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Compan JOB TITLE 0 Address 0 0 City, State JOB NO.0 SHEET NO. Phone CALCULATED BY 0 DATE 1/0/1900 0 CHECKED BY 0 DATE 1/0/1900 Seismic Loads:ASCE 7- 16 Strength Level Forces Risk Category : II Importance Factor (I) : 1.00 Site Class : D - code default Ss (0.2 sec) = 130.40 %g S1 (1.0 sec) = 46.50 %g Fa = 1.200 Sms = 1.565 SDS =1.043 Design Category = D Fv 1.83 Sm1 = 0.85 SD1 =0.56 Design Category D Seismic Design Category =D Redundancy Coefficient ρ 1.30 Number of Stories 1 Structure Type Light Fram Horizontal Struct Irregularities:No plan Irregularity Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame (wood) walls with structural wood shear panels System Structural Height Limit: 65 ft Actual Structural Height (hn) 10.4 f See ASCE7 Section 12.2.5 for exceptions and other system limitatio DESIGN COEFFICIENTS AND FACTOR Response Modification Coefficient (R) 6.5 Over-Strength Factor (Ωo) 2.5 Deflection Amplification Factor (Cd) 4 DS =1.04 D1 =. e sm c oa ec +-v = ρ E +- .DS = .e +. pec a e sm c oa ec m m +- v = o E +- .DS = .e +. = ea oa PERMITTED Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysi - Permitte u ng per o coe . T =.u = . pprox fundamental period (Ta) T n = 0.11 se x= 0.7 Tmax = CuTa = 0.162 User calculated fundamental period (T) se Use T = 0.11 Long Period Transition Period (TL) ASCE7 map =8 e sm c response coe . s DS =. need not exceed Cs =Sd1 I /RT =0.757 but not less than Cs 0.044SdsI 0.04 USE Cs = 0.160 Design Base Shear V =0.160W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIF Structure Type: All other structures Allowable story drift Δa = 0.020hsx where hsx is the story height below level x E = horizontal seismic orc 1606 N Mabury St 4/28/2025