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Multiple Simple Beam <br />LIC# : KW-06017019, Build:20.23.08.30 ROMB STRUCTURAL ENGINEERING (c) ENERCALC INC 1983-2023 <br />Project File: 215 W 4th.ec6 <br />Project Title:215 W 4th St. <br />Engineer:ROMB <br />Project ID:24-186 <br />Project Descr: <br />NEW CEILING JOISTSDescription : <br />BEAM Size :2-2x12, Sawn, Fully Braced <br />Using Load Resistance Factor Design with ASCE 7-16 Load Combinations, Major Axis Bending <br />Wood Beam Design : <br />Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br />Douglas Fir-Larch (North)No.2 <br />875.0 <br />875.0 <br />600.0 <br />625.0 <br />1,300.0 <br />470.0 <br />170.0 <br />425.0 <br />30.590 <br />Eminbend - xx ksi <br />Wood Species :Wood Grade : <br />Fb - Tension <br />psi <br />psi Fv psi <br />Fb - Compr Ft psi <br />Fc - Prll psi <br />psiFc - Perp <br />Ebend- xx ksi Density pcf <br />(N)2-2x12 C.J. #2 (with Hood load) <br />Applied Loads <br />Beam self weight calculated and added to loads <br />Unif Load: D = 0.010, Lr = 0.020 k/ft, Trib= 2.0 ft <br />1Point: D = 0.0320 k @ 5.820 ft <br />2Point: D = 0.0320 k @ 6.640 ft <br />3Point: D = 0.050, Lr = 0.130 k @ 17.50 ft <br />4Point: D = 0.350, Lr = 0.130 k @ 13.250 ft <br />5Point: D = 0.020 k @ 17.50 ft <br />6Point: D = 0.030 k @ 13.250 ft <br />.Design Summary <br />Max fb/Fb Ratio =0.733 : 1 <br />Max Reactions (k)HEWSLLr <br />+1.20D+1.60LrLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />12.790 inft <br />71.35 psi <br />Fb : Allowable :2,173.50 psi <br />Right Support <br />Fv : Allowable :Span # 1 <br />Load Comb :+1.20D+1.60Lr <br />367.20 psi <br />fb : Actual : <br />Max fv/FvRatio =0.194 : 1 19.526 ft <br />1,592.48 psi at <br />atfv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.452 in <br />Transient Upward 0.000 in <br />Total Downward 0.958 in <br />Total Upward 0.000 in <br />0.47 0.470.60 0.60 Ratio 542 255Ratio <br />LC: Lr Only LC: +D+Lr <br />LC:LC: <br />Page 11 of 28 <br />215 W 4th St <br />1/22/2025