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, Ross Engineering Design Project Title: <br /> Engineer: Project ID: <br /> Project Descr: <br /> • -______ _ - - --- - - <br /> I wOOC� B@a111 File=QlUserslRyanlDesktoplENGWE-1\JobsN40011493L0-11CALCS11493.ec6 � <br /> ENERCALC,WC 1983-2014,Build:6 14.L23,Ver 614 3.31 <br /> �'�.��x3� �..y'�i'� t - - � . <br /> i_�- .r,.4�..�;��c� _ . .. . _. . . _.,.._ . _._ _� ... ., .._. -. _ , -- -- ._.,... . _ . .._ _ - _ � . . . . <br /> Descnption: B9 <br /> CODE REFERENCES <br /> - - __ — _ _ --- _ ---_ _ <br /> Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 <br /> Load Combination Set:ASCE7-10 <br /> Material Properties <br /> — - - - --_ —.__ <br /> Analysis Method: Allowable Stress Design Fb-Tension 2800 psi E:Modulus ofElasticiry <br /> Load Combination ASCE7-10 Fb-Compr 2800 psi Ebend-xx 2000ksi <br /> Fc-Prll 3000 psi Eminbend-�c 2000 ksi <br /> Wood Species : Boise Cascade Fc-Perp 750 psi <br /> Wood Grade :Versa Lam 2800 Fv 285 psi <br /> Ft 2100 psi Density 32.21 pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsion buckling <br /> �����s�sio_i25� <br /> 1 � � 1 1 <br /> i I <br /> 2-1.75x11.25 <br /> Span=11.0 ft <br /> Applied Loatls ,� � ���� .. ��:: � .�.c� � .;,� . ,. . � <br /> _ - _- - - - - <br /> Beam self weight calculated and added to loads <br /> Uniform Load: D=0.0750, S=0.1250, Tributary Width=1.0 ft <br /> DESIGN SUMMARY I �,,�;�a- • • �° �' <br /> Maximum Bending Stress Ratio = 0.183 1 Maximum Shear Stress Ratio = 0.12: : 1 <br /> Section used for this span 2-1.75x11.25 Section used for this span 2-1.75x11.25 <br /> fb:Actual = 513.33psi fv:Actual = 36.41 si <br /> P <br /> FB:Allowable = 2.800.00 psi Fv:Aliowable = 285.00 psi <br /> Load Combination +D+S+H Load Combination +p+S+H <br /> Location of maximum on span = 5.500ft Location of maximum on span = 10.077ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward L+Lr+S Deflection 0.050 in Ratio= ___- <br /> Max Upward L+Lr+S Deflection 0.000 in Ratio= <360 <br /> Max Downward Total Deflection 0.083 in Ratio= <br /> Max Upward Total Deflection 0.000 in Ratio= <180 <br /> Overall Maximum Deflections-Unfactoretl Loatls <br /> Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> - - - - - - -- - - - — — - <br /> D+S 1 0.0833 5.540 0.0000 0.000 <br /> Vertical Reactions-Unfactored Supportnotation:Far leftis#1 Values in KIPS <br /> - -- - - --- - <br /> Load Combination Support 1 Support 2 <br /> ---_ -- - -- <br /> Overall MAXimum 1.148 1.148 <br /> D Only 0.461 0.461 <br /> S Only 0.688 0.688 <br /> D+S 1.148 1.148 <br />