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Prolect:LA888 N Main Sheet No. Thornton Tomasetti Subiect: Perimeter Beam Flexural CaDacltv *-617 S 18003 00 <br />Bv: JP 33 of 234 <br />Date 6 Auaust 2018 <br />'1'111 <br />Seismic Adequacy is focused on Column DCRs. This is a check that perimeter <br />moment frame beams have sufficient capacity per ACI318 for 50%/50yr events. <br />W." <br />1 <br />1 <br />Positive Bending (Panel in Compression): 11-. <br />Overall Panel Dimensions: <br />hpanel =54 · in,J Ju'panet:= 6.5 ·in <br />Overall Beam Dimensions: <br />hbeam :=45 · in <br />Wbea771 :=21·in <br />4-w-4cover:= 1.5 lin <br />i <br />.C <br />4- <br />Material Strengths: <br />BEAM + INFILL PANEL <br />TYPICAL CROSS SECTION <br />A:=4.243·· <br />kip <br />4:= 60.-ini <br />B:= 0.85 <br />kip <br />ink <br />Field tested mean/0.85 for <br />nominal strength <br />1 0:= 0.9 <br />Beam Reinforcement: 3#8 T&B <br />As,b:= 3.0.79·in2 =2.37 in2 <br />Assumed (minimum beam reinf.) <br />Panel Reinforcement: rho=0.0018 <br />Astp:= 0.0018 · hpanel. 11'panel= 0.632 in2 <br />Assumed (minimum slab/wall <br />reinf.) <br />Positive Bendina (Panel in Compression): <br />d <br />pOS .Chbeam + h hbe°m - <br />2 <br />= 76.5 in To tensile centroid-center of beam <br />1 <br />1 <br />CpOS: = <br />(lpos:, <br />*Ain <br />2 · Asib. fv - <br />- 0.85· f'C·lup(,7:81 <br />=0• cpos = 10.3 in <br />pos·- 0·2 ·Ast.b 'J v' <br />12.1 in <br />a <br />vos P°' I=1522 kip·ft <br />2 )) <br />Negative Bendina (Beam partially in Compression): <br />h <br />Ast,P. /,,}el ' Astb · \himne; + cover)Tensile Centrojd <br />Assume top beam bars in tension <br />= 49.5 in <br />\(Astv + A 4.b