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1uvuyiaaru-,_a1...,, ITI 1uvuy,a5ru -I-a,ui ITI <br /> Lumber Grade (No.2 141 Timber Grade (WCLIB-No.2 14 <br /> • Lumber Members Timber Members <br /> Repetitive - (4)2 x 10 - - - <br /> MemberUse? (2)2 x 14 3 x 14. 6 x 12 - - <br /> (No 1T1 (3)2x12 4x12 - - - <br /> Glued Laminated Members 2.0E Parallam PSL <br /> Glulam Grade 124E-v4(DF/DF) 141 1-3/4"x 14" 5-1/4"x 9-114" <br /> 2.11/16"x 11-1/4" 7"x 9-1/4" <br /> 2.5"x 12" 5.125"x 10.5" 3-112"x 11-114" <br /> 3"x12 6.75"x9" <br /> 3.125"x 12" 8.75"x 9" Truss-Joist MacMillan I-Joists <br /> 5"x 10.5" Web - - <br /> Stiffeners? - - <br /> Truss-Joist MacMillan 1.9E LVL-Joists I No T 16"TJI 1 Pro 350 16"TJI 230 <br /> 1-3/4" x 14" (3)1-3/4" x 9-114" 11-7/8"TJI/Pro 550 14"TJI 360 <br /> (2)13/4" x 11-1/4" 11-7/8"TJI 560 <br /> Truss-Joist MacMillan 1.3E LSL-Joists Truss-Joist MacMillan 1.5E LSL-Joists <br /> - 1-3/4" x 14" (3)1-3/4" x 11-1/4" <br /> (2)1314" x 11-1/4" <br /> . Structural Steel Tubes Structural Steel W-Shapes(I-Beams) <br /> - HSS8x2x1/4 HSS8x2x3/8 <br /> HSS10x3x1/8 HSS7x3x1/4 HSS6x3x3/8 HSS6x3x112 ' Steel Type? <br /> HSS8x4x1/8 HSS6x4x1/4 HSS6x4x3/8 HSS5x4x1/2 IA36-Fy=36 ksi(Default) 14 <br /> - HSS6x5x1/4 HSS5x5x3/8 HSS5x5x1/2 <br /> - HSS6x6x1/4 - HSS6x6x1/2 Web - W14x22 - <br /> Welded End - HSS7x7x3/8 HSS7x7x1/2 Stiffeners? W5x16 W16x26 - <br /> Plate Caps? - - - (Yes ITI W6x12 W18x35 - <br /> (Yes ITI - - W8x10 - - <br /> - - - W10x12 - - <br /> (Assuming Steel Is Type A500,Gr.B - W12x14 - <br /> or Better-Fy=46 ksi,min.) - - <br /> Final Member: ITJM I-Joist 1+ Final Member Results <br /> T Bending Overdesign:122.2% <br /> Beam Library: I Choose From Min.Sizes That Cal Final Member: 11-7/8" TJI / Pro Shear Overdesign:47.9% <br /> Final Size: 111-7/8"TJI/Pro 550 (TI 550, TJM I-Joist Deflection Overdesign:0.3% <br /> Min.Bearing Lengths:= 1.76 in.(Left) := 3.50 in.(Right) Bearing/Buckling Overdsgn: 54.9% <br /> Vert Diff(approx): 0.00 ft True Len(approx): Final member okay by: 0.3% <br /> Actual Member Size:3.50"x 11.88" 23.00 ft Bracing/Blocking Req'd For Stability Controlling criteria is: Deflection <br /> Reactions Final Member Additional Information Location Live Case <br /> Maximums S,-Left R7-Right Max.Positive Moment:3,455 ft-lb 9.87 ft Main Span <br /> Live Load: 559 lb 1,428 lb Max.Negative Moment:-2,460 ft-lb 21.00 ft On Cant. <br /> Dead Load: 143 lb 738 lb Max Design Shear:1,301 lb........................................................21.00ft..._.._..................._OnCant. <br /> _......._ <br /> Total Load: 701 lb 2,166 lb Main Span Ma*.Downward Deflection 0.393"/0.449" 10.50'!10.29' Main/Main <br /> Live Case Causing Max Main Span Both (Live/Total) <br /> Main Span Max.Upward,Deflection 0.123'7 0.110" 12.18'/13.44' Cant/Cant <br /> Minimums Rs-Left R2-Right (Live/Total) <br /> Live Load: -61 lb 559 lb Cant.Down.Deft.(Live/Tot):0.066"/0.080" 23.00'/23.00' Cant./Cant. <br /> 0.6 or 1.0 Dead: 67 Ib 436 lb Cant.l ,.Deft(Live/Tot):0_120"/0.11T' _ .23.00'l 23-00' Main/Main..__ <br /> Net Reaction -23 lb 959 lb Req'd El,Not Incl.Self Wt.:5.914E+08 Actual El: 5.930E+08 <br /> Live Case Causing Min On Cant. Main Span Approx.Self Weight:4.70 plf Approx.Tot Wt.: 108 lb <br /> ***Design LEFT Connection For Uplift*** Min.Calc'd Bearing Lengths: = 1.75 in(Left) = 3.50 in(Right) <br /> ConstructionCalc-Pro#C1 D21 A.xls <br />