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Ce OVER 2OFT=.8 <br /> <br />..... WIDTH OF BUILDING ~7 FT <br /> LENGTH OF BUILDING ~FT <br /> EAVE HEIGHT /~,~FT <br /> ' SLOPE OF ROOF ;¢~'/12 <br /> DESIGN WIND PRESSURE~ Q~*Ce~Co*I <br /> Z=l.O Qs=IFPSF Ce=.7 Co=AS PER UBC <br /> <br /> QS Ce Co DWP420 DWP>20 <br /> WZNDWARD WALL 17 .7 .8 9.52 20,88 <br /> LEEWARD WALL. 17 .7 .5 5,95 8~80 <br /> ROOF LEEWARD 17 ,7 .7 8.33 9.52 OUTWARD <br /> ROOF WINDWARD 17 .7 .3 3.57 4,08 INWARD <br /> ROOF VER7I%'~¢ SNOW/2 +ROOF DL-ROOF HOR. <br />· H,¢~'.. ~fl,¢~/¢ 1.2.5 + 3.0 ~ 3~3 = 12.24 <br /> <br /> J S ABOVE ARE FOR i2 FT BAY FACTOR FOR <br />~,S~ ._.,.~ J ~o~ _.~,~% LARGER OR SMALLER BAY <br /> <br />STEP 1.APPLY WIND LOAD AND &/2 SNOW LOAD AND DEAD LOADS TO <br />'['HE BUILDING FRAME ANALOG AND RLACE A VERTICAL ROLLER AT EAVE <br />LINE TO DETERMINE LATERAL RESTRaiNING FORCE OF THE POST <br />FRAME.(ROLLER REACTION) <br />STEP 2.DETERMINE FRAME STIFFNESS (K} BY APPLYING P OF A <br />iO00L. BSHOR, POINT FORCE AT THE EAVE LINE N~TH NO RESTRAINTS <br />ON FRAME. <br />STEP 3.SELECT THE DIAPHRAGM RESISTANCE FORCE MODIFiER(md) AND <br />THE ROOF CLADDING SHEAR FORCE MOFZFIER FROM TABLES i AND 2 <br />THE TESTED ROOF SHEAR FOR A 12 FT STEEL ROOF PANEL ZS 87.92 <br />LBS FOR 28 GAUGE METAL FOR A %2 CT SECTIO~ THE MAX.SHEAR <br />WOU~D BE i300LBS~ .NOW DETERMINE K2 FROM LUTTRELL'S FORMULA <br /> <br />C:E~T/[2(i4. V)g/p+K2/(b'*t')~23 <br /> <br /> C=29,000,000~ .O16S <br /> <br /> 2,( ~+ .3 )~ ,2+K2/( 244, ,0~65)^2 <br /> <br /> C=2543 <br /> <br /> <br />