Laserfiche WebLink
I wood Beam <br />LIC#: KW-06017286 , Bu ild :20 .23 .08 .30 <br />DESCRIPTION: HIP-1 -Hip Beam <br />CODE REFERENCES <br />Calculations per NOS 2018, IBC 2021, ASCE 7 -16 <br />Load Combination Set : IBC 2021 <br />Material Properties <br />Analysis Method : Allowable Stress Design <br />Load Combination . IBC 2021 <br />Wood Species <br />Wood Grade <br />Douglas Fir-Larch <br />No .2 <br />Project Title: <br />Engineer: <br />Project ID : <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 .0 psi <br />1,350.0 psi <br />625.0 psi <br />180.0 psi <br />575 .0 psi <br />Project File: SA C~~es_tnut.ec6 I <br />(c) ENERCALC INC 1983-2023 <br />E : Modulus of Elasticity <br />Ebend-xx 1,600 .0 ksi <br />Eminbend-xx 580 .0ksi <br />Density 31 .210pcf <br />Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br />0(0.01 5.0.1725) Lr(0.02,0.23) <br />0 £ <br />6x10 <br />Span; 16.0 ft <br />Applied Loads Service loads entered . Load Factors wi ll be applied fo r ca lculations. <br />Beam self weight calculated and added to loading <br />Load for Span Number 1 <br />Varying Uniform Load : D= 0 .0150->0.0150, Lr= 0.020->0 .020 ksf, Extent= 0 .0 --» 16.0 ft , Trib Width= 1.0->11.50 ft, (Roof <br />Loads) <br />f?i;_$1Gl!!__$.Y_MMAB.Y._ __ _ Design OK <br />:Maximum Bending Stress Ratio = 0 .966 1 Maximum Shear Stress Ratio = 0.258 : 1 <br />Section used for this span 6x10 Section used for this span 6x10 <br />fb : Actual = 1 ,086.22psi fv: Actual = 58 .08 psi <br />F'b = 1,125 .00psi F'v = 225.00 psi <br />Load Combination +D+Lr Load Combination +D+Lr <br />Location of maximum on span = 8 .993ft Locat ion of maximum on span = 15.241 ft <br />Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 <br />Maximum Deflection <br />Max Downward Transient Deflection 0 .295 in Ratio= 650>=360 Span : 1 : Lr Only <br />Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br />Max Downward Total Deflection 0 .543 in Ratio= 353>=180 Span : 1 : +D+Lr <br />Max Upward Total Deflection 0 in Ratio= 0<180 n/a <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination Max Sfress Raf1os llllomenf 'i7alues Sliear 'i7alues <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= 16.0 ft 0.611 0.162 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.41 495 .1 810 .0 0 .91 26 .2 162 .0 <br />+D+Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0 .0 0 .0 <br />Length= 16.0 ft 0.966 0 .258 1.25 1.00 1.00 1.00 1.000 1.00 1..00 1.00 7 .49 1,086 .2 1,125.0 2 .02 58 .1 225 .0 <br />+D+0 .750Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0 .0 0 .0 <br />Length= 16 .0 ft 0 .834 0 .223 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.CO 6 .47 938 .4 1,125.0 1.75 50.1 225 .0 <br />+0 .60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0 .00 0.0 0.0 <br />Length = 16.0 ft 1 0.206 0 .055 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2 .05 297 .1 1,440 .0 0.55 15.7 288 .0 <br />1;7 <br />1613 W Chestnut Ave, #2 <br />& #312/12/2024