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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 />ROOF RAFTERDescription : <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.#1 <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 = 0.150 k @ 10.250 ft <br />2Point: D = 0.150 k @ 13.830 ft <br />.Design Summary <br />Max fb/Fb Ratio =0.615 : 1 <br />Max Reactions (k)HEWSLLr <br />+1.20D+1.60LrLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />10.342 inft <br />50.73 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 =0.138 : 1 20.329 ft <br />1,336.14 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 0.881 in <br />Total Upward 0.000 in <br />0.42 0.430.46 0.43 Ratio 639 289Ratio <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.#2 <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 = 0.060 k @ 9.90 ft <br />2Point: D = 0.060 k @ 11.50 ft <br />.Design Summary <br />Max fb/Fb Ratio =0.537 : 1 <br />Max Reactions (k)HEWSLLr <br />+1.20D+1.60LrLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />10.625 inft <br />44.89 psi <br />Fb : Allowable :2,173.50 psi <br />Right Support <br />Fv : Allowable : <br />Span # 1 <br />Load Comb :+1.20D+1.60Lr <br />367.20 psi <br />fb : Actual : <br />Max fv/FvRatio =0.122 : 1 20.329 ft <br />1,168.16 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 0.759 in <br />Total Upward 0.000 in <br />0.35 0.430.35 0.43 Ratio 639 336Ratio <br />LC: Lr Only LC: +D+Lr <br />LC:LC: <br />Page 8 of 28 <br />215 W 4th St <br />1/22/2025