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� � CASE Foren,ics Corp <br />Shannon D. Ramey, PE <br />23109 SSth Ave W. <br />idounUake Tertace. WA 98043 <br />sramey@case4n6.wm <br />425-175S550 <br />Wood Beam <br />T�tle: ( <br />Engineer: ' <br />Projecl Desc.: <br />Job # <br />RiqN IIW�„2 BOlA4 <br />Descnp�ion Carport6eam <br />Material Properties Calculatlons per NDS 2005, IBC 2006, cac zoo�, nsce �-as <br />AnalysisMelhod.AllowableStressDesign Fb-Tension 900psi E:Moduluso�Elasircify <br />load Combination 2C06 IBC & ASCE 7-OS Fb • Compr 900 psi Ebend-�u 1600ksi <br />Fc - Pdl 7350 psi Eminbena � M+ 580ksi <br />Wood Species : Douglas Fir - Larch Fc - Perp 625 psi <br />WoodGrade :No2 Fv 180psi <br />FI 575 psi Dens�ty 32.27 pct <br />Beam Bracing : Beam Is Fully Braced against lateraldorsion buckling <br />D(0 084) L(0245) <br />� r . • . <br />Applied Loads <br />Umform Load �. D= OA840, L= 02450 <br />DESIGN SUMMARY <br />Mazimum Bending Stress Ratio <br />Section usetl tor Ihis span <br />@ : Aclual <br />FB . Allowable <br />Load Combination <br />Location ol mazimum on span <br />Span # where maximum acurs <br />Maximum Deflection <br />Maa Downward L*Lr*S Dellection <br />Max Upward LrLr.S DeOection <br />Waz Dovmward Total Defleclion <br />Maz Upward Total Delleclion <br />6x8 <br />Span = 8.50 ft <br />Tnbu�ary Widlh = 1A ft <br />= 0.76H 1 <br />6a8 <br />= 691.50psi <br />= 900.00psi <br />�D+I.�Fi <br />= 4250fl <br />= Span # 1 <br />Service loads entered. Load Factars wAI be applied fnr ; aicwauons <br />Maximum Shear SVess Ratio <br />Seclion usetl for Ihis span <br />fv �. Actual <br />Fv Allowable <br />Load Combination <br />Locatian of maximum on span <br />Span # where maximum xcurs <br />0 094 in Ratio = 1087 <br />OA00 in Ratio = 0 <4B0 <br />0 126 in Ralio = 610 <br />0.000 in Ratio = 0 <360 <br />= 0.2A3 1 <br />6:8 <br />= 43 73 psi <br />= 180 00 psi <br />�D �L+#i <br />= 7905fl <br />= Span»1 <br />Maximum Forca 3 Stresses for Load Cambinations <br />Lcatl Comh�natan M1�as SGess Ra6os hloment VaWes <br />Segment Length Spzn z �d V � d � F,V C � C m C � C � M11 Po Fb <br />.p.{ •�� 0.00 <br />Length=850ft 1 Oi68 0243 1000 1000 I.000 1000 tA00 1A00 297 fi9150 900.00 <br />Overoll Maaimum Deflections • Unfactored Loads <br />LoadCombination Span �1aa'� DeA <br />p.� 1 0]259 <br />Vertical Reactions • Uniadored <br />Loatl Can6inalqn Suppat 1 Support 2 <br />OveraiR,1A%imum 1 J9B 1 390 <br />D Only 0 357 0 J9 <br />l Only � 041 1 Od I <br />p.� 1 798 1 39B <br />ShearVaWes <br />V fv Fv <br />0 00 0.00 0 00 <br />110 4J77 i80D0 <br />LaaCon in Span Load Canbinatan Maz.'� DeA Locauon in Span <br />4 293 0.0000 0 000 <br />Supportnota0on FarleRis.1 ValueSinKIPS <br />