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. <br /> • Title: Job# <br /> Dsgnr: Date:11:51AM, 17 MAR 23 <br /> ' Description: I <br /> Scope: <br /> Rev:580000 kecw P <br /> User:M age 1 0805835,Ver5.8.0, Concrete Rectangular&Tee Beam Design ,, age g <br /> _(c)1983-2003 ENERCALC Engineering Software <br /> Description Slab DL=(9/12*150+21 psf misc)*(12+5)/2=1135p1f; LL=100*8.5'=850pif <br /> New door width = 3'-0". Tributary width to door=8.5' <br /> Leneral Information Code Ref:ACI 318 U <br /> Span 3.00 ft fc 4,000 psi <br /> Depth 14.000 in Fy 60,000 psi <br /> Width 8.000 in Concrete Wt. 145.0 pcf <br /> Flange @ Both Sides <br /> Seismic Zone 0 <br /> Flange Thickness 9.000 in <br /> Web Spacing 8.000 ft End Fixity Fixed-Fixed <br /> Tee beam weight calc'd using Depth*Width Live Load acts with Short Term <br /> Reinforcing <br /> Reber @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... <br /> Count Size 'd'from Top Count Size 'd'from Top Count Size 'd'from Top <br /> #1 3 5 12.00in #1 2 5 3.00 in #1 2 5 3.00 in <br /> Load Factoring 1 <br /> Uniform Loads <br /> Dead Load Live Load Short Term Start End <br /> #1 1.200 k 0.850 k k 0.000 ft 3.000 ft <br /> 1 Summary I Beam Design OK <br /> Span=3.00ft,Width=8.00in Depth=14.00in'T Beam with Flange=9.00in thick @ Both Sides,Web spec=8.00ft <br /> Maximum Moment:Mu -246 k-ft Maximum Deflection -0.0001 in <br /> Allowable Moment:Mn*phi -28.74 k=ft <br /> Maximum Shear:Vu 1.93 k Max Reaction @ Left 3.24 k <br /> Allowable Shear:Vn*phi 23.20 k Max Reaction©Right 3.24 k <br /> Shear Stirrups... <br /> Stirrup Area @ Section 0.440 in2 <br /> Region 0.000 0.500 1.000 1.500 2.000 2.500 3.000 ft <br /> Max.Spacing Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd in <br /> Max Vu 1.930 1.930 1.930 1.891 1.891 1.891 1.891 k <br /> _Bending&Shear Force Summary ` <br /> Bending... Mn*Phl Mu,Eq.C-1 Mu,Eq.C-2 Mu,Eq.C-3 fI <br /> @ Center 46.40 k-ft 1.23 k-ft 0.92 k-ft 0.44 k-ft <br /> @ Left End 28.74 k ft 2.46 k ft -1.85 k-ft -0.89 k-ft <br /> Right End -28.74 k-ft -2.46 k-ft -1.85 k-ft -0.89 k-ft <br /> Shear,.. Vn*Phi Vu,Eq.C-1 Vu,Eq.C-: Vu,Eq.C <br /> @ Left End 23.20 k 1.93 k 1.45 k 0.69 k <br /> @ Right End 23.20 k 1.89 k 1.42 k 0.68 k <br /> Deflection III <br /> Deflections... . Upward . Downward . <br /> DL+[Bm Wtj 0.0000 in at 0.0000 ft 0.0000 in at 1.5000ft <br /> DL+LL+[Bm Wt] 0.0000 in at 0.0000 ft -0.0001 in at 1.5000ft <br /> DL+LL+ST+[Bm Wt] 0.0000 in at 0.0000 ft -0.0001 In at 1.5000ft <br /> Reactions... 0 Left 0 Right <br /> DL+[Bm Wtj] 1.969 k 1.969 k <br /> DL+LL+[Bm Wt] 3.244 k 3.244 k <br /> DL+LL+ST+[Bm Wt] 3.244k 3.244k <br /> II <br /> { <br /> 4 l <br /> \. I 1 <br />