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MC Squared, Inc Project Title: <br />Engineer: Project ID: <br />Project Descr: <br />Multiple Simple Beam File =c:lUsersWanleRDOCOME-11ENERCA-1116020--1.EC6 <br />p p ENERCALC, INC. 1983.2017, Build:6.17.3.17, Ver6.17.3.17 <br />Description : BRICK LINTEL <br />Steel Beam Design : 9FT OPENING @ S7 <br />Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7.10 <br />STEEL Section: L3-1/2x3-112x114, Fully Braced <br />Using Allowable Strength Design with IBC 2015 Load Combinations, Major Axis Bending Fy = 36.0 ksi E = 29,000.0 ksi <br />Applied Loads <br />Unif Load: D = 0.0960 k/ft, Trib= 1.0 ft <br />Design Sumr»ary <br />Max fb/Fb Ratio = <br />0.459 : 1 <br />Mu : Applied <br />0.972 k-ft at 4.500 ft in Span # 1 <br />Mn / Omega: Allow <br />2.117 k-ft <br />Load Comb. <br />+D+H <br />Max fv/FvRatio = <br />0.038 : 1 <br />Vu : Applied <br />0.4320 k at 0.000 It in Span # 1 <br />Vn / Omega: Allow <br />11.317 k <br />Load Comb: <br />+D+H <br />Max Reactions (k) <br />n L I r S W E <br />0 o.os6o <br />9.0 ft <br />Left Support 0A3 Downward L+Lr+S 0.000 in Downward Total 0,246 in <br />Right Support 0.43 Upward L+Lr+S 0.000 in Upward Total 0.000 in <br />Live Load Defl Ratio 399999 Total Defl Ratio 439 <br />Steel Beam Design : 12FT OPENING @ S4 <br />Calculations per AISC 300-10, IBC 2012, CBC 2013, ASCE 7-10 <br />STEEL Section : L4x3-1/2x1/4, Fully Braced <br />Using Allowable Strength Design with IBC 2015 Load Combinations, Major Axis Bending Fy = 36.0 ksi E = 29,000.0 ksi <br />Applied Loads <br />Unif Load: D = 0.0960 k/ft, Trib= 1.0 ft <br />Design Summary <br />Max fb/Fb Ratio = 0.635 : 1 o a osso <br />Mu : Applied 1.728 k-ft at 6.000 ft in Span # 1 <br />Mn 1 Omega: Allow 2.723 k-ft <br />Load Comb. +D+H <br />Max fv/FvRatio = 0.045 : 1 <br />Vu : Applied 0.5760 k at 0.000 ft in Span # 1 12.0 ft <br />Vn ! Omega: Allow 12.934 k <br />Load Comb: +D+H <br />Max Reactions (k) Q L Lr S W I H Max Deflections <br />Left Support 0.58 Downward L+Lr+S 0.000 in <br />Right Support 058 Upward L+Lr+S 0.000 in <br />Live Load Defl Ratio 399999 <br />Steel Beam Design : 14.67FT OPENING @ S5 <br />Calculations <br />STEEL Section : L5x3-1/2x114, Fully Braced <br />Using Allowable Strength Design with IBC 2015 Load Combinations, Major Axis Bending <br />Applied Loads <br />Unif Load D = 0,0960 kifl. Trib= 1.0 ft <br />Design Sumr»aty <br />- <br />Max fb/Fb Ratio = <br />0,617 : 1 <br />Mu : Applied <br />2 583 k-ft at 7.335 ft in Span # 1 <br />Mn / Omega: Allow <br />4,186 k-ft <br />Load Comb: <br />+D+H <br />Max fv/FvRatio = <br />0.044 : 1 <br />Vu Applied <br />0.7042 k at 0.000 ft in Span # 1 <br />Vn ! Omega : Allow <br />16.168 k <br />Load Comb : <br />+D+H <br />M <br />D L L S W E <br />Downward Total 0.537 in <br />Upward Total 0,000 in <br />Total Deft Ratio 268 <br />AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 <br />D 0.0960 <br />14.670 ft <br />Fy = 36.0 ksi E = 29,000.0 ksi <br />ax Reactions (k) _ _ r _ _ _ <br />Left Support 0.70 Downward L+Lr+S 0.000 in Downward Total 0 647 in <br />Right Support 070 Upward L+Lr+S 0.000 in Upward Total 0.000 in <br />Live Load Defl Ratio 399999 Total Defl Ratio 272 <br />