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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: CJ-1@ 16" OC <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 Comb in ation 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 />~.2 ~ <br />Beam Bracing <br />v <br />~ <br />Ft <br />Beam is Fully Braced against lateral-torsional buckling <br />v D(O 01333) Lr(0 .01333) v <br />2x8 <br />Span= 19.250 n <br />900 .0 psi <br />900 .0 psi <br />1,350.0 psi <br />625 .0 psi <br />180.0 psi <br />575 .0 psi <br />Project File: SA GoldJn Weslec6 j <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 In crease <br />v <br />~ <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 />l?~SLG.N_SQMMA8.'f_ _________________________ ... _ .. _ .. _______ ...... _._ .. ______________ ......................... _. ________ .................. _. ___ _ Design OK <br />!Maximum Bending Stress Ratio = 0.791: 1 Maximum Shear Stress Ratio = 0.161 : 1 <br />Section used for this span 2x8 Section used for this span 2x8 <br />fb : Actual = 1 ,227.41 psi fv : Actual = 36.27 psi <br />F'b = 1 ,552 .50psi F'v = 225.00 psi <br />Load Combination +D+Lr Load Combination +D+Lr <br />Location of maximum on span = 9.625ft Location of maximum on span = O.OOOft <br />Span# where maximum occurs = Span# 1 Span #where maximum occurs = Span# 1 <br />Maximum Deflection <br />Max Downward Transient Deflection 0 .544 in Ratio= 425>=360 Span : 1 : Lr Only <br />Max Upward Transient Deflection 0 in Ratio= 0<360 nla <br />Max Downward Total Deflection 1.183 in Ratio= 195 >=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 Raf1os llllomenf Values Sfiear 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 = 19 .250 ft 0.594 0.121 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.73 663 .6 1,117.8 0.14 19.6 162.0 <br />+D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.0 0.00 0.0 0.0 <br />Length = 19.250 ft 0.791 0.161 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.15 1.34 1,227.4 1,552 .5 0.26 36 .3 225 .0 <br />+D+0 .750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.0 0.00 0.0 0.0 <br />Length = 19.250 ft 0.700 0.143 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.15 1.19 1,086.4 1,552.5 0.23 32 .1 225 .0 <br />+0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.0 0.00 0.0 0.0 <br />Length = 19 .250 ft 0.200 0.041 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.44 398 .1 1,987 .2 0.09 11 .8 288.0 <br />2325 W Mark St - <br />1011185516/17/2024