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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-Ceiling Beam-Carry Ceiling Loads Only <br />CODE REFERENCES <br />Calculations per NDS 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 />Beam Bracing <br />Douglas Fir-Larch <br />No .2 <br />Beam is Fully Braced against lateral-torsional buckling <br />Fb + <br />Fb- <br />Fe-Prll <br />Fe-Perp <br />Fv <br />Ft <br />900 .0psi <br />900 .0 psi <br />1,350 .0psi <br />625 .0 psi <br />180.0psi <br />575 .0psi <br />Project F'de: SA Chestnut.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 />............................................................................................................................................................................... ···-····---·-·--··-···-·-········-··--·-·--·----. -----------------··--------·-·-·-·-; <br />I <br />0 (0 .115) Lr(0 .115) <br />4x10 <br />Span = 12 .0 ft <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 .01 0 , Lr = 0 .010 ksf, Tributary Width = 11.50 ft, (Ceiling Loads) <br />DESIGN SUMMARY <br />l Maximum Bending Stress Ratio <br />· Section used for th is span <br />fb : Actual <br />F'b <br />Load Combination <br />Location of maximum on span <br />Span # where maximum occurs <br />Maximum Deflection <br />Max Downward Transient Deflection <br />Max Upward Transient Deflection <br />Max Downward Total Deflection <br />Max Upward Total Deflection <br />= <br />= <br />= <br />= <br />= <br />0 .760 1 <br />4x10 <br />1 ,025 . 73 psi <br />1 ,350 .00psi <br />+D+Lr <br />6 .000ft <br />Span# 1 <br />0 .146 in Ratio= <br />0 in Ratio= <br />0 .301 in Ratio= <br />0 in Ratio= <br />Maximum Sh~ar Stress Ratio <br />Section used for this span <br />fv : Actual <br />F'v <br />Load Combination <br />Location of maximum on span <br />Span # where maximum occurs <br />985>=360 Span : 1 : Lr Only <br />0 <360 nla <br />478 >=175 Span : 1 : +D+Lr <br />0<175 nla <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination l'illax Sfress Raf1os l'illomenf Values <br />Segment Length Span# M v CD CM Ct CLx CE Cfu ci cr M fb <br />DOnly <br />Length= 12.0 ft 1 0 .543 0 .183 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.20 528 .0 <br />+D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 <br />Length= 12 .0 ft 0 .760 0 .257 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 4.27 1,025 .7 <br />+D+0 .750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 <br />Length = 12 .0 ft 0 .668 0.225 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.75 901 .3 <br />+0 .60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 <br />Length = 12 .0 ft 0.183 0 .062 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.32 316.8 <br />= <br />= = <br />= = <br />F'b <br />0 .0 <br />972 .0 <br />0.0 <br />1,350.0 <br />0.0 <br />1,350 .0 <br />0.0 <br />1,728 .0 <br />Design OK <br />0.257 : 1 <br />4x10 <br />57 .71 psi <br />225 .00 psi <br />+D+Lr <br />O.OOOft <br />Span# 1 <br />Sfiear Values <br />v fv F'v <br />0 .00 0 .0 0.0 <br />0.64 29 .7 162.0 <br />0.00 0.0 0.0 <br />1.25 57 .7 225 .0 <br />0 .00 0.0 0.0 <br />1.09 50 .7 225 .0 <br />0.00 0.0 0.0 <br />0.38 17.8 288.0 <br />I { <br />1613 W Chestnut Ave, #2 <br />& #312/12/2024