2333 SEAWAY BLVD 2025-02-03 - Laserfiche WebLink

Steel gea'rn Projectis.ENERCALC_20. LIC#:KW-06015335,Build:20.24.04.09 D.S.ENGINEERING PC (c)ENERCALC INC 1983-2023 DESCRIPTION: (E) beam (gravity) CODE REFERENCES Q Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending ........................................................................................................................................................................................................................................................................................................._..................................................................... Vertical Leg Down D(0.160)S(0.20) i c� OO.,.., .,�e4 s W 16x26 �' i Span=32.0 ft i I I i !. ..........................._ .........._........... _._..__. ...._......._. ............... ........ ......... ....._..... ..... _ ..... ......._ .......... _.._.._. ... ...... ......_.. ............... _..... .._i Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D=0,160, S=0.20 k/ft, Tributary Width= 1.0 ft DESIGN SUMMARY '' • Maximum Bending Stress Ratio = 0.622: 1 Maximum Shear Stress Ratio- 0.109 Section used for this span W16x26 Section used for this span W16x26 Ma:Applied 49.408 k-ft Va:Applied 6.176 k Mn/Omega:Allowable 79.401 k-ft Vn/Omega:Allowable 56.520 k Load Combination +D+S Load Combination +D+S Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.542 in Ratio= 707 >=360 Span: 1 :S Only Max Upward Transient Deflection 0 in Ratio= 0 <360 n/a Max Downward Total Deflection 1.048 in Ratio= 366 >=240. Span: 1 :+D+S Max Upward Total Deflection 0 in Ratio= 0 <240.0 n/a ................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................._........: Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Katios Summary ot MomentValues Summary ot 5hearV-aTu_es_ Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn.L= 32.00 ft 1 0.300 0.053 23.81 23.81 132.60 79.40 1.00 1.00 2.98 84.78 56.52 +D+L Dsgn. L= 32.00 ft 1 0.300 0.053 23.81 23.81 132.60 79.40 1.00 1.00 2.98 84.78 56.52 +D+S Dsgn.L= 32.00 ft 1 0.622 0.109 49.41 49.41 132.60 79.40 1.00 1.00 6.18 84.78 56.52 +D+0.750L Dsgn.L= 32.00 ft 1 0.300 0.053 23.81 23.81 132.60 79.40 1.00 1.00 2.98 84.78 56.52 +D+0.750L+0.750S Dsgn.L= 32.00 ft 1 0.542 0.095 43.01 43.01 132.60 79.40 1.00 1.00 5.38 84.78 56.52 +0.60D Dsgn.L= 32.00 ft 1 0.180 0.032 14.28 14.28 132.60 79.40 1.00 1.00 1.79 84.78 56.52 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 1.0481 16.091 0.0000 0.000 Vertical Reactions Support notation:Far left is# Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 6.176 6.176 Max Upward from Load Combinations 6.176 6.176 Max Upward from Load Cases 3.200 3.200