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<br />- <br /> <br />BOTAS ENGINEERING, INC. <br /> <br />Job Sunny Isles Restaurant <br /> <br />Consulting Engineers <br /> <br />- <br />Sheet No. of <br /> <br />Patricia M. Botas - Florida license # 41829 <br />7875 NW 12th Street, Suite 120 - Miami, FL 33126 <br /> <br />Calculated by DBC Date 5/2010 <br />Checked by PMB Date 5/2010 <br /> <br />3.9. Concrete Border Beam BB-2 - Flexural AnalysIs <br /> <br />- Materials and 5ectlon Data <br /> <br />Cross Section : <br /> <br />Width of Beam: b:= 12m <br /> <br />Concrete * Masonry: <br />Strength: fc := 5500pSl <br /> <br />Relnforclnq Steel : <br />Yield Strength: fy:= GOKsI <br /> <br />Depth of Beam: dt:= 3Gln <br /> <br />Welqht of <br />concrete : <br /> <br />wc := I 50pcf <br /> <br />Clear rebar <br />cover : <br /> <br />cov := 3m <br /> <br />Masonry <br />self-welqht: <br /> <br />Wwall := G8psf <br /> <br />- Beam span * Tributary lenqth : <br /> <br />Beam span: Lbeam:= 25ft + Om Tributary Length at roof: Ltnb I := Gft + 10m <br /> <br />Slab: <br /> <br />lslab := 25ft + Om <br /> <br />Ltrlb2 := Gft + Gm <br /> <br />- Beam Loads : <br /> <br />Beam's Dead loads <br /> <br />Beam self-weight: <br /> <br />Wbeam.5W := WC. dt. b <br /> <br />Wbeam.5W = 450 plf <br /> <br /> <br />Wbeam .wall = 590 plf <br /> <br /> <br />wrbeam.5W = 100 plf <br /> <br />Wall Dead Load on beam: <br /> <br />Wbeam.Wall := Wwall' 8.G7ft <br /> <br />RB self-weight: <br /> <br />Wrbeam.5W. <br /> <br />Roof Dead Load on beam: <br /> <br />Wbeam.DL I := Ltnb I RoofDL <br /> <br />Wbeam.DL I = 171 plf <br /> <br />Slab Dead Load on beam: <br /> <br />Wbeam.DL2 := Ltrlb2 SlabDL + Ltnb2SIabSDL <br /> <br />Wbeam.DL2 = 813 plf <br /> <br />WDL := wbeam.5W + wbeam.Wall + wbeam.DL I + wbeam.DL2 + Wrbeam.5W <br /> <br />WDL = 2 I 23 plf <br /> <br />Beam's live loads <br /> <br />Live Load on beam: <br /> <br />Wbeam.LL := Ltrlb I RoofLL + Ltnb2 FloorLL <br /> <br />Wbeam.LL = 78G.7 plf <br /> <br />WLL := Wbeam.LL <br /> <br />WLL = 78G.7 plf <br /> <br />Bendln'3 Moments and Shear <br /> <br />Span moment DL : <br /> <br />MspanDL:= 11-' WDLLbeam 2 <br />M -I L 2 <br />spanLL:= 1 I wLL beam <br /> <br />MspanDL = 121 Kip ft <br />MspanLL = 45 Kip ft <br /> <br />~,_-~i' ,-":~'"jr-/:"l;:??l':('~ 'iIJ'<:. >f-,.,~~l>;,: ><lJV'~~"'_';;, "_~, <br />MspanuP#. 21 6.3,,1)*'.'1 ft~ <br />,;;.' 5:,.--;;:(:/ ~t",:i "M'~-:_: ',-....":4.;':'" !:.:~ <br /> <br />Span moment LL : <br /> <br />Span Ultimate Moment: <br /> <br />Mspanu := 1.2' MSpanDL + I.G' MspanLL <br /> <br />56 <br />