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DH - 1 <br />Unit Weight Wp =180 lbs <br />Seismic <br />Component Amplification Factor ap =1.0 <br />Spectral Acceleration, Short period SDS =1.017 <br />Componet Importance Factor Ip =1.0 <br />Component Response Modification Factor Rp =2.5 <br />Height of attachment z =20 ft <br />Roof Height h =25 ft <br />Weight of Component Wp =180 lbs <br />=0.423 Wp Controls <br />Fp,max =1.6 SDSIpWp =1.63 Wp <br />Fp,min = 0.3SDSIpWp =0.305 Wp <br />Fp =0.423 Wp <br />Seismic Load VE = 0.7 * Fp * Wp =53 lbs <br />12 ga Bracing Wire Check <br />Diameter d =0.1875 in <br />Area A= p *d2 4 =0.0276 in2 <br />Yielding stress fy =36 ksi <br />Number of wires n =1 (on each side of Unit, Opposite Directi <br />Allowable Tension T = Afyn / 2 =497 lbs <br />Horizontal AllowedTension TH = T * COS 45 =351 lbs <br />Demand Capacity Ratio DCR = VE / TH =0.15 < 1 [OKAY] <br />Bolt Hangers <br />Vertical Load Wp =180.00 lbs <br />Number of hangers n =4 <br />Load per bolt Ta = Wp / n =45 lbs <br />Bolt Diameter db =0.50 in <br />Area of bolt ab =0.20 in2 <br />Yield Stress fy =36.00 ksi <br />Tensile allowable T = abfyn =3.53 kips <br />Demand Cacacity Ratio DCR = Ta / T =0.01 < 1 OK <br />5/16" Lag Screw <br />Load per Screw T =45 lbs <br />Lateral Design Z =180 lbs NDS 2018 Table 12K <br />Load Durantion Factor CD =1 <br />Adjusted Lateral Capacity Z' = Z * CD =180 lbs <br />Demand Capacity Ratio DCR = T / Z'=0.25 < 1 OK <br />Seimic Design Force <br />𝐹.4𝑎𝑆𝑊1 2𝑧 <br />ℎ <br />𝑅 <br />𝐼 <br />1821 E Newport Cir <br />12/23/2024