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4/10S w,i., , 2T° "-' X43 /9 5- fib- 1y <br /> ALB RG po(...Q, e/11?-1"--/ <br /> 11 si <br /> ENN' <br /> Purlin Analysis Spreadsheet for Post-Frame Buildings <br /> Project Number. 2003-100 Project Name: NBI Gen.Engineering <br /> Purlin Material: SPF#1/#2(NLGA) Purlin Span Distance 8 ft <br /> Nominal Purlin Size: 2x4 Purlin Spacing(o/c) 24 in <br /> Support Type: Continuous purlins(pin/fix) Design Snow Load 35 psf <br /> Roof Slope(inches per foot): 4 /12 Support Width(Truss): 1.5 inches <br /> Purlin Orientation: Vertical <br /> CONCLUSION:The selection PASSES with a Unity Check of 0.96,which should be 1.00 or less. <br /> Selected Material Properties: Flat Use Factor,Cb, 1.0 <br /> Tabular Bending Value Fb 875 psi Base,b 1.5 in <br /> Tabular Shear Value F, 135 psi Depth,d 3.5 in <br /> Modulus of Elasticity,E 1400000 psi Section Modulus,S,e 3.06 in3 <br /> Size Factor(for Bending),CF 1.5 Moment of Inertia,I. 5.36 in4 <br /> Intermediate calculations reuired to evaluate purlin acceptability: <br /> Uniform Purlin Load,w = 68.9 plf =(Snow Load +0.8)*horizontal spacing+1.0 <br /> Purlin Span,1 = 94.5 inches =(Span Distance-support width) *12 inches/foot <br /> Beam Formulas for Selected Configuration: Results: <br /> Maximum Moment(in•lbs) — (w•1"2)-8 Maximum Moment = 5127 in•lbs <br /> Maximum Deflection(inches) _ (w•1^4)-(185•E•I) Maximum Live Deflection = 0.34 inches <br /> Location of Max.Moment —Fixed End Max.Deflection+Span=L/ 278 <br /> Maximum Shear(lbs) = (50w•1)+8 Maximum Shear(lbs) = 339 _lbs <br /> Check results to NDS/ASD 2001 Criteria: Unity Checks (actual -allowable) <br /> Allowable Moment = 5,316 indbs Check for Bending 0.96 <br /> FbxqxCoxCrxCfuxS. = <br /> Allowable Shear =2/3 F„xCDxA= 543 lbs Check for Shear 0.62 <br /> Allowable Deflection =L/150 = 0.63 inches Check for Deflection 0.54 <br /> Worst Case Unity Check: 0.96 Controlling criteria is Bending =5127 in•lbs <br /> Assumptions "Built-in" to this spreadsheet and applied to all calculations: <br /> 1 Snow Load +Dead Load governs bending and shear values,duration of Load C0 = 1.15 <br /> 2 Live Load deflection limit L/150 is based upon live load(snow) only. <br /> 3 Purlin spacing cannot be greater than 24"o/c. Cr -1.15 <br /> 4 Dead Load based upon 0.8 psf for steel sheeting with fasteners and 1 plf for the purlin itself. <br /> 5 Formulas,Analysis and Properties in accordance with NDS/ASD 2001 by AF&PA,American Wood Council. <br /> 6 Continuous purlin analysis models the last building bay as fix/pin and does not take credit for any overhang on the <br /> endwall. If purlins will not overlap 24" at each splice,or if they are hung between trusses,use the Set-In purlins. <br /> 1 hereby certify that this plan, specification, or report was <br /> Prepared by me or under my direct supervision and that I am a <br /> r-- 1 i <br /> duly Ucensed Professional Engineer under the laws of the State <br /> of Minnesota. Ems. .. <br /> Namer Aaron . Halbera •.E, License* 42076 r,F:31 <br /> Signature: d►oL'L.•.. v.•o41,... Date: LI 25'209 <br />