 6.5 psf x 28.415' = Lr = 12 psf x 28.415' = W = 8.5 psf X 28.415' = GLB System 4 DL = 9.5 psf x 26.25' = Dsolar = 6.5 psf x 26.25' = Lr = 12 psf x 26.25' = W = 8.5 psf X 26.25' = Project No. : 145.051-22 PROJECT: Elyel Glulam Beam System Loading Trib = 29.542 ft Trib = 28.415 ft Trib = 26.25 ft Lr reduced= 89.8% x 315 lb/ft= 283 lb/ft 280.7 lb/ft 192 lb/ft 354.5 lb/ft 251.2 lb/ft 270 lb/ft 184.7 lb/ft 341 lb/ft 241.6 lb/ft 249.4 lb/ft 170.7 lb/ft 315 lb/ft 223.2 lb/ft Page 14 DATE : 12/28/21 BY : ESY Code Section 1607.12.5 for Photovoltaic Panel Systems states that areas where solar systems are installed permits a displacement of roof live load due to the area being inaccessible. This means that the roof live load does not need to be considered in the analysis. However, in addition to the solar system loads, our team attempts to include as much roof live load in the analysis as possible. In cases where the member cannot support the full live load prescribed, the live load is reduced until the member can support the loading, shown as "Lr reduced" Section Set Page 15 Section Sets !ix I 2x4 3.1,a•x13-112" GLB 3-1/8•x1a• GLB 5.1,a·xJJ" GLB I 5-1/8"x18" GLB 5-1/8"x25-1/2" GLB • 5-1 /8"x30" GLB 5-1/8"x27" GLB • S-1/S•x24• GLB 5-118"x34-1/2" GLB 5-118"x16-1/2" GLB ~ A1 3-1/S"xl 3-112" GLB ~ Ats 3-1/8"x18" GLB ~ -l;;i7 5-1/8"x33" GLB ~ 4s 5· 1/8"X18" GLB 'ff.lo;;;;,, 5·1/8"x25-1/r GLB Am 6.$&13 5-1/8"x30" GLB Wlaat,s 5-1 /8"x33" GLB ~16 ~17 5-1 /8"x27" GLB • 'ff:l§ 5-1/8"x24" GLB &o ~18 ~1 5-J/8"x33" GLB ~,~~ s-Jt8"x34-1~" Q~!:! ~t3"325 5-Jl8"~J6·H,· ~L~ ~6 Orie2 Engineering, Inc. SK-1 ESY Jan 31, 2022 at 4:26 PM beams.r3d Page 16 Dead Load -.009k/ft ~ -.063k/ft M~l~J 1-, 1-1,-11-11-11-~ -.063k/ft Ats·~~11 ~1 ,~, 1~11 ~, ,~11~, 1~11-1 ,-~ -.23k/ft.,-,-,--r.-.--r7rrr,-,.,.-,--,-,-,--,.-,-,-r-.-.,--, 1¾111111111111111111111111s -.281k/ft -.281k/ft 12 -.281k/ft -.281k/ft 16 -.249k/ft -.249k/ft -.249k/ft JIJJrrrrrrrr1r1111111rr1rrrurw;rrr1r1111rrr1rrr1u1;wur111rr1111l 1 2 3 425 6 Loads: BLC 1, D Orie2 Engineering, Inc. ESY SK -2 Jan 31 , 2022 at 4:26 PM beams.r3d Solar Dead Load l -.052k/ft Ji·,-,-• ,-,-I I ,-,-) I ,-,-1 1--,-,-1 l-r-,1 1-,-,1 1--.--1 1,....,...1 1,....,...1 ml~ 18~ _,,,~" _,.,~fill 17 18 9 0 Page 17 ·'"].unmmnumnnnrt1UimmnmnumnUtmnurmmru., 1 2 3 4 25 6 Loads: BLC 2. Dsolar Orie2 Engineering, Inc. ESY SK -3 Jan 31, 2022 at 4:26 PM beams.r3d Wind Load 1 -.135k/ft,~-r-r-,r--r,-,..,...,.., jl111JlJ1IIIJ1J ll ·.118k/ft,r-r-r-,-r-r-~.....-r-r-,--r-~ _kVI II IIIIIIIIIIIIII~ "~ ·"']Jmmurtrtmwnummmm1, ·"']nmmmnmnmrurnJJmrnnnmm1. ·"'1mrmnmrMJutm1nnmn:n1, Page 18 -.223k/ft -.223k/ft -.223k/ft JIJJJJJJJJJJJJJJJJJJJJJJJJJijJ1JJJJJJJJJJJJJJJJJIJ,ktlllllJJJJJJJJJJJl 1 2 3 4 25 ~ 6 Loads: BLC 4, W Orie2 Engineering, Inc. ESY SK-4 Jan 31, 2022 at 4:26 PM beams.r3d Roof Live Load (Full) Page 19 -.04k/ft ~ -.16k/ft.~~~~ jlI I I I I I I I I I I I I l,l -.148k/ft.~~~~~~ ,i\JIIIIllIIIIIIlIIII~ -.354k/ft -.354k/ft 12 16 -~,~ilWimJIJJlll{l 17 18 9 0 _,,,]nnnmmnrmnnnrwmnmnrnrrmmtm.mrnmrnUl, 1 2 3 4 25 6 Loads: BLC 3, Lr Orie2 Engineering, Inc. SK-5 ESY Jan 31, 2022 at 4:26 PM beams.r3d Code Check (Bending) -Load Combination D + Lr (Full) Page 20 Code Check fu_.x ( LC 1) No Cale > 1.0 .90-1.0 .75-.90 I .50-.75 o .•. 50 ~ Al3 84 A.<! AU 82 ,?)js 4'7 70 Ala 44 70 Wlom,, 62 AM 4'13 73 'fS:14 ,?$15 69 4 1s 4'17 58 ,?$1s 'fS:19 73 ~o 421 gg ~2~3 z~ ~a8~2s 80 ~6 All members OKAY under Dead & Live Load. It is OKAY to install solar system on these framing members Member Code Checks Displayed Results for LC 1, D + Lr Orie2 Engineering, Inc. SK-6 ESY Jan 31, 2022 at 4:27 PM beams.r3d Reduced Roof Live Load (Where Applicable) Page 21 ri.x -.038k/ft I Lr reduced = 95% x 40 lb/ft = 38 lb/ft I ~ -.153k/ft I Lr reduced = 95.6% x 160 lb/ft = 153 lb/ft I 4pIIIIIIJIIJJ!~ -.145k/ft I Lr reduced= 97.9% x 148 lb/ft= 145 lb/ft I !PJJJJJJJJJIJJJ!JJJ ~ -.349k/ft ~IIDJ:i -.354k/ft -.354k/ft 12 -.354k/ft -.354k/ft 16 -.341k/ft -.341k/ft ~illlUIIilWI~ 17 18 9 0 -.283k/ft -.283k/ft -.283k/ft ~IIIIIIIIIIII IIIIIIIIIlJIIijIWIIIIIIIIIIIIIIIIJWiijIIIIIIIIIIIIi 1 2 3 4 25 6 I Lr reduced= 89.8% x 315 lb/ft= 283 lb/ft I Code Section 1607.12.5 for Photovoltaic Panel Systems states that areas where solar systems are installed permits a displacement of roof live load due to the area being inaccessible. This means that the roof live load does not need to be considered in the analysis. However, in addition to the solar system loads, our team attempts to include as much roof live load in the analysis as possible. In cases where the member cannot support the full live load prescribed, the live load is reduced until l oads: BLC 3, Lr the member can support the loading, shown as "Lr reduced" Envelope Only Solut in --·----······ Orie2 Engineering, Inc. SK-7 ESY Jan 31, 2022 at 4:32 PM beams.r3d Page 22 Code Check (Bending) -Envelope Solution w/ Reduced Live Load Code Check tlx ( Env) No Cale > 1.0 ,90-1,0 .75-.90 • ,50-.75 0.-.50 ~ 41 1 00 ,?;bµ As 1 00 ~ i;M.7 91 Ala 4§ 91 wto.?$11 89 4 12 i;M.13 94 wt4.?$15 99 4 16 !;$11 75 ,?$1§ wt§ 94 4:lo I .4121 99 ~~2$23 1 00 @aOMs 99 4:ls Member Code Checks Displayed (Enveloped) Envelope Only Solution Orie2 Engineering, Inc. SK-8 ESY Jan 31, 2022 at 4 :33 PM beams.r3d IIIRISA Company Designer Job Number Model Name Orie2 Engineering, Inc. ESY Wood Material Properties L b I a e T IVDe D b ata ase 1 OF Solid Sawn Visuallv Graded 2 SP Solid Sawn Visuallv Graded 3 HF Solid Sawn Visuallv Graded 4 SPF Solid Sawn Visuallv Graded 5 24F-1 .8E OF Balan .. Glulam Table 5A 6 24F-1 .8E OF Unba .. Glulam Table 5A 7 24F-1 .8E SP Balan .. Glulam Table 5A 8 24F-1 .8E SP Unba .. Glulam Table 5A 9 OF No.1 &Better Solid Sawn Visuallv Graded Wood Section Sets Label Shage Tvne 1 2x4 2X4 Beam 2 3-1/8"x13-1/2" GLB 3.125X13.5FS Beam 3 3-1/8"x18" GLB 3.125X18FS Beam 4 5-1 /8"x33" GLB 5.125X33FS Beam 5 5-1 /8"x18" GLB 5.125X18FS Beam 6 5-1 /8"x25-1 /2" GLB 5.125X25.5FS Beam 7 5-1/8"x30" GLB 5.125X30FS Beam 8 5-1/8"x27" GLB 5 125X27FS Beam 9 5-1/8"x24" GLB 5.125X24FS Beam 10 5-1/8"x34-1/2" GLB 5.125X34.5FS Beam 11 5-1/8"x16-1/2" GLB 5.125X16.SFS Beam Joint Coordinates and Temperatures LabP.I X fftl 1 N1 0 2 N2 8 3 N3 0 4 N4 26 5 NS 0 6 N6 34.33 7 N7 0 8 N8 41.92 9 N9 0 10 N10 23.67 11 N1 1 29.67 12 N12 62.33 13 N13 0 14 N14 38 15 N15 44 16 N16 76.583 17 N17 0 18 N18 23 19 N19 29 20 N20 60.67 21 N21 0 22 N22 45.42 23 N23 51.42 24 N24 84 25 N25 90 26 N26 114.67 s ,oecIes G d ra e Ooualas Fir-Larch No.1 Southern Pine No.1 Hem-Fir No.1 Soruce-Pine-fir No.1 24F-1.8E OF BAL na 24F-1.8E OF UNBAL na 24F-1.8E SP BAL na 24F-1.8E SP UNBAL na C E m Page 23 Jan 31 , 2022 4:34 PM Checked By: DJF m ... u he ... ens .. N T D 1 .3 .3 .035 1 .3 .3 .035 1 .3 .3 .035 1 .3 .3 .035 1 .3 .3 .035 1 .3 .3 .035 1 .3 .3 .035 1 .3 .3 .035 Ooualas Fir-Larch No.1 & Better 1 .3 .3 .035 Desian List Material Desian ... A lin21 lw lin41 In fin4 J fin41 None OF No.1 &Better Tvoical 5.25 .984 5.359 2.877 None 24F-1.8E OF Balanc .. Tvoical 42.188 34.332 640.7 ... 117.3 ... None 24F-1.8E OF Balanc .. Tvoical 56.25 45.776 1518 .... 163.08 None 24F-1.8E OF Balanc .. Tvnical 169.1 ... 370.1 ... 15348 .. 1335 .... None 24F-1.8E OF Balanc .. Tvoical 92.25 201 .9 ... 2490 .... 662.8 ... None 24F-1.8E OF Balanc .. Tvnical 130.6 ... 286.0 ... 7081 .... 999.3 ... None 24F-1.8E OF Balanc .. Tvoical 153.75 336.5 ... 11531 .. 1201 .... None 24F-1.8E OF Balanc .. Tvnical 138,3 ... 302.8 ... 8406 .... 1066 .... None 24F-1.8E OF Balanc .. Tvoical 123 269.2, .. 5904 932.04 None 24F-1.8E OF Balanc .. Tvnical 176.8 ... 387.0 ... 17537 .. 1403 .... None 24F-1.8E DF Balanc .. Tvoical 84,563 185.0 ... 1918 .... 595.5 ... Y fftl Z fftl Temo IFl Detach From Diaohraam 0 0 0 0 0 0 -15 0 0 -15 0 0 -30 0 0 -~n 0 0 -45 0 0 -45 0 0 -60 0 0 -60 0 0 -60 0 0 -60 0 0 -75 0 0 -75 0 0 -75 0 0 -75 0 0 -90 0 0 -90 0 0 -90 0 0 -90 0 0 -105 0 0 -105 0 0 -105 0 0 -105 0 0 -105 0 0 -105 0 0 RISA-30 Version 17.0.4 [Z:\PROJECTS\145 -Baker Electric\051-22 -Elyel\calcs\beams.r3d] Page 1 IIIRISA Company Designer Job Number Model Name Orie2 Engineering, Inc. ESY Connection Rules Label Conn Tvoe Tvne 1 Col/Bm Sin□le Anale Shear Shear Column/Beam Clip Single Angle Shear 2 Col/Bm Double Anale Shear Shear Column/Beam Clio Double Anale Shear 3 Col/Bm Two Side Clip Angle Shear Shear Column/Beam Clip Double Angle (Both ... 4 Col/Bm End Plate Shear Shear Column/Beam End-Plate Shear 5 Col/Bm Shear Tab Shear Shear Column/Beam Shear Tab Shear 6 Girder/Sm Single Angle Shear Shear Girder/Beam Clio Sinole Anale Shear 7 Girder/Sm Double Angle Shear Shear Girder/Beam Clip Double Angle Shear 8 Grd/Bm Two Side Clio Anale Shear Shear Girder/Beam Clio Double Anale (Both Si.. 9 Girder/Sm End Plate Shear Shear Girder/Beam End-Plate Shear 10 Girder/Sm Shear Tab Shear Shear Girder/Beam Shear T~b Shear 11 Beam Shear Solice Shear Beam Shear Tab Solice 12 Column Shear Solice Shear Column Shear Tab Snlice 13 Col/Bm Ext. End Plate Moment Moment Column/Beam Extended End-Plate Mo ... 14 Col/Bm PartExt. End Plate Moment Moment Column/Beam Partially Extended End-Pl. 15 Col/Bm Flush End Plate Moment Moment Column/Beam Flush End-Plate Moment 16 Col/Bm Flanne Plate Moment Moment Column/Beam Flanoe Plate Moment 17 Col/Bm Direct Weld Moment Moment Column/Beam Direct Weld Moment 18 Col/Bm Seismic Moment Moment Column/Beam Seismic Moment 19 Beam Moment Plate Solice Moment Beam Moment Plate Solice 20 Column Moment Plate Snlice Moment Column Moment Plate Snlice 21 Beam Direct Weld Moment Splice Moment Beam Direct Weld Solice 22 Col Direct Weld Moment Splice Moment Column Direct Weld Snlice 23 Bm Ext. End Plate Moment Splice Moment Beam Extended End Plate Snlice 24 Col Ext. End Plate Moment Splice Moment Column Extended End Plate Splice 25 Diaaonal Vertical Brace Brace Diaaonal Vertical Brace 26 Chevron Vertical Brace Brace Chevron Vertical Brace 27 Seismic Diaaonal Brace Brace Dianonal Brace Seismic 28 Seismic Chevron Brace Brace Chevron Brace Seismic 29 Knee Brace Brace Knee Brace 30 Sinale Column Base Plate Baseolate Sinale Column Baseolate 31 Base Plate with Vertical Brace Baseolate Brace to Column Base Plate 32 HSS Truss Connection Truss HSS T-Connection Wood Design Parameters I .,hol ~h.,.-.o I "'"''hf IE>?fftl leHftl IE>-hE>nrl t.-. • IE>-hE>nrl hn. """ v~~ 1 M1 2x4 8 2 2 M2 3-1/8"x13-... 26 2 3 M3 3-1 /8"x1 a· .. 34.33 2 4 M4 5-1 /8"x33" .. 41 .92 8 5 M5 s-11a·x1 a· .. 23.67 8 6 M6 5-1 /8"x25-.. 38 66 8 7 M7 5-1/8"x30" .. 38 8 8 MB 5-1 /8"x33" .. 38.583 8 9 M9 5-1/8"x27" .. 29 8 10 M10 5-1/8"x24" .. 31.67 8 11 M11 5-1 /8"x33" .. 45.42 8 12 M12 5-1 /8"x34-.. 44.58 8 13 M13 5-1/8"x16-.. 24.67 8 Joint Loads and Enforced Displacements Beam Conn Bolted Bolted Bolted N/A Bolted Bolted Bolted Bolted N/A Bolted N/A N/A N/A N/A N/A Bolted Bolted N/A N/A N/A N/A N/A N/A N/A N/A NIA N/A N/A N/A N/A N/A N/A r.\l r., Page 24 Jan 31 , 2022 4:34 PM Checked By: DJF Col/Girder r.nnn Bolted Bolted Bolted Bolted N/A Bolted Bolted Bolted Bolted N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NIA N/A N/A N/A N/A N/A N/A V <>W '"' Z <>W:>V Yes Joint Label LDM Direction Magnitude[(k.k-ft). (in.rad\. (k•s"2/ft. k•s"2.ft)) No Data to Print ... RISA-3D Version 17.0.4 [Z:\PROJECTS\145 -Baker Electric\051-22 -Elyel\calcs\beams.r3d] Page 2 IIIRISA Company Designer Job Number Model Name Orie2 Engineering, Inc. ESY Member Point Loads (BLC 2 : Dsolar) Member Label Direction M1 y Member Point Loads (BLC 4 : W) I 1 I Member Label M1 Direction y Member Distributed Loads (BLC 1 : D) Ma nitude k k-fl -.082 Magnitude[k.k-ftJ -.396 Page 25 Jan 31 , 2022 4:34 PM Checked By: DJF Location[fl. %] %50 Member I :>h<>I Dir<>r-tion Start Maanitudefk/fl F ksfl End Maanit• ,rl<>lk Start Lor-::itionffl End I nr-::itionffl %1 1 M1 y -.009 -.009 0 0 2 M2 y -.063 -.063 0 0 3 M3 y -.063 -.063 0 0 4 M4 y -.23 -.23 0 0 5 M5 y -.281 -.281 0 0 6 M6 y -.281 -.281 0 0 7 M9 y -.27 -.27 0 0 8 M10 y -.27 -.27 0 0 9 M7 y -.281 -.281 0 0 10 M8 y -.281 -.281 0 0 11 M11 y -.249 -.249 0 0 12 M12 y -.249 -249 0 0 13 M13 y -.249 -.249 0 0 Member Distributed Loads (BLC 2 : Dsolar) Member Lah<>I Direction Start Mannitudefk/ft F ksfl End Mannitudelk ... Start Loc,.tionlfl ... End Locationffl %1 1 M2 y -.052 -.052 0 0 2 M3 y -.052 -.052 0 0 3 M4 y -.189 -.189 0 0 4 M5 y -.192 -.192 0 0 5 M6 y -.192 -.192 0 0 6 M11 y -.171 -.171 0 0 7 M12 y -.171 -.171 0 0 8 M13 y -.171 -.171 0 0 9 M? y -.192 -.192 0 0 10 M8 y -.192 -.192 0 0 11 M9 y -.185 -.185 0 0 12 M10 y -.185 -.185 0 0 Member Distributed Loads (BLC 3 : Lr) Member Label Direction Start Maanjtude(k/fl F ksfl End Magni_tu_g_e(k .Start L"""''innffl End Locationlft % 1 M1 y -.038 -.038 0 0 2 M2 y -153 -1 "-':\ 0 0 3 M3 y -.145 -.145 0 0 4 M4 y -.349 -.349 0 0 5 M5 y -.354 -.354 0 0 6 M6 y -.354 -.354 0 0 7 M7 y -.354 -.354 0 0 8 M8 y -.354 -.':\!'>4 0 0 9 M9 y -.341 -.341 0 0 10 M10 y -341 -.341 0 0 11 M12 y -.283 -.283 0 0 12 M11 y -?R':\ -2R':\ 0 0 13 M13 y -.283 -.283 0 0 Reduced Roof Live Loads RISA-3O Version 17.0.4 [Z:\PROJECTS\145 -Baker Electric\051-22 -Elyel\calcs\beams.r3d] Page 3 IIIRISA ._ r~t.Mt 1SCHEK c~ P"NY Company Designer Job Number Model Name Orie2 Engineering, Inc. ESY Page 26 Jan 31, 2022 4:34 PM Checked By: DJF Member Distributed Loads (BLC 4 : W} MPmher U•bel DirP,..tion Start Mannituderkift F ksfl End M"nnitudelk Start Locatinnlft .... End LO""tionfft ¾ 1 M2 y -.135 -.135 0 0 2 M3 y -.118 -.118 0 0 3 M4 y -.28 -.28 0 0 4 MS y -.251 -.251 0 0 5 M6 y -.251 -.251 0 0 6 M8 y -.251 -.251 0 0 7 M7 y -.251 -.251 0 0 8 M9 y -.242 -242 0 0 9 M10 y -.242 -.242 0 0 10 M12 y -.223 -223 0 0 11 M11 y -.223 -.223 0 0 12 M13 y -.223 -.223 0 0 Basic Load Cases BLC nn~-.intinn C:.tenorv X r,,:.vitv Y Gravitv Z Gravitv Joint Pnint Di<:.tribu ... Area/M ... Surfac ... 1 D DL -1 13 2 Dsolar DL 1 12 3 Lr RLL 13 4 w WL 1 12 Load Combinations nosr-rintion s p s B .F RIC Fa Blr i=a BLC i:,. RIC Fa BLC Fa B C::n .c c::~ B _i:,. R i:,. . 1 D + Lr Y .. y 1 1 RLL 1 2 D + Dsolar + Lr Y .. y 1 1 2 1 RLL 1 3 D + Dsolar + 0.6W Y .. y 1 1 2 1 WL .6 4 D + Dsolar + 0.75Lr + 0 ... Y .. y 1 1 2 1 RLL .75 WL .45 Load Combination Design Descrintinn ASIF CD ~ .. rviceHot Rolled Cnl,< <=nr Wonn Concrete Masonru Aluminum "''~inl<><:S Connecti . 1 D + Lr 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 D + Dsolar + Lr 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes 3 D + Dsolar + 0.6W 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 4 D + Dsolar + 0.75Lr + 0.4 .. 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes Envelope Joint Reactions Joint Y fkl 1r Y fkl I,-. 2 lkl LC MX fk-ftl 1 r MY fk-ftl LC ~AZ fk-ftl 1r 1 N1 ma> 0 4 .285 4 0 4 LOCKED 0 4 0 4 2 min 0 1 .193 1 0 1 LOCKED 0 1 0 1 3 N2 ma> 0 4 .285 4 0 4 0 4 0 4 0 4 4 min 0 1 193 1 0 1 0 1 0 1 0 1 5 N3 ma> 0 4 3.914 4 0 4 0 4 0 4 0 4 6 min 0 1 2.685 3 0 1 0 1 0 1 0 1 7 N4 max 0 4 3.914 4 0 4 LOCKED 0 4 0 4 8 min 0 1 2.685 3 0 1 LOCKED 0 1 0 1 9 NS max 0 4 4.993 4 0 4 0 4 0 4 0 4 10 min 0 1 3.431 3 0 1 0 1 0 1 0 1 11 N6 ma> 0 4 4.993 4 0 4 LOCKED 0 4 0 4 12 min 0 1 3.431 3 0 1 LOCKED 0 1 0 1 13 N7 ma> 0 4 17.781 4 0 4 0 4 0 4 0 4 14 min 0 1 13 008 1 0 1 0 1 0 1 0 1 15 N8 ma> 0 4 17.781 4 0 4 LOCKED 0 4 0 4 RISA-3D Version 17.0.4 [Z:\PROJECTS\145 -Baker Electric\051-22 -Elyel\calcs\beams.r3d] Page4 IIIRISA Company Designer Job Number Model Name Orie2 Engineering, Inc. ESY Envelope Joint Reactions (Continued) Joint X fkl LC Y fkl LC 16 min 0 1 13.008 1 17 N9 ma) 0 4 10.344 4 18 min 0 1 7.644 3 19 N11 ma) 0 4 32.457 4 20 min 0 1 24.039 3 21 N12 ma) 0 4 12.038 4 22 min 0 1 R.934 3 23 N13 ma) 0 4 16.891 4 24 min 0 1 12.555 3 25 N15 ma) 0 4 40.394 4 26 min 0 1 30.047 3 27 N16 ma> 0 4 10.94 4 28 min 0 1 8.147 3 29 N17 ma> 0 4 5.632 4 30 min 0 1 4.187 3 31 N18 ma> 0 4 32.544 4 32 min 0 1 24.148 3 33 N20 ma) 0 4 13.445 4 34 min 0 1 9.969 3 35 N21 ma> 0 4 17.575 4 36 min 0 1 13 024 1 37 N26 ma) 0 4 9.292 4 38 min 0 1 6.821 1 39 N23 ma) 0 4 36.392 4 40 min 0 1 26.992 1 41 N24 ma> 0 4 25.059 4 42 min 0 1 18.503 1 43 N19 ma) NC NC 44 min NC NC 45 N10 ma) NC NC 46 min NC NC 47 Totals: ma, 0 4 316.953 4 48 min 0 1 236.457 3 Envelope Member Section Deflections Service MAmhAr SAr. 1< finl I f' v linl IC 1 M1 1 max 0 4 0 4 2 min 0 1 0 1 3 2 max 0 4 -.329 1 4 min 0 1 -.606 4 5 3 max 0 4 -.461 1 6 min 0 1 -.868 4 7 4 max 0 4 -.329 1 8 min 0 1 -.606 4 9 5 max 0 4 0 4 10 min 0 1 0 1 11 M2 1 max 0 4 0 4 12 min 0 1 0 1 13 2 max 0 4 -1 .312 3 14 min 0 1 -1.912 4 15 3 max 0 4 -1 .842 3 16 min 0 1 -2.684 4 17 4 max 0 4 -1 .312 3 18 min 0 1 -1 .912 4 19 5 max 0 4 0 4 Z fkl LC MX fk-ftl LC MY fk-ftl LC 0 1 LOCKED 0 1 0 4 0 4 0 4 0 1 0 1 0 1 0 4 0 4 0 4 0 1 0 1 0 1 0 4 0 4 0 4 0 1 0 1 0 1 0 4 0 4 0 4 0 1 0 1 0 1 0 4 LOCKED 0 4 0 1 LOCKED 0 1 0 4 0 4 0 4 0 1 0 1 0 1 0 4 0 4 0 4 0 1 0 1 0 1 0 4 0 4 0 4 0 1 0 1 0 1 0 4 0 4 0 4 0 1 0 1 0 1 0 4 0 4 0 4 0 1 0 1 0 1 0 4 0 4 0 4 0 1 0 1 0 1 0 4 LOCKED 0 4 0 1 LOCKED 0 1 0 4 0 4 0 4 0 1 0 1 0 1 NC LOCKED NC NC LOCKED NC NC LOCKED NC NC LOCKED NC 0 4 0 1 z finl I r, X Rot:at.> r I C In) I iv' Ra. I C 0 4 0 4 NC 4 0 1 0 1 NC 1 0 4 0 4 292.145 1 0 1 0 1 158.485 4 0 4 0 4 208.154 1 0 1 0 1 110 65 4 0 4 0 4 292.145 1 0 1 0 1 158.485 4 0 4 0 4 NC 4 0 1 0 1 NC 1 0 4 0 4 NC 4 0 1 0 1 NC 1 0 4 0 4 237.772 3 0 1 0 1 163.157 4 0 4 0 4 169.413 3 0 1 0 1 116 25 4 0 4 0 4 237.772 3 0 1 0 1 163.157 4 0 4 0 4 NC 4 RISA-3D Version 17.0.4 [Z:\PROJECTS\145 -Baker Electric\051-22 -Elyel\calcs\beams.r3d] Page 27 Jan 31 , 2022 4:34 PM Checked By: DJF MZ fk-ftl LC 0 1 0 4 0 1 0 4 0 1 0 4 0 1 0 4 0 1 0 4 0 1 0 4 0 1 0 4 0 1 0 4 0 1 0 4 0 1 0 4 0 1 0 4 0 1 0 4 0 1 0 4 0 1 NC NC NC NC /n\ I /7' r:;i,,,;,... I (' NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 Nr. 1 NC 4 Page 5 IIIRISA AN '41 , JCKd( COMt'ANl Company Designer Job Number Model Name Orie2 Engineering, Inc. ESY Envelope Member Section Deflections Service (Continued) M1>mb1>r S"" X linl LC v linl LC z linl LC x Rotate r 20 min 0 1 0 1 0 1 0 21 M3 1 max 0 4 0 4 0 4 0 22 min 0 1 0 1 0 1 0 23 2 max 0 4 -1 .628 3 0 4 0 24 min 0 1 -2.369 4 0 1 0 25 3 max 0 4 -2.285 3 0 4 0 26 min 0 1 -3.326 4 0 1 0 27 4 max 0 4 -1 .628 3 0 4 0 28 min 0 1 -2 369 4 0 1 0 29 5 max 0 4 0 4 0 4 0 30 min 0 1 0 1 0 1 0 31 M4 1 max 0 4 0 4 0 4 0 32 min 0 1 0 1 0 1 0 33 2 max 0 4 -1.112 1 0 4 0 34 min 0 1 -1 .52 4 0 1 0 35 3 max 0 4 -1 .561 1 0 4 0 36 min 0 1 -2.134 4 0 1 0 37 4 max 0 4 -1 .112 1 0 4 0 38 min 0 1 -1 .52 4 0 1 0 39 5 max 0 4 0 4 0 4 0 40 min 0 1 0 1 0 1 0 41 M5 1 max 0 4 0 4 0 4 0 42 min 0 1 0 1 0 1 0 43 2 max 0 4 -.684 3 0 4 0 44 min 0 1 -.926 4 0 1 0 45 3 max 0 4 -.935 3 0 4 0 46 min 0 1 -1 .268 4 0 1 0 47 4 max 0 4 -.602 3 0 4 0 48 min 0 1 -.817 4 0 1 0 49 5 max 0 4 .218 4 0 4 0 50 min 0 1 ,164 3 0 1 0 51 M6 1 max 0 4 .218 4 0 4 0 52 min 0 1 .164 3 0 1 0 53 2 max 0 4 -.2 3 0 4 0 54 min 0 1 -.269 4 0 1 0 55 3 max 0 4 -.728 3 0 4 0 56 min 0 1 -.98 4 0 1 0 57 4 max 0 4 -.685 3 0 4 0 58 min 0 1 -.922 4 0 1 0 59 5 max 0 4 0 4 0 4 0 60 min 0 1 0 1 0 1 0 61 M7 1 max 0 4 0 4 0 4 0 62 min 0 1 0 1 0 1 0 63 2 max 0 4 -1.082 3 0 4 0 64 min 0 1 -1.456 4 0 1 0 65 3 max 0 4 -1.529 3 0 4 0 66 min 0 1 -2 058 4 0 1 0 67 4 max 0 4 -1 .118 3 0 4 0 68 min 0 1 -1.505 4 0 1 0 69 5 max 0 4 -.072 3 0 4 0 70 min 0 1 -.097 4 0 1 0 71 MB 1 max 0 4 -.072 3 0 4 0 72 min 0 1 -.097 4 0 1 0 73 2 max 0 4 -.032 3 0 4 0 74 min 0 1 -.043 4 0 1 0 75 3 max 0 4 -.214 3 0 4 0 76 min 0 1 -.287 4 0 1 0 LC In\ Uv' Ra .. LC 1 NC 1 4 NC 4 1 NC 1 4 252.995 3 1 173.862 4 4 180.259 3 1 123 877 4 4 252.995 3 1 173.862 4 4 NC 4 1 NC 1 4 NC 4 1 NC 1 4 452.335 1 1 330.903 4 4 322.289 1 1 235.769 4 4 452.335 1 1 330.90~i 4 4 NC 4 1 NC 1 4 NC 4 1 Nr. 1 4 415.294 3 1 306.596 4 4 303.625 3 1 224.063 4 4 471 .805 3 1 347.572 4 4 1733.63 3 1 1300.305 4 4 2831 .522 3 1 2123.776 4 4 1436.883 3 1 1072.842 4 4 572.447 3 1 425.887 4 4 639.193 3 1 475.105 4 4 NC 4 1 NC 1 4 NC 4 1 NC 1 4 421 .397 3 1 313,196 4 4 298.145 3 1 221 .582 4 4 407.878 3 1 303.09 4 4 6356.977 3 1 4696.593 4 4 6454.506 3 1 4768.648 4 4 NC 4 1 NC 1 4 2601.758 3 1 1944.725 4 RISA-3O Version 17.0.4 [Z:\PROJECTS\145 -Baker Electric\051-22 -Elyel\calcs\beams.r3d] Page 28 Jan 31 , 2022 4:34 PM Checked By: DJF In\ I iz' Ratio LC NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 Page 6 IIIRISA Company Designer Job Number Model Name Orie2 Engineering, Inc. ESY Envelope Member Section Deflections Service (Continued) Member Sec X linl LC v finl LC z finl LC x Rotate r. 77 4 max 0 4 -.231 3 0 4 0 78 min 0 1 -.309 4 0 1 0 79 5 max 0 4 0 4 0 4 0 80 min 0 1 0 1 0 1 0 81 M9 1 max 0 4 0 4 0 4 0 82 min 0 1 0 1 0 1 0 83 2 max 0 4 -.018 3 0 4 0 84 min 0 1 -024 4 0 1 0 85 3 max 0 4 .041 4 0 4 0 86 min 0 1 03 3 0 1 0 87 4 max 0 4 .035 4 0 4 0 88 min 0 1 026 3 0 1 0 89 5 max 0 4 -.261 3 0 4 0 90 min 0 1 -.352 4 0 1 0 91 M10 1 max 0 4 -.261 3 0 4 0 92 min 0 1 -.352 4 0 1 0 93 2 max 0 4 -1.151 3 0 4 0 94 min 0 1 -1 .553 4 0 1 0 95 3 max 0 4 -1.471 3 0 4 0 96 min 0 1 -1 .985 4 0 1 0 97 4 max 0 4 -1.021 3 0 4 0 98 min 0 1 -1.377 4 0 1 0 99 5 max 0 4 0 4 0 4 0 100 min 0 1 0 1 0 1 0 101 M11 1 max 0 4 0 4 0 4 0 102 min 0 1 0 1 0 1 0 103 2 max 0 4 -1.467 1 0 4 0 104 min 0 1 -1.98 4 0 1 0 105 3 max 0 4 -2.089 1 0 4 0 106 min 0 1 -2.819 4 0 1 0 107 4 max 0 4 -1.568 1 0 4 0 108 min 0 1 -2 117 4 0 1 0 109 5 max 0 4 -.202 1 0 4 0 110 min 0 1 -.274 4 0 1 0 111 M12 1 max 0 4 -.202 1 0 4 0 112 min 0 1 -.274 4 0 1 0 113 2 max 0 4 .087 4 0 4 0 114 min 0 1 .064 1 0 1 0 115 3 max 0 4 .064 4 0 4 0 116 min 0 1 .046 1 0 1 0 117 4 max 0 4 .043 4 0 4 0 118 min 0 1 .031 1 0 1 0 119 5 max 0 4 -.105 1 0 4 0 120 min 0 1 -.145 4 0 1 0 121 M13 1 max 0 4 -.105 1 0 4 0 122 min 0 1 -.145 4 0 1 0 123 2 max 0 4 -1 .03 1 0 4 0 124 min 0 1 -1.404 4 0 1 0 125 3 max 0 4 -1.387 1 0 4 0 126 min 0 1 -1 .89 4 0 1 0 127 4 max 0 4 -.977 1 0 4 0 128 min 0 1 -1 .332 4 0 1 0 129 5 max 0 4 0 4 0 4 0 130 min 0 1 0 1 0 1 0 LC fn\ Uv' Ra LC 4 2177.135 3 1 1624.141 4 4 NC 4 1 NC 1 4 NC 4 1 NC 1 4 7324.737 3 1 5392.059 4 4 2166.336 3 1 1602 136 4 4 1568.442 3 1 1161.802 4 4 1333.149 3 1 987.644 4 4 1455.891 3 1 1078.576 4 4 330.138 3 1 244.752 4 4 258.285 3 1 191.496 4 4 372.356 3 1 276.075 4 4 NC 4 1 NC 1 4 NC 4 1 NC 1 4 371 .576 1 1 275.321 4 4 260.931 1 1 193.326 4 4 347.643 1 1 257.518 4 4 2698.641 1 1 1991 .273 4 4 5531.666 1 1 4143.159 4 4 2215.926 1 1 1629.532 4 4 2685.836 1 1 1959.497 4 4 3337.698 1 1 2432.07 4 4 NC 4 1 NC 1 4 2812.473 1 1 2047 367 4 4 287.485 1 1 210.879 4 4 213.423 1 1 156.603 4 4 302.969 1 1 222.329 4 4 NC 4 1 NC 1 RISA-3O Version 17.0.4 [Z:\PROJECTS\145 -Baker Electric\051-22 -Elyel\calcs\beams.r3d] Page 29 Jan 31, 2022 4:34 PM Checked By: DJF fn\ Uz' Ratio LC NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 NC 4 NC 1 Page 7 IIIRISA Company Designer Job Number Model Name Orie2 Engineering, Inc. ESY Envelope Wood Code Checks Member Shane Code .Loclft LC Shear .. LodftlDir LC Fe' fksi 1 M1 2X4 .992 4 4 .297 0 V 2 .131 2 M2 3.125X ... .997 13 2 .389 26 V 2 .069 3 M3 3.125X ... . 996 17.1.. 2 .378 0 V 2 .04 4 M4 5.125X ... .907 20.96 2 .455 41.92 V 2 .072 5 M5 5.125X ... .906 11 .8 .. 2 .494 23.67 V 2 .223 6 M6 5.125X ... .797 6.041 2 565 6.041 V 2 .084 7 M7 5.125X ... .944 19 2 .484 0 V 2 .087 8 M8 5.125X ... 898 6.029 4 .571 5.627 V 2 .085 9 M9 5.125X ... .752 22.9 .. 2 .584 23.26 V 2 .15 10 M10 5.125X ... 940 15.8 .. 2 481 31.67 V 2 .126 11 M11 5.125X ... .986 22.71 2 .453 45.42 V 2 .061 12 M12 5.125X ... 1.000 6.037 4 .539 5.572 V 2 .064 13 M13 5.125X ... .993 12.3 .. 2 .478 24.67 V 2 .206 Ft' fksi Fb1' f. .. Fb2' I.. Fv' fksi RB CL 1.92 3.282 3.643 .225 6.11 .991 1.375 2.984 2.103 .331 5.76 .995 1.375 2.882 2.103 .331 6.651 .993 1.375 2.53 1.994 .331 10.982 .974 1.375 2.847 1.994 .331 8.111 .988 1.375 2.037 11.994 '.B1 21.223 .679 1.375 2.58 1.994 .331 10.471 .977 1.76 1 679 2.552 331 24.119 .437 1.375 2.38 1.994 .331 18.914 .793 1.375 2.686 11 994 .331 9 366 .983 1.375 2.51 1.994 .331 10.982 .974 1.76 1.404 2.552 .331 26.508 .366 1.375 2.86 1.994 .331 7.766 .989 RISA-30 Version 17.0.4 [Z:\PROJECTS\145 -Baker Electric\051-22 -Elyel\calcs\beams.r3d] Page 30 Jan 31 , 2022 4:34 PM Checked By: DJF CP Eon .046 3.9-3 .035 3.9-3 .02 3.9-3 .036 3.9-3 .112 3.9-3 .042 3 9-3 .044 3.9-3 .033 3 9-3 .075 3.9-3 063 3.9-3 .031 3.9-3 .025 3.9-3 .103 3.9-3 Page 8 Orle2 Engineering Structural & Bridge Engineers 9750 Miramar Rd., Suite 310 Phone#: (858) 335-7643 San Diego, CA 92126 www.orie2.com Project No. : PROJECT : 145.051-22 Elyel Page 31 DATE: 12/28/21 BY: ESY Wall Mounted Equipment (E) CONC. WALL ELECT. EQUIP + C.G. WT.=150# MAX. ANCHOR EQUIP. w/ (4) 1 / 4" DIA. BOLT w / .......__ _ __, UNISTRUT CHANNEL NUT (GALV.) P1000 UNISTRUT (GALV) T&B w/ (2) 3/8" DIA. x 2-5/16" NOM . EMBED. HILTI "KB-TZ'' T&B S.S. (ICC ESR-1917) NOTE: 1. ALL STRUT AND FASTENERS TO BE GALV. OR S.S. 2. FOR EQUIPM ENT LOCATIONS, SEE ELECT. DRAWINGS. _ _._"" Orie 2 Engineering Project No.:-'--14c..:5.:..:.0..::.51-'--2:c:2:...--____ _ Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone#: (858) 335-7643 www.orie2.com PROJECT:-=cEl:.i..:Ye:.:...I ______ _ SEISMIC DEMANDS ON NONSTRUCTURAL COMPONENTS ASCE 7-1613.3.1 Code: 2019 CBC, ASCE 7-16 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA Soil Site Class: D, Default Table 20-3-1, If default is chosen, Min F • = 1.2 s,: 98.2 s,: 35.9 F,: 1.200 F.: 1.941 SMs: 1.178 SM,: 0.697 Sos: 0.786 So,: 0.465 %g %g Occupancy: II (USGS using Latitude/Longitude} Table 11.4-1 Table 11.4-2 F8 •S, F,•S 1 2!3(S MS) 2!3(SM1) 10: 1 ASCE 7-16, Section 13.1.3 Component = Other Electrical Components constructed of sheet Metal Framing Page 32 BY: ESY ap = 2.5 Rp = 6 height of struct to pt. of attachment, z = 1 ave. roof height to base, h = 2 ASCE 7-16, Table 13.5-1 or 13.6-1 Seismic Force: F O = 0 .4a0S0s (RJlo} F0 = 0.262 X W0 Fp,mln = 0.3Sosl0 X W0 F p,mln = 0.236 X W0 Fp = 0.262 x w. x (1 +2(z/h)) x w. ASCE 7-16, Eq 13.3-1 <-Governs ASCE 7-16, Eq 13.3-3 ASCE 7-16, Eq 13.3-2 (LRFD) Orie2 Engineering Structural & Bridge Engineers Project No. : 145.051-22 9750 Miramar Rd., Suite 310 Phone#: (858) 335-7643 PROJECT: Elyel San Diego, CA 92126 www.orie2.com r: L{) I Wall Mounted Equipment C.G. WT.=150# MAX. Fp = 0.262Wp = 0.262 x 150 = 40 lbs Fpv = 0.2SdsWp = 0.2 x 0,786 x 150 = 24 lbs (Wt+ Fpv) = 150 + 24 = 174 lbs M = Fp x 8.5" +(Wt+ Fpv) x 6" = 40 x 8.5 + 174 x 6 = 1,384 lb-in T = M / 17" = 1384 / 17 = 82 lbs T anchor = (Omega = 2.5 ) x 82 lbs / 2 anchors = 103 lbs V anchor= (Omega = 2.5) x 174 lbs/ 4 anchors= 109 lbs Page 33 DATE : 12/28/21 BY : ESY www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Kwik Bolt TZ -CS 3/8 (2) h81,aet = 2.000 in., hnom = 2.313 in. Carbon Steel ESR-1917 11112020 I 51112021 Design method ACI 318-14 / Mech. Page: Project: Sub-Project I Pos. No.: Date: -(Recommended plate thickness: not calculated) cracked concrete, 2500, fe' = 2.500 psi; h = 8.250 in. hammer drilled hole, Installation condition: Ory Page 34 1:11-;;.1 Profis Anchor 2.8.9 2/1/2022 tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R -The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, In.lb] z --t ~ Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hiltl AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan ' ' ' .. ' X ', Page 35 •=iiS•• www.hilti.us Profis Anchor 2.8.9 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: 2/1/2022 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [lb) Utilization Loading Tension Shear Loading Proof Pullout Strength Pryout Strength Combined tension and shear loads 3 Warnings Load 103 109 13,. (Iv 0.070 0.065 Please consider all details and hints/warnings given in the detailed report! Capacity 13,./~[%] 1,475 71- 1,683 -17 (, Utilization JlN,v [%) 5/3 3 Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Status OK OK Status OK Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-<late version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences. such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked ror agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hiltl AG, FL-9494 Schaan Hiltl is a registered Trademark of Hilti AG. Schaan Orie 2 Engineering Structural & Bridge Engineers 9750 Miramar Rd., Suite 310 Phone#: (858) 335-7643 San Diego, CA 92126 www.orie2.com ' -.... WT = 50 LBS (4) 1/2" DIA. x 3-5/8" NOM. EMBED. HILT! "KB-TZ" T&B S.S. (ICC ESR-1917) A . . ., . .;· ~ . ,i. .,, . I " .. "' " 6 .. . l 2·-0· l l ' ' ' FRONT VIEW Project No. : 145.051-22 PROJECT : Elyel EV Charger on Stand . . .... .. ·• .. ., 6 .. . •" ... A. __ 4· .'4 . 2'-0" SIDE Vlt:M . . l ' JUICEBOX PRO 32 EV CHARGER MOUNT TO STAND PER MANUFACTURER'S RECOMMENDATIONS JUICESTAND PRO (N) CONCRffi FOOTING ':-, I "' ;.... "a . ' . " ♦ Page 36 DATE : 12/28/21 BY : ESY □ (4) 1/2" DIA. x 3-5/8" NOM. EMBED. HILTI "KB-TZ" T&B S.S. (ICC ESR-1917) ♦ .. . •• d_ • Orie 2 Enr,lneerlna Structural & Bridge Engineers Project No.: 145.051 -22 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone # : (858) 335-7643 www.orie2.com PROJECT:_E~lye_l ______ _ SEISMIC DEMANDS ON NONSTRUCTURAL COMPONENTS ASCE 7-1613.3.1 Code: 2019 CBC, ASCE 7-16 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA Soil Site Class: D, Default Table 20-3-1, If default is chosen, Min F • = 1.2 S,: 98.2 s,: 35.9 F,: 1.200 F,: 1.941 SMs: 1.178 SM,: 0.697 Sos: 0.786 So,: 0.465 %g %g Occupancy: II (USGS using Latitude/Longitude) Table 11.4-1 Table 11.4-2 F8 S, F,•S 1 2/3(S MS) 2/3(S Mt) 10: 1 ASCE 7-16, Section 13.1.3 Component = Other Electrical Components constructed of high-Deformability Material Page 37 BY: ESY ap = 1 Rp= 2.5 height of struct to pt. of attachment, z = 1 ave. roof height to base, h = 2 ASCE 7-16, Table 13.5-1 or 13.6-1 Seismic Force: F0 = 0.4a0S0s (RJlo) F. = 0.251 x w. F0,m1n = 0.3Sosl0 X W0 F p,min = 0.236 X W0 F o,max = 1.6Sosl0 X W0 F p,max = 1.257 X Wp X (1 +2(z/h)) X W0 <-Governs (LRFD) Fp = 0.7 x 0.251 x 50 lbs = 9 lbs Live Load Governs Analysis ASCE 7-16, Eq 13.3-1 ASCE 7-16, Eq 13.3-3 ASCE 7-16, Eq 13.3-2 Orie 2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone#: (858) 335-7643 www.orie2.com Page 38 Project No.: _1_45_.0_5_1_-2_2 ________ _ Project : _E~ly_el ___________ BY : ESY ASCE 7-16 Figure 29.3-1: Solid Freestanding Walls and Solid Freestanding Signs MWFRS -OTHER STRUCTURES Step 1: Determine risk category of building or other structure Risk Category =III I Table 1.5-1 Step 2: Determine the basic wind speed, V, for applicable risk category Wind Speed, V =196 !mph Figure 26.5-1A, 8 , or C Step 3: Determine wind load parameters: Wind Directionality factor, Kd = 0.85 1-----t Exposure Category = C Topography factor, Kz1 =1-,1--.0""'0,-----i Gust Effect factor, G = 0.85 1-----t Elevation, ft= 0 '-----' Ke= 1.00 Step 4: Determine velocity pressure exposure coefficient, K, or Kh Height above ground level, hz =15 !ft Exposure coefficient, Kh = 0.85 Step 5: Determine velocity pressure, q, or qh qh = 0.00256*Kh *K,i*l<,,*K.*VL = 17.05 psf Step 6: Determine force coefficient, C,: horizontal dimension of sign, B = vertical dimension of sign, s = ht. from ground surface to top of sign, h = Horizontal dimension of return corner, L, = 1.00 ft 1.60 ft 5.00 ft 1.00 ft B/s = 0.63 s/h = 0.32 Force coeff, Cr = 1. 797 Step 7: Calculate wind force, F: gross area of the solid freestanding wall or freestanding solid sign, A5 = B*s = 1.so fe Wind Force, F = qh *G*C, *A. = 41.7 lbs Wind Pressure, P = F/A5 = 26.03 psf Section 26.6 and Table 26.6-1 Section 26. 7 Section 26.8 and Figure 26.8-1 Section 26. 11 Section 26.9 Table 26.10-1 Equation 29.3-1 _, "' C. 0 0.00 Case C NotApply NotApply NotApply NotApply Not Apply NotApp!y NotApplv NotApp'v Figure 29.4-1 Equation 29.4-1 Case A & B Case A & B All Loads in Strength Value, multiply by 0.6 to get to ASD Design Value F wind= 0.6 x 41.7 = 25 lbs Live Load Governs Analysis Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Ad., Suite 310 Phone#: (858) 335-7643 San Diego, CA 92126 www.orie2.com 2'-0" LL= 300 lbs WT = 50 LBS l ',,-i I N F LL= 200 lbs l Project No. : 145.051-22 PROJECT : Elyel EV Charger on Stand 2'-0" M = 200 lbs x 4.5' + 50 lbs x 0.5' = 925 lb-ft= 11,100 lb-in T = 11,100 lb-in/ 1 O" = 1,110 lbs T anchor= (Omega = 2.5) x 1110 lbs / 2 = 1,388 lbs V anchor= (Omega= 2.5) x 200 lbs/ 4 = 125 lbs Check Overturning M = 200 lbs x 4.5' = 900 lb-ft Page 39 DATE : 12/28/21 BY: ESY Live Load= 200 lbs (Governs) Mr = 150 pct x (2' x 2' x 1.67') x 2' / 2 + 50 lbs x 0.5' = 1,375 lb-ft M /Mr= 900 / 1375 = 0.65 < 1.0 SF = 1375 / 900 = 1.53 > 1.0 OKAY OKAY www.hlltl.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Page: Project: Sub-Project I Pos. No.: Kwik Bolt TZ -SS 304 1/2 (3 1/4) h.1,act = 3.250 in., hnom = 3.625 in. AISI 304 ESR-1917 1/1/2020 15/1/2021 Design method ACI 318-14 / Mech. Date: -(Recommended plate thickness: not calculated) cracked concrete, 2500, fc' = 2,500 psi; h = 27 .000 in. hammer drilled hole, Installation condition: Dry ■ Page 40 ,:iis., Profis Anchor 2.8.9 2/3/2022 ,m:mm:a,111C- Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or< No. 4 bar R -The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb) z Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor { c ) 2003-2009 Hilti AG, FL-9494 Schaan Hitti is a registered Trademark of Hilti AG, Schaan Page 41 •=iiS•• www.hiltl.us Profis Anchor 2.8.9 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: 2/3/2022 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Tension Shear Loading Proof Concrete Breakout Strength Concrete edge failure in direction y+ Combined tension and shear loads 0.429 3 Warnings Load 1,388 125 llv 0.045 Please consider all details and hints/warnings given in the detailed report! Capacity Jl,, I llv (%] 3,237 43 / - 2,799 -I 5 <.; Utilization Jl,,,v (%] 5/3 25 Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Status OK OK Status OK Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilli's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003--2009 Hilti AG, FL-9494 Schaan Hllti is a registered Trademark of Hilli AG, Schaan Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Rd., Suite 310 Phone#: (858) 335-7643 San Diego, CA 92126 www.orie2.com ANCHOR TRANSFORMER TO CONCRETE SLAB w/ {4) s;a· DIA. x xxxx· NOM. EMBED HILTI KB-TZ EXPANSION ANCHORS {ICC ESR-1917) 7 3/16" Page 42 Project No. : 145.051-22 PROJECT: Elyel Transformer 1'-11 1/2" ♦ ♦ DATE : 12/28/21 BY: ESY TRANSFORMER WT. = 770 LBS. 'o I ;,, . 0 I ·.,., {N) 6" CONCRETE EQUIPMENT PAD w / #4 BARS O 12" O.C. E.W. 1-j'\ TRANSFORMER ON EQUIPMENT PAP DETAIL V S C A L E : ,· • 1·-0· Orie 2 Engineering Structural & Bridge Engineers Project No.: 145.051-22 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone # : (858) 335-7643 www.orie2.com PROJECT:-=E"-lyecc.l ______ _ SEISMIC DEMANDS ON NONSTRUCTURAL COMPONENTS ASCE 7-1613.3.1 Code: 2019 CBC, ASCE 7-16 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA Soil Site Class: D, Default Table 20-3-1, ff default is chosen, Min F 8 = 1.2 S,: 98.2 S1: 35.9 F,: 1.200 F.: 1.941 SMs: 1.178 SM1: 0.697 Sos: 0.786 So1: 0.465 %9 %9 Occupancy: II (USGS using Latitude/Longitude) Table 11.4-1 Table 11.4-2 F0 •S, F.•S 1 2/3/S MS) 2/3/S Mi) IP: 1 Component = Transformer ASCE 7-16, Section 13.1.3 Page 43 BY : ESY ap = 1 ASCE 7-16, Table 13.5-1 or 13.6-1 Rp = 2.5 height of struct to pt. of attachment, z = 0 ave. roof height to base, h = 1 Seismic Force: F P = 0.4a0S05 (RJlp} Fp=0.126 xWp F p,mln = 0.3Soslp X WP F p,mln = 0.236 X WP F p,max = 1.6Soslp X WP F p,max = 1.257 X WP X (1+2(z/h)) X WP ASCE 7-16, Eq 13.3-1 ASCE 7-16, Eq 13.3-3 <-Governs ASCE 7-16, Eq 13.3-2 (LRFD} Orie 2 Engineering Structural & Bridge Engineers Project No.: 145.051-22 Page 44 DA TE : 02/03/22 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone# : (858) 335-7643 www .orie2.com PROJECT: _E~lye_l _______ BY : ESY Equipment Anchorage: Transformer Seismic Design Force, Fp: 0.236 • Wp (LRFD) Spectral Acceleration, Sds: 0.786 Equipment Weight and Center of Gravity Location: Weight of Equipment, Wp: Horiz. Width of Unit, b1: Horiz. Length of Unit, b2: Vert. Distance to C.G., h: 770 lbs 23.5 in 27 in 21 .0 in b2 bII + Fp,h Pl311 View Anchor Bolt (A.B.) Information: Total Number of A.B.'s: 4 Bolt(s) Number of A.B.'s per group: 1 Bolt(s) Anchor Bolt Type: Hilti "KB-TZ" Anchor Bolts Anchor Bolt Diameter: 1/2 in Min. Embedment Depth: 3.63 in Base Shear: 0 : 2.5 Ductile Yielding (ASCE 7-10, ~13.4.2.1) Fph = Fp' Wp' 0 = 0.236 • 770.0 lbs• 2.5 Fph = 453.68 lbs Fpv = 0.2 • Sds • Wp" 0.2 • 0.786 • 770.0 lbs = Fpv = 120.98 lbs Overturning and Uplift Forces {Short Direction): OTM = Fph • h = 453.7 lbs• 21 .0 in OTM = 9.5 kip-in RM= [(0.9 • Wp) -Fpv] • (b1 / 2) = [(0.9 • 770.0 lbs) -121.0 lbs]• (23.5 in/ 2) RM= 6.7212 kip-in Uplift= (OTM -RM)/ b1 = (9.5 kip-in · 6.7 kip-in)/ 23.5 in Uplift= 119.41094 lbs (Uplift) Fp,v f l,r -?h w T l· bl ·h T l· Side Elevations Uplift per A.B. Group= 119.4 lbs / 2 A.B. Groups (Assuming that half of the A.8. Groups are in tension) Uplift per A.B. Group= 59.7 lbs/ A.B. Group Load to Single Anchor Bolt Group: Tension per A.B. Group, T = Shear per A.B. Group, V = 59.7 lbs/ A.B. Group (LRFD) -> Apply to Hilti Profis 113.4 lbs/ A.B. Group (LRFD) -> Apply to Hilti Profis Fp,v f -;-rp,h w b2 ·I C www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Page: Project: Sub-Project I Pos. No.: Kwik Bolt TZ -SS 304 1/2 (3 1/4) her.ac1 = 3.250 in., hnom = 3.625 in. AISI 304 ESR-1917 11112020 I 51112021 Design method ACI 318-14 / Mech. Date: -(Recommended plate thickness: not calculated) cracked concrete, 2500, f0' = 2,500 psi; h = 6.000 in. hammer drilled hole, Installation condition: Dry - Page 45 1:11-;;.1 Profis Anchor 2.8.9 2/3/2022 ,llullll:11i11111(1 Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R -The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, In.lb] ---0 \0 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hiltl AG. FL-9494 Schaan Hilti is a registered Trademarl< of Hilti AG. Schaan Page 46 1:11-;~1 www.hilti.us Profis Anchor 2.8.9 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: 2/3/2022 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [lb) Utilization Loading Tension Shear Loading Proof Concrete Breakout Strength Concrete edge failure in direction y+ Combined tension and shear loads PH 0.019 3 Warnings Load 60 114 11v 0.057 Please consider all details and hints/warnings given in the detailed report! Capacity J3N/I}-.,[%) 3,237 2 / - 2,015 -/ 6 ~ Utilization f3N,v [%) 5/3 1 Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Status OK OK Status OK Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hiltl AG, FL-9494 Schaan Hiltl is a registered Trademark of Hilti AG, Schaan Page 47 CanadianSolar BiHiKu SUPER HIGH POWER BIFACIAL MONO PERC MODULE 420W~445W UP TO 30% MORE POWER FROM THE BACK SIDE CS3W-420 I 4251430 I 4351440 I 445M B-AG MORE POWER ® 8 Up to 30% more power from the back side 24 % higher front side power than conventional modules Low NMOT: 41 ± 3 °C Low temperature coefficient (Pmax): -0.35 % , ·c @ Better shading tolerance MORE RELIABLE Lower internal current, lower hot spot temperature Minimizes micro-crack impacts Heavy snow load up to 5400 Pa, wind load up to 3600 Pa * * For detail information, please refer to Installation Manual. CANADIAN SOLAR INC. FRONT BACK @o linear power output warranty* years @ enhanced product warranty on materials and workmanship* *According to the applicable Canadian Solar Limited Warranty Statement. MANAGEMENT SYSTEM CERTIFICATES* ISO 9001 :2015 / Quality management system ISO 14001 :2015 / Standards for environmental management system OHSAS 18001 :2007 / International standards for occupational health & safety PRODUCT CERTIFICATES* !EC 61215 / !EC 61730: VOE/ CE/ MCS I INMETRO UL 1703: CSA/ !EC 61701 ED2: VOE/ !EC 62716: VOE/ !EC 60068-2-68: SGS Take-e-way ® c@:s C E @ 'i'i ~!!g * As there are different certification requirements in different markets, please contact your local Canadian Solar sales representative for the specific certificates applicable to the products In the region ln which the products are to be used. CANADIAN SOLAR INC. is committed to providing high quality solar products, solar system solutions and services to cus- tomers around the world. No. 1 module supplier for quality and performance/price ratio in !HS Module Customer Insight Survey. As a leading PV project developer and manufacturer of solar modules with over 40 GW deployed around the world since 2001. 545 Speedvale Avenue West, Guelph, Ontario N1 K 1 E6, Canada, www.canadiansolar.com, support@canadiansolar.com . ' ENGINEERING DRAWING (mm) Rear View .•.. 6-~S "'"""""' - 1t.14~Q ~ -I~ 4-11))17 . ........ MOM(tt.tc~lf) ·-. .,, ELECTRICAL DATA I STC* Frame Cross Section A-A ~! ~ Mounting Hole Nominal Opt. Opt. Open Short Max. OperatingO8erating Circuit Circuit Module Power Voltage urrent Volta3e Current Efficiency (Pmax} (Ym12J (Im12J (Voe (Jsc) CS3W-420MB-AG 420 W 39.9 V 10.53 A 47.9V 11.27 A 18.8% 5% 441W 39.9V 11.06 A 47.9V 11.83A 19.7% Bifacial 10% 462W 39.9V 11.58 A 47.9 V 12.40 A 20.7% Gain** 20% 504W 39.9V 12.64 A 47.9 V 13.52 A 22.6% 30% 546W 39.9V 13.69 A 47.9V 14.65 A 24.4% CS3W-425MB-AG 425W 40.1 V 10.60A 48.1 V 11.32 A 19.0% 5% 446W 40.1 V 11.13 A 48.1 V 11.89 A 20.0% Bifacial 10% 468W 40.1 V 11.66 A 48.1 V 12.45 A 20.9% Gain** 20% 510W 40.1 V 12.72A 48.1 V 13.58 A 22.8% 30% 553W 40.1 V 13.78A 48.1 V 14.72 A 24.8% CS3W-430MB-AG 430W 40.3V 10.68A 48.3V 11.37 A 19.2% 5% 452W 40.3V 11.21 A 48.3 V 11.94A 20.2% Bifacial 1 0o/o 473W 40.3V 11.75A 48.3V 12.51 A 21.2% Gain** 20% 516W 40.3V 12.82 A 48.3 V 13.64 A 23.1% 30% 559W 40.3V 13.88A 48.3V 14.78A 25.0% CS3W-435MB-~G 435W 40.5V 10.75 A 48.5V 11.42A 19.5% 5% 457W 40.5V 11.29 A 48.5 V 11.99 A 20.5% Bifacial 10% 479W 40.5 V 11.83 A 48.5 V 12.56 A 21.4% Gain** 20% 522 W 40.5 V 12.90 A 48.5 V 13. 70 A 23.4% 30% 566W 40.5 V 13.98A 48.5 V 14.85 A 25.3% CS3W-440MB-AG 440W 40.7V 10.82 A 48.7 V 11.48 A 19.7% 5% 462W 40.7V 11.36 A 48.7V 12.05 A 20.7% Bifacial 10% 484W 40.7V 11.90 A 48.7 V 12.63 A 21.7% Gain** 20% 528W 40.7V 12.98 A 48.7 V 13.78 A 23.6% 30% 572W 40.7V 14.07 A 48.7 V 14.92 A 25.6% CS3W-445MB-AG 445W 40.9V 10.89 A 48.9V 11.54 A 19.9% 5% 467W 40.9 V 11.43 A 48.9V 12.12A 20.9% Bifacial 10% 490W 40.9V 11.98 A 48.9 V 12.69 A 21 .9% Gain** 20% 534W 40.9V 13.07 A 48.9 V 13.85 A 23.9% 30% 579W 40.9 V 14.16 A 48.9 V 15.00 A 25.9% • Under Standard Test Conditions (STC) of lrradiance of 1000 W/m2, spectrum AM 1.5 and cell temperature of 2s•c. "'* Bifaclal Gain: The additional gain from the back side compared to the power of the front side at the standard test condition. It depends on mounting (structure, height, tilt angle etc.) and albedo or the ground. ELECTRICAL DATA O12erating Tem12erature -40°c -+85°c Max. System Voltage 1500 V (!EC/UL) or 1000 V (!EC/UL) . TYPE 3 (UL 1703) Module Fire Performance or CLASS C (IEC617301 Max. Series Fuse Rating 25 A Af2f2lication Classification Class A Power Tolerance 0 -+ 1 OW Power Bifaciality* 70 % * Power Bifaciality = Pmax,n, I Pmax,,,._, both Pmax,_ and Pmax,,_ are tested under STC, Bifacia- lity Tolerance:± S % CS3W-435MB-AG / I·V CURVES 12 1-------11 - 10 s••1------ A 12 11· 10 Page 48 .......,,.......,,.......,-,-,-,-, _ _,....,_vo.,___~-.~~~....-'+-',-L-v S 10 15 20 25 30 35 40 4S SO S 10 15 20 25 JO 35 40 45 SO ■ 1000 Wfml s•c ■ ■ soo wtm' 2s·c ■ ■ 600 w1m1 45•c ■ ■ 400 W/ml 6s•c ■ ■ 200W/m' ELECTRI CAL DATA I NMOT* Nominal Opt. Opt. Open Short Max. Operating Operating Circuit Circuit Power Voltage Current Voltage Current (Pmaxl (Vm12J (lm12l (Voe;) (lscl CS3W-420MB-AG 315 W 37.3 V 8.42 A 45.2 V 9.09 A CS3W-425MB-AG 318W 37.5 V 8.48 A 45.4 V 9.13 A CS3W-430MB-AG 322 W 37.7 V 8.54A 45.6 V 9.17 A CS3W-435MB-AG 326W 37.9V 8.59 A 45.8V 9.21 A CS3W-440MB-AG 329 W 38.1 V 8.65 A 46V 9.26A CS3W-445MB-AG 333W 38.3 V 8.71 A 46.1 V 9.31 A * Under Nominal Module Operating Temperature (NMOT), lrradlance of 800 W/ma, spectrum AM l .5, ambient temperature 2o•c, wind speed 1 mis. MECHANICAL DATA Specification Cell Type Cell Arrangement Data Mono-crystalline 144 [2X (12 X6) J Dimensions 2132 x 1048 x 30 mm (83.9 x 41.3 x 1.2 in) Weight 28.4 kg (62.6 lbs) Front / Back Glass 2.0 mm heat strengthened glass Frame Anodized aluminium alloy J-Box IP68, 3 diodes Cable 4.0 mm2 (!EC), 12 AWG (UL) Portrait: 400 mm (15.7 in)(+) I 280 mm Cable Length (Inclu-(11.0 in)(-); landscape: 1400 mm (55.1 in); ding Connector) lea12-frog connection: 1850 mm (72.8 inl* Connector T4 series or H4 UTX or MC4-EVO2 Per Pallet 33 pieces Per Container (40' HQ) 660 pieces or 561 pieces (only for US) * For detailed information, please contact your local Canadian Solar sales and techni- cal representatives. TEMPERATURE CHARACTERISTICS Specification Temperature Coefficient (Pmax) Temperature Coefficient (Voe) Temperature Coefficient (lsc) Data -0.35 % I °C -0.27 % I °C 0.05 % I °C Nominal Module Operating Temperature 41 ± 3°C PARTNER SECTION * The specifications and key features contained in this datasheet may deviate slightty from our • ····················"·· .......................................................................................... .. actual products due to the on.going Innovation and product enhancement. Canadian Solar Inc. reserves the right to make necessary adjustment to the information described herein at anytime without further notice. Please be kindly advised that PV modules should be handled and installed by qualified people who have professional skills and please carefully read the safety and installation instructions before using our PV modules. · ................................................................................................................... • ··························································································································································································································································" CANADIAN SOLAR INC. 545 Speedvale Avenue West, Guelph, Ontario Nl K 1 E6, Canada, www.canadiansolar.com, support@canadiansolar.com May 2020. All rights reserved, PV Module Product Datasheet V5.S9_EN Smarter commercial EV charging made possible with the JuiceBox Pro 32 JuiceBox is a Level 2 charging station with all the charging and safety features businesses and public organizations need to provide smart grid EV charging easily and cost effectively. Powered by the JuiceNet smart charging platform, JuiceBox affords both direct user control and smart grid optimization. It offers your customers, employees, and tenants access to best-in-class smart charging solutions and helps you: • Optimize energy costs by controlling charging times and demand charges • Conveniently monetize your EV charging • Increase grid reliability and support EV adoption • Enhance driver satisfaction and reach sustainability goals Why JuiceBox? Powered by JuiceNet Intuitive mobile app for drivers and powerful online dashboard for system administrators Universal Compatibility SAE-J1772™ compliance ensures compatibility with all EVs* •Tesla requires adapter Smart Grid Connected Optimize charging times and aggregate stations to reduce energy costs Access Control & Payment With JuiceNet Enterprise software, allow registered drivers to access charging stations via mobile device and pay to charge with the mobile app Great Performance & Value Best-in-class smart charging station at an affordable price Compact & Easy to Use Small enclosure, weatherproof for indoor/outdoor installation, LED charging status indicators '. JuiceBox® Pro 32 Specifications -HM;ldii6iil Electrical Characteristics Input Cable & Plug Output Cable & Connector JuiceNet® Smart Charging Platform Connectivity Firmware Enclosure Weight & Dimensions Codes & Standards Safety Warranty Made in USA > Power: 32A, 7.7 kW > Single phase input: nominal voltage 208/240 VAC > 2.3 ft (0.7 m) with NEMA 14-50 plug > 2.3 ft (0.7 m) UL-rated hardwire conduit & wiring > 25 ft cable (7 .6m) > J1772 standard compliant > Precision measurement of power, energy, voltage & current c@us LISTED > Web-based portal: set rates and charging hours; monitor charging status and consumption data for individual devices or groups of devices; control station access; set payment rates; EV load management > Driver app to monitor and pay for charging (iOS & Android) > Refer to the JuiceNet Business and JuiceNet Enterprise data sheets for more on the capabilities of each dashboard > WiFi: 802.11 b/g/n 2.4 GHz > Integrated Cellular: LTE (optional) > JuiceRouter: Connect up to 16 chargers with WiFi-to-LTE Router (optional) > Ethernet: 10/100BASE-TX with RJ-45 connector (optional) > End-to-end AES-256-based encrypted protocols > 90-day, 15-minute interval data storage > Over-the-air (OTA) upgradeable firmware > Persistent data storage upon power interruption > Dynamic LED lights show charging status: network connectivity, charging in progress, delaying charging, standby > Weatherproof, dust-tight, polycarbonate enclosure: NEMA 4X > Quick-release wall mounting bracket included > Built-in security lock and integrated cable management > Operating Temperature: -40°F to 140°F (-40°C to 60°C) > Main enclosure: H: 18.5 in (469 mm) x W: 6.8 in (173 mm) x D: 5.8 in (147 mm) > 15 lbs (6.8 kg) > FCC Part 15 Class B, NEC 625 compliant, ENERGY STAR® > OCPP 1.6J and OpenADR 2.0b compliant > ISO 15118 support (optional) > UL and cUL Listed > 3 year limited parts warranty > From domestic & imported parts JU ICEBOX and JUICENET are registered trademarks of Enel X North America, an Enel Group company. Other product and company names mentioned herein may be trademarks or trade names of their respective owners. 2020 03.27 evcharging.enelx.com/contact Customer Support + 1-844-584-2329 Commercial Sales + 1-844-885-5850 '# EnelXChargingNA f enelxnorthamerica in Enel X @ EnelXChargingNA Smart EV charging made simple with the affordable JuiceStand Durable and affordable, JuiceStand is the perfect solution for multi-unit dwellings, workplaces and small businesses who expect light to medium EV traffic. JuiceStand's small footprint is ideally suited for locations with limited parking space and can include one or two UL Listed JuiceBox units, which are compatible with all electric vehicles. JuiceStand is our most affordable commercial EV charging station mounting solution and simplified installation, offering all the smart charging features businesses need to offer for private or public charging. • Flexible Design & Power: Mounts one or two JuiceBox back-to-back charging stations in combinat ions of 32 amp, 40 amp, 48 amp and 80 amp outputs. • Easy Installation: Save on installation with a cost-effective ground-mounted charging station. • Industrial Design: Robust steel-construction stand is designed for durability in all-weather conditions. JuiceStand Pro Specifications Easy and Durable Mounting Solution > Easy and cost-effective installation: ground-mounted with 4 bolts, concrete pad recommended > Steel construction: .08 in/0.2 cm thick steel to withstand weather and impact Weight & Dimensions Made in North America > Height: S9.3 in/150.6 cm) > Width: 3.5 in/8. 9 cm x 6 in/15.2 cm deep > Base: 12 in/30.4 cm x 12 in/30.4 cm > Weight: 32 lbs/14.5 kg (JuiceBox not included) > From domestic & imported parts For more information about JuiceBoxes visit our website or refer to the JuiceBox Pro 32, JuiceBox Pro 40 and JuiceBox Pro 48 data sheets. JU ICEBOX and JUICENET are registered trademarks of Enel X North America. an Enel Group company. Other product and company names mentioned herein may be trademarks or trade names of their respective owners. evcharging.enelx.com/contact in Enel X • r 2020.06.1 7 Customer Support + 1-844-584-2329 Commercial Sales + 1-844-885-5850 ~ EnelXChargingNA f enelxnorthamerica @ EnelXChargingNA :=. .. "'t -• '.·l ;I .1 '/ ;( 1 .:•-• -:· - \. ....... "\.!'·'•" "Vl:.. ...... .0-0~ P.,llit...~ •J·O" oc ~41,i, ~I " jl kl 0 1, ( I __ ~-t -i~➔ • .... , l '_,., '~~-JI ..... i ~l ~-- I!,. . .. , ,..:.. . ..,, J••"-·./: , O\.!Ql. ·-..:.s • e, -o· o c ,:r-.,.,.... ,; ..• '\. .. _,...- t f 11 11 .;-.,.-·,. ... ... o, I .,..~').' t ,,_ ·-,• .. ~ ii u\• , , 1 I I it. ..... I . I .... I 'I ~Ir .. ' 11~-IF_ ··- -.:.,,,._ ,.._ ' •. e,, ' ~~ ~- f ::.. -· f ~J: Page 5 _7 ' ., l ~ ·,;•: ~ . 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R00° l='<AV ,s 0-~\J •. ;,,,,,,,,,,._J~ .... ,,,.. -~ S5.I t\.••~t\J.W .. ~ . \ March 3, 2022 Unirac 1411 Broadway Blvd. NE Albuquerque, NM 87102 TEL: (SOS) 242-6411 FAX:() Attn.: Kevin Phan, Re: Job# 2022-01388: Elyel PZil structural ENGINEERS The following calculations are for the Structural Engineering Design of the Photovoltaic Panels located at Faraday Avenue, Carlsbad, CA 92008. If you have any questions on t he above, please feel free to call. Prepared By: PZSE, Inc. -Structural Engineers Roseville, CA CBC2022-0077 1630 FARADAY AVE ELYEL: 268 ROOF MOUNT SOLAR MODULES, 120.6KW 2121302200 6/2/2022 CBC2022-0077 , :!1UNIRAC~ PROJECT TITLE RM10 EVO NAME ADDRESS CITY, STATE MODULE PROJECT ID 7482260B Baker Electric Solar (C&I) 1630 Faraday Ave Carlsbad, CA Custom Custom LI-BUILDER PROJECT REPORT VERSION: 3.1.5 CREATED Jan. 25, 2022, 9:27 a.m. Designed by vivek.k@nuevo-sol.com RM10 EVO Custom 268. Custom 6448.88 ft2 120.60 KW Preliminary• Not for construction. Check with Unirac about product avallab1l1ty. BILL OF MATERIALS LEGEND: ■ Base System Part ■ Accessory .. PART SUGGESTED UNIT PRICE TOTAL LIST PRICE NUMBER PART TYPE DESCRIPTION QUANTITY QUANTITY (USO) (USD) User Ballast Block BALLAST BLOCK 871 871 0.00 0.00 Supplied 370010 Ballast Bay RM10 EVO FIELD BAY 335 335 44.76 14994.60 370011 Ballast Bay RM10 EVO NORTH ROW BAY 69 69 44.76 3088.44 370020 Clamp EVO MOD CLAMP KIT 1325 1325 3.94 5220.50 310760 RM Roof Pad RM ROOF PAD 808 808 2.35 1898.80 008009P Grounding Lug ILSCO LAY IN LUG(GBL4DBT) 11 11 6.98 76.78 BASE SYSTEM PRICE $23303.54 ACCESSORIES PRICE $1975.58 TOTAL PRICE $25279.12 • $0.193 PER WATT $0.016 PER WATT $0.210 PER WATT This design is to be evaluated to the product appropriate Unirac Code Compliant Installation Manual which references International Building Code 2009, 2012, 2015, 2018 and ASCE 7-05, ASCE 7-10, ASCE 7-16 and California Building Code 2010, 2016. The installation of products related to this design is subject to requirements in the above mentioned installation manual. Page 2 of 49 ii , . DETAILED PARTS DESCRIPTION QTY Ballast Block UserSupplied BALLAST BLOCK 871 Standard 4x8x16 inch cap blocks. NatIonwIde avallablhty. Please confirm the we,ght of your ballast block as this will affect the total blocks required for your installation. · Ballast Bay 370010 RM10 EVO FIELD BAY 335 Ballast Bay 370011 RM 10 EVO NORTH ROW BAY 69 Clamp 370020 EVO MOD CLAMP KIT 1325 RM Roof Pad 310760 RM ROOF PAD 808 Grounding Lug 008009P ILSCO LAY IN LUG(GBL4DBT) 11 Preliminary -Not for construction. Check with Unirac about product availability. Page 3 of 49 ENGINEERING REPORT Plan review Inspection AVERAGE PSF 5.12 psf PRODUCT RM10 EVO MODULE MANUFACTURER Custom TOTAL NUMBER OF MODULES 268 MODEL Custom TOTAL KW 120.60 KW MODULE WATTS 450 watts TOTAL MODULE AREA -8915 ft2 MODULE LENGTH 83.90" TOTAL WEIGHT ON ROOF 45639 lbs MODULE WIDTH 41.30" RACKING WEIGHT 990 lbs MODULE THICKNESS 1.20" MODULE WEIGHT 16777 lbs MODULE WEIGHT 62.60 lbs BALLAST WEIGHT 27872 lbs BALLAST BLOCK (CMU) WEIGHT 32.0 lbs MAX BAY LOAD (DEAD) 161 lbs MAX BLOCKS PER NORTH BAY 4 MAX BLOCKS PER NON NORTH BAY 3 Loads Used for Design BUILDING HEIGHT 30.00 ft BUILDING CODE ASCE 7-16 MINERAL_CAP ROOF TYPE BASIC WIND SPEED 96.00 mph PARAPET HEIGHT 60.00" GROUND SNOW LOAD o.oo psf II RISK CATEGORY SEISMIC (SS) 0.98 ELEVATION 216.00 ft WIND EXPOSURE C MRI 50 RISK CATEGORY II VELOCITY PRESSURE, QZ 19.46 psf Loads Determined by Zip 92008 CITY, STATE Carlsbad, CA BASIC WIND SPEED 90.00 mph GROUND SNOW LOAD 0.00 psf Page 4 of 49 Roof Area 1 -Array 1 AVERAGE PSF 6.37 psf MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS)• ARRAY TO ARRAY: 12.0" TOTAL NUMBER OF MODULES: 10 TO FIXED OBJECT ON ROOF: 24.0" TOTAL KW: 4.50 KW TO ROOF EDGE WITH QUALIFYING PARAPET: 24.0" TOTAL AREA: 331 ft2 TO ROOF EDGE WITHOUT QUALIFYING PARAPET: 48.0" TOTAL WEIGHT ON ROOF: 2110 lbs MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS)• RACKING WEIGHT: 44 lbs MAX NUMBER OF NORTH-SOUTH ROWS: 7 MODULE WEIGHT: 626 lbs MAX NUMBER OF EAST-WEST COLUMNS: 12 BALLAST WEIGHT: 1440 lbs *SeeASCE 7-16 Section 13.6.12 for more details Roof Area 1 -Array 2 AVERAGE PSF 6.37 psf MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS)* ARRAY TO ARRAY: 12.0" TOTAL NUMBER OF MODULES: 10 TO FIXED OBJECT ON ROOF: 24.0" TOTAL KW: 4.50 KW TO ROOF EDGE WITH QUALIFYING PARAPET: 24.0" TOTAL AREA: 331 ft2 TO ROOF EDGE WITHOUT QUALIFYING PARAPET: 48.0" TOTAL WEIGHT ON ROOF: 2110 lbs MAX ARRAY (SEISMIC} (FOR UNATTACHED ARRAYS)• RACKING WEIGHT: 44 lbs MAX NUMBER OF NORTH-SOUTH ROWS: 7 MODULE WEIGHT: 626 lbs MAX NUMBER OF EAST-WEST COLUMNS: 12 BALLAST WEIGHT: 1440 lbs *See ASCE 7-16 Section 13.6.12 for more details Roof Area 1 -Array 3 AVERAGE PSF 5.38 psf MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS)• ARRAY TO ARRAY: 12.0" TOTAL NUMBER OF MODULES: 23 TO FIXED OBJECT ON ROOF: 24.0" TOTAL KW: 10.35 KW TO ROOF EDGE WITH QUALIFYING PARAPET: 24.0" TOTAL AREA: 765 ft2 TO ROOF EDGE WITHOUT QUALIFYING PARAPET: 48.0" TOTAL WEIGHT ON ROOF: 4 120 lbs MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS)• RACKING WEIGHT: 88 lbs MAX NUMBER OF NORTH-SOUTH ROWS: 8 MODULE WEIGHT: 1440 lbs MAX NUMBER OF EAST-WEST COLUMNS: 14 BALLAST WEIGHT: 2592 lbs *See ASCE 7-16 Section 13.6.12 for more details Page 5 of 49 Roof Area 1 -Array 4 AVERAGE PSF 4.88 psf MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS)• ARRAY TO ARRAY: 12.0" TOTAL NUMBER OF MODULES: 31 TO FIXED OBJECT ON ROOF: 24.0" TOTAL KW: 13.95 KW TO ROOF EDGE WITH QUALIFYING PARAPET: 24.0" TOTAL AREA: 1049 ft2 TO ROOF EDGE WITHOUT QUALIFYING PARAPET: 48.0" TOTAL WEIGHT ON ROOF: 5125 lbs MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS)• RACKING WEIGHT: 113 lbs MAX NUMBER OF NORTH-SOUTH ROWS: 9 MODULE WEIGHT: 1941 lbs MAX NUMBER OF EAST-WEST COLUMNS: 15 BALLAST WEIGHT: 3072 lbs *See ASCE 7-16 Section 13.6.12 for more details Roof Area 1 -Array 5 AVERAGE PSF 4.99 psf MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS)• ARRAY TO ARRAY: 12.0" TOTAL NUMBER OF MODULES: 22 TO FIXED OBJECT ON ROOF: 24.0" TOTAL KW: 9.90 KW TO ROOF EDGE WITH QUALIFYING PARAPET: 24.0" TOTAL AREA: 742 ft2 TO ROOF EDGE WITHOUT QUALIFYING PARAPET: 48.0" TOTAL WEIGHT ON ROOF: 3698 lbs MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS)• RACKING WEIGHT: 81 lbs MAX NUMBER OF NORTH-SOUTH ROWS: 9 MODULE WEIGHT: 1377 lbs MAX NUMBER OF EAST-WEST COLUMNS: 14 BALLAST WEIGHT: 2240 lbs *See ASCE 7-16 Section 13.6.12 for more details Roof Area 1 -Array 6 AVERAGE PSF 4.51 psf MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS)* ARRAY TO ARRAY: 12.0" TOTAL NUMBER OF MODULES: 39 TO FIXED OBJECT ON ROOF: 24.0" TOTAL KW: 17.55 KW TO ROOF EDGE WITH QUALIFYING PARAPET: 24.0" TOTAL AREA: 1286 ft2 TO ROOF EDGE WITHOUT QUALIFYING PARAPET: 48.0" TOTAL WEIGHT ON ROOF: 5806 lbs MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS)* RACKING WEIGHT: 132 lbs MAX NUMBER OF NORTH-SOUTH ROWS: 10 MODULE WEIGHT: 2441 lbs MAX NUMBER OF EAST-WEST COLUMNS: 16 BALLAST WEIGHT: 3232 lbs *See ASCE 7-16 Section 13.6.12 for more details Page 6 of 49 Roof Area 1 -Array 7 AVERAGE PSF 4.64 psf MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS)• ARRAY TO ARRAY: 12.0" TOTAL NUMBER OF MODULES: 26 TO FIXED OBJECT ON ROOF: 24.0" TOTAL KW: 11.70KW TO ROOF EDGE WITH QUALIFYING PARAPET: 24.0" TOTAL AREA: 860 ft2 TO ROOF EDGE WITHOUT QUALIFYING PARAPET: 48.0" TOTAL WEIGHT ON ROOF: 3993 lbs MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS)• RACKING WEIGHT: 93 lbs MAX NUMBER OF NORTH-SOUTH ROWS: 9 MODULE WEIGHT: 1628 lbs MAX NUMBER OF EAST-WEST COLUMNS: 16 BALLAST WEIGHT: 2272 lbs *See ASCE 7-16 Section 13.6.12 for more details Roof Area 1 -Array 8 AVERAGE PSF 5.06 psf MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS)• ARRAY TO ARRAY: 12.0" TOTAL NUMBER OF MODULES: 29 TO FIXED OBJECT ON ROOF: 24.0" TOTAL KW: 13.05 KW TO ROOF EDGE WITH QUALIFYING PARAPET: 24.0" TOTAL AREA: 955 ft2 TO ROOF EDGE WITHOUT QUALIFYING PARAPET: 48.0" TOTAL WEIGHT ON ROOF: 4830 lbs MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS)• RACKING WEIGHT: 103 lbs MAX NUMBER OF NORTH•SOUTH ROWS: 9 MODULE WEIGHT: 1815 lbs MAX NUMBER OF EAST-WEST COLUMNS: 15 BALLAST WEIGHT: 2912 lbs *See ASCE 7-1 6 Section 13.6.12 for more details Roof Area 1 -Array 9 AVERAGE PSF 5.17 psf MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS)* ARRAY TO ARRAY: 12.0" TOTAL NUMBER OF MODULES: 38 TO FIXED OBJECT ON ROOF: 24.0" TOTAL KW: 17.10 KW TO ROOF EDGE WITH QUALIFYING PARAPET: 24.0" TOTAL AREA: 1254 ft2 TO ROOF EDGE WITHOUT QUALIFYING PARAPET: 48.0" TOTAL WEIGHT ON ROOF: 6484 lbs MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS)• RACKING WEIGHT: 137 lbs MAX NUMBER OF NORTH-SOUTH ROWS: 9 MODULE WEIGHT: 2379 lbs MAX NUMBER OF EAST-WEST COLUMNS: 14 BALLAST WEIGHT: 3968 lbs *See ASCE 7-1 6 Section 13.6.12 for more details Page 7 of 49 Roof Area 1 -Array 10 AVERAGE PSF 6.24 psf MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS)• ARRAY TO ARRAY: 12.0" TOTAL NUMBER OF MODULES: 14 TO FIXED OBJECT ON ROOF: 24.0" TOTAL KW: 6.30 KW TO ROOF EDGE WITH QUALIFYING PARAPET: 24.0" TOTAL AREA: 458 ft2 TO ROOF EDGE WITHOUT QUALIFYING PARAPET: 48.0" TOTAL WEIGHT ON ROOF: 2855 lbs MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS)• RACKING WEIGHT: 59 lbs MAX NUMBER OF NORTH-SOUTH ROWS: 7 MODULE WEIGHT: 876 lbs MAX NUMBER OF EAST-WEST COLUMNS: 12 BALLAST WEIGHT: 1920 lbs *See ASCE 7-16 Section 13.6.12 for more details Roof Area 1 -Array 11 AVERAGE PSF 5.10 psf MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS)* ARRAY TO ARRAY: 12.0" TOTAL NUMBER OF MODULES: 26 TO FIXED OBJECT ON ROOF: 24.0" TOTAL KW: 11.70 KW TO ROOF EDGE WITH QUALIFYING PARAPET: 24.0" TOTAL AREA: 884 ft2 TO ROOF EDGE WITHOUT QUALIFYING PARAPET: 48.0" TOTAL WEIGHT ON ROOF: 4507 lbs MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS)• RACKING WEIGHT: 96 lbs MAX NUMBER OF NORTH-SOUTH ROWS: 8 MODULE WEIGHT: 1628 lbs MAX NUMBER OF EAST-WEST COLUMNS: 14 BALLAST WEIGHT: 2784 lbs *See ASCE 7-16 Section 13.6.12 for more details Page 8 of 49 Uplift Calculation per Bay with North bay factor: -Roof Area 1 -Array 1 Total uplift weight per module 1 2 3 4 5 Net uplift weight per module 1 2 3 4 5 1 2 . . : ■ : : -Total upllft=Qh • gcp• uplift area 1 2 Page 9 of 49 Uplift weight per Bay 1 2 3 4 5 Uplift weight with North bay factor 2 3 4 5 1 2 1 2 Note : Bays map with 1.22 factor Is displayed 1n "North bay factor Map" in Engineering layouts Page 10 of 49 Blocks per bay 2 3 4 5 1 2 Number ol blocks per supplemental bay for N supplemental bays Note : Any additional blocks added in the layout contribute to sliding Uplift Calculation per Bay with North bay factor: -Roof Area 1 -Array 2 Total uplift weight per module 1 2 5 -- -Total upllft =Oh• gcp • upllft urea Page 11 of 49 Net uplift weight per module Uplift weight per Bay 1 2 3 4 5 1 2 3 4 5 Uplift weight with North bay factor 1 2 3 4 5 1 2 II .. . . 1 2 1 2 Note. Bays map with 1.22 factor is displayed 1n "North bay factor Map" ,n Engineering layouts Page 12 of 49 Blocks per bay 2 3 4 5 1 2 Number of blocks per supplemental bay for N supplemental bays Note : Any additional blocks added in the layout contribute to sliding Uplift Calculation per Bay with North bay factor: -Roof Area 1 -Array 3 Total uplift weight per module 1 2 3 4 5 1 . ■ 2 3 4 5 ■ -Total uphft =Oh• gcp • uplift area Page 13 of 49 Net uplift weight per module Uplift weight per Bay 1 2 3 4 5 2 3 4 5 Uplift weight with North bay factor 1 2 3 4 5 2 J 4 5 Note : Bays map with 1.22 factor Is displayed in "North bay factor Map" In Engineering layouts Page 14 of 49 Blocks per bay 2 3 4 5 2 3 4 5 Number of blocks per supplemental bay for N supplemental t>ays Note Any additional blocks added in the layout contribute to sliding Uplift Calculation per Bay with North bay factor: -Roof Area 1 -Array 4 Total uplift weight per module 2 J 5 6 1 -Total uplift Qh • gcp • uplift nrea 8 9 Page 15 of 49 Net uplift weight per module 2 J 4 5 Uplift weight per Bay 2 J 4 5 2 2 J J Uplift weight with North bay factor 2 4 5 2 J 4 5 6 7 8 9 5 6 7 8 9 5 7 8 9 Note . Bays map with 1.22 factor is displayed in "North bay factor Map" in Engineering layouts Page 16 of 49 Blocks per bay 2 3 4 5 2 3 4 s Ntnnb<)r of blocks per ,upplement.1I ti.,y for N s•1pplememaI bays 6 Note : Any additional blocks added in the layout contribute to sliding 7 Uplift Calculation per Bay with North bay factor: -Roof Area 1 -Array 5 Total uplift weight per module 1 2 3 4 5 1 • I 8 6 2 • I ~illiWP.' : ---· • .,-., 3 4 -Totol upllft = Qh • gcp • upllft area 9 Page 17 of 49 Net uplift weight per module 1 2 3 4 Uplift weight per Bay 2 3 4 5 6 1 2 3 4 Uplift weight with North bay factor 2 3 4 5 6 1 2 3 4 Note . Bays map with 1.22 factor 1s displayed 1n "North bay factor Map" 1n Engineering layouts Page 18 of 49 Blocks per bay 1 2 3 4 2 3 4 5 Number of blocks per supplemental bay for N supplemental bays Note : Any additional blocks added in the layout contribute co sliding Uplift Calculation per Bay with North bay factor: -Roof Area 1 -Array 6 Total uplift weight per module 2 3 4 5 6 2 3 4 5 6 -Total uplrtt ~ Qh • gcp • uplrtt area 6 7 Page 19 of 49 Net uplift weight per module 2 3 4 5 6 7 2 J 4 5 6 Uplift weight per Bay 2 J 4 5 6 7 Page 20 of 49 Uplift weight with North bay factor 2 3 4 5 6 7 2 3 4 5 6 Note : Bays map with 1 .22 factor is displayed in "North bay factor Map" 1n Engineering layouts Blocks per bay 1 1 2 3 4 5 6 2 3 4 5 Number or blocks p,>r !>Uppl;imenlal bay for N suµplemental bays Note · Any additional blocks added in the layout contribute to sliding 6 7 Page 21 of 49 Uplift Calculation per Bay with North bay factor: -Roof Area 1 -Array 7 Total uplift weight per module 1 2 3 4 5 2 3 4 5 6 -Total uplrft = Qh • gcp • uplrft area Net uplift weight per module 1 2 3 4 5 ,.llltmm ■ l ••1111 • • I• 2 J 4 5 6 Page 22 of 49 Uplift weight per Bay 1 2 3 4 5 6 2 Uplift weight with North bay factor 1 2 3 4 5 6 1 2 J 4 5 J 4 5 Note · Bays map with 1.22 factor 1s displayed in "North bay factor Map" ,n Eng1neenng layouts Page 23 of 49 Blocks per bay 1 1 2 3 4 5 6 2 3 4 5 Number of blocks per supplemental boy for N supplemental bays Note : Any additional blocks added in the layout contribute to sliding Page 24 of 49 Uplift Calculation per Bay with North bay factor: -Roof Area 1 -Array 8 Total uplift weight per module 1 2 3 ,._ __ 2 ---. EE 3 --- 4 5 6 7 4 -Total uplift= Qh • gcp • uptlft area Net uplift weight per module 1 2 3 4 5 5 Page 25 of 49 Uplift weight per Bay 1 2 1 2 3 4 5 6 7 Uplift weight with North bay factor 1 2 3 4 5 6 7 1 2 3 4 5 3 4 5 Note : Bays map with 1.22 factor is displayed in "North bay factor Map" in Engineering layouts Page 26 of 49 Blocks per bay 1 1 2 3 4 5 6 7 2 3 4 5 Number of bll)Cks per supplemental bay for N supplementill bays Note : Any add1t1onal blocks added 1n the layout contribute to sliding Page 27 of 49 Uplift Calculation per Bay with North bay factor: -Roof Area 1 -Array 9 Total uplift weight per module 2 J 4 5 6 1 2 J 4 -Total uplrft ~ Qh • gcp • upl1n area Net uplift weight per module 2 3 4 5 6 1 2 J 4 5 6 5 6 1 1 Page 28 of 49 Uplift weight per Bay 2 3 4 5 6 7 2 Uplift weight with North bay factor 2 3 4 5 6 7 1 2 3 4 5 6 7 3 4 5 6 7 Note: Bays map with 1 22 factor is displayed In "North bay factor Map" in Engineering layouts Page 29 of 49 Blocks per bay 1 1 2 3 4 5 6 7 2 3 4 5 Number of blocks per supplement,ll bay tor N supplemental bays Note : Any additional blocks added in the layout contribute to sliding 6 7 Page 30 of 49 Uplift Calculation per Bay with North bay factor: -Roof Area 1 -Array 10 Total uplift weight per module 1 2 -Total uplrft = Qh • gcp • uplrft area Net uplift weight per module 1 2 Page 31 of 49 Uplift weight per Bay 1 2 3 4 5 6 7 Uplift weight with North bay factor 2 3 4 5 6 7 1 2 1 2 Note . Bays map with 1.22 factor is displayed in "North bay factor Map" 1n Engineering layouts Page 32 of 49 Blocks per bay 1 2 3 4 5 6 7 1 2 Number of blocks per supplemental bay for N supphm1entnl bays Note Any additional blocks added in the layout contribute to sliding Uplift Calculation per Bay with North bay factor: -Roof Area 1 -Array 11 Total uplift weight per module -Total uplrft = Qh • gcp • uplift area Page 33 of 49 Net uplift weight per module 2 3 4 Uplift weight per Bay 2 3 4 2 3 Uplift weight with North bay factor 2 3 4 2 3 4 4 5 6 7 8 5 6 7 8 Note · Bays map with 1 22 factor is displayed in "North bay factor Map" in Engineering layouts Page 34 of 49 Blocks per bay 2 J Number of blocks per supplemental bily for N supplemental bays Note Any additional blocks added in the layout contribute to sliding Page 35 of 49 Preliminary -Not for construction. Check with Un1rac about product availability. INSTALLATION AND DESIGN PLAN Roof Area 1 Page 36 of 49 Roof Area 1 / Roof Area 1 -Array 1 Layout Dimensions NS DIMENSION EW DIMENSION ROW 2 3 4 5 6 MODULES 2 2 2 2 2 0 2 3 4 5 -24.36 ft -13.98 ft 1 2 BAYS 3 3 3 3 3 3 Number of blocks per supplemental bay for N supplemental bays BALLAST BLOCKS (CMU) 7 9 7 8 8 6 BALLAST WEIGHT (LBS) 224 288 224 256 256 192 Pa.ge 37 of 49 Roof Area 1 / Roof Area 1 -Array 2 Layout Dimensions NS DIMENSION EW DIMENSION ROW 2 3 4 5 6 MODULES 2 2 2 2 2 0 2 J 4 5 -24.36 ft -13.98 ft 1 2 BAYS 3 3 3 3 3 3 Number of blocks per supplemental bay for N supplemental bays BALLAST BLOCKS (CMU) 7 9 7 8 8 6 BALLAST WEIGHT (LBS) 224 288 224 256 256 192 Page 38 of 49 Roof Area 1 / Roof Area 1 -Array 3 2 3 4 5 Layout Dimensions NS DIMENSION EW DIMENSION ROW 2 3 4 5 6 MODULES 4 4 5 5 5 0 2 3 4 5 Number of bier.ks per supplemental bay for N supplemental bays -24.36 ft -34.96 ft BAYS BALLAST BLOCKS (CMU) 6 13 6 13 6 13 6 14 6 15 6 13 BALLAST WEIGHT (LBS) 416 416 416 448 480 416 Page 39 of 49 Roof Area 1 / Roof Area 1 -Array 4 Layout Dimensions NS DIMENSION EW DIMENSION 2 3 5 Number ot blocks per suppl ... menr.11 MY lor N s 1pph1rne11111 bay~ -24.36 ft -62.93 ft ROW MODULES BAYS 2 3 4 s 6 2 2 9 9 9 0 3 3 10 10 10 10 6 7 8 9 BALLAST BLOCKS (CMU) BALLAST WEIGHT (LBS) 7 224 9 288 20 640 21 672 23 736 16 512 Page 40 of 49 Roof Area 1 / Roof Area 1 -Array 5 1 2 3 4 Layout Dimensions NS DIMENSION EW DIMENSION ROW 2 3 4 5 MODULES 4 6 6 6 0 2 3 4 5 Number of blocks per suppfemfrntal bay for N supplemenlal bays -19.89 ft -41 .95 ft BAYS 5 7 7 7 7 BALLAST BLOCKS (CMU) 11 15 14 16 14 6 BALLAST WEIGHT (LBS) 352 480 448 512 448 Page 41 of 49 Roof Area 1 / Roof Area 1 -Array 6 2 3 4 5 6 Layout Dimensions NS DIMENSION EW DIMENSION 2 3 4 5 Number of blocks per supph-mentill bay tor N supplemental bays -28.84 ft -48.94 ft 6 ROW MODULES BAYS BALLAST BLOCKS (CMU) 7 8 17 2 7 8 16 3 7 8 10 4 7 8 11 5 7 8 17 6 4 8 18 7 0 6 12 7 BALLAST WEIGHT (LBS) 544 512 320 352 544 576 384 Page 42 of 49 Roof Area 1 / Roof Area 1 -Array 7 Layout Dimensions NS DIMENSION EW DIMENSION ROW 2 3 4 5 6 7 MODULES 5 5 5 5 5 0 1 2 J 4 5 Number of blocks per supplement.ii bay for N supplemental bays -28.84 ft -34.96 ft BAYS BALLAST BLOCKS (CMU) 6 15 6 13 6 8 6 8 6 12 6 12 2 3 BALLAST WEIGHT (LBS) 480 416 256 256 384 384 96 Page 43 of 49 Roof Area 1 / Roof Area 1 -Array 8 2 3 4 5 6 7 Layout Dimensions NS DIMENSION EW DIMENSION ROW MODULES 3 2 3 3 3 4 5 5 5 6 5 7 5 8 0 2 3 4 5 Number of blocks per supplemental bay for N supphm1enl<1I 11ays -33.31 ft -34.96ft BAYS BALLAST BLOCKS (CMU) 4 10 4 11 4 9 6 13 6 10 6 10 6 15 6 13 BALLAST WEIGHT (LBS) 320 352 288 416 320 320 480 416 Page 44 of 49 Roof Area 1 / Roof Area 1 -Array 9 1 2 3 4 5 6 7 Layout Dimensions NS DIMENSION EW DIMENSION 2 3 4 5 Number of blocks per supplement.ti bay for N supplemental b,lys -33.31 ft -48.94 ft 6 ROW MODULES BAYS BALLAST BLOCKS (CMU) 2 3 4 5 6 7 8 4 4 4 7 7 7 5 0 6 14 6 18 6 16 8 18 8 13 8 14 8 19 6 12 7 BALLAST WEIGHT (LBS) 448 576 512 576 416 448 608 384 Page 45 of 49 Roof Area 1 / Roof Area 1 -Array 10 1 2 2 J 4 5 6 7 Number of blocks per supplemental bay for N supplemental bays Layout Dimensions NS DIMENSION -33.31 ft EW DIMENSION -13.98 ft ROW MODULES BAYS BALLAST BLOCKS (CMU) BALLAST WEIGHT (LBS) 2 3 7 224 2 2 3 9 288 3 2 3 7 224 4 2 3 8 256 5 2 3 7 224 6 2 3 8 256 7 2 3 8 256 8 0 3 6 192 Page 46 of 49 Roof Area 1 / Roof Area 1 -Array 11 2 J 4 Layout Dimensions NS DIMENSION EW DIMENSION 2 3 4 5 Number of blocks per supplement,1I bay for N surplemental bays -19.89 ft -55.93 ft ROW MODULES BAYS 2 3 4 5 8 8 8 2 0 9 9 9 9 3 6 7 BALLAST BLOCKS (CMU) 22 21 20 18 6 8 BALLAST WEIGHT (LBS) 704 672 640 576 192 Page 47 of 49 RM1O EVO U-BUILDER PRODUCT ASSUMPTIONS RM10 EVO-Ballasted Flat Roof Systems Limitations of Responsibility: It is the user's responsibility to ensure that inputs are correct for your specific project. Unirac is not the solar, electrical, or building engineer of record and is not responsible for the solar, electrical, or building design for this project. Building Assumptions 1. Building Heights 50 ft 2. Building Height> 50 ft: only where (longest length of building x building height)"0.5 s 100 ft 3. Roof Slope 2 0° (0:12) and s 3° (5/8:12) for Seismic Design Category C, D, E and F. For low seismic regions Seismic Design Category A and B (provided Array Importance factor = 1.0), Roof Slope~ O' (0:12) ands 7° (1 1 /2:12). 4. Roofing Material Types: EDPM, PVC, TPO, or Mineral Cap 5. Surrounding Building Grade: Level Ballast Blocks The installer is responsible for procuring the ballast blocks (Concrete Masonry Units -CMU) and verifying the required minimum weight needed for this design. CMU should comply with ASM standard specification for concrete roof pave rs designation {C1491 or C90 with an integral water repellent suitable for the climate it is placed. It is recommended that the blocks are inspected periodically for any signs of degradation. If degradation of the block is observed, the block should immediately be replaced. The CMU ballast block should have nominal dimensions of 4"x8"x16". The actual block dimensions are 3/8" less than the nominal dimensions. Ballast blocks should have a weight as specified for the project in the "Inspection" section of this report. Design Parameters 1. Risk Category I to Ill 2. Wind Design a. Basic Wind Speed:110-150 mph {ASCE 7-10)/90-180 mph (ASCE 7-16) b. Exposure: B, C or D {ASCE 7-10/ASCE 7-16) c. 25 year or 50 year Design Life for ASCE 7-10 /50 year Design Life for ASCE 7-16 d. Elevation: Insertion of the project at -grade elevation can result in a reduction of wind pressure. If your project is in a special case study region or in an area where wind studies have been performed, please verify with your jurisdiction to ensure that elevation effects have not already been factored into the wind speed. If elevation effects have been included in your wind speed, please select O ft as the project site elevation. e. Wind Tunnel Testing: Wind tunnel testing coefficients have been utilized for design of the system. 3. Snow Design a. Ground Snow Load: 0-100 psf {ASCE 7-10/ASCE 7-16) b. Exposure Factor: 0.9 c. Thermal Factor: 1.2 d. Roof Snow Load: Calculation per Section 7.3 (ASCE 7-10/ASCE 7-16) e. Unbalanced/Drifting/Sliding: Results are based on the uniform snow loading and do not consider unbalanced, drifting, and sliding conditions 4. Seismic Des,gn a. Report SEAOC PVl-2012/ASCE 7-16 SECTION 13.6. 12 -Structural Seismic Requirements and Commentary for Rooftop Solar Photovoltaic Arrays b. Importance Factor Array {Ip): 1.0 c. Importance Factor Building (le): 1.0 d. Site Class: D Properties 1. Bay Weight: -2.45 lbs 2. Module Gaps {E/W) = 0.25 in 3. Module Gaps {N/S) = 13.5 in Page 48 of 49 Testing 1. Coefficient of Friction 2. Wind Tunnel 3. UL 2703 4. Component Testing (Bay and Clamp) Setbacks For the wind tunnel recommendations in U-Builder to apply, the following setbacks should be observed/followed for U-Builder wind design 1. Modules should be placed a rninimum of 3 feet from the edge of the building in any d1rect1on. 2 If the array 1s located near an obstruction that 1s 3.5 feet wide and 3.5 feet high or larger, the nearest module of the array must be located a distance from the obstruction that 1s greater than or equal to the height of the obstruction. Exception: When using ASCE 7-16 Building Code and using the obstruction feature in the module editor to accurately model the si1e and location of obstruction. 3 Installations within the c;etbacks listed above require site specific eng1neer1ng 2 4. The setbacks above are for wind. High seismic areas, fire access isles, mechanical equipment, etc., may require larger setbacks than listed above for wind. Site Specific Engineering Cond1t1ons listed below are beyond the current capabilities of U-Builder. Site specific eng1neenng 1s required. 1. Wind designs for a project design life exceeding 25 years 1/ASCE 7·16 2. Building assumptions and design parameters outside of U-Builder assumpt1ons2 3. Attachments2 4. Risk Category Ill or IV projects (U-Builder can be adjusted for the correct wind, but not the seismic or snow design}2 5. Wind tunnel testing reduction factors are not permitted by the Authority Having Jur1sd1ction (AHJi3 6. Seismic designs that fall outside SEAOC PVl-2012/ASCE 7-16 SECTION 13.6.12 recommendations (>3% roof slope, or AHJs that require shake table testing or non-linear site-specific response history analysis)3 7. Signed and sealed site-specific calculations, layouts, and drawings3 Notes: 1 Please contnct info@unirac.com. 2 Please contact EngineeringServices@unirac.com for mot"e information. 3Piease contact Theresa Allen with PZSE Structural Engineers at theresa@pzse.com. These items will require direct coordination with PZSE to complete the requested services Page 49 of 49