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Project Title: Nautica Soundview <br /> Engineer: REP <br /> Project ID: 0580218 <br /> Project Descr. Rooftop Deck <br /> Wood Beam Project File:Nautica.ec6 <br /> LIC#:KW-06013356,Build:20.22.8.17 J2 Building Consultants (c)ENERCALC INC 1983-20Y <br /> DESCRIPTION: Deck Joist-4'span <br /> CODE REFERENCES <br /> Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 <br /> Load Combination Set:ASCE 7-16 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity <br /> Load Combination ASCE 7-16 Fb- 850.0 psi Ebend-xx 1,300.Oksi <br /> Fc-Pril 1,300.0 psi Eminbend-xx 470.Oksi <br /> Wood Species Hem-Fir Fc-Perp 405.0 psi <br /> Wood Grade No.2 Fv 150.0psi <br /> Ft 525.0psi Density 26.840pcf <br /> Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <br /> D(0.013)1_(0.133) <br /> 2x4 j <br /> Span=4.0 ft �11T <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=0.0130, L=0.1330, Tributary Width= 1.0 ft <br /> DESIGN SUMMARY • • <br /> Maximum Bending Stress Ratio = 0.78(11 Maximum Shear Stress Ratio = 0.479 : 1 <br /> Section used for this span 2x4 Section used for this span 2x4 <br /> fb:Actual = 1,144.16psi fv:Actual = 71.86 psi <br /> Fb:Allowable = 1,466.25psi Fv:Allowable = 150.00 psi <br /> Load Combination +D+L Load Combination +D+L <br /> Location of maximum on span = 2.000ft Location of maximum on span = 3.723ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.111 in Ratio= 433>=360 Span:1 :L Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.121 in Ratio= 395>=240 Span:1 :+D+L <br /> Max Upward Total Deflection 0 in Ratio= 0<240 n/a <br /> Maximum Forces &Stresses for Load Combinations <br /> Load Combination Max tress - - Moment a ues Shear a ues <br /> Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v <br /> D Only 0.00 0.00 0.00 0.00 <br /> Length=4.0 ft 1 0.077 0.047 0.90 1.500 1.00 1.15 1.00 1.00 1.00 0.03 101.88 1319.63 0.02 6.40 135.00 <br /> +D+L 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=4.0 ft 1 0.780 0.479 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.29 1,144.16 1466.25 0.25 71.86 150.00 <br /> +D+0.750L 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=4.0 ft 1 0.482 0.296 1.25 1.500 1.00 1.15 1.00 1.00 1.00 0.23 883.59 1832.81 0.19 55.49 187.50 <br /> +0.60D 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=4.0 ft 1 0.026 0.016 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.02 61.13 2346.00 0.01 3.84 240.00 <br /> Overall Maximum Deflections <br /> Load Combination Span Max."='Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> +D+L 1 0.1214 2.015 0.0000 0.000 <br />