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D+�Wor0.7E)+_+(LrorSorR) <br />0.6D + W <br />0.6D + 0.7E <br />where, E= p �e + 02Sos D <br />where, E= p �e • 0.25os D <br />Set L, Lr, S 8 R eaual to zero <br />Sos =1.053 <br />RedundancylReliabiliry Fact�r p <br />20 <br />P='-- <br />r��.�. An <br />Minimum p =1 00 <br />Area at level abore, Ai <br />V„� 10� <br />r. = VI � <br />V-wl = SW Panei Shear <br />V•i = Total Shear at i-th Ievel <br />I•wl = 3W Length <br />••Level =1 <br />Totel selsmic shear = 4416 Ibs <br />Seismic shear, Eh =16D2 Ib + 292 Ib =1894 Ib <br />Wall seismic inertia = Sa(Lengih)(Wall weight)�Height) <br />Wall seismic inartia = 0.162(20.00�(10.00�(9.00)= 2921b <br />Shear flow, vEh = Eh I b=1894 Ib I 20.00 fl= 94.71b/fl <br />E� 16-10 <br />E� 16•11 <br />E� 16•12 <br />EQ 16•50 <br />EO i6•51 <br />r�,� = 0214 <br />P =z-zoir�„(AB)�a=z.zoi�o.zia(eso�12�=.�.�a <br />p = •1.18, there ore p =1.00 <br />E = p Eh =1893.6(1.00) =1893.61bs <br />Compule wall shears Dead Icad not applica6le <br />J7E = 0.7(1894) = 1326 Ib <br />W =1294 Ib <br />(E =13261bs) > (W =1294 Ibs), Design shear =13261b <br />'SEISMIC CONTROLS• <br />Shear, V = 13261b <br />Story length L= 20.00 ft <br />Diaph shear, q= V/ L= 1325.52 Ib/ 20.00 tt = 66.28 Iblft <br />Story shear, v= V/ B=1325.52 Ibl 20.00 it = 66.28 Ib/fl <br />Compute overturnina forces: <br />Panel 1 <br />Compression due lo Roof Dead, D= 10G.00(20.00)/2 =1000.00 Ib <br />�E = v�b) = 94.7 Ib/fl(20.00 it) =1893.6 Ib <br />E= p �e + 0.2Sos D=1.00� 1894) + 0.2(1.053�(1000.0) = 2104 Ib <br />E= p QE + 0.2Sos D=1.00(1894) • 02(1.053)(1000.0) = 16831b <br />D = 0.6(1000) = 600 <br />Seismfc <br />cusroMoe.wr� Deie: <br />& ENGINEERING, INC 6/17/2005 <br />Si%ICNYAI �NAIYfIS�DfLGM <br />E� 16•5C <br />E016-51 <br />Analysis Document: FOUNDATION REPAIR <br />Job Number. E6-027 <br />Page: 8 <br />