12-1372-058PMM Consulting Engineers Title: Job 'Y
7165 SW 47 St, B 4 Dsgnr: Date: 8:56PM,'�6 JAI��,11 -?)
`g �11/f Description �< �J
Miami, Florida 33155 L'pJ l i
Scope:
Rev: 580000
User: KW -0805358; Ver 5.8.0: 1
(c)1983-2003 ENERCALC Engii
Concrete RectangWar & Tee Beaute Design
Description Beam at double height - wind load
Page 1
General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC; 2003 NFPA 5000 '
-'Y':w. v.�...':i:
Span 20.00 ft fc 3,000 psi
Depth 8.000 in Fy 60,000 psi
Width 24.000 in Concrete Wt. 145.0 pcf
Seismic Zone 0
End Fixity Pinned -Pinned
Beam Weight Added Internally Live Load acts with Short Term
Reinforcing
Rebar @ Center of Beam... Rebar@ Left End of Beam... Rebar @ Right End of Beam...
Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top
#1 5 7 1.50in #1 in #1 in
#2 -5 7 6.00 in #2 in #2 in
Load Factoring
a "i '" ri ' r'JW,:za "Lai %--..'lw:\`a.':L' i'-'J:..tl•: .J:: Ar..:53.wiu'li::kLl�RrZY.� uiJ.i..ltii'.JJ'. u � ...^ LuT .wLA::L' :W. i:(�.J.:.uL;ti(kfA:v I' l.r:f' '�:�J+.Luu4u.�. ='t..f-1v1:.. x.�ll1 l,w.i-I.: ul. J+v.;l'.li:�
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.
Factoring of entered loads to ultimate loads within this program is according to AGI 318-02 C.2,
Uniform Loads ` _.__ . "......
'wva5t; e:1G�Gu ...:aa;:a„I..�W+ r.,r�r»w'":.: :0.Ya'a1 ar ru.s d. �' +'r./✓r: S.,A: i�n.:.V:.,,: - -.5:: :!„_,:I.w; +l..b:.... ..tia.'w.l Q" �J: .AYduua�..». a�..v�i ..il u:1.5:' ,. v1L J„ly: wii,.t�.:.t ."e�u�l
Dead Load Live Load Short Term Start End
#1 k 0.610 k k 0.000 ft 20.000 It
Beam Design ®K
DL + [Bm Wt]
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
Reactions...
DL + [Bm Wt]]
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
0.0000 in at 0.0000 ft
0.0000 in at 0.0000 ft
0.0000 in at 0.0000 ft
(a). Left
1.933 k
8.033 k
8.033 k
uownwara
0.2508 in at 10.0000ft
-1.8545 in at 10.0000ft
-1.8545 in at 10.0000ft
(a) Right
1.933 k
8.033 k
8.033 k
Span = 20.00ft, Width= 24.00in Depth = 8.00in
Maximum Moment: Mu
65.38 k -ft
Maximum Deflection
-1.8545 in
,Allowable Moment: Mn"phi
65.76 k -ft
Maximum Shear: Vu
12.45 k
Max Reaction @ Left
8.03 k
Allowable Shear: Vn*phi
58.29 k
Max Reaction @ Right
8.03 k
Shear Stirrups...
Stirrup Area @ Section 0.440 int
-
Region 0.000
3.333
6.667
10.000 13.333
16.667 20.000 ft
Max. Spacing 3.000
3.000
Not Req'd
Not Req'd Not Req'd
3.000 3.000 in
Max Vu 12.449
8.788
4.394
4.289 4.289
8.683 12.344 k
Bending '& Shear Force Summary
` ' 1' •:' .-Ulur.ti�_uG.._ uJ:.::YSiux..Y�'.aPi 'na ,'.:.vi'.uulu:�.G.L"v:
-
1a.nul.L.t/a...Yliul:X:iLllL.:....... ''J'u::u l.i..LLtA .la:'aJGGYa.Su
Bending... Mn*Phi
Mu, Eq. C-1
Mu, Eq. C-2
Mu, Eq. C-3
@ Center 65.76 k -ft
65.38 k -ft 49.04 k -ft
8.70 k -ft
@ Left End 0.00 k -ft
0.00 k -ft 0.00 k -ft
0.00 k -ft
@ Right End 0.00 -k -ft
0.00 k -ft 0.00 k -ft
0.00 k -ft
Shear... Vn*Phl
Vu, Eq. C-'
Vu, Eq. C-,
Vu; Eq. C-:
@ Left End 58.29 k
12.45 k
9.34 k
1.66 k
@ Right End 58.29 k
12.34 k
9.26 k
1.64 k
Deflection
DL + [Bm Wt]
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
Reactions...
DL + [Bm Wt]]
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
0.0000 in at 0.0000 ft
0.0000 in at 0.0000 ft
0.0000 in at 0.0000 ft
(a). Left
1.933 k
8.033 k
8.033 k
uownwara
0.2508 in at 10.0000ft
-1.8545 in at 10.0000ft
-1.8545 in at 10.0000ft
(a) Right
1.933 k
8.033 k
8.033 k