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�t <br /> project: Britingham page <br /> rig. Dan Pa rent <br /> ngin / <br /> Location:FLB4 v Perco Engineering, PC <br /> Uniformly Loaded Floor Beam ' ` 9920-271st St NW <br /> of <br /> [2015 International Building Code(AISC 14th Ed ASD)] ... Stanwood,Wa 98292 <br /> A36 C5x6.7 x 14.67 FT <br /> Section Adequate By:89.9% StruCalc Version 10.0.1.6 5/22/2018 8:57:44 AM -- <br /> Controlling Factor: Deflection <br /> DEFLECTIONS Center LOADING DIAGRAM <br /> Live Load 0.26 IN L/684 <br /> Dead Load 0.13 in <br /> Total Load 0.39--IN L/456 <br /> Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 <br /> REACTIONS A B <br /> Dead Load 197 lb 197 lbLive Load 393 lb 393 lb - Q ), l f'�"GSA �• 1 <br /> Total Load 590 lb 590 lb W _ ( a. vi ti <br /> Bearing Length 0.75 in 0.75 in / Civa <br /> BEAM DATA Center <br /> Span Length 14.67 ft <br /> Unbraced Length-Top 0 ft - -- 14.67 ft _ <br /> STEEL PROPERTIES <br /> C5x6.7-A36 <br /> Properties: FLOOR LOADING <br /> Side 1 Side 2 <br /> Yield Stress: Fy= 36 ksi <br /> Floor Live Load FLL= 40 psf 40 psf <br /> Floor <br /> Modulus of Elasticity: E= 29000 ksi <br /> Depth: d= 5 in Dead Load FDL= 15 psf 15 psf <br /> Web Thickness: d = 0.19 in Floor Tributary Width FTW= 0.7 ft 0.7 ft <br /> tFlange Width: bf= 1.75 in Wall Load WALL= 0 plf <br /> Flange Thickness: tf= 0.32 in <br /> Distance to Web Toe of Fillet: k= 0.75 in BEAM LOADING <br /> Moment of Inertia About X-X Axis: lx= 7.48 in4 Beam Total Live Load: wL= 54 plf <br /> Section Modulus About X-X Axis: Sx= 2.99 in3 Beam Total Dead Load: wD= 20 plf - <br /> Plastic Section Modulus About X-X Axis: Zx= 3.55 in3 Beam Self Weight: BSW= <br /> Design Properties per AISC 14th Edition Steel Manual: Total Maximum Load: wT =''`80 plf <br /> Flange Buckling Ratio: FBR= 2.73 <br /> Allowable Flange Buckling Ratio: AFBR= 10.79 <br /> Web Buckling Ratio: WBR= 18.42 <br /> Allowable Web Buckling Ratio: AWBR= 106.72 <br /> Controlling Unbraced Length: Lb= 0 ft , <br /> Limiting Unbraced Length- .-rce. '(, t t <br /> for lateral-torsional buckling: Lp= 2.04 ft Q a G CI <br /> Nominal Flexural Strength w/safety factor: Mn= 6377 ft-lb <br /> Controlling Equation: F2-1 •--� �. Z„'7 °Web height to thickness ratio: h/tw= 18.42 (,,....k-0t 0✓'t 'd <br /> Limiting height to thickness ratio for eqn.G2-2:h/tw-limit= 63.58 i <br /> Cv Factor: Cv= 1 C <br /> Controlling Equation: G2-3 2—i e t 3 ✓ <br /> Nominal Shear Strength w/safety factor: Vn= 12287 lb j n <br /> 19 C4 <br /> Controlling Moment: 2163 ft-lb <br /> 7.335 ft from left support - <br /> Created by combining all dead and live loads. ^b! 5 r c( vr cl <br /> Controlling Shear: 590 lb }/J l <br /> At support. • <br /> Created by combining all dead and live loads. Z r p - - <br /> Comparisons with required sections: Req'd Provided . <br /> Moment of Inertia(deflection): 3.94 in4 7.48 in4 I. F lv D t'0C\. `� G C <br /> Moment: 2163 ft-lb 6377 ft-lb ZS. ,, !A <br /> Shear: 590 lb 12287 lb ,tzt 0- 414;, , <br /> NOTES q .0., e l Gel ri <br /> ,i ,d., I{,e', f, .... 5......•,•2,-,,„:1,...'i( 4„„...-' -- <br /> 1 416/..4sA ,IV:A.' ' - 40,/ <br /> I I(2"' <br /> QNAL`0, s,.. <br />