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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 VP HOME <br />DESCRIPTION: CB -1 -Ce iilng Beam-Carry Ceiling Loads Only <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 />iLevel Truss Joist <br />Parallam PSL 2.0E <br />Fb + <br />Fb- <br />Fe-Prll <br />Fe-Perp <br />Fv <br />Ft <br />Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br />3.5 x11 .25 <br />Span= 19.0 ft <br />2900 psi <br />2900 psi <br />2900 psi <br />750 ps i <br />290 psi <br />2025ps i <br />Project File: SA Monica.ec6 <br />(c) ENERCALC INC 1983-2023 <br />E : Modulus of Elasticity <br />Ebend-xx 2000ks i <br />Eminbend-xx 1016.535ksi <br />Density 45 .07pcf <br />; <br />L---------------------------------------------------------------------------------------------~ <br />Applied Loads Se rvice loads entered . Load Factors will be appl ied fo r cal culatio ns . <br />Beam self weight calculated and added to loading <br />Uniform Load : D = 0.01 0 , Lr = 0 .010 ksf, Tributary Width = 12.0 ft , (Ceiling Loads) <br />DESIGN SUMMARY ~otff-1!.hl•1' <br />I Maximum Bending Stress Ratio = 0 .507. 1 Maximum Shear Stress Ratio <br />l Section used for this span 3.5x11.25 Section used for this span <br />fb : Actual = 1 ,850 .70psi tv : Actual <br />F'b = 3 ,651 .06 psi F'v <br />Load Combinat ion +D+Lr Load Combination <br />Location of maximum on span = 9.500ft Location of maximum on span <br />Span #where maximum occurs = Span# 1 Span #where maximum occurs <br />Maximum Deflection <br />Max Downward Transient Deflection 0.426 in Ratio= 535 >=360 Span : 1 : Lr Only <br />Max Upward Transient Deflection 0 in Ratio= 0 <360 n/a <br />Max Downward Total Deflection 0 .896 in Ratio= 25 4>=180 Span : 1 : +D+Lr <br />Max Upward Total Deflection 0 in Ratio= 0 <180 n/a <br />--------· <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination llllax Sfress Raflos llllomenf IJalues <br />Segment Length Span# M v CD CM Ct CLx CE Cfu ci cr M fb <br />DOnly <br />Length = 19 .0 ft 0.369 0.166 0.90 1.00 1.00 1.00 1.007 1.00 1.00 1.00 5.97 970 .5 <br />+D+Lr 1.00 1.00 1.00 1.007 1.00 1.00 1.00 <br />Length = 19.0 ft 1 0.507 0.228 1.25 1.00 1.00 1.00 1.007 1.00 1.00 1.00 11 .39 1,850 .7 <br />+D+0.750Lr 1.00 1.00 1.00 1.007 1.00 1.00 1.00 <br />Length = 19 .0 ft 0.447 0.201 1.25 1.00 1.00 1.00 1.007 1.00 1.00 1.00 10.03 1,630 .7 <br />+0 .60D 1.00 1.00 1.00 1.007 1.00 1.00 1.00 <br />Length = 19.0 ft 0.125 0.056 1.60 1.00 1.00 1.00 1.007 1.00 1.00 1.00 3.58 582 .3 <br />= <br />= <br />= <br />= <br />= <br />F'b <br />0.0 <br />2,628.8 <br />0.0 <br />3,651 .1 <br />0.0 <br />3,651 .1 <br />0.0 <br />4 ,673 .4 <br />0.228 : 1 <br />3.5x11.25 <br />82 .65 psi <br />362 .50 psi <br />+D+Lr <br />18.099ft <br />Span# 1 <br />J <br />Shear IJalues <br />v tv F'v <br />0.00 0.0 0.0 <br />1.14 43 .3 261 .0 <br />0.00 0.0 0.0 <br />2.17 82 .7 362 .5 <br />0.00 0.0 0.0 <br />1.91 72 .8 362.5 <br />0.00 0.0 0.0 <br />0.68 26 .0 464 .0 <br />2217 W Monica Ln, <br />#23/19/2025