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Tumalo Station Solar Tumalo, OR 7/2/2019 RVC SOLAR ARRAY CONNECTION TO (E) ROOF: Wind Loading: ASCE 7-10 Chapter 30, C&C Simplified Method (Table 30.7-2) 3-Sec Gust, V = 120 mph (LRFD) Importance Factor, I = 1.0 (Included in Windspeed) Exposure = B Roof Slope = 5 deg Exposure Adjustment Factor, λ = 0.713 Roof Height = 25 ft Area Adjustment Factor = 1.0 Roof Type = Monoslope Topographic Factor, Kzt = 1.0 Uplift Downforce Table Wind Pressure, Pnet = 52.6 psf 17.2 psf Velocity Pressure, P = 22.0 psf Up ASD Adjusted Pressure, Pnet = 31.5 psf 10.3 psf Velocity Pressure, P = 7.2 psf Down Panel Geometry on Roof:2 Per Panel Tributary Length of Panel = 39 in Max Tributary to Rail (Portrait) Spacing of Standoff Supports = 32 in Match Seam Spacing on Metal Roof Height of Solar Panel = 2 in Height of Array off Roof = 6 in Tributary Area to Support = 9 ft2 Component Loading on Roof: DL Normal Force = 27.9 lbs WL Normal Force, Up = 190.0 lbs DL Sliding Force = 2.4 lbs WL Normal Force, Dn = 62.0 lbs SL Normal Force = 180.4 lbs WL Sliding Force = 0 lbs SL Sliding Force = 15.8 lbs Sliding (Shear) Force on Connection:Uplift (Tension) Force on Connection: LC #1 DL = 2.4 lbs LC #1 DL = 27.9 lbs LC #2 DL+SL = 18.2 lbs LC #3 DL+0.75(SL-WL) = 20.7 lbs LC #3 DL+0.75(SL+WL) = N/A lbs LC #4 0.6DL-WL = -173.2 lbs Uplift (Tension) Due to Height off Roof: Sliding Force on Connection = 18.2 lbs Overturning Force on Rail Pair = 109.3 in-lbs Tension on Connection = 2.8 lbs Check Connection Capacity of S5! Clips:S5!-Z Clips to 22ga ZIP RIB Roofing Max Shear Force = 18 lbs S5! Lateral Capacity = 883 lbs Max Tension Force = 176 lbs S5! Uplift Capacity = 618 lbs Unity Check = 0.31 Wind Zone 2 Number of Rails: S5! Spacing OK USE: S5!-Z Clips to 22ga ZIP RIB Roofing AT 32in ACROSS THE SLOPE, WITH (2) RAILS PER PANEL DOWN THE SLOPE 3/12 20 114776 00 BP 3225 STATE STREET City of Salem Building & Safety Division 23/35