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Seismic Reaction Forces With Overstrength Factor <br />Fy anchor bolt yield strength <br />= 2.5 = 1.0 <br />0VE <br />For bottom sill plate conection to rim joist/beam: <br />V  maximum) <br />T  maximum) <br />For bottom sill plate conection to foundation: <br />V  maximum) <br />T  maximum) <br />For holdown anchors: <br />Case 1 - Seismic Load Direction To The Right <br />= 2.5  maximum) <br />PC <br />PT = (0.9-0.2SDS)(PDL+wDLai)) - PE <br />eCR <br />MCR <br />1C2 <br />eTR <br />MTR = PTeTR - 1ME <br />T1 <br />Case 2 - Seismic Load Direction To The Left: <br />= 2.5  maximum) <br />PC <br />PT = (0.9-0.2SDS)(PDL+wDLai)) - PE <br />eCL <br />MCL <br />2C1 <br />eTL = (-PEai)+(wEai <br />2/2))+(0.9-0.2SDS)(PDLai)+wDLai <br />2/2)) / PT <br />MTL <br />T2 (uplift)= MTL/(L-a1-dT2) - 2VEH/Cobi = -1,042 lbs <br /> = -1,042 lbs <br />= 3,248 lbs <br />= MCL/(L-a1-dT2) + 2VEH/Cobi = 3,217 lbs <br />= PTeTL - 2ME <br />= 2.5 <br />= 354 lbs/bolt <br />= 12.4 kip·ft <br />= 12.4 kip·ft <br />= 9.65 ft <br />= 1,284 lbs <br />= 9.65 ft <br />= 9.65 ft <br />= 29.9 kip·ft <br />= 9.65 ft <br />= 29.9 kip·ft= PC(L-a1-dT2-eCL) + 2ME <br />= ((PEai)+(wEai <br />2/2))+(1.2+0.2SDS)(PDLai)+wDLai <br />2/2))+f 1(PLLai)+(wDLai <br />2/2)) / PC <br />= (PEai)+(wEai <br />2/2))+(1.2+0.2SDS)(PDLai)+wDLai <br />2/2))+f 1(PLLai)+(wDLai <br />2/2)) / PC <br />(uplift) <br />= 1.2Fydab <br />2/4T2 <br />= PE +(wEai)) + (1.2+0.2SDS)(PDL+wDLai)) + f 1(PLL+(wDLai))= 3,140 lbs <br />(uplift) <br />(uplift) <br />= 2.5 <br />= (TTE/ρ + PD)/nbolt <br />= (TTE/ρ + PD)/nscrew = -463 lbs/screw <br />= PE +(wEai)) + (1.2+0.2SDS)(PDL+wDLai)) + f 1(PLL+(wDLai)) <br />= (-PEai)+(wEai <br />2/2))+(0.9-0.2SDS)(PDLai)+wDLai <br />2/2)) / PT <br />= 3,140 lbs <br />= MCR/(L-a1-dT2) + 1VEH/Cobi <br />= MTR/(L-a2-dT1) - 1VEH/Cobi <br />= ME + PC(L-a2-dT1-eCR) <br /> = -463 lbs/bolt <br />= 1.2(0.6FyD2nscrew/4VE <br />= 2,476 lbs <br />= 1,284 lbs <br />= 2.5 <br />= 36 ksi <br />= 1.2FyD2nscrew/4T <br />VVE/nbolt <br />TT/nbolt <br />= 0.72Fydab <br />2nbolt/4VE <br />= 1.2Fydab <br />2nbolt/4TE <br />= 2.5 <br />= 1.2Fydab <br />2/4T1 <br />VVE/nscrew = 354 lbs/screw <br />TT/nscrew <br />ADU 1123 Magnolia Ave. <br />Proj. No. 16113.00 09/30/24 <br />19 <br />1123 S Magnolia Ave <br />Unit# 22/19/2025