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Project Title : <br />Engineer : <br />Project ID : <br />Project Oeser : <br />I wood Beam <br />LIC#: KW-06017286 , Build :20 .23 .08 .30 <br />DESCRIPTION: RR-1@ 16" OC <br />CODE REFERENCES <br />Calculations per NDS 2018 , IBC 2021, ASCE 7-16 <br />Load Combination Set : IBC 2021 <br />Material Properties <br />Analysis Method : Allowable Stress Design <br />Load Combination · IBC 2021 <br />VP HOME <br />Fb + <br />Fb­ <br />Fe-Prll <br />Wood Species <br />Wood Grade <br />Douglas Fir-Larch Fe-Perp <br />~.2 ~ <br />Beam Bracing <br />Ft <br />Beam is Fully Braced against lateral-torsional buckling <br />0(0 .019995~ Lr(0 .02666) <br />2x6 <br />Span= 9 .750 ft <br />900.0psi <br />900.0 psi <br />1,350 .0 psi <br />625 .0 psi <br />180.0 ps i <br />575 .0psi <br />Project File: SA Golden West.ec6 I <br />(c) ENERCALC INC 1983-2023 <br />E : Modulus of Elasticity <br />Ebend-xx 1 ,600 .0 ksi <br />Eminbend-xx 580 .0ksi <br />Density 31 .210pcf <br />Repetitive Member Stress Increase <br />Applied Loads Service loads entered . Load Factors will be applied for calculations . <br />Beam self weight calculated and added to loading <br />Uniform Load : D = 0 .0150, Lr = 0.020 ksf, Tributary Width= 1 .333 ft , (Roof Loads) <br />Q~S!§.f'!. __ $l)MM_~RY -------------------------·--------..... -.......................... ------·-·-····--····-··--.. -------------·-Desi n OK <br />i Maximum Bending Stress Ratio = 0.543 1 Maximum Shear Stress Ratio = 0.174 : 1 <br />Sect ion used for this span 2x6 Section used for this span 2x6 <br />fb : Actual = 913.41 psi fv : Actual = 39 .18 psi <br />F'b = 1 ,681 .88psi F'v = 225.00 psi <br />Load Combination +D+Lr Load Combination +D+Lr <br />Location of maximum on span = 4 .875ft Location of maximum on span = 9 .323 ft <br />Span # where maximum occurs = Span# 1 Span #where maximum occurs = Span# 1 <br />Maximum Deflection <br />Max Downward Transient Deflection 0.164 in Ratio= 714 >=360 Span : 1 : Lr Only <br />Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br />Max Downward Total Deflection 0.298 in Ratio= 392 >=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 lli'lax Sfress Raflos lli'lomenf Values Sliear Values <br />Segment Length Span# M v CD CM Ct CLx CE Cfu ci cr M fb F'b v fv F'v <br />DOnly 0.0 0 .00 0 .0 0 .0 <br />Length= 9 .750 ft 0.339 0 .109 0 .90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .26 410 .7 1,211 .0 0.10 17.6 162.0 <br />+D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .0 0 .00 0 .0 0 .0 <br />Length= 9.750 ft 0 .543 0 .174 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .58 913 .4 1,681 .9 0 .22 39 .2 225 .0 <br />+D+0 .750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0 .00 0 .0 0.0 <br />Length = 9. 750ft 0 .468 0.150 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .50 787 .7 1,681 .9 0 .1 9 33.8 225 .0 <br />+0 .60D 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .0 0 .00 0.0 0 .0 <br />Length= 9 .750 ft 0 .114 0.037 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .16 246.4 2 ,152.8 0 .06 10.6 288 .0 <br />2325 W Mark St - <br />1011185516/17/2024