ISE Incorporated <br />P.O. Box 50039 <br />Phoenix, Arizona 85076 <br />Phone: 602-403-8614 <br />FAX. 623-321-1283 <br />Job: ATT EG46 Fox Hollow <br />Project: ISE Job No. 9437 <br />Client: Larson Camouflage <br />Date: June 11, 2015 <br />Designed by: MN <br />SEISMIC CALCULATIONS <br />ASCE 7-10 Seismic Design Requirements for Non-Building Structures Not Similar to Buildings <br />REFERENCE <br />Risk Category <br />II ASCE 7-10 Table 1.5-1 <br />Importance Factor <br />1e = 1 ASCE 7-10 Table 1.5-2 <br />Site Classification <br />D ASCE 7-10 Table 20.3-1 <br />Site Coefficients <br />SS= <br />0.762 <br />Mapped Spectral Accelerations: Short Period <br />S1 = <br />0.400 <br />Mapped Sectral Accelerations: 1 sec Period <br />Fa = <br />1.195 <br />Site Coefficient <br />ASCE 7-10 Table 11.4-1 <br />Fv = <br />1.600 <br />Site Coefficient <br />ASCE 7-10 Table 11.4-2 <br />SMS = <br />0.910 <br />Max Spectral Accelerations: Short Periods <br />ASCE 7-10 Eqn. 11.4-1 <br />SM1 = <br />0.641 <br />Max Spectral Accelerations: 1sec Period <br />ASCE 7-10 Eqn. 11.4-2 <br />Design Spectral Response Acceleration Parameters <br />ASCE 7-10 11.4.4 <br />SDS = <br />0.607 <br />5% Damped Spectral Acceleration: Short Period <br />ASCE 7-10 Eqn. 11.4-3 <br />SD1 = <br />0.427 <br />5% Damped Spectral Acceleration: 1 sec Period <br />ASCE 7-10 Eqn. 11.4-4 <br />SDC = <br />D <br />Seismic Design Category <br />ASCE 7-10 Tables 11.6-1 & 11.6-2 <br />if S1>0.75 then E <br />Equivalent Lateral Force Procedure <br />T = <br />Ct hn' = <br />0.484 <br />Fundamental Period <br />ASCE 7-10 Eqn. 12.8-7 <br />Ct = <br />0.020 <br />Period Parameter <br />ASCE 7-10 Table 12.8-2 <br />X = <br />0.750 <br />Period Parameter <br />ASCE 7-10 Table 12.8-2 <br />hn = <br />70.000 <br />Structure Height (ft) <br />R = <br />1.500 <br />Response Modification Factor <br />ASCE 7-10 Table 15.4-2 <br />TL = <br />8.000 <br />Long-Period Transition Period <br />ASCE 7-10 Figure 22-15 <br />Cs = <br />SDS/[R/1] = <br />0.404 <br />Seismic Response Coefficient <br />ASCE 7-10 Eqn. 12.8-2 <br />where; <br />Cs > <br />0.44 SDS[I] = <br />0.267 <br />Lower Limit <br />ASCE 7-10 Eqn. 15.4-1 <br />Cs > <br />0.8 S1/[R/1] = <br />0.213 <br />Lower Limit for S1 > 0.6g <br />ASCE 7-10 Eqn. 15.4-2 <br />Cs < <br />SD1/T[R/1] = <br />0.589 <br />Upper Limit for T < TL <br />ASCE 7-10 Eqn. 12.8-3 <br />Cs < SD1TL/T2[R/1] = <br />9.729 <br />Upper Limit for T > TL <br />ASCE 7-10 Eqn. 12.8-4 <br />Desi <br />gn Value Cs = <br />0.404 <br />W = <br />14.346 <br />Pole Dead Weight + Appurtenances Weight (kips) <br />V = <br />CsW = <br />5.802 <br />Equivalent Seismic Base Shear (kips) <br />ASCE 7-10 Eqn. 12.8-1 <br />Fwind = <br />33.924 <br />Wind Base Shear (kips) : 1.6W <br />Lateral Wind She <br />ar > Seismic Base Shear : Wind Controls Design <br />