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DESCRIPTION: CJ-1@ 16" OC <br />CODE REFERENCES <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Oeser: <br />·. ·f:~'~;~~~~rt~,~c~J <br />NERCALC INC 1983-2023 <br />-·--···---······· -----·········-·--·-·-··----·-----·· --------------------------------- <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set: ASCE 7-16 <br />fti~_¥li~!i~i_fn"2P~i!i~~---__________ _ <br />Analysis Method : Allowable Stress Design <br />Load Combination ASCE 7-16 <br />Wood Species <br />Woocl Grade <br />Douglas Fir-Larch <br />No.2 <br />Fb + <br />Fb- <br />Fe-Prll <br />Fe-Perp <br />Fv <br />Ft <br />Elearn Bracing Beam is Fully Braced against lateral-torsional buckling <br />.. ··---····-----·--··--·.,--·---··-·----··--·--·-· <br />r- <br />Span = 16.750 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 />Repetitive Member Stress Increase <br />A~pii~(i_!:::l()~_!!~ --·--------------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 />DE:$1Gif1! $ [JlVIJVIA BY ... <br />l'v1aximum Bending Stress Ratio 0.599: 1 Maximum Shear Stress Ratio 0.139: 1 <br />Section used for this span 2x8 Section used for this span 2x8 <br />fb: Actual 929.30psi fv: Actual = 31.32 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 = 8.375ft Location of maximum on span = 16.200 ft <br />Span #where maximum occurs = Span# 1 Span #where maximum occurs = Span# 1 <br />Maximum Deflection <br />1\ilax Downward Transient Deflection 0.312 in Ratio= 645>=360 Span: 1 : Lr Only <br />1\ilax Upward Transient Deflection 0 in Ratio= 0<360 n/a <br />1\ilax Downward Total Deflection 0.678 in Ratio= 296>=180 Span: 1 : +D+Lr <br />IVIax Upward Total Deflection 0 in Ratio= 0<180 n/a <br />Maximum Forces & Stresses for Load Combinations <br />· Eaac0i,bln:illon ______ l\7lax Stress Ratios lllloment 17alues Snear 17alues <br />Segment Length Span# M v <br />--~--· ----~-------~--- <br />CD CM Ct CLx CE Cfu ci cr M fb F'b v fv F'v <br />D Only 0.0 0.00 0.0 0.0 <br />Length == 16. l50 ft 0.449 0.105 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.55 502.4 1,117.8 0.12 16.9 162.0 <br />HJ+lr 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.0 0.00 0.0 0.0 <br />Len 9th = 16.750 ft 0.599 0.139 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.15 1.02 929.3 1,552.5 0.23 31.3 225.0 <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 />l..r:mgth "' 16.750 ft 0.530 0.123 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.90 822.6 1,552.5 0.20 27.7 225.0 <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 />Len\)tfl = 16.'750 ft 0.152 0.035 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.33 301.4 1,987.2 0.07 10.2 288.0