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NAME : FLORIN EUBANKS DATE : OCT 10, 91 <br />C~TY : AURORA, OR. <br /> <br />POST FRAME BUILDING ANALYSIS USING DIAPHRAGM THEORY <br /> <br />SNOW (PSP): 25 WIDTH,Pt = 24.0 <br />WIND (MPH)= 80 EXPOSURE :B LENGTH,Pt: 24.0 <br />qs=0.00256*(HPH)EXP2= 16.3S4 EAVE HEIGHT,Pt= 10.0 <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.S 9.175 <br />LEEWARD WALL = 16.384 0.7 0.5 5.734 <br />ROOF HORIZONTAL = 16.384 0.7 0.7 8.028 <br />ROOF VERTICAL = SNOW/2 +ROOF D.L.-ROOF HORIZ <br /> = 12.50 3.00 8.03 7.47 <br /> <br />SIDEWALL FRAME SPACING (Ft.): 12.00 <br /> <br />DESIGN PP3~ME USING "A MODIFIED APPROACH TO POST-FRAME DESIGN USING <br />DIAPHGRAM THEORYt' ASAE (VOL.29, No.5,pp.1364-1372, 1986) BY <br />K.G. GEBREMEDHIN, et al. <br /> <br />STEP~i : 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= 737.54 lbs. <br /> <br />STEP#2 : DETERMINE THE STIFFNESS OF THE FRAME (k) BY APPLYING P, a <br />1000~--~6RIZONTAL 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)= 3.417 THE FRAME STIFFNESS, k, IS THE <br />FORCE REQUIRED TO PRODUCED A UNIT DEFLECTION AT THE EAVE. <br />k = P/DEFLECTION = 292.65 <br /> <br />STE~#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 24" C.C.= <br /> <br /> PURLINS SPACING <br /> 87.92 plf. <br />V,12= 1,055.04 <br /> <br />87.92 (SEE PG. 4) <br />SHEAR, lbs.= 87.92 <br />V= 87.92*24/SPACING = <br />FOR A 12 Pr. LONG PANEL, <br /> <br />.... 24.00 INCHES <br /> <br /> <br />