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NOW DETERMINE k2 FROM LUTTRELL'S FORMULA Et 29/000,000'0.0165 [2(l+V) g/p+k2/(144"*0.0165)^2] [2'(1+0-3)'1.2+k2/(144'.0165)~2] k2 value = 2,542.78 THE ROOF SLOPE LENGTH FROM CENTER OF THE EAVE GIRT TO CENTER OF RIDGE PURLIN, L= 148.43 INCHES C = .............................. = 1,120.50 [2*(l+.3)*l.2+k2/(L*.0165)~2] Ch=C * (COS A)^2 * 2= 2,109.17 DETERMINE THE RELATIVE STIFFNESS OF FRAME TO ROOF k/Ch = 0.1388 DETERMINE mD AND mS REDUCTION FACTORS FROM TABLES I AND 2 (GEEREMEDHIN PGS. 1366-1367) BASED UPON THIS STRUCTURE HAVING 5 FRAMES INCLUDING THE ENDWALLS. mD= 0.9351 mS= 0.4672 STEP #4: CALCULATE THE RESIATANCE FORCE TO SIDESWAY AND SHEAR FORCE IN THE ROOF CLADDING. RESISTANCE FORCE TO SIDEWAY = mD * ROLLER REACTION (from step#l) 0.93S1 * 737.54 = 689.64 ROOF CLADDING SHEAR FORCE = ms * ROLLER REACTION 0.4672 * 737.54 = 344.62 STEP#5 ~ DISTRIBUTE THE RESISTANCE FORCE TO SIDESWAY EQUALLY AT THE TOP CHORD NODES OPPOSITE THE WIND LOADING ON THE WALLS. NUMBERS OF NODES~ 5 RESISTANCE FORCE/No. of NODES= 137.93 lbs./EACH NODE THE MAXIMUM COMBINED STRESSES INTERACTION VALUE= 0.69 <1.0 THEREFORE USE 6x6 HFIR ~2 is O.K. STEP ~6= CHECK SHEAR IN ROOFING NEAR ENDWALLS. ROOF CLADDING SHEAR FORCE (STEP #4)/BUILDING WIDTH MUST BE LESS OR EQUAL TO THE ADJUSTED SHEAR (V) FROM STEP #3 ADJUSTED FOR LOAD DURATION (1.3333) 344.62 / 24.00 = 14.36 plf. 14.36 < (87.92'1.3333)= 117.22 14.36 < 117.22 CHECK SEEAR TRANSFERRED TO ENDWALL DIAPHGRAM. ROOF CLADDING SHEAR FORCE (STEP ~4)/BUILDING WIDTH LESS DOOR OPENINGS MUST BE LESS OR EQUAL TO usEABLE SHEAR FROM STEP ADJUSTED FOR THE ON CENTER SPACING OF THE ENDWALL GIRTS ADJUSTED FOR LOAD DURATION (1.3333) 24~END -12'DOOR(s)= 12.00 fT. USEABLE