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\Wood Beam <br />LIC#: KW-06017286 , Bu ild :20 .23 .08 .30 <br />DESCRIPTION: CJ-1@ 24 " OC <br />CODE REFERENCES <br />Calculations per NOS 2018 , IBC 2021 , ASCE 7 -16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Analysis Method : Allowable Stress Design <br />Load Combination : ASCE 7-16 <br />Wood Species <br />Wood Grade <br />Douglas Fir-Larch <br />No.2 <br />Project Title : <br />Engineer : <br />Project 10 : <br />Project Oeser : <br />VP HOME <br />Fb + <br />Fb- <br />Fe -Prll <br />Fe -Perp <br />Fv <br />Ft <br />900.0 psi <br />900.0psi <br />1,350 .0psi <br />625 .0psi <br />180.0 psi <br />575 .0 psi <br />Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br />2x6 <br />Span = 13 .0 ft <br />Project File : SA Monica .ec6 \ <br />(c) ENERCALC INC 1983 -2023 <br />E : Modulus of Elasticity <br />Ebend-xx 1 ,600 .0ksi <br />Eminbend -xx 580 .0ksi <br />Density 31 .210pcf <br />Repetitive Member Stress Increase <br />Applied Loads Service loa ds entered . Load Fact ors wi ll be applied f or calculati ons . <br />Beam self weight calculated and added to loading <br />Uniform Load : D = 0 .010 , Lr = 0 .010 ksf, Tributary Width= 2 .0 ft , (Ceiling Loads) <br />Design OK Q~$.!G!V_$.VM.Ml1B.r _ ·················-··--···-·--··-----__________________ ······································------···········-----_________ _ <br />!Maximum Bending Stress Ratio <br />Section used for this span <br />fb : Actual <br />F'b <br />Load Combination <br />= <br />= <br />= <br />0 .833 1 <br />2x6 <br />1 ,400 .76psi <br />1 ,681 .88psi <br />+D+Lr <br />6 .500ft <br />Span# 1 <br />Maximum Shear Stress Ratio <br />Section used for this span <br />fv : Actual <br />F'v <br />Load Combination <br />= 0.205 : 1 <br />2x6 <br />= 46 .14psi <br />= 225 .00 psi <br />+D+Lr 1 <br />Location of maximum on span <br />Span# where maximum occurs <br />Maximum Deflection <br />Max Downward Trans ient Deflection <br />Max Upward Trans ient Deflection <br />Max Downward Total Deflect ion <br />Max Upward Total Deflection <br />!.. .....•.. _ ....... ································-··································-·········-..... . <br />= <br />= <br />0 .389 in Ratio= <br />0 in Ratio= <br />0.812 in Ratio = <br />0 in Ratio= <br />Location of maximum on span <br />Span # where maximum occurs <br />401 >=360 <br />0<360 <br />192 >=180 <br />0 <180 <br />Span : 1 : Lr Only <br />n/a <br />Span : 1 : +D+Lr <br />n/a <br />Maximum Forces & Stresses for Load Combinations <br />Load Comb ination Max Stress Ratios Moment Values <br />Segment Length Span# M V CD CM Ct CLx CE Cfu C i C r M fb <br />DOnly <br />Length = 13 .0 ft 0 .603 0 .149 0 .90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .46 730.4 <br />+D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 <br />Length = 13 .0 ft 1 0 .833 0 .205 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .88 1,400.8 <br />+D+0 .750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 <br />Length = 13 .0 ft 0 .733 0.181 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.78 1,233 .2 <br />+0 .60D 1.00 1.00 1.00 1.300 1.00 1.00 1.15 <br />Length = 13 .0 ft 0 .204 0 .050 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .28 438 .2 <br />= 12.573ft <br />Span# 1 I <br />I . ... ) <br />Sfiear Values <br />F'b v fv F'v <br />0 .0 0.00 0.0 0.0 <br />1,211 .0 0 .13 24 .1 162.0 <br />0.0 0.00 0.0 0.0 <br />1,681 .9 0 .25 46 .1 225 .0 <br />0.0 0.00 0.0 0.0 <br />1,681.9 0.22 40 .6 225 .0 <br />0.0 0.00 0.0 0.0 <br />2,152.8 0.08 14.4 288 .0 <br />2217 W Monica Ln, <br />#23/19/2025