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Home My WebLink AboutAPPROVED STRUCTURAL CALCS - 23-00305 - 366 Oaktrail Dr - Solar PanelsAuthor Name Author Email Author Phone No.: Larry Beesley Larry.Beesley@rexburg.org 208-372-2176 Description : 366 Oaktrail Dr - Solar Panels Address : 366 Oaktrail Dr Record Type : Solar Panels Document Filename : Alan Christensen - Structural.pdf Comment Author Contact Information: Corrections in the following table need to be applied before a permit can be issued Review Report Approved # 23-00305 Page Reference Annotation Type Author : Department Status Page Review Comments Applicant Response Comments 1 Stamp Larry Beesley : Building Open 1 Approved - Building Inspector Solar Panels Approval of plans does not constitute approval of variance from code Powered by TCPDF (www.tcpdf.org) Freedom Forever LLC 43445 Business Park Dr., STE 110 Temecula, CA, 92590 Attn.: To Whom It May Concern re: Job 23-06002 : ALAN CHRISTENSEN - 013878 Prepared By: PZSE, Inc. - Structural Engineers Roseville, CA May 19, 2023 If you have any questions on the above, do not hesitate to call. The following calculations are for the structural engineering design of the photovoltaic panels located at 366 OAKTRAIL DRIVE,, REXBURG, ID 83440. After review, PZSE, Inc. certifies that the roof structure has sufficient structural capacity for the applied PV loads. 366 OAKTRAIL DRIVE, REXBURG, ID 83440 1478 Stone Point Drive, Suite 190, Roseville, CA 95661 T 916.961.3960 F 916.961.3965 W www.pzse.com Experience | Integrity | Empowerment Paul Zacher Digitally signed by Paul Zacher Date: 2023.05.19 15:02:11-07'00' Gravity Loading Project: ALAN CHRISTENSEN -- Job #: 23-06002 Date: 5/19/2023 Engineer: PZSE 50 psf 0.9 ASCE 7-16 Table 7.3-1 1.1 ASCE 7-16 Table 7.3-2 1 35 psf ASCE 7-16 Eq 7.3-1 N/A N/A 35 psf ASCE 7-16 Eq 7.4-1 1.000 ARRAY 1 34.7 psf ARRAY 1 18.40 psf ARRAY 1 4.00 1.50 0.48 0.00 Ceiling Not Vaulted 0.02 6.0 psf 6.6 psf 2x4 Top Chords @ 24"o.c. Roof Snow Load Calculations pg = Ground Snow Load = Ce = Exposure Factor = Ct = Thermal Factor = I = Importance Factor = Per ASCE 7-16, minimum values of Pf shall apply to hip and gable roofs with slopes less than 15◦. Roof Dead Load ARRAY 1 Roof Plywood pf = 0.7 Ce Ct I pg where pg ≤ 20 psf, Pf min = I x pg = where pg > 20 psf, Pf min = 20 x I = Therefore, pf = Flat Roof Snow Load = ps = Cspf Ps = Sloped Roof Snow Load = Cs = Slope Factor = Roof Live Load = DL Adjusted to 25 Degree Slope Miscellaneous Vaulted Ceiling Total Roof DL ARRAY 1 PV Dead Load = 3 psf (Per Freedom Forever LLC) Note: Roof live load is removed in area's covered by PV array. Composition Shingle 2 of 6 Wind Calculations Project: ALAN CHRISTENSEN -- Job #: 23-06002 Date: 5/19/2023 Engineer: PZSE 115 mph C Gable 25 degrees 12 ft 50 ft 6.5 sf 4.8 ft 6.0 ft 8.2 ft Zone 3 Pressure Equalization Factor,γa 0.8 Eq. 26.10-1 0.85 Table 26.10-1 1 26.8 (Figure 26.8-1) 0.85 Table 26.6-1 0.84 26.9 115 mph Fig. 26.5-1B II Table 1.5-1 qh = 20.5 psf 12.31 Zone 1 Zone 2 Zone 3 Positive GCp =-1.50 -2.50 -3.25 0.58 Uplift Pressure =-14.77 psf -24.62 psf -32.04 psf 16.00 psf Uplift Edge Pressure=-22.15 psf -36.92 psf -48.06 psf 24.00 psf Attachment Dead Load =3.00 psf 3.00 psf 3.00 psf Max Rail Span Length =2.00 2.00 2.00 Max Rail Span Length Edge =2.00 0.00 0.00 Longitudinal Length =3.25 3.25 3.25 Attachment Tributary Area =6.50 6.50 6.50 Attachment Tributary Area Edge =6.50 0.00 0.00 Attachment Uplift =-84.00 -148.00 -197.00 Attachment Uplift Edge=-132 0 0 -197 lb 530 lb Therefore, OK 104 lb 142 lb Therefore, OK Fastener =#12 inch Number of Fasteners =2 Minimum Threaded Embedment Depth =1.5 inch Withdraw Capacity Per Inch =109 lb NDS Eq 11.2.2 Allowable Withdraw Capacity =522 lb Therefore, OK Embedment Depth Reduction Factor 0.694444444 Lateral Force from Gravity Loads=104 lb Attachment Lateral Capacity =275 lb lb NDS Table 11M 275 lb capacity > 104 lb demand Therefore, OK Wood Screw Shear Capacity Check Input Variables Wind Speed Exposure Category Roof Shape Mean Roof Height Roof Slope 142 lb capacity > 104 lb demand 522 lb capacity > 197 lb demand Wood Screw Uplift Capacity Check Design Wind Pressure Calculations Ke (Elevation Factor)= Controlling C&C Wind Zone Per ASCE 7-16 Components and Cladding Maximum Design Uplift = Standoff Uplift Capacity = 530 lb capacity > 197 lb demand Effective Wind Area Building Least Width Roof Zone Edge Distance, a Standoff Uplift Calculations Kz (Exposure Coefficient) = Kzt (topographic factor) = Kd (Wind Directionality Factor) = V (Design Wind Speed) = qh = 0.00256 * Kz * Kzt * Kd *Ke* V^2 Array Edge Factor Length Panel to Building Edge, d1 Wind Pressure P = qh*(G*Cp)*γe*γa Standoff Lateral Check - RockIt Smart Slide-Rafters Maximum Lateral Demand = Standoff Lateral Capacity = Risk Category = 0.6 * qh = Standoff Uplift Check - RockIt Smart Slide-Rafters 3 of 6 Wind Calculations Project: ALAN CHRISTENSEN -- Job #: 23-06002 Date: 5/19/2023 Engineer: PZSE 4 of 6 Framing Check Project: ALAN CHRISTENSEN -- Job #: 23-06002 Date: 5/19/2023 Engineer: PZSE ARRAY 1 PASS Dead Load 6.6 psf PV Load 3.0 psf Snow Load 34.7 psf Governing Load Comb.DL + SL Total Load 44.3 psf Fb (psi) =f'b x Cd x Cf x Cr (NDS Table 4.3.1) 875 x 1.15 x 1.5 x 1.15 Allowed Bending Stress = 1735.7 psi (wL^2) / 8 =421.158 ft# =5053.89 in# Actual Bending Stress = (Maximum Moment) / S = 1650.3 psi L/180 (E = 1400000 psi Per NDS) =0.411 in Deflection Criteria Based on = (w*L^4) / (185*E*I) = =L/733 <L/180 Therefore OK Allowed Deflection (Live Load) =L/240 0.308 in (w*L^4) / (185*E*I) L/592 <L/240 Therefore OK Member Area =Fv (psi) =135 psi (NDS Table 4A) Allowed Shear = Fv * A =Max Shear (V) = w * L / 2 =273 lb Continuous Span Actual Deflection (Total Load) = Allowed > Actual -- 95.1% Stressed -- Therefore, OK 0.101 in SPF#2 Member Spacing @ 24" o.c. Maximum Moment = (True Dimensions) 5.3 in^2 Actual Deflection (Live Load) = Allowed > Actual -- 38.6% Stressed -- Therefore, OK Check Shear 709 lb w = 89 plf Member Properties I (in^4) 5.36 Lumber Sp/Gr 0.125 in 2x4 Top Chords @ 24"o.c. Check Deflection Check Bending Stress Allowed Deflection (Total Load) = Member Span = 6' - 2" Note: Attachments may be Unstaggered. Member Size 2x4 S (in^3) 3.06 5 of 6 Project: ALAN CHRISTENSEN -- Job #: 23-06002 Date: 5/19/2023 Engineer: PZSE Level Area Weight (psf)Weight (lb) Roof 2000 sf 6.6 psf 13200 lb Ceiling 2000 sf 6.0 psf 12000 lb Vinyl Siding 720 sf 2.0 psf 1440 lb (8' Wall Height) Int. Walls 360 sf 6.0 psf 2160 lb 28800 lb 3.0 psf 284 sf 852 lb 2880 lb 852 lb 3.0% Per 2018 IEBC §502.5, the increase in the lateral demand/capacity ratio of the existing structure due to the installation of the PV system is less than 10%. Therefore, the existing structure may remain unaltered. 2880 lb > 852 lb, Therefore OK Lateral Check: 2018 IEBC Existing Weight of Effected Building Existing Weight of Effected Building Proposed Weight of PV System Weight of PV System (Per Freedom Forever LLC) Approx. Area of Proposed PV System Approximate Total Weight of PV System 10% Comparison 10% of Existing Building Weight (Allowed) Approximate Weight of PV System (Actual) Percent Increase 6 of 6