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DESCRIPTION: HIP-2 -Hip Beam <br />CODE REFERENCES <br />Calculations per NOS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set: ASCE 7-16 <br />i\!ua_~~!<~:!_!r_Q:»_~~ies __ <br />Analysis Method : Allowable Stress Design <br />i_oad Combination ASCE 7-16 <br />Wood Species <br />Wood Grade <br />!3eam Bracing <br />Douglas Fir-Larch <br />No.2 <br />Beam is Fully Braced against lateral-torsional buckling <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 />E : Modulus of Elasticity <br />Ebend-xx 1 ,600.0 ksi <br />Eminbend-xx 580.0ksi <br />Density 31.210pcf <br />Span = 6.50 ft <br />/'l.e_P!!_~I:! L~~~s --------- <br />Beam self weight calculated and added to loading <br />l_oad for Span Number 1 <br />Service loads entered. Load Factors will be applied for calculations. <br />Varying Uniform Load : 0= 0.0150->0.0150, Lr= 0.020->0.020 ksf, Extent= 0.0 --» 6.50 ft, Trib Width= 1.0->4.750 ft, (Roof <br />Loads) <br />D£.:$1QN $1..1}1/JVIARY <br />OO•Ooo ••••••••••••••••••••••••••••••••••••••••••••--••••••••••••••••••••••••••••••••••••••••••••••••••••o••••omoo .. •o•o•o•o•000""'""""""'""'''''"'''"''''''"""'"'"""""'''"'''0"0'"""""''H"""' <br />1\ilaxirnum Bending Stress Ratio <br />Section used for this span <br />= 0.260 1 Maximum Shear Stress Ratio <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 />IViax Upward Total Deflection <br />= <br />= <br />= <br />= <br />4x6 <br />380.39psi <br />1 ,462.50psi <br />+D+Lr <br />3.582ft <br />Span# 1 <br />0.030 in Ratio= <br />0 in Ratio= <br />0.055 in Ratio= <br />0 in 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 />2605>=360 <br />0<360 <br />1429>=180 <br />0<180 <br />Span: 1 : Lr Only <br />n/a <br />Span: 1 : +D+Lr <br />n/a <br />M<u>imum Forces & Stresses for Load Combinations Co-aa comiJTiiaHoil _______ rvraxstress Ratios llllomenf 'ilalues ----- <br />Segment Length Span # M v CD CM Ct <br />---~---. -----· ·-···-··--·--·-·------- <br />CLx CE Cfu ci C r M fb <br />D Only <br />Length = 6.50 ft 0.163 0.073 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.25 171.5 <br />+D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 <br />Length = 6.50 ft 0.260 0.117 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.56 380.4 <br />+D+0.750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 <br />Length= 6.50 ft 0.224 0.101 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.48 328.2 <br />+0.600 1.00 1.00 1.00 1.300 1.00 1.00 1.00 <br />Length = 6.50 ft 0.055 0.025 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.15 102.9 <br />= 0.117: 1 <br />4x6 <br />= 26.25 psi <br />= 225.00 psi <br />+D+Lr <br />= 6.049 ft <br />= Span# 1 <br />SFiear 'ilalues <br />F'b v fv F'v <br />0.0 0.00 0.0 0.0 <br />1,053.0 0.15 11.8 162.0 <br />0.0 0.00 0.0 0.0 <br />1,462.5 0.34 26.3 225.0 <br />0.0 0.00 0.0 0.0 <br />1,462.5 0.29 22.6 225.0 <br />0.0 0.00 0.0 0.0 <br />1,872.0 0.09 7.1 288.0 <br />lt.f