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HomeMy WebLinkAboutSTRUCTURAL CALCS - 23-00011 - 318 S 3rd W - Solar PanelsFreedom Forever LLC 43445 Business Park Dr., STE 110 Temecula, CA, 92590 Attn.: To Whom It May Concern re: Job 23-00046 : Joshua Barney - 010285 Prepared By: PZSE, Inc. - Structural Engineers Roseville, CA January 4, 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 318 SOUTH 3RD WEST, REXBURG, ID 83440. After review, PZSE, Inc. certifies that the roof structure has sufficient structural capacity for the applied PV loads. 318 SOUTH 3RD WEST 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 DN: CN=Paul Zacher, dnQualifier=A01410D0000017B122718FD00010A5A, O=California, C=US Date: 2023.01.04 09:14:03-08'00' Gravity Loading Project: Joshua Barney -- Job #: 23-00046 Date: 1/4/2023 Engineer: VG 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 1-2 34.7 psf ARRAY 1-2 20.00 psf ARRAY 1-2 5.00 2.00 0.76 0.00 Ceiling Not Vaulted 0.24 8.0 psf 8.4 psf PV Dead Load = 3 psf (Per Freedom Forever LLC) Note: Roof live load is removed in area's covered by PV array. Wood Shake DL Adjusted to 18 Degree Slope Miscellaneous Vaulted Ceiling Total Roof DL ARRAY 1-2 1x Decking 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 = Roof Dead Load ARRAY 1-2 2x6 Rafters @ 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◦. 2 of 5 Wind Calculations Project: Joshua Barney -- Job #: 23-00046 Date: 1/4/2023 Engineer: VG 115 mph C Gable 18 degrees 14 ft 30 ft 19.5 sf 3.0 ft 7.0 ft 8.2 ft Zone 3 Pressure Equalization Factor,γa 0.68 Eq. 29.3-1 0.85 Table 29.3-1 1 26.8 (Figure 26.8-1) 0.85 Table 26.6-1 0.84 N/A 115 mph Fig. 26.5-1A II Table 1.5-1 qh = 20.5 psf 12.30 Zone 1 Zone 2 Zone 3 Positive GCp =-2.00 -2.59 -3.08 0.47 Uplift Pressure =-16.73 psf -21.63 psf -25.75 psf 16.00 psf Uplift Edge Pressure=-25.10 psf -32.44 psf -38.63 psf 24.00 psf Attachment Dead Load =3.00 psf 3.00 psf 3.00 psf Max Rail Span Length =6.00 6.00 6.00 Max Rail Span Length Edge =6.00 0.00 0.00 Longitudinal Length =3.25 3.25 3.25 Attachment Tributary Area =19.50 19.50 19.50 Attachment Tributary Area Edge =19.50 0.00 0.00 Attachment Uplift =-291.00 -387.00 -467.00 Attachment Uplift Edge=-454 0 0 Fastener =5/16 inch Number of Fasteners =1 Minimum Threaded Embedment Depth =2.5 inch Withdraw Capacity Per Inch =205 lb NDS Eq 12.2-1 Allowable Withdraw Capacity =820 lb lb NDS Eq 11.3-1 Therefore, OK Embedment Depth Reduction Factor 1 Lateral Force from Gravity Loads=228 lb Attachment Lateral Capacity =288 lb lb NDS Table 12K 288 lb capacity > 228 lb demand Therefore, OK Wind Pressure P = qh*(G*Cp)*γe*γa Lag Screw Shear Capacity Check 820 lb capacity > 467 lb demand Lag Screw Uplift Capacity Check Risk Category = 0.6 * qh = Per ASCE 7-16 Components and Cladding 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 Input Variables Wind Speed Exposure Category Roof Shape Mean Roof Height Roof Slope Design Wind Pressure Calculations Ke (Elevation Factor)= Controlling C&C Wind Zone 3 of 5 Framing Check Project: Joshua Barney -- Job #: 23-00046 Date: 1/4/2023 Engineer: VG ARRAY 1-2 PASS Dead Load 8.4 psf PV Load 3.0 psf Snow Load 34.7 psf Governing Load Comb.DL + SL Total Load 46.1 psf Fb (psi) =f'b x Cd x Cf x Cr (NDS Table 4.3.1) 875 x 1.15 x 1.3 x 1.15 Allowed Bending Stress = 1504.3 psi (wL^2) / 8 =933.525 ft# = 11202.3 in# Actual Bending Stress = (Maximum Moment) / S = 1481.3 psi L/120 (E = 1400000 psi Per NDS) =0.9 in Deflection Criteria Based on = (5*w*L^4) / (384*E*I) = =L/339 <L/120 Therefore OK Allowed Deflection (Live Load) =L/180 0.6 in (5*w*L^4) / (384*E*I) L/307 <L/180 Therefore OK Member Area =Fv (psi) =135 psi (NDS Table 4A) Allowed Shear = Fv * A =Max Shear (V) = w * L / 2 =415 lb 2x6 Rafters @ 24"o.c. Check Deflection Check Bending Stress Allowed Deflection (Total Load) = Member Span = 9' - 0" Note: Attachments shall be Staggered. Member Size 2x6 S (in^3) 7.56 I (in^4) 20.80 Lumber Sp/Gr 0.352 in w = 92 plf Member Properties Actual Deflection (Total Load) = Allowed > Actual -- 98.5% Stressed -- Therefore, OK 0.319 in SPF#2 Member Spacing @ 24" o.c. Maximum Moment = (True Dimensions) 8.3 in^2 Actual Deflection (Live Load) = Allowed > Actual -- 37.3% Stressed -- Therefore, OK Check Shear 1114 lb Simple Span 4 of 5 Project: Joshua Barney -- Job #: 23-00046 Date: 1/4/2023 Engineer: VG Level Area Weight (psf) Weight (lb) Roof 1440 sf 8.4 psf 12096 lb Ceiling 1440 sf 6.0 psf 8640 lb Vinyl Siding 624 sf 2.0 psf 1248 lb (8' Wall Height) Int. Walls 312 sf 6.0 psf 1872 lb 23856 lb 3.0 psf 249 sf 747 lb 2386 lb 747 lb 3.1% Per 2018 IEBC §402.4, 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. 2386 lb > 747 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 5 of 5