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DESCRiPTION: HIP-1 -Hip Beam <br />CODE REFERENCES <br />. ·····-------~-------------- <br />Calculations per NOS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set: ASCE 7-16 <br />!V~~texn<Jll_~w€?PE!.~~~~----·-----·-_ <br />Analysis Method . Allowable Stress Design <br />Load Combination ASCE 7-16 <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 />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 />Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br />Span ; 12.250 ft <br />E : Modulus of Elasticity <br />Ebend-xx 1 ,600.0 ksi <br />Eminbend-xx 580.0ksi <br />Density 31.210pcf <br />.-l\:p_fll!i_e_f.i!:_o~~_:;>___________ Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight calculated and added to loading <br />DI'5SfGN SUMMA BY. <br />Maximum Bending Stress Ratio = 0.861: 1 Maximum Shear Stress Ratio = 0.296: 1 <br />Section used for tl1is span 4x8 Section used for this span 4x8 <br />fb: Actual = 1 ,258.69psi fv: Actual = 66.61 psi <br />F'b = 1 ,462.50psi F'v = 225.00 psi <br />Load Combination +D+Lr Load Combination +D+Lr <br />Location of maximum on span = 6.885ft Location of maximum on span = 11.669 ft <br />Span #where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 <br />Maximum Deflection <br />Max Downward Transient Deflection 0.268 in Ratio= 549>=360 Span: 1 : Lr Only <br />Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br />Max Downward Total Deflection 0.484 in Ratio= 303>=180 Span: 1 : +D+Lr <br />Max Upward Total Deflection 0 in Ratio= 0<180 n/a <br />i'tllaJ:imum Forces & Stresses for load Combinations -T.oai:l ·co,:YIG!natlol-i ________ l\lfax::>lress-Rafios l\llomen{ 'Values Shear 'Values ------- <br />Segment Length Span # rv1 v CD CM Ct CLx c Cfu ci C r M fb F'b v fv F'v <br />---· ----···--·-··------···-··-···------·-----~- <br />D Only 0.0 0.00 0.0 0.0 <br />Length = 12.250 ft 0.534 0.183 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.44 562.2 1,053.0 0.50 29.6 162.0 <br />+D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br />Length = 12.250 ft 0.861 0.296 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 3.22 1,258.7 1,462.5 1.13 66.6 225.0 <br />+D+0.750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br />Length = 12.250 ft 0.742 0.255 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 2.77 1,084.6 1,462.5 0.97 57.4 225.0 <br />+0.600 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br />Lengtll = 12.250 ft 0.180 0.062 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.86 337.3 1,872.0 0.30 17.7 288.0 <br />Ovewafi Maximum Deflections <br />-··--···· . --~---.. ·----------------~----- <br />Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span <br />-~rJ~I_I: ··· ···----------------r------o.4842 6.349 0.0000 0.000 <br />jv