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page <br /> Project: Dan Parrent <br /> Location: RFT1 Perco Engineering, PC <br /> Roof Rafter 9920-271st St NW of <br /> [2015 International Building Code(2015 NDS)] Stanwood,Wa 98292 <br /> (3)1.5 INx3.5INx9.5FT(8+1.5)@24O.C. <br /> #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/17/2018 9:15:18 AM <br /> Section Adequate By: 120.3% <br /> Controlling Factor: Deflection <br /> CAUTIONS <br /> *Properly connect sheathing to double joists/rafters or fully laminate to transfer diaphragm forces. <br /> DEFLECTIONS Center Right LOADING DIAGRAM <br /> Live Load 0.18 IN L/529 0.02 IN 2L/2060 <br /> Dead Load in 0.00 in2) �h�"fir ` <br /> Total Load 0.23 . IN U420 0.00 IN 2L/Infinitye <br /> Live Load Deflection Criteria:L/240 Total Load Deflection Criteria: L/180 <br /> REACTIONS A B <br /> Live Load 200 lb 282 lb <br /> Dead Load 55 lb 80 lb <br /> Total Load 255 lb 362 lb <br /> Bearing Length 0.09 in 0.13 in <br /> SUPPORT LOADS A B <br /> Live Load 100 plf 141 plf <br /> �i"' ��.�'��XZ '.�..ar ' '3'1k4&i33R&IAt;FAkdP31'R� Nt'' <br /> Dead Load 28 plf 40 plfA- Eft —B= 1.5 ft I <br /> Total Load 128 plf 181 plf <br /> MATERIAL PROPERTIES <br /> #2-Douglas-Fir-Larch <br /> RAFTER DATA Interior <br /> Base Values Adjusted Eave <br /> Span <br /> Bending Stress: Fb= 900 psi Fb'= 1785 psi e Length <br /> Roo <br /> Cd=1.15 CF=1.50 Cr-1.15 Rf PPitchh2 :12 <br /> 8 ft 1.5 ft <br /> Shear Stress: Fv= 180 psi Fv'= 207 psi Roof sheathing applied to top of joists-top of rafters fully braced. <br /> Cd=1.15 Roof Duration Factor 1.15 <br /> Peak Notch Depth 0.00 <br /> Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Base Notch Depth 0.00 <br /> Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi <br /> RAFTER LOADING <br /> Controlling Moment: 506 ft-lb Uniform Roof Loading <br /> 4.005 Ft from left support of span 2(Center Span) Roof Live Load: LL= 25 psf ' <br /> Created by combining all dead loads and live loads on span(s)2 Roof Dead Load: DL= 7 psf /-16r __ <br /> Pc e <br /> Controlling Shear: -247 lb Slope Adjusted Spans And Loads ' ,� "`� ',7" <br /> At a distanced from right support of span 2(Center Span) Interior Span: L-adj- 8.11 ft d <br /> Created <br /> by combining all dead loads and live loads on span(s)2,3 Eave Span: L-Eave-adj= 1.52 ft <br /> Interior Live Load: wL-adj= 49 plf <br /> Comparisons with required sections: Read Provided Eave Live Load: wL-Eave-adj= 49 plf <br /> Section Modulus: 3.4 in3 9.19 in3 Interior Dead Load: wD-adj= 14 plf <br /> Area(Shear): 1.79 in2 15.75 in2 Eave Dead Load: wD-Eave-adj= 14 plf <br /> Moment of Inertia(deflection): 7.3 in4 16.08 in4 Interior Total Load: wT-adj= 62 plf <br /> Moment: 506 ft-lb 1367 ft-lb Eave Total Load: wT-Eave-adj= 62 plf <br /> Shear: -247 lb 2174 lb <br /> NOTES <br /> 1 <br /> (-4.2.-.)7c_ / Z e (( P ix_ tZ f <br /> "-age } — 0 . z- 7 5l ��°c- <br /> /r i <br /> .,,..a?<"4--- ::- Vt,P C...'-i) ,_,...71.t:,-;/VI. ) (ii (;' )/e....E . -- <br /> T -1.- Uv-� <br /> _ . 6 ,_."(fr--)/6,F. .____ 0 , 0.3 7-1,7 P v c._, <br /> v - VD . U 17o 0 , 4- &�,• --� _ ' �1 _ )' — <br />