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Rooftop Structural Design Report February 16, 2023 <br /> Project Number:DSH-062R1/2204047 Page 23 <br /> b. Gamma Sector—To I-Beam <br /> PROPOSED (4) 5/8"i, A325 <br /> BOLTS (PER POST BASE) I <br /> PROPOSED W8x24 BEAM 4= �► <br /> �, 'r 1'e <br /> v <br /> LC Node tabei X[b] Y[bj Z[lb) MX[lb ft] MY[lb-ft! MZ[Ib-ft[ Shear[b) Tension[lb <br /> 1.001+0.EWLX N172 -1251.39 -1443.17 175.998 0 0 0 315 9 -360.8 <br /> 1.00l.0 6WLX N173 -1019.64 2151.1389 -465.844 0 0 0 280.3 0.0 <br /> 1.00tL+O.6WLX N174 111.615 67.043 44.726 0 0 0 30.1 00 <br /> 1.0CL-0 6WLX N172 1165.466 1543 Si -22.951 0 0 0 291 s 0.0 <br /> 1.( L-0.6WLX N173 10E8.158 -2046.45 269.037 0 0 0 2802 -511.6 <br /> 1.00L. 0.EWLX N174 -94.488 1E5=5 -25 737 0 0 0 24.5 0.0 <br /> Proposed bolts are (4)5/8"A325 thru bolts per connection. <br /> Per AISC—14th Edition, Table J3.2,for A325 bolts: <br /> Fnt= 90 ksi and Fnv= 54 ksi <br /> (pRn= 0.75Rn (Per Section J6, eq. J3-1) <br /> Allowable Shear = 0.75 x 54 Ab = 12425 lbs <br /> Allowable Tension = 0.75 x 90 Ab = 20709 lbs <br /> Shear per Bolt = 316.0 <br /> Tension per Bolt = 511.6 <br /> Shear Capacity = 316.0/ 12425 = 2.5% [OK!] <br /> Tension Capacity = 511.6/20709 = 2.5% [OK!] <br /> Fr • <br />