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DESIGN FRAME USING "A MODIFIED ~PPROCH TO POST-FRAME <br /> <br />DESIGN LOADS: <br />SNO~ 25PSF <br />~LLOM~BLE SOiL PRESSURE 1500PSF <br />~ZND 80~H EXP <br />SZDEM~LL FRAME S~ACZNG /~ FT <br />W~DTH OF BUILDING 30 FT <br />LENGTH OF BUILDING <br />E~VE HEIGHT /~ FT <br />SLOPE OF ROOF 5/~2 <br />DESIGN M~ND PRESSURE= Qs*Ce~Co*Z <br /> <br /> QS Ce Co DWP<20 DWP>20 <br /> WINDWARD WALL 17 .7 .8 9.$2 10.88 <br /> LEEWARD WALL 17 .7 .5 5.95 6.80 <br /> ROOF LEEWARD 17 ,7 ,7 B.33 9.52 OUTWARD <br /> ROOF WINDWARD %7 .7 .3 3.87 4.08 INWARD <br /> <br /> ' . - , = -. · <br /> <br /> $ ABOVE ARE FOR 12 FT BAY FACTOR FOR <br />~,~,,.~,, L;~ ._~,q¢ LARGER OR SMALLER <br /> <br />STEP 1.APPLY WIND LOAD AND 1/2 SNOW LOAD AND DEAD LOADS TO <br />THE BUILDING FRAME ANALOG AND PLACE A VERTICAL ROLLER AT EAVE <br />LINE T~ DETERMINE LATERAL RESTR¢INING FORCE OF ]'HE POST <br />FRAME.(ROLLER REACTION) <br />STEP 2.DETERMINE FRAME STIFFNESS (K) BY APPLYING P OF A <br />iO00LBSHOR. POINT FORCE AT THE EAVE LINE WITH NO RESTRAINTS <br />ON FRAME. <br />STEP 3~SELECT THE DIAPHRAGM RESISTANCE FORCE MODIFIER(~d) AND <br />THE ROOF CLADDING SHEAR FORCE MODIFIER FROM TABLES <br />THE TESTED ROOP' SHEAR FOR A 12 FT STEEL ROOF PANEL <br />LBS FOR 28 GAUGE METAL FOR A 12 FT SECTION THE MAX.SHEAR <br />WOULD BE i300LBS. NOW DETERMINE K2 FROM LUTTRELL'S FORMULA <br />C=E*T/[2( l*V )9/P'*K2/( b '*t <br /> <br />C=29,000,000-.0165 <br /> <br />C=2543 <br /> <br /> <br />