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DIESCR~IPTION: RR-2@ 16" OC <br />CODE REFERENCES <br />Project Title: <br />Engineer: <br />Project 10: <br />Project Oeser: <br />----------·····---------------------------------------------- <br />Calculations per NOS 2018, IBC 2021, ASCE 7-16 <br />Lo<Jd Combination Set: ASCE 7-16 <br />i\l~§lt~_!~<l !_ ~~{)Pf!'~rt~-~~---_____ _ <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 />Fb + <br />Fb- <br />Fe-Prll <br />Fe-Perp <br />Fv <br />Ft <br />900.0 psi <br />900.0 psi <br />1 ,350.0psi <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 />Bearn is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <br />Span= 5.0 ft <br />folfi'j:)'!!_G_'-!_~:~~icJ~.-____ ______________ Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight calculated and added to loading <br />Uniform Load : 0 = 0.0150, Lr = 0.020 ksf, Tributary Width = 1.333 ft, (Roof Loads) <br />[)t; s;q N $' £JMNJABY <br />Maxirnurn Bending Stress Ratio <br />Section used for this span <br />fb: Actual <br />F'b <br />l_oad Combination <br />l_ocation of maximum on span <br />Span #where maximum occurs <br />Maxirnurn Deflection <br />Max Downward Transient Deflection <br />Max Upward Transient Deflection <br />i\llax Downward Total Deflection <br />Max Upward Total Deflection <br />= <br />= <br />= <br />0.302 1 <br />2x4 <br />585.22psi <br />1 ,940.63psi <br />+D+Lr <br />2.500ft <br />Span# 1 <br />0.044 in Ratio= <br />0 in Ratio= <br />0.079 in Ratio= <br />0 in Ratio= <br />Maximum Shear Stress 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 />1364>=360 Span: 1 : Lr Only <br />0<360 n/a <br />761>=180 Span: 1 : +D+Lr <br />0<180 n/a <br />!\ih:mimw1l1 fo1rces & Stresses for load Combinations <br />Li:iadr~(),1,Tiii1-alion --------rvraxstresSRa 1os lllloment 'Values -------- <br />Segment Length Span# M v CD CM ---··-----~---···-· -----------···---·-------· Ct CLx CF Cfu ci C r M fb <br />D Only <br />Lengtr1 '" 5.0 ft 0.185 0.083 0.90 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.07 258.8 <br />+D+Lr 1.00 1.00 1.00 1.500 1.00 1.00 1.15 <br />Length = 5.0 ft 0.302 0.135 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.15 585.2 <br />+D+0.?50Lr 1.00 1.00 1.00 1.500 1.00 1.00 1.15 <br />Length '" 5.0 ft 0.260 0.116 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.13 503.6 <br />!-0.60D 1.00 1.00 1.00 1.500 1.00 1.00 1.15 <br />Length 0-' 5.0 ft 0.063 0.028 1.60 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.04 155.3 <br />= <br />::: <br />::: <br />= <br />= <br />F'b <br />0.0 <br />1,397.3 <br />0.0 <br />1,940.6 <br />0.0 <br />1,940.6 <br />0.0 <br />2,484.0 <br />0.135: 1 <br />2x4 <br />30.40 psi <br />225.00 psi <br />+D+Lr <br />0.000 ft <br />Span# 1 <br />i <br />.. I <br />Snear 'Values _______ <br />v fv F'v <br />0.00 0.0 0.0 <br />0.05 13.4 162.0 <br />0.00 0.0 0.0 <br />0.11 30.4 225.0 <br />0.00 0.0 0.0 <br />0.09 26.2 225.0 <br />0.00 0.0 0.0 <br />0.03 8.1 288.0