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. � <br /> . Case C F1= h G Cfc1 sZ= 0 Ib a lied s 2= 5.50 feet from end of sign <br /> , q PP / <br /> I Case C,F2=qh G Cfc2 s2= 0 Ib applied 3s/2= 16.50 feet from end of sign <br /> I <br /> ' Case C,F3=qh G Cfc3 sZ= 0 Ib applied 5s/2= 27.50 feet from end of sign <br />' '� Case C, F4=qh G Cfc4 sZ= 0 Ib applied 7s/2= 38.50 feet from end of sign <br /> { Total force,EF�= 0 Ib <br /> ' �I i <br /> j Lateral load, Flat=say qh G Cf Alat= 306.47 Ib(assumes Cf=1.00) �I <br /> _ 'i <br /> __- ----- ---- - -- --- — <br /> �To lie shown on construction documents: � <br /> ' '� ULTIMATE DESIGN WIND SPEED,Vult(3-SECOND GUST): 135 mph ; <br /> � � NOMINAL DESIGN WIND SPEED,Vasd: 105 mph ; <br /> ? RISK CATEGORY: II ; <br /> � EXPOSURE CATEGORY: B ; <br /> ' DESIGN WIND PRESSURE: 16.9 psf � � <br /> �---- - — - -._- ----- --- -- - --- ---- - -- --- ------- --- - - -- -- - <br /> For One Support Pole: <br /> Height of EMC,h= 2.42 feet <br /> Width of EMC, B= 9.25 feet <br /> Face Area of EMC= 22.35 feet <br /> Design Wind Pressure 16.94 psf <br /> Fwind= 379 Ib <br /> AS �D 7-10; Figure 29.4-1; Case B <br /> FW;,,a applied 0.26= 1.85 feet from center of sign <br /> Torsion=FWind��•Z)B= 701 ft-Ib <br /> FW;,,d applied 0.05h= 0.12 feet above center <br /> Bending moment� MX=F,Nind�0.55�h= 503 ft-Ib <br /> VX= FWind= 379 Ib <br /> Thickness of 2 EMC cabinets,t= 2.00 ft <br /> height of EMC's 2.42 ft <br /> Lateral area,Alat= 4.83 sq ft <br /> 17 psf <br /> Vy= 81.9 Ib <br /> My=Vy(0.55h)= 108.8 ft-Ib <br /> For load combination 1.0 DL+0.6 Wind <br /> Vx= 227 Ib <br /> Mx= 302 ft-Ib <br /> Torsion 420 ft-Ib <br /> My= 65 ft-Ib <br /> Vy= 49 Ib <br /> Resultant V=(VxZ+Vyz)1�z= 233 Ib <br /> Resultant M=(Mxz+Myz)l�z= 309 ft-Ib <br /> 2 of 6 9/12/16 <br /> I II <br />