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Project: <br />Location: <br />Client: <br />Job No: <br />Date: <br />Engineer: <br />P1.48 <br />HANDRAIL POST DESIGN <br />Loading on post: <br />PLL= 200lb per ASCE 7-16, Section 4.5.1 <br />Using load combination from ASCE 7-16, Section 2.3.1 <br />PU= 1.6 x PLL= 1.6 x 200lbs= 320lbs <br />X <br />Y <br />Height of post, h= 3.5ft <br />MU= PU x h= 320lbs x 3.5ft= 1120lbs-ft= 1.12kip-ft <br />Diameter of post, d= 1.5in <br />RU= T/C= MU/d= 1120lb-ft/[1.5in/12]ft= 8.96kips <br />Checking the weld (using Instantaneous center of rotation method): <br />D= 1/4 x 16/1=4 <br />L =3in <br />Available Strength of weld group per AISC 360-16 Steel Manual, Table 8-4: <br />ϕRn=1.392 x D x L= 1.392 x 4 x 3in= 16.7kips <br />DCR= RU/ϕRn= 8.96kips/16.7kips= 0.53 < 1.0, Hence OK <br />200lbs <br />Checking the bolts <br />Tensile Strength of Bolts per AISC <br />f Rn= f Fnt xAb (Eq.J3-1) <br />Fnt =90ksi (Table J3.2) (A325) <br />Ab= P x d2 /4 = 0.11 in2 , f = 0.75 (LRFD) <br />fRn= 0.75 x 90ksi x 0.11 in2 <br /> =7.425kips --> 2bolts resisting tension: fRn= 2 x 7.425kips = 14.85kips <br />Ru = T/C =8.96kips <br /> <br />DCR= 8.96/14.85 = 0.6 <1, Hence OK. <br />1700 E St Andrew <br />Pl10/8/2024