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Multiple Simple Beam <br />LIC# : KW-06017019, Build:20.23.12.07 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 />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 />R.R.#3 <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 = 0.10 k @ 10.0 ft <br />2Point: D = 0.10 k @ 12.0 ft <br />.Design Summary <br />Max fb/Fb Ratio =0.577 : 1 <br />Max Reactions (k)HEWSLLr <br />+1.20D+1.60LrLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />10.554 inft <br />47.19 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 =0.129 : 1 20.329 ft <br />1,253.05 psi at <br />atfv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.399 in <br />Transient Upward 0.000 in <br />Total Downward 0.817 in <br />Total Upward 0.000 in <br />0.39 0.43 <br />0.39 0.43 Ratio 639 311Ratio <br />LC: Lr Only LC: +D+Lr <br />LC:LC: <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 />R.R.#4 <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 = 0.1730 k @ 3.250 ft <br />2Point: D = 0.1730 k @ 6.670 ft <br />.Design Summary <br />Max fb/Fb Ratio =0.570 : 1 <br />Max Reactions (k)HEWSLLr <br />+1.20D+1.60LrLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />9.633 inft <br />55.81 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 =0.152 : 1 0.000 ft <br />1,238.49 psi at <br />atfv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.399 in <br />Transient Upward 0.000 in <br />Total Downward 0.834 in <br />Total Upward 0.000 in <br />0.55 0.430.37 0.43 Ratio 639 305Ratio <br />LC: Lr Only LC: +D+Lr <br />LC:LC: <br />Page 9 of 28 <br />215 W 4th St <br />1/22/2025