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Project Title: POE Central Marina Fuel Dock <br /> Engineer: NAP <br /> Project ID: 2100176 <br /> Project Descr: <br /> Wood Beam Project File: POE Building Design Calcs.ec6 <br /> LIC#:KW-06014851,Build:20.23.2.14 KPFF CONSULTING ENGINEERS (c)ENERCALC INC 1983-2022 <br /> DESCRIPTION: Attendant Bldg Overhang Beam <br /> CODE REFERENCES <br /> Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 <br /> Load Combination Set: IBC 2021 <br /> Material Properties <br /> Analysis Method : Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity <br /> Load Combination IBC 2021 Fb- 850.0 psi Ebend-xx 1,300.0ksi <br /> Fc-Prll 1,300.0 psi Eminbend-xx 470.Oksi <br /> Wood Species Hem-Fir Fc-Perp 405.0 psi <br /> Wood Grade No.2 Fv 150.0 psi <br /> Ft 525.0 psi Density 26.840 pcf <br /> Beam Bracing Completely Unbraced <br /> D(0.238)Lr(0.14) <br /> 3-2x6 <br /> Span=5.0 ft <br /> Applied Loads Service loads entered. Load Factors will be applied for calculations. <br /> Beam self weight NOT internally calculated and added <br /> Uniform Load : D=0.2380, Lr= 0.140 , Tributary Width = 1.0 ft, (Roof) <br /> DESIGN SUMMARY • <br /> Maximum Bending Stress Ratio = 0.4541 Maximum Shear Stress Ratio = 0.250 : 1 <br /> Section used for this span 3-2x6 Section used for this span 3-2x6 <br /> fb:Actual = 624.79psi fv:Actual = 46.82 psi <br /> F'b = 1,375.62psi F'v = 187.50 psi <br /> Load Combination +D+Lr Load Combination +D+Lr <br /> Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.024 in Ratio= 2457> 360 Span: 1 : Lr Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.066 in Ratio= 910> 180 Span: 1 : +D+Lr <br /> Max Upward Total Deflection 0 in Ratio= 0<180 n/a <br /> Maximum Forces & Stresses for Load Combinations <br /> Load Combination Max tress a os Moment Values Shear Values <br /> Segment Length Span# M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v <br /> D Only 0.0 0.00 0.0 0.0 <br /> Length=5.0 ft 1 0.397 0.218 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.74 393.4 991.6 0.49 29.5 135.0 <br /> +D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=5.0 ft 1 0.454 0.250 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.18 624.8 1,375.6 0.77 46.8 187.5 <br /> +D+0.750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=5.0 ft 1 0.412 0.227 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.07 566.9 1,375.6 0.70 42.5 187.5 <br /> +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=5.0 ft 1 0.134 0.074 1.60 1.00 1.00 0.99 1.300 1.00 1.00 1.00 0.45 236.0 1,758.6 0.29 17.7 240.0 <br />