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CLIENT : MW93-S1 <br />CITY : <br /> <br />POST FRAME BUILDING <br /> <br />DATE : <br /> <br />SNOW (PSF): 25 ... · ~DT~,F~ : 30.0 <br />WIND (MPH): S0 EXPOSURE :B:., ~,NGT~H,i~t: 36.0 <br />qs=0.O0256*(MPH)EXP2= 16.384 ~VE ~E~GHT,~t: 12.0 <br />w=qs*Ce*Cq SLOPE (X/12), X: 3.00 <br /> <br /> qs Ce Cq w(PSF) <br />WINDWARD WALL = 16.384 0.7 0.8 9.175 <br />LEEWARD WALL = 16.384 0.7 0.5 5.?34 <br />ROOF HORIZONTAL = 16.384 0.7 0.? 8.028 <br />ROOF VERTICAL ~ SNOW/2 +ROOF D.L.-ROOF HORI$ <br /> = 12.50 3.00 8.03 ?.47 <br /> <br />APRIL 27, 93 <br /> <br />SIDEWALL FRAME SPACING (Ft.): <br /> <br />12.00 <br /> <br />DESIGN FRAME USING "A MODIFIED APPROACH TO POST-FRAME DESIGN USING <br />DIAPHGRAM THEORY" ASAE (VOL.29, No.$,pp.1364-1372, 1986) BY <br />K.G. GEBREMEDHIN, et al. <br /> <br />STEP#1 : APPLY WIND (PLUS 1/2 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= 903.34 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 RESTRAININ~ VERTICAL <br />ROLLER AND ALL DESIGN LOADS REMOVED. THE FRAME HORIZONTAL DEFLECTION <br />AT THE EAVE (inches)= 4.183 THE FRAME STIFFNESS, k, IS THE <br />FORCE REQUIRED TO PRODUCED A UNIT DEFLECTION AT THE EAVE. <br />k ~ P/DEFLECTION ~ 239.06 <br /> <br />STEP~3 : SELECT THE DIAPHGRAM RESISTANCE FORCE MODIFIER (mD) AND THE <br />ROOF CLADDING SHEAR FORCE MODIFIER (mS) FROM TABLES 1 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 24" O.C.= <br />87.92 (SEE PG. 4) <br />SHEAR, lbs.= 87.92 PURLINS SPACING : 24.00 INCHES <br />V= 87.92*24/SPACING = 87.92 <br />FOR A 12 Ft. LONG PANEL, V*12= 1~055.04 <br /> <br /> <br />