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CLIENT <br />CITY <br /> <br />POST FRAME BUILDING ANALYSIS USING DIAPHRAGM THEORY <br /> <br />SNOW (PSF): 60 <br />WIND (MPH): S0 EXPOSURE :B <br />qs=0.00256*(MPH)EXP2= 16.384 <br />w=qs*Ce*Cq <br /> <br /> WIDTH,Ft ~ <br /> LENGTH,Ft: <br /> EAVE HEIGHT,Ft: <br />SLOPE (X/12), X: <br /> <br /> qs Ce Cq <br />WINDWARD WALL = 16.384 0.7 0.8 <br />LEEWARD WALL = 16.384 0.7 0.5 <br />ROOF HORIZONTAL = 16.384 0.7 0.7 <br />ROOF VERTICAL = SNOW/2 +ROOF D.L.-ROOF HORIZ <br /> = 30.00 3.00 8.03 <br /> <br />DATE : ] <br /> <br /> 3 <br /> <br /> 9. <br /> 5.734 <br /> 8.028 <br /> <br />24.97 <br /> <br />SIDEWALL FRAME SPACING (Ft.): <br /> <br />8.00 <br /> <br />DESIGN FRAME USING "A MODIFIED APPROACH TO POST-FRAME DESIGN USING <br />DIAPHGRAM THEORY" ASAE (VOL.29, No.5,pp.1364-1372, 1986) BY <br />K.G. GEBREMEDHiN, et al. <br /> <br />STEP#l : APPLY WIND (PLUS i/2 SNOW IF APPLICABLE) AND A DEAD LOADS TO <br />THE BUILDING FRAME ANALOG AND PLACE A VERTICAL ROLLER AT THE EAVE LINE <br />TO DETERMINE THE LATERAL RESTRAINING FORCE OF THE POST-TRUSS FRAME <br />(ROLLER REACTION), R= 563.88 lbs. <br /> <br />STEP~2 : DETERMINE THE STIFFNESS OF THE FRAME (k) BY APPLYING P, a <br />1000# HORIZONTAL POINT FORCE AT THE EAVE WITH THE RESTRAINING VERTICAL <br />ROLLER AND ALL DESIGN LOADS REMOVED. THE FRAME HORIZONTAL DEFLECTION <br />AT THE EAVE (inches)= 2.100 THE FRAME STIFFNESS, k, IS THE <br />FORCE REQUIRED TO PRODUCED A UNIT DEFLECTION AT THE EAVE. <br />k = P/DEFLECTION = 476.19 <br /> <br />STEP#3 : SELECT THE DIAPHGRAM RESISTANCE FORCE MODIFIER (mD) AND THE <br />ROOF CLADDING SHEAR FORCE MODIFIER (mS) FROM TABLES i AND 2. <br />FOR A MORE DETAILED EXPLANATION SEE GEBREMEDHIN PGS. 1364 & 1368. <br />THE CALCULATED V (SHEAR) OF THE ROOF STEEL WITH SUPPORTS AT <br />87.92 (SEE PG. 4) <br />SHEAR, lbs.= 87.92 PURLINS SPACING : 24.00 INCHES <br />V= 87.92*24/SPACING = 87.92 plf. <br />FOR A 12 Ft. LONG PANEL, V'12= 1,055.04 <br /> <br /> <br />