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BLD2022-1437_Structural_Calculations_10.19.2022_11.42.20_AM_3173705SOLGr'_N P O W E R October 19, 2022 Subject: Proposed Solar Panel Installation Keenan Morrison Residence, 9932 242nd Place SW, Edmonds, WA To Whom it May Concern, Our engineering department has reviewed information, gathered by our field crews, related to the proposed solar panel installation at the above -referenced address. The purpose of our review was to determine the structural adequacy of the existing roof. Based on our review and analysis of the available information, and in accordance with governing building codes, it is our professional opinion that the existing structure is permitted to remain unaltered for the proposed solar installation. Design Parameter Summary Governing Building Code: 2018 Washington Building Code (2018 IBC) Risk Category: II Design Wind Speed: 110 mph (per ASCE 7-16) Ground Snow Load: 25 psf Roof Information Roof Structure: 2x4 Manufactured Trusses @ 24" O.C. Roofing Material: Asphalt Shingles (1 layer) Roof Slope: 27 degrees Roof Connection Details RT Minis into 2x rafters or truss top chords at 48" O.C., install per design drawings and manufacturer specs Locations per design drawings Note: Required embedment length excludes the tapered tip of the screw, and embedment into sheathing. Analysis The proposed installation - including weight of panels, racking, and mounts - will be approximately 2.7 psf. In the areas where panels are installed, roof live loads will not be present. The member forces in the area of the solar panels are not increased by more than 5%. Therefore, the stresses in the members are not increased by more than 5%, and so per section 806.2 of the International Existing Building Code (IEBC), the structure need not be altered for gravity loading. The proposed installation will be 6" max. above the roof surface (flush mounted) and parallel to the roof surface. Therefore, any increase in wind loading on the building structure from the solar panel installation is expected to be negligible. Wind is the governing lateral load case. Because the increase in lateral loading is not increased by more than 10%, per section 806.3 of the adopted IEBC, the structure need not be altered for lateral loading. Wind uplift on the panels has been calculated in accordance with the relevant provisions of ASCE 7-16. This loading has been used to verify the adequacy of the connection specified above. Connection locations should be in accordance with design drawings. Conclusion The roof structure need not be altered for either gravity or lateral loading. Therefore, the existing structure is permitted to remain unaltered. Connections to the roof must be made per the "Roof Connection Details" section above. Copies of all relevant calculations are enclosed. Limitations and Disclaimers The opinion expressed in this letter is made in reliance on the following assumptions: the existing structure is in good condition; the existing structure is free from defects in design or workmanship; and the existing structure was code -compliant at the time of its design and construction. These assumptions have not been independently verified, and we have relied on representations made by the property owner and his or her agents with respect to the foregoing. The undersigned has not inspected the structure for patent or latent defects. Electrical engineering is beyond the scope of this analysis. Solar panels must be installed per manufacturer specifications. Structural design and analysis of the adequacy of solar panels, racks, mounts, rails, and other components is performed by each component's respective manufacturer and the undersigned makes no statement of opinion regarding such components. This letter and the opinions expressed herein are rendered solely for the benefit of the permitting authority (city or county building department), and may not be utilized or relied on by any other party. If you have any questions or concerns, please contact our office at (805)-709-1181, or email me directly at Trevor.Jones@solgenpower.com. Sincerely, Trevor A. Jones, P.E. 10/19/2022 Page 1 of 2 P O W E R Note: All calculations per ASCE 7 Reaction Comparison This calculation justifies the additional solar load by comparing existing vertical reactions to proposed reactions, thus showing that stresses will not increase by more than 5%, and therefore the proposed installation is justified. Dead Load Asphalt Shingles 1/2" Plywood Framing Insulation 1/2" Gypsum Ceiling M,E, & Misc Total Dead Load Snow Load Ground Snow Load, Pg Exposure Factor, Ce Thermal Factor, Ct Importance Factor, IS Flat Roof Snow Load Slope Unobstructed Slippery Surface? Slope Factor, CS Sloped Roof Snow Load Without Solar With Solar 3 1 3 1 2 1.5 psf psf psf psf psf psf 11.5 psf 25 1 1.1 1 19.25 27 No No 1.00 1.00 19.3 19.3 psf Eqn. 7.3-1 or jurisdiction min. degrees psf Live Load Roof Live Load Load Combination D + Lr D + S Member Information Member span Member spacing Solar Array start point Solar Array end point Solar Array weight Reaction 1 Reaction 2 Max. Moment Result: Page 2 of 2 20 1 20 1 psf 31.5 31.5 psf 30.8 30.8 psf 32.0 2.0 -- 3.0 -- 16.0 -- 2.7 1008.0 1057.4 1008.0 1028.8 8064.0 8437.7 ft ft ft ft psf %age of original Ibs 104.90% Ibs 102.07% Ib*ft 104.63% Because the reactions and max. moment are not increased by more than 5%, neither are the stresses in the structural members, and so per the adopted existing building code, the existing roof structure is permitted to remain unaltered. SOLG.N P O W E R RT Mini Connection Calculation This calculation justifies the connection of the solar panels to existing roof members, by showing the connection capacity is equal to or greater than the uplift force demands. Connection Demand Spacing perpendicular to rail Spacing parallel to rail Effective Wind Area on each connection Roof Angle Wind Speed Exposure Coefficient, K, Topographic Factor, Kn Directionality Factor, Kd Elevation Factor, Ke Velocity Pressure, q, GCp (max) Exposed Panels? (y, = 1.5) Pressure Equalization Factor, ya Uplift Force Max. Uplift Force / Connection (1.0 WL) ASD Factored (0.6 WL) Solar Dead Load (0.6 DL) Max. Uplift Force (0.6 WL - 0.6 DL) Connection Capacity Connection Type Total Allowable Capacity 32.5 in 1/2 panel length 48 in Max spacing 10.8 ftz 27 degrees 30LAR PANEL/ ROOFING 110 mph 0.84 ROOF T CH 1 MINI 0.85 0.98 21.8 psf Mount through mof sheathing into existing rafters Zone 1 Zone 2r Zone 3 1.90 1.97 1.97 No No No 0.79 0.79 0.79 32.5 33.8 33.8 psf 351.5 365.8 365.8 Ibs 210.9 219.5 219.5 Ibs 17.6 17.6 17.6 Ibs 193.4 201.9 201.9 Ibs RT Mini into 2x Rafter 447.0 Ibs (per manufacturer) L FOOT 7# Reil Compare ASD Factored Demand to Capacity Demand 201.9 Ibs Capacity 447.0 Ibs Result Capacity exceeds demands. Therefore, connection passes.