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PROJECT SHEET No. <br /> D E I PROJECT N]SEISMIC <br /> 23-XXX DATE 16/28/2024 <br /> 4 DIBBLE ENGINEERS INC SUBJECT BASE SHEAR BY <br /> SEISMIC BASE SHEAR CALCULATION References:2021 IBC(Ch16),ASCE 7-16(Ch.11,12,&22), <br /> Method ASD <br /> Lateral System B. BUILIDNG FRAME SYSTEM <br /> [Tab. 12.2-1] 22. Light-frame(wood)walls sheathed with wood structural panels rated for shear resistance <br /> Risk Category II [IBC Tab.1604.5] Design Category D [IBC Sec.1613.2.5;Tab 1613.2.5, <br /> Site Class D Default [ASCE Ch.20] Building Height Limit(ft) 65 [Tab.12.2-11 <br /> "Using Metric?Check Table 12.8-2 <br /> 'ATC Hazards(Default Ss* 1.369 [ASCE Tab. 12.8-21 Ct** 0.02 Cs Limits [ASCE 7-161 <br /> Site Class it no Geotech) S1* 0.485 [ASCE Tab. 12.8-21 X** 0.75 SDS/(R/I)= 0.156 [Egn.12.8-2] <br /> [IBC Tab 1613.2.3(1)] Fa 1.2 [ASCE 12.8.2.1) hn 25 SDI /[T*(R/1)] =MAx 0.375 [Egn.12.8-3] <br /> [IBC Tab. 1613.2.3(2)1 Fv 1.815 [ASCE Egn. 12.8-7] Ta 0.224 (SDVTL)/[T^2*(R/1)] =MAx 26,83 [Egn.12.8-4] <br /> [IBC Eqn.16-20] SMs 1.6428 [ASCE Tab. 12.8-1] Cu 1.4 0.044*SDS*I ?0.01 =MIN 0.048 [Egn.12.8-5] <br /> [IBC Eqn.16-211 SM1 0.88028 [ASCE 12.8.2] TMODAL (0.5*S1)/(R/I) =MIN 0.035 [Egn.12.8-6] <br /> (IBC Eqn.16-221 SDS 1.095 [ASCE 12.8.2) T 0.224 Absolute Cs MIN 0.048 <br /> (IBC Eqn.16-231 SD1 0.587 [ASCE Fig.22-14 to 17] TL 16 Absolute Cs MAX 0.37 <br /> [ASCE Tab. 1.5-21 1 1 <br /> [ASCE Tab. 12.2-11 R 7 <br /> [ASCE Tab. 12.2-1] Do 2.5 Cs(Design)= 0.156 <br /> [ASCE Tab. 12.2-11 Cd 4.5 W= 4.85 K <br /> [ASCE Sec.12.3.41 p 1.3 V= 0.69 K ASD <br /> Vertical Distribution of Forces ASCE 7-16, Sec. 12.8.3 <br /> Exponent related to structural period <br /> k = 1.0 (Sec. 12.8.31 [Eqn.12.8-121 [Eqn. 12.8-111 [Eqn 12.8-131 <br /> Level Weight, wx Height, hx wxhxk C x Fx=Cs*Cvx*Ew*f Vx(Design) <br /> Roof 4.9 K 16 ft 78 k-ft 1.000 0.69 K 0.69 K <br /> 0 k-ft 0.000 0.00 K 0.00 K <br /> 0.0 K O ft 0.0 k-ft 0.000 0.00 K 0.00 K <br /> 0.0 K O ft 0.0 k-ft 0.000 0.00 K 0.00 K <br /> 0.0 K O ft 0.0 k-ft 0.000 0.00 K 0.00 K <br /> F 4.85 K 78 k-ft 1.000 0.69 K <br /> Diaphragm Design Forces ASCE 7-16 12.10.1.1 Precast Concrete Diaphragm? no See ASCE12.10.3 <br /> [Eqn 12.10-1]:Egn.12.iu [Egn.12.10-2] 12,10.1.1 <br /> Level wx Fx FPx FPx, max FPx,m[n. FPx, (Design) <br /> Roof 4.9 K 0.53 K 0.53 K 1.49 K 0.74 K 0.74 K <br /> 0 0.0K 0.00K 0.00K 0.00K 0.00K 0.00K <br /> 0.0K 0.00K 0.00K 0.00K 0.00K 0.00K <br /> 0.0K 0.00K 0.00K 0.00K 0.00K 0.00K <br /> 0.0 K 0.00 K 0.00 K 0.00 K 0.00 K 0.00 K <br /> F 4.85 K 0.53 K 0.53 K 1.49 K 0.74 K 0.74 K <br />