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PROJECT SHEET No. <br /> D E I PROJECT N]SEISMIC <br /> 23-XXX DATE 16/28/2024 <br /> 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 A. BEARING WALL SYSTEM <br /> [Tab. 12.2-1] 15. Light-framed (wood)walls sheathed with wood structural panels rated for shear resistance <br /> Risk Category II [1BC 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 if no Geotech) Si* 0.485 [ASCE Tab. 12.8-21 X** 0.75 SDS/(R/I)= 0.168 [Egn.12.8-2] <br /> [IBC Tab 1613.2.3(1)1 Fa 1.2 [ASCE 12.8211 hn 25 SDI /[T*(R/1)] =MAx 0.404 [Egn.12.8-3] <br /> [IBC Tab.1613.2.3(2)) Fv 1.815 (ASCE Egn. 12.8-7] Ta 0.224 (SD1'TI-)/[TA2*(R/1)] =MAx 28.89 [Egn.12.8-4] <br /> [IBC Egn.16-201 SMs 1.6428 [ASCE Tab. 12.8-11 Cu 1.4 0.044*SDS*I >-0.01 =MIN 0.048 [Egn.12.8-5] <br /> [IBC Egn.16-21) SM1 0.88028 [ASCE 12.8.2] TMODAL (0.5*S1)/(R/I) =MIN 0.037 [Egn.12.8-6] <br /> [IBC Eqn.16-22) SDS 1.095 [ASCE 12.8.21 T 0.224 Absolute Cs MIN 0.048 <br /> [IBC Egn.16-23) SD1 0.587 [ASCE Fig.22-14 to 17] TL 16 Absolute Cs MAX 0.40 <br /> (ASCE Tab. 1.5-2) 1 1 <br /> [ASCE Tab. 12.2-11 R 6.5 <br /> [ASCE Tab. 12.2-11 110 3 Cs (Design)= 0.168 <br /> [ASCE Tab. 12.2-11 Cd 4 W= 1 88.40 K <br /> [ASCE Sec.12.3.41 p 1.3 V= 1 13.55 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 88.4 K 16 ft 1414 k-ft 1.000 13.55 K 13.55 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 88.40 K 1414 k-ft 1.000 13.55 K <br /> Diaphragm Design Forces ASGC 771_612.10.1.1 Precast Concrete Diaphragm? no SeeASCE12.10.3 <br /> [Eqn. 12.10-11 Fgn.12.10-3 [Egn.12.10-2] 12.10.1.1 <br /> Level wx Fx FPx FPx, max FPx,min. FPx, (Design) <br /> Roof 88A K 10.43 K 10.43 K 27.11 K 13.55 K 13.55 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 /> - 0.0 K 0.00 K 0.00 K 0.00 K 0.00 K 0.00 K <br /> - 0.0 K 0.00 K 0.00 K 0.00 K 0.00 K 0.00 K <br /> 1 88.40 K 10.43 K 10.43 K 27.11 K 13.55 K 13.55 K <br />