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Project: <br />Location: <br />Client: <br />Job No: <br />Date: <br />Engineer: <br />P1.36 <br />KICKER TO (E) BEAM CONNECTION CHECK <br />Checking Weld Capacity in Shear per AISC Steel Manual, <br />Equation 8-1: <br />RU= PbrD= 1/4 x 16/1= 4 <br />L= 3in x 2= 6in <br />ϕRn= 1.392kip/in x D x L= 1.392kip/in x 4 x 6in= 33kip <br />DCR= RU/ϕRn= 0.42kip/33kip= 0.012< 1.0, OK <br />Checking Weld Capacity in Tension per AISC Steel Manual, Equation 8-1: <br />RU= PbrD= 1/4 x 16/1= 4 <br />L= 3in x 4= 12in <br />Weld is loaded transversely, θ=90 deg <br />Effect of load angle= (1.0 + 0.5 x sin1.5 (90 deg))= 1.5 ---> per AISC Steel Manual, Equation J2-5 <br />ϕRn= Effect of load angle x 1.392kip/in x D x L= 1.5 x 1.392kip/in x 4 x 12in= 100kip <br />DCR= RU/ϕRn= 0.42kip/100kip= 0.0042< 1.0, OK <br />Use min 1/4 weld all around <br />Checking thickness of weld as per AISC Steel Manual, Chapter J-2 <br />Brace Demand due to Seismic loading: <br />Braces spaced @6'-0" O.C: <br />PDL= WT= W x h x spacing =9.5psf x10ft x 6ft=570lbs <br />Eh= Fp = 5psf x 10t x 6ft= 300lbs=0.3kips <br />PEh= 1.4 x Eh= 1.4 x 0.3kip= 0.42kip <br />Fp <br />Fp <br />PEh450 <br />Pu,br <br />(E)Wx beam per <br />plan <br />Pu,br <br />Considering shear: <br />Pbr <br />Considering tension: <br />Pbr <br />Flange thickness = 0.65 in <br />(of (E) W21x57 beam) <br />Maximum thickness =0.65 -1/16 <br />=0.5875 in > 1/4 in, Hence ok. <br />LR <br />X Engineering 24-3134 <br />04-30-24 <br />6 E Hutton Center Dr <br />Unit# 625 & 6509/23/2024