12-1372-047PMM Consulting Engineers
Title : Job # kms"
Dsgnr: Date: 7:18PM 20 MAR 11
7168 SW 47 St, B-4
Description
Miami, Florida 33155
Scope .
Rev: 580000 p Page 1
KW Ver 5.8.0, 1 -Dec -2003 Concrete Rectangular & Tee Beam Design
User: -0605358,
(c)1983-2003 ENERCALC Engineering Software
Description Model C1 - Beam B1
Code Ref ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000
General Information
Span 19.00 ft
fc 3,000 psi
_
Depth 36.000 in
Fy 60,000 psi
Width 8.000 in
Concrete Wt. 145.0 pcf
Seismic Zone 0
End Fixity Pinned -Pinned
Live Load acts with Short Term
Beam Weight Added internally
Reinforcing
Rebar @Center of Beam... Rebar @Left End of Beam... Rebar @ Right End of Beam...
e
Count Size 'd' from Top
Count Size 'd' from Top Count Size d' from Top
#1 2 7 2.00in #1
2 7 2.00 in #1 2 6 2.00 in
#2 2 7 33.00 in #2
2 7 33.00 in #2 2 6 33.00 in
Load Factorin
• +
�'
',aui i.' iu. .:.u«'- ty a otos rt n7 .da.wn' x -,s, l<ude,� ni]
• .•.s r. 's.,:xm'. Kauuc;.,«. „4a.:.,x•1>.: d�"... oL:. ;u. , •:v<
' �„; oleic. -:ek'L '- L4.41'€ ,r :ta:..,iw,. :.W' ,-3b:;,Y' Wuu -:•• Y ."= .
Note: Load factoring supports 2003 IBC and 2003 NEPA 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 ACI 318-02 C.2
Uni$orm,Loads
'C ,.:va;:'. ::, L.,.a.
--
. LN{:lmc i`uAL,�luiJ iuhJl.eW.<4, 4u i.. -t ,... ray.i:ea,.V.ln-ra' «.....uw, >r...�.ixu :v:s,S: nri.xui.:%•'-te]..•-•J':L.
.Dead Load Live Load
O:a..A..ei:,:,::.'u,.wo,.u1.; :F �...
Short Term Start End
#1 1.060. k 0.550 k
k 0.000 ft 19.000 ft
Concentrated Loads
• • v ::.. <.. ,„ .u•
„:.
Dead Load Live Load Short Term Location
#1 3.618 k
4,249 k k 16,500 ft
l summarBeam
design OK
Span = 19.00ft, Width= 8.00in Depth = 36.00in
Maximum Moment: Mu 143.30 k -ft
Maximum Deflection -0.1449 in
Allowable Moment: Mn*phi 170.34 k -ft
Maximum Shear: Vu 22.17 k
Max Reaction @ Left 19.09 k
_
Allowable Shear: Vn*phi 69.46 k
Max Reaction @ Right 24.88 k
Shear Stirrups...
Stirrup Area @ Section 0.440 int
0.000 3.167
6,333 9,500 12,667 15.833 19,000 ft
Region
Max. Spacing 16.500 16.500
Not Req'd Not Req'd Not Req'd 16.500 16.500 in
16.203 22.174 k
Max Vu 20.725 19.652
10.634 7,186 7.186
v'
Bending & Shear Force .Summary
Bending... Mn*Phl
Mu, Eq. C-1 Mu, Eq. C-2 Mu, Eq. C-3
107.47 k 58.97 k -ft
@ Center 170.34 k -ft
143.30 k -ft -ft
0.00 k -ft 0,00 k -ft 0.00 k -ft
@ Left End 170,34 k -ft
@ Right End 125.80 k -ft
0.00 k -ft 0.00 k -ft 0.00 k -ft
Shear... Vn*Phi
Vu, Eq. C-' Vu, Eq. Cr, Vu, Eq. C-;
@ Left End 69.46 k
20,73 k 15.54 k 8,65 k
22.17 k 10.95 k
@ Right End 69.46 k
12.29 k
Deflection
y.
_ _
_
_�...- _ :�._ ,.,., _✓ �_ -� Downward
-�-Deflections... Upward
DL + [Bm Wt] 0.0000 in
at 0.0000 ft -0.0547 in at 9.5760ft
DL + LL + [Bm Wt] 0.0000 in
at 0.0000 ft -0.1449 in at 9.6520ft
DL + LL + ST + [Bm Wt] 0.0000 in
at 0.0000 ft -0.1449 in at 9.6520ft
Reactions... Left
t
aa) Right
DL + [Bm Wt]] 13.301 k
15.967 k
DL + LL + [Bm Wt] 19.085 k
24.882 k
DL + LL + ST + [Bm Wt] 19.085 k
24.882 k