Laserfiche WebLink
. Ross,�ngineering Design Project Title: <br /> Engineer: Project ID: <br /> Project Descr: <br /> rWOOC� B@arll File=C:lUserslRyanlDesktoplENGWE-11Jobs1140011493L0-11CALCSN493.ec6 I <br /> � ENERCALC,WC.1983-2014,Build:6.14.1.23.Ver:6.14.3.31 <br /> , B a <br /> ' ,a.:�^"�y?:�� _ �.` �" � <br /> Descnption: 813 <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 /> --- - - - -- <br /> - - -------- --- -_ _-- <br /> Analysis Method: Allowable Stress Design Fb-Tension 3000 psi E:Modulus of Elasticiry <br /> Load Combination}�SCE7-10 Fb-Compr 3000 psi Ebend-�c 2300ksi <br /> Fc-Prll 1800 psi Eminbend-xx 930ksi <br /> Wood Species : King Beam Fc-Perp 650 psi Ebend-yy 1600ksi <br /> Wood Grade GLB-MANUF Fv 300 psi Eminbend-yy 830ksi <br /> Ft 1100psi Density 35pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsion buckling <br /> D(0_971 L(0?_?_)�(Y�4.,1 Ll� �-- <br /> D�0265i-1u_?2j S 0 i7.5i <br /> ♦ ♦ ♦ ♦ <br /> D�O.t55�S�0_1�5i <br /> � ♦ � � ♦ <br /> _ _ _ _ 1 1 <br /> I i <br /> 7.0 X 18.0 <br /> Span=21.0 ft <br /> App�12C�L�i3C�S `�+ I i ,.�C�10 6'lf_�ir� I ?�dj f t�irR�';' I , `!h��i fOf C81CU�8IIOIlS, <br /> — � - - — - - - - - - - —- ———. _—._ .. _-.—_— — <br /> Beam self weight calculated and added to loads <br /> Load for Span Number 1 __________-— <br /> Uniform Load: D=0.1550, S=0.1250 k/ft,Extent=6.0--» 10.0 ft. Tributary Ntidth=1.0 ft <br /> Uniform Load: D=0.2650, L=0.220, S=0.1250 Wft,Extent=6.0--»21.0 ft, Tributary Witlth=1.0 ft <br /> Point Load: D=0.970, L=0.220, S=0.690 k@ 4.0 ft <br /> Point Load: D=5.150, L=3.40, S=5.750 k@ 6 0 ft <br /> DESIGN SUMMARY �: �- • • <br /> Maximum Bending Stress Ratio = 0.826 1 Maximum Shear Stress Ratio = 0.5�E�; : 1 <br /> Section used for this span 7.0 X 18.0 Section used for this span 7.0 X 18.0 <br /> fb:Actual = 2,479.39psi fv:Actual = 162.10 psi <br /> FB:Allowable = 3,00O.00psi Fv:Allowable = 300.00 psi <br /> Loatl Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0 750S+H <br /> Location of maximum on span = 6.055ft Location of maximum on span = 0.000 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward L+Lr+S Deflection 0.501 in Ratio= <br /> Max Upward L+Lr+S Deflection 0.000 in Ratio= <360 <br /> Max Downward Total Deflection 0.856 in Ratio= _ <br /> Max Upward Total Deflection 0.000 in Ratio= <180 <br /> Overall Maximum Deflections-Unfactored Loads <br /> - - —------ -- - -— -- - - - ------- <br /> Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> ------ - ----- - - -- <br /> D�L+S 1 0.8562 9.887 0.0000 0.000 <br /> Vertical Reactions-Unfactored Support notation:Far leftis#1 Values in KIPS <br /> Load Combination Support 1 Support 2 <br /> ---- <br /> - ----- ---- --- <br /> Overall MAXimum 16.019 11.074 <br /> - -- --- ---- <br /> D Only 6.589 4.769 <br /> L Only 3.785 3.135 <br /> S Only 5.645 3.170 <br />