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Home My WebLink About2022-3067 Calcs VECTOR E n G I n E E R S VSE Project Number:U1932.0302.221 September 30,2022 Bright Planet Solar ATTENTION:Mikey Heinz 103A Millbury St. Auburn,MA 01501 REFERENCE: Holtman,Eric Residence:34269 Chaparossa Drive,Lake Elsinore,CA 92532 Bright Planet Solar Project:BPS242135 Solar Array Installation To Whom It May Concern: We have reviewed the existing structure at the above referenced site. The purpose of our review was to determine the adequacy of the existing structure to support the proposed installation of solar panels on the roof as shown on the panel layout plan. City of Lake Elsinore BUILDING DIVISION Based upon our review,we conclude that the existing structure is adequate to s '�P1 '�� s _ lst�allation. Design Parameters Date: 11/07/2022 3:10:26 PM Code: California Residential Code,2019 Edition(2018 IRC) -P A-g Risk Category: II Design wind speed,Vult: 110 mph(3-sec gust) APPROVED Wind exposure category:C Seismic design category:D Existing Roof Structure Roof structure: 2x4 manufactured trusses @ 24"o.c. Roofing material: concrete tile(flat) Roof pitch:4:12 Connection to Roof Mounting connection: (2)5/16" lag screws w/min.2.5" threaded embedment into framing Maximum mounting spacing along rails: Zone 1 (Beyond 3'from roof edge or ridge):48" o.c. Zone 2(Within 3'of roof edge parallel or perpendicular to slope):48"o.c. Zone 3 (Within 3'of roof eave-eave corner or eave-ridge corner):Panels shall not be installed in this zone Install(2)rails per row of panels,evenly spaced;panel length perpendicular to the rails shall not exceed 72.5 in Rail cantilever shall not exceed 33%of connection spacing Connections shall be staggered so as not to overload any existing structural member 651 W. Galena Park Blvd.,Ste. 101/Draper, UT 84020/T(801)990-1775/F(801)990-1776/www.vectorse.com VSE Project Number: U1932.0302.221 Hollman,Eric Residence YE C T O R 9/30/2022 E n G I n E E R S Conclusions Based upon our review, we conclude that the existing structure is adequate to support the proposed solar panel installation. In the area of the solar array, other live loads will not be present or will be greatly reduced(2019 CRC, Section R324.4.1.1). The gravity loads, and thus the stresses of the structural elements, in the area of the solar array are either decreased or increased by no more than 5%. Therefore, the requirements of Section 503.3 of the 2019 CEBC are met and the structure is permitted to remain unaltered. The solar array will be flush-mounted (no more than 10" above the roof surface) and parallel to the roof surface. Thus, we conclude that any additional wind loading on the structure related to the addition of the proposed solar array is negligible. The attached calculations verify the capacity of the connections of the solar array to the existing roof against wind(uplift), the governing load case. Regarding seismic loads, we conclude that any additional forces will be small. Conservatively neglecting the weight of existing wall materials,the installation of the solar panels represents an increase in the total weight (and resulting seismic load) of 2.6%. Increases in lateral forces less than 10% are considered acceptable. Thus the existing lateral force resisting system is permitted to remain unaltered. Limitations Installation of the solar panels must be performed in accordance with manufacturer recommendations. All work performed must be in accordance with accepted industry-wide methods and applicable safety standards. The contractor must notify Vector Structural Engineering, LLC should any damage, deterioration or discrepancC i eeat eyi�t structure and the condition described in this letter be found. The use of solar panel suppo V I e ^rGv �j�tftisallowed only where the building type, site conditions, site-specific design parameters, an ne cn tlbmatch the description of the span tables. The design of the solar panels, solar rackingP(t�i�U4 XW, UL . - g is the responsibility of others. Waterproofing around the roof penetrations is the re . .1.flt� of nrhera Vectnr Srn,ct„ral Engineering assumes no responsibility for improper installation of the solar Qv*AUD74204a1 Q2&RkAhall be notified of any changes from the approved layout prior to installation. g --L VECTOR STRUCTURAL ENGINEERING,LLC APPROVED F ESSIp �Q� o0S PR �F m 5 sr civ1+ �TFOECAI-�F� 09/30/2022 Jacob Proctor,P.E. CA License: 70567-Expires: 06/30/2023 Project Engineer Enclosures JSP/j ff 651 W. Galena Park Blvd.,Ste. 101/Draper, UT 84020/T(801)990-1775/F(801)990-1776/www.vectorse.com JOB NO.: U1932.0302.221 YET O R SUBJECT: SEISMIC LOADS r1 G I rI E E R S PROJECT: Hollman, Eric Residence CHECK INCREASE IN OVERALL SEISMIC LOADS Estimated Roof Dead Load 25.8 psf Solar Dead Load 3.0 psf % Roof Covered 23% Equiv. Total Dead Load 26.5 psf Addt'I Seismic Weight 2 6% Conservatively neglecting the weight of existing wall materials, the installation of the solar panels represents an increase in the total weight (and resulting seismic load)of 2.6%. Because the increase is less than 10%, this addition meets the requirements of the exception in Section 503.4 of the 2019 CEBC. Thus the existing structure is permitted to remain unaltered. City of Lake Elsinore BUILDING DIVISION Permit # BLDG- 2022-3067 Date: 11/07/2022 3:10:26 PM gA-F, APPROVED JOB NO.: U1932.0302.221 YE C T O R SUBJECT: WIND PRESSURE E rl G I rl E E R S PROJECT: Hollman, Eric Residence Com onents and Cladding Wind Calculations Label: ISolar Panel Array Note: Calculations per ASCE 7-10 SITE-SPECIFIC WIND PARAMETERS: Basic Wind Speed [mph]: 110 Notes: Exposure Category: C Risk Category: II ADDITIONAL INPUT & CALCULATIONS: Height of Roof, h [ft]: 25 (Approximate) Hip? Comp/Cladding Location: Gable/Hip Roofs 7°< 0 <_ 27' City of Lake Elsinore Enclosure Classification: Enclosed Buildings BUILDING DIVISION Zone 1 GCP: 0.9 Figure 30.4-213 (enter nfgVfiM Mr�spq-c00jij2i fjV Zone 2 GCP: 1.7 Zone 3 GCP: 2.6 Date: 11/07/2022 3:10:26 PM a: 9.5 Table 26.9-1 gig zg [ft]: 900 Table 26.9-1 APPROVED Kh: 0.95 Table 30.3-1 KZt: 1 Equation 26.8-1 Kd: 0.85 Table 26.6-1 Velocity Pressure, qh [psf]: 24.9 Equation 30.3-1 GCP;: 0 Table 26.11-1 PRESSURES: p = qh[(GC, —(GC ; Equation 30.9-1 Zone 1, p [psf]: 22.2 psf (1.0 W, Interior Zones, beyond 'a' from roof edge) Zone 2, p [psf]: 41.3 psf (1.0 W, End Zones, within 'a' from roof edge) Zone 3, p [psf]: 64.7 psf (1.0 W, Corner Zones, within 'a' from roof corner) (a= 3 ft) JOB NO.: U1932.0302.221 �/ E CT O R SUBJECT: CONNECTION E rl G I E R S PROJECT: Hollman, Eric Residence Calculate Uplift Forces on Connection Pressure Max Trib. Width 2 Max Trib. Max Uplift (0.6 Dead -0.6 Wind) Area Force (psf) (ft) (ft) (Ibs) Zone 1 11.5 4.0 12.1 139 Zone 2 23.0 4.0 12.1 278 Zone 3 0.0 NA 0.0 0 Calculate Connection Capacity Lag Screw Size [in]: 5/16 qi4 of Lake Elsinore Cd: 1.6 NDS Table UILDING DIVISION Embedment3 [in]: 2.5 Permit # BLDG- 0 -3067 Grade: SPF (G = 0.42) Nominal Capacity [Ibs/in]: 205 NDS 11VAW1UMD7/2022 3:10:26 PM Number of Screws: 1 gig Prying Coefficient: 2.5 Total Capacity [Ibs]: 328 APPROVED Determine Result Maximum Demand [lbsl:l 278 Lag Screw Capacity [Ibs]:1 328 Result: Capacity > Demand, Connection is adequate. Notes 1. 'Max Trib. Width' is the width along the rails tributary to the connection. 2. 'Max Trib Area' is the product of the 'Max.Trib Width' and 1/2 the panel width/height perpendicular to the rails. (2) rails per row of panels. Length of panels perpendicular to the rails shall not exceed 72". 3. Embedment is measured from the top of the framing member to the beginning of the tapered tip of the lag screw. Embedment in sheathing or other material is not effective.The length of the tapered tip is not part of the embedment length. JOB NO.: U1932.0302.221 YET O R SUBJECT: GRAVITY LOADS n G I rl E E R S PROJECT: Hollman, Eric Residence GRAVITY LOADS Roof Pitch: 4.0 :12 Design material Increase due to Material weight ROOF DEAD LOAD (D) weight [psq pitch [psq Concrete Tile (Flat) 12.6 1.05 12.0 1/2" Plywood 1.1 1.05 1.0 Framing 3.0 3.0 Insulation 0.5 0.5 1/2" Gypsum Clg. 2.1 1.05 2.0 M, E & Misc 6.5 6.5 Total Existing Roof DL 25.8 PV Array DL 3.2 1.05 3 ROOF LIVE LOAD Lr City of Lake Elsinore ( ) BUILDING DINT, DIVISION 1 mit# �D�- 2022-s067 Existing Design Roof Live Load [psf] 20 ASCE 7- 0-I able 4. - Roof Live Load With PV Array [psf] 0 2019 CR s cti afe. 1 1 2 3:10:26 PM gA-P, APPROVED JOB NO.: U1932.0302.221 YE C T O R SUBJECT: LOAD COMPARISON E fl G I fl E E R S PROJECT: Hollman, Eric Residence Summary of Loads Existing With PV Array D [psf] 26 29 Lr[psf] 20 0 S [psf] 0 0 Maximum Gravity Loads: Existing With PV Array (D + Lr)/Cd [psf] 37 32 JASCE 7-10, Section 2.4.1 (D+S)/Cd [psf] 29 32 JASCE 7-10, Section 2.4.1 (Cd=Load Duration Factor=0.9 for D,1.15 for S,and 1.25 for Lr) Maximum Gravity Load [psf]:1 37 1 32 Ceti f Lake Elsinore Ratio Proposed Loading to Current Loading: 88% DING DIVISION The gravity loads, and thus the stresses of the structural eleMents. in the area of the solar array are either decreased or increased by no more?Agh IV(%e?@�e3#j@:26 P requirements of Section 503.3 of the 2019 CEBC are met and the structu-R�mitted to remain unaltered. 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