Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
36-036 engineers letter 2
Roof Rafierl 2006 International Buildins Code (05 NDS) I Ver: 7,01.14 Bv: Teresa Wong Nevhart P.E. , TNT Consulting on: 074A-2012: 9:44:37 PM Proiect 12x16 Cabana - Location: Roof Rafter-Northampton MA Summary: 1.5 lN x 3.5 lN x6.0 FT (5.7 + 0.3) @ 24 O.C./#2 - Spruce-Pine-Fir- Dry Use Section Adequate By:4.Oo/o Controlling Factor; Section Modrllus / Depth Required 3.43 In lnterior SDan Deflections: Dead Load: Live Load: Total Load: Eave Deflections (Positive Deflections used for design): Dead Load: Live Load: Total Load: Rafter End Loads and Reactions: Upper Live Load: Upper Dead Load: UpperTotal Load: Lower Live Load:' Lower Dead Load: Lower Total Load: Upper Equiv. Tributary Width: Lower Equiv. Tributary Width: Rafter Data: Interior Span: Eave Span: Rafter Spacing: Rafter Pitch: Roof sheathing applied to top of joists-Top of rafters fully braced. Live Load Deflect. Criteria: Total Load Deflect. Criteria: Rafter Loads: Roof Live Load: :Roof Dead Load: Roof Duration Factor: Slope Adiusted Spans And Loads: Interior Span: Eave Span: Rafter Live Load: Rafter Dead Load: Rafter Total Load: Properties F or: #2- Spruce-Pine-Fir Bendinq Stress: Shear Stress: DLD-lnterior= LLD-lnterior= TLD-lnterior= DLD-Eave= LLD-Eave= TLD-Eave= LOADS: 99 PLF 32 PLF 131 PLF 111 PLF 35 PLF 147 PLF UTWeq- LTWeq= l= L-Eave= SPacing= RP= UU IN lN = U281 lN = U213 0.00 rN0.00 lN = 2U123980.0O lN = 2U8854830 RXNS: 198 LB 63 LB262L8222L8 71 LB 293 LB,3,16 FT3.55 FT 5.67 FT0.33 FT24.0 tN O.C.6.0 :12 240 180 0.09 0.27 0.36 Modulus of ElasticitY: cawitrY. Adiusted Modulus of Elasticity: Live Cactze-Vtos J LL= DL= Cd= E-Min= Fc-perp= Fb'= Fv'= M= = 1.3p irr+ 35.0 PSF1O.O PSF 1.00 6.34 0.37 56 18 74 875 135 1400000 510000 425 1509 135 371 216 FT FT PLF PLF PLF PSI PSI PSI PSI PSI PSI PSI Stress Perpendicular to Grain: Adjusted Properties Fb'Oension): Adjustment Factors: Cd=1.00 CF=1.50 Cr=1.1 5 Fv': Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 3.17 Fl from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controllinq Shear: At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Comparisons With Required Sections; Section Modulus (Moment): Sreq= $= Areq=[= lreq= l= -1- {. [;4* teq = 39'- =vg+ aL ..u35 tt+1 u.3+ tz" Area (Shear): Moment of lnertia (Deflection): Adlust l"t wte'ql"cir-ts e+ e-\asfici\ ': A al\0,...,at re = *- - fu3.1--j|. i , u,t 2.95 3.06 2.40 5.25 4.58 5.36 FT-LB LB tN3 tN3 rN2fN2 lt fN4 -> 5.3D,n1 tN4 3E4 (r',zno,caa5 ,+z)" oell /;./ t z- Eb=a-- .Fv== l>'LDti)CclC p<>, E= "213Cln '