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Home My WebLink AboutX2021-3241 - CalcsXU2l-32q I structural ENGINEERS December 20, 2021 Sunrun Inc. 133 Technology Dr, Suite 100 Irvine, CA, 92618 Subject: Structural Certification for Installation of Solar Panels Job Number: 21-17736 Client: JAMES TORRES - 10911-518TORR Address: 4518 Wayne Rd, Newport Beach, CA 92625 Attn.: To Whom It May Concern Afield observation of the condition of the existing framing system was performed by an audit team from Sun run Inc.. From the field observation of the property, the existing roof structure was observed as follows: The existing roof structure consists of: • Composition Shingle over Roof Plywood is supported by 2x6 @ 32"o.c. SPF#2 at ARRAY 1. The rafters are sloped at approximately 10 degree and have a maximum projected horizontal span of 5 ft 2 in between load bearing supports. • Composition Shingle over Roof Plywood is supported by 2x6 @ 32"o.c. SPF#2 at ARRAY 2. The rafters are sloped at approximately 10 degree and have a maximum projected horizontal span of 5 ft 2 in between load bearing supports. • Composition Shingle over Roof Plywood is supported by 2x6 @ 24"o.c. SPF#2 at ARRAY 3. The rafters are sloped at approximately 9 degree and have a maximum projected horizontal span of 6 ft 8 in between load bearing supports. Design Criteria: • Applicable Codes = 2019 CBC, ASCE 7-16, and NDS-18 • Ground Snow Load = 0 psf; Roof Snow Load = 0 psf ARRAY 1; 0 psf ARRAY 2; 0 psf ARRAY 3 • Roof Dead Load = 11.2 psf ARRAY 1; 11.2 psf ARRAY 2; 11.1 psf ARRAY 3 • Basic Wind Speed = 96 mph Exposure Category B As a result of the completed field observation and design checks: • ARRAY 1: is adequate to support the loading imposed by the installation of solar panels and modules. Therefore, no structural upgrades are required. • ARRAY 2: is adequate to support the loading imposed by the installation of solar panels and modules. Therefore, no structural upgrades are required. • ARRAY 3: is adequate to support the loading imposed by the installation of solar panels and modules. Therefore, no structural upgrades are required. I certify that the capacity of the structural roof framing that directly supports the additional gravity loading due to the solar panel supports and modules had been reviewed and determined to meet or exceed the requirements without structural upgrade in accordance with the 2019 CBC. If you have any questions on the above, do not hesitate to call. Prepared By: PZSE, Inc. -Structural Engineers Roseville, CA BUILDING DIVISION 1478 Stone Point Drive, Suite 190, Roseville, CA 95661 916.961.3960 P 916.961.3965 W www.pzse.com BY: S.E.C. Experience I Integrity I Empowerment December 20, 2021 Sunrun Inc. 133 Technology Dr, Suite 100 Irvine, CA, 92618 Attn.: To Whom It May Concern structural ENGINEERS re: Job 21-17736 : JAMES TORRES-109R-518TORR The following calculations are for the structural engineering design of the photovoltaic panels located at 4518 Wayne Rd, Newport Beach, CA 92625. After review, PZSE, Inc. certifies that the roof structure has sufficient structural capacity for the applied PV loads. If you have any questions on the above, do not hesitate to call. Prepared By: PZSE, Inc. - Structural Engineers Roseville, CA 1478 Stone Point Drive, Suite 190, Roseville, CA 95661 916.961.3960 F 916.961.3965 W www,p7se.com Experience I Integrity I Empowerment Project: JAMES TORRES -- Job #: 109R-518TORR Date: 12/20/2021 Engineer: KNK Gravity Loading Roof Snow Load Calculations ps = Ground Snow Load = psf CQ = Exposure Factor = 0.9 ASCE 7-16 Table 7.3-1 C,=Thermal Factor= 1.1 ASCE 7-16 Table 7.3-2 1 = Importance Factor= 1 pf = 0.7 CQ C, I pg psf ASCE 7-16 Eq 7.3-1 where pg520 psf, Pr min =Ixpr= psf where pg> 20 psf, Pf min =20x 1= N/A Per ASCE 7-16, minimum values of Pf shall apply to hip and gable roofs with slopes less than 15-. Therefore, pf= Flat Roof Snow Load = psf p. = C.pf ASCE 7-16 Eq 7.4-1 Cs=Slope Factor = 1.000 ARRAY Cs=Slope Factor= 1.000 ARRAY2 Cs=Slope Factor= 1.000 ARRAY3 Ps = Sloped Roof Snow Load = 0.0 psf ARRAY 1 Ps = Sloped Roof Snow Load = 0.0 psf ARRAY 2 Ps=.Sloped Roof Snow Load= 0.0 psf. ARRAY3 PV Dead Load :.= 3 psf (Per Sunrun Inc.) - Roof Live Load= 20.00: psf "!ARRAY I Roof Live Load = 20.00 psf ' .I ARRAY 2 Roof Live Load = 20.00 psf ARRAY3 Note: Roof live load is removed in area's covered by PV array. - Roof Dead Load ARRAY 1 Composition Shingle 4.00 Roof Plywood 1.50 2x6. Rafters @ 32"o.c. 0.57 Vaulted Ceiling 4.00 Ceiling Vaulted Miscellaneous 0.93 Total Roof DL ARRAY 1 11.0 psf DL Adjusted to 10 Degree Slope 11.2 psf Roof Dead Load ARRAY 2 - Composition Shingle 4.00 Roof Plywood 1.50 2x6 Rafters @ 32"o.c. 0.57 Vaulted Ceiling 4.00 Ceiling Vaulted Miscellaneous 0.93 Total Roof DL ARRAY 2 11.0 psf DL Adjusted to 10 Degree Slope 11.2 psf Roof Dead Load ARRAY 3 Composition Shingle 4.00 Roof Plywood 1.50 2x6 Rafters @ 24"o.c. 0.76 Vaulted Ceiling 4.00 Ceiling Vaulted Miscellaneous 0.74 Total Roof DL ARRAY 3 11.0 psf DLAdjusted to 9 Degree Slope 11.1 psf 2of7 ?® Project: JAMES TORRES -- Job #: 109R-518TORR Date: 12/20/2021 Engineer: KNK Wind Calculations Per ASCE 7-16 Components and Cladding Input Variables Wind Speed 96 mph Exposure Category B Roof Shape Gable Roof Slope 10 degrees Mean Roof Height 10 ft Building Least Width 77 ft Effective Wind Area 16.4 sf Roof Zone Edge Distance, a 4.0 ft Panel to Building Edge, d, 5.0 ft Array Edge Factor Length 8.2 ft Controlling C&C Wind Zone Zone 3 Pressure Equalization Factory, 0.71 .Design Wind Pressure Calculations Wind Pressure P = qh*(G*Cp)*ye*ya qh = 0.00256 * Kz * Kzt * Kd *Ke* V^2 Eq. 26.10-1 Kz (Exposure Coefficient) = 0.7 Table 26.10-1 KA (topographic factor) = 1 26.8 (Figure 26.8-1) Kd (Wind Directionality Factor) = 0.85 Table 26.6-1 Ke (Elevation Factor)= 0.99 26.9 V (Design Wind Speed) = 96 mph Fig. 26.5-1B Risk Category = II Table 1.5-1 qh = 14.0 psf 0.6*qh=8.38 Standoff Uplift Calculations Zone 1 Zone 2 Zone 3 Positive GCp = -2.00 -2.69 -3.21 0.49 Uplift Pressure = -11.89 psf -16.02 psf -19.12 psf 10.00 psf (Minimum) Uplift Edge Pressure= -17.84 psf -24.03 psf -28.67 psf 15.00 psf (Minimum) 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 = 2.73 2.73 2.73 Attachment Tributary Area= 16.38 16.38 16.38 Attachment Tributary Area Edge= 16.38 0.00 0.00 Attachment Uplift=-165.00-233.00 -284.00 Attachment Uplift Edge= -263 0 0 Lag. Screw Uplift Capacity Check 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= 820lb lb NDS Eq 11.3-1 820lb capacity> 284 lb demand Therefore, OR Lag: Screw Shear: Capacity Check Embedment Depth Reduction Factor 1 Lateral Force from Gravity Loads= 9 lb Attachment Lateral Capacity = 250 lb lb NDS Table 12K 250 lb capacity> 9lb demand Therefore, OK 3of7 ® Project: JAMES TORRES -- Job #: 109R-518TORR Date: 12/20/2021 Engineer: KNK Framing Check ARRAY 1 PASS w = 205 plf Dead Load 11.2 psf PV Load 3.0 psf Live Load 20.0 psf 2x6Rafters @ 32'o.c.. L� O Member Span = 5' - 2" Governing Load Comb. DL+LL Total Load 34.2 psf 2x6 IV 17.02 46.79 Note: Attachments may be Unstaggered. Lumber Sp/Gr Member Spacing SPF#2 @ 32" o.c. Check Bending Stress Fb(psi)= Pb x Cd x Cf x Cr (NDSTable 4.3.1) 875 x 1.25 x 1.3 x 1 Allowed Bending Stress = 1421.8 psi Maximum Moment = (wLA2) / 8 = 675.028 ft# = 8100.34 in# Actual Bending Stress = (Maximum Moment) / S = 476.1 psi Allowed > Actual -- 33.5% Stressed -- Therefore, OK 'Inuiad n) flartinn ITntal I nadl = Deflection Criteria Based on = Actual Deflection (Total Load) _ Allowed Deflection (Live Load) = Actual Deflection (Live Load) = E = 1400000 psi Per N = 0.342 in Simple Span (5*w*LA4) / (384*E*I) = 0.049 in = L/1257 < L/180 Therefore OK L/240 0.256 in (5*w*LA4) / (384*E*I) 0.050 in L/1232 < L/240 Therefore OK Check Shear Member Area = 18.6 inA2 Fv (psi) = 135 psi (NDS Table 4A) Allowed Shear = Fv * A = 2506 lb Max Shear (V) = w * L / 2 = 234 lb Allowed > Actual -- 9.4%Stressed -- Therefore, OK 4of7 Dead Load PV Load Live Load 11.2 psf 3.0 psf 20.0 psf Project: JAMES TORRES -- Job #: 109R-518TORR Date: 12/20/2021 Engineer: KNK Framing Check ARRAY 2 w = 205 plf 2x6 Rafters @.32"o.c. Member Span = 5' - 2" PASS Governing Load Comb. DL+ LL Note: Attachments may be Unstaggered. Total Load 34.2 psf Member Properties Member Size S(inA3) I(inA4) Lumber Sp/Gr Member Spacing 2x6 17.02 46.79 SPF#2 @ 32" o.c. Check Bending Stress Fb (psi) = fb x Cd x Cf x Cr (NDS Table4.3.1) 875 x 1.25 x 1.3 x 1 Allowed Bending Stress=1421.8 psi Maximum Moment = (wLA2) / 8 = 675.028 ft# = 8100.34 in# Actual Bending Stress = (Maximum Moment) / S = 476.1 psi Allowed > Actual -- 33.5%Stressed -- Therefore, OK Check Deflection Allowed uenectnon ( 1Otai Load) = L/lau ie = 14000UU psi ver rvuni = 0.342 in Deflection Criteria Based on = Simple Span Actual Deflection (Total Load) _ (5*w*LA4) / (384*E*I) = 0.049 in = L/1257 < L/180 Therefore OK Allowed Deflection (Live Load) = L/240 0.256 in Actual Deflection (Live Load) _ (5*w*LA4) / (384*E*I) 0.050 in L/1232 < L/240 Therefore OK Check Shear - Member Area = 18.6 inA2 Fv (psi) = 135 psi (NDS Table 4A) Allowed Shear = Fv * A = 2506lb Max Shear (V) = w * L/ 2 = 234lb Allowed > Actual -- 9.4%Stressed -- Therefore, OK 5of7 ® Project: JAMES TORRES -- Job #: 109R-518TORR Date: 12/20/2021 Engineer: KINK Framing Check ARRAY 3 PASS w = 205 plf Dead Load 11.1 psf PV Load 3.0 psf Live Load 20.0 psf 2x6 Rafters @ 24"o.c. 4 Member Span = 6'- 8" Governing Load Comb. DL+ ILL Note: Attachments may be Unstaggered. Total Load 34.2 psf Member Properties Member Size S(inA3) I(in A4) Lumber Sp/Gr Member Spacing 2x6 22.69 62.39 SPF#2 @ 24" o.c. Check Bending Stress' Fb (psi) = f'b x Cd x Cf x Cr (NDS Table 4.3.1) 875 x 1.25 x 1.3 x 1.15 Allowed Bending Stress=1635.1 psi Maximum Moment = (wLA2) /8 = 1117.43 ft# = 13409.1 in# Actual Bending Stress = (Maximum Moment) / S = 591.1 psi Allowed > Actual -- 36.2% Stressed -- Therefore, OK Check Deflection Allowed Deflection (Total Load) = L/180 (E = 1400000 psi Per NDS) = 0.44 in Deflection Criteria Based on = Simple Span Actual Deflection (Total Load) _ (5*w*LA4) / (384*E*I) = 0.101 in = L/786 < L/180 Therefore OK Allowed Deflection (Live Load) = Actual Deflection (Live Load) = L/240 0.33 in (5*w*04) / (384*E*I) 0.060 in L/1322 < L/240 Therefore OK Check Shear Member Area = 24.8 inA2 Fv (psi) = 135 psi (NDS Table 4A) Allowed Shear = Fv * A = 3341 lb Max Shear (V) = w * L / 2 = 225 lb Allowed > Actual -- 6.8% Stressed -- Therefore, OK 6of7 E Project: JAMES TORRES -- Job #: 109R-518TORR Date: 12/20/2021 Lateral Check: 2019 CEBC Existing Weight of Effected Building Level Area Weight (psf) Weight (lb) Roof 5929 sf 11.2 psf 66405 lb Ceiling 5929 sf 0.0 psf 0lb 7/8" Stucco 1232 sf 11.0 psf 13552 lb Int. Walls 616 sf 6.0 psf 3696lb Existing Weight of Effected Building 83653 lb Proposed Weight of PV System Weight of PV System (Per Sunrun Inc.) 3.0 psf Approx. Area of Proposed PV System 728 sf .Approximate Total Weight of PV System 2184 lb 10% Comparison 10%of Existing Building Weight (Allowed) 8365 lb Approximate Weight of PV System (Actual) 21841b Percentlncrease 2.6% 8365 lb > 2184 lb, Therefore OK Per 2019 CEBC §502.5 & 503.4, 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. Engineer: KNK (8' Wall Height) 7of7