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Load Combinations <br />Design Option: <br />Awall = hL Afhs <br />Co <br />V → Seismic governs SDS SDC =D <br />PC <br />PD <br />PT <br />Case 1 - Seismic Load Direction To The Right: <br />eCR <br />MCR dT1 <br />C2 <br />C2 for occupancy loading <br />eTR = PQai)+(wQai <br />2/2)+(0.9-0.2SDS)(PDLai)+wDLai <br />2/2)) / PT <br />MTR <br />T1 <br />Case 2 - Seismic Load Direction To The Left: <br />eCL <br />MCL dT2 <br />C1 <br />C1 for occupancy loading <br />eTL = PQai)+(wQai <br />2/2)+(0.9-0.2SDS)(PDLai)+wDLai <br />2/2)) / PT <br />MTL <br />T2 <br />= MCR/(L-a2-dT1) + VH/Cobi <br />= MCL/(L-a2-dT1) + VH/Cobi <br />= MTL/(L-a2-dT1) - VH/Cobi = -675 lbs <br />= PQai)+(wQai <br />2/2)+(1.2+0.2SDS)(PDLai)+wDLai <br />2/2))+f 1(PLLai)+(wLLai <br />2/2)) / PC <br />= (1.2PDL1+1.6PLL1)/ <br />= hLi = 123.3 ft² <br />= MTR/(L-a2-dT1) - VH/Cobi <br />= 0.80 <br />= Awall / (3Ao + Afhs) <br />= PTeTL - MQ <br />= 990 lbs <br />= 3,140 lbs <br />= 0.80 <br />= 2.31'' <br />= MQ + PCe(L-a1-dT2-eCL) <br /> = -675 lbs <br />= 2,235 lbs <br />= 0.0 ft <br />= PTeTR - MQ <br />= 0.0 kip·ft <br />= 29.9 kip·ft <br />= (1.2PDL2 + 1.6PLL2)/ <br />= MQ + PC(L-a2-dT1-eCR) <br />= (1.2+0.2SDS)(PDL+wDLai)) + f 1(PLL+(wLLai)) + PQ + (wQai) <br />= 0.975 <br />= 0 lbs <br />= 9.65 ft <br />= 9.65 ft <br />= 0.0 ft <br />= 2.31'' <br />= 2a₁ + CL₁ <br />= 2a₂ + CL₂ <br />= VE <br />= 0 lbs <br />= 1.160 <br />(uplift) <br />(uplift) <br />Neglect dead loads to resist overturning <br />= (0.9-0.2SDS)(PDL+wDLai)) <br />=PD - PQ - (wQai) <br />(neglected) <br />= 2,235 lbs <br />= 155.3 ft² <br />= 0.0 kip·ft <br />= 29.9 kip·ft <br />= PQai)+(wQai <br />2/2)+(1.2+0.2SDS)(PDLai)+wDLai <br />2/2))+f 1(PLLai)+(wLLai <br />2/2)) / PC <br />ADU 1123 Magnolia Ave. <br />Proj. No. 16113.00 09/30/24 <br />15 <br />1123 S Magnolia Ave <br />Unit# 22/19/2025