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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 = 40.8 psf 17.2 psf Velocity Pressure, P = 17.1 psf Up ASD Adjusted Pressure, Pnet = 24.5 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 = 48 in Match Seam Spacing on Metal Roof Height of Solar Panel = 2 in Height of Array off Roof = 6 in Tributary Area to Support = 13 ft2 Component Loading on Roof: DL Normal Force = 41.9 lbs WL Normal Force, Dn = 93.0 lbs DL Sliding Force = 3.7 lbs WL Normal Force, Up = 221.0 lbs SL Normal Force = 270.6 lbs WL Sliding Force = 0 lbs SL Sliding Force = 23.7 lbs Sliding (Shear) Force on Connection:Uplift (Tension) Force on Connection: LC #1 DL = 3.7 lbs LC #1 DL = 41.9 lbs LC #2 DL+SL = 27.3 lbs LC #3 DL+0.75(SL-WL) = 79.1 lbs LC #3 DL+0.75(SL+WL) = N/A lbs LC #4 0.6DL-WL = -195.8 lbs Uplift (Tension) Due to Height off Roof: Sliding Force on Connection = 27.3 lbs Overturning Force on Rail Pair = 164.0 in-lbs Tension on Connection = 4.2 lbs Check Connection Capacity of S5! Clips:S5!-Z Clips to 22ga ZIP RIB Roofing Max Shear Force = 27 lbs S5! Lateral Capacity = 883 lbs Max Tension Force = 200 lbs S5! Uplift Capacity = 618 lbs Unity Check = 0.35 Wind Zone 1 Number of Rails: S5! Spacing OK USE: S5!-Z Clips to 22ga ZIP RIB Roofing AT 48in ACROSS THE SLOPE, WITH (2) RAILS PER PANEL DOWN THE SLOPE 2/12 20 114776 00 BP 3225 STATE STREET City of Salem Building & Safety Division 22/35