Laserfiche WebLink
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: CJ-1@ 16" 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 />VP HOME <br />Fb + <br />Fb­ <br />Fe-Prll <br />Wood Species <br />Wood Grade <br />Douglas Fir-Larch Fe-Perp <br />Beam Bracing <br />~2 ~ <br />Ft <br />Beam is Fully Braced against lateral-torsional buckling <br />0(0 .01333) Lr(0.01333) <br />900 .0psi <br />900 .0psi <br />1,350 .0 psi <br />625.0 psi <br />180.0psi <br />575 .0psi <br />Project File: SA Evergreen.ec6 I <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 />! <br />* I ~ -~: <br />I S~o • " Oft I <br />L------------·------··-····-·····-·-·-····-··-·····-··----·····-----··--·-·-····--········----····--·--·-·-··-·-··--------------·-------------··-·····-····---···-··-·--··-·-··-·--··------------....................... ..~ <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 = 1 .333 ft , (Ceiling Loads) <br />DESIGN SUMMARY -------·----···---·-· ______ ---·--------·------- <br />' <br />Maximum Bending Stress Ratio = 0.658 1 <br />Section used for this span 2x6 <br />fb : Actual = 1,1 05.95psi <br />F'b = 1 ,681 .88psi <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 />+D+Lr <br />7.000ft <br />Span# 1 <br />0 .348 in Ratio= <br />0 in Ratio= <br />0.743 in Ratio= <br />0 in Ratio= <br />Maximum Shear Stress Ratio <br />Section used for this span <br />tv : Actual <br />F'v <br />Load Combination <br />Location of maximum on span <br />Span # where maximum occurs <br />482 >=360 Span : 1 : Lr Only <br />0<360 n/a <br />226 >=180 Span : 1 : +D+Lr <br />0<180 n/a <br />= <br />= <br />= <br />= = <br />0.152 : 1 <br />2x6 <br />34 .09 psi <br />225 .00 psi <br />+D+Lr <br />13.591 ft <br />Span# 1 <br />------------··-------·---····--···---·-·---··-···--... --·--------·-·-·--·-·····-·--···-·-·-·--·--------·-----··· <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination Max Sfress Rafros llllomenf 'li'alues Sfiear 'li'alues <br />Segment Length Span# M v CD CM Ct Clx CE Cfu Ci cr M fb F'b v tv F'v <br />DOnly 0 .0 0 .00 0 .0 0.0 <br />Length= 14.0 ft 0 .485 0 .112 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .37 587.7 1,211 .0 0 .10 18.1 162.0 <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 = 14.0 ft 0 .658 0 .152 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .70 1,105.9 1,681 .9 0.19 34 .1 225 .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= 14.0 ft 0 .581 0 .134 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .62 976 .4 1,681 .9 0.17 30 .1 225.0 <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= 14.0 ft 1 0.164 0 .038 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .22 352.6 2 ,152.8 0 .06 10.9 288.0 <br />II