12-1372-055'ra ers
P6JIiVI Consulting s Enke e
Title : Job # El
Dsgnr: Date:, 7:37PM, 20 MAR 111 -
7168 SW 47 St, B-4
Description
Miami, Florida 33155
Scope
ERev:Sa0000yf� Page 1
ser.KW-0605358, Ver 5.8.0,1 -Dec -2003 ®�C��C� �GC�31G1g�E0c�6�G: �� Beaiin ®ErSi��)1983-2003
ENERCALC Engineering Software
Description Model C1 - Beam B3
General Information
Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA5000
'
3,000
Span 10.5t) ft
fc psi
Depth 24.000 in
Fy 60,000 psi
Width 8.000 in
Concrete Wt. 145.0 pcf .
Seismic Zone 0
End Fixity Pinned -Pinned
Beam Weight Added Internally
Live Load acts with Short Term
forcing
-�
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 2 6 2.00 in #1
2 6 2.00 in #1 2 6 2.00 in
#2 2 6 21.00 in #2
2 6 21.00 in #2 2 6 21.00 in
=Load
. w:'.: +' '4 zn.'uLu':4 x... ,k 't.'"'YJiLaY..?.'43L""' i.. "tNN1'u .ttit:w't GA.hiWJit.'✓.11..--YX�:a'-.'+F-.A L. L'.an'..: e'.L.i 4n ... ...LL...-i:].nik'.. ,.a.4 rti2 �"'4IW Y.,.+: -1l, I-..a.'it'. „f..-JF'l;,_
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 ACI 318-02 C.2
Uniform. Loads
:ivl�uo,'.si:[Z:1,
Dead Load Live Load
Short Term Start End.
#1 1.200 k 0.720 k
k 0.000 ft 9.000 ft
SuMmary
Beate Design OK
Span = 10.50ft, Width= 8.00in Depth = 24.00in
Maximum Moment: Mu 42.13 k -ft
Maximum Deflection -0.0220 in
Allowable Moment: Mn*phi 78.29 k -ft
Maximum Shear: Vu 11.38 k
Max Reaction @ Left 10.89.k
Allowable Shear: Vn*phi 60.52 k
Max Reaction @ Right 8.42 k
Shear Stirrups...
Stirrup Area @ Section 0.440 in2
Region 0.000 1.750
3.500 5.250 7.000 8.750 10.500 ft
Max. Spacing 10.500 10.500
Not Req'd Not Req'd Not Req'd 10.500 10.500 in
Max Vu 10.889 10.889
5.289 5.289 5.778 11.378 11.3781____j
Bending & Shear Force Summary
-'.i ' .t;, .. '::W:rL'W..,:.flG..:w.•y.y. ,,.'.. u1a....u:.4';J`"!'ww i,. :,: �� .-,..ai_"_u W. c_v..: ..ul'f:il!''i'.L.:.t,...L.l.vll.':1'.1L. ' '... :. iru::lL.:i ..F. ..G 1:r. M1.l.tu.u..�..,..r... L':1.i
,fSL._.... _:ay.. :L... Vi'..s'J«.r
Bend ,,ing... Mn*Phi
.
Mu, Eq. C-1 Mu, Eq. C-2 Mu, Eq. C-3
@ Center 78.29 k -ft
42.13 k -ft 31.60 k -ft 16.68 k -ft
@ Left End 78.29 k -ft
0.00 k -ft 0.00 k -ft 0.00 k -ft
@ Right End 78.29 k -ft
0.00 k -ft 0.00 k -ft 0.00 k -ft
Shear... Vn*Phi
Vu, Eq. C-' Vu, Eq. C -S Vu, Eq. C4
@ Left End 60.52 k
10.89 k 8.17 k 4.31 k
@ Right End 60.52 k
11.38 k 8.53 k 4.49 k
Deflection
•L'u1r:4 L.W.e'
- f..-,Mp.-.._.:.11.:::.w..`. 5..:...:��i.�_L.u�..t. w11::.:itL:.L 1 ._�L....�.,_:.LJi�
Deflections... - Upward Downward
DL + [Bm Wt] 0.0000 in
at 0.0000 ft -0.0127 in at 5.2080ft
DL + LL + [Bm Wt] 0.0000 in
at 0.0000 ft -0.0220 in at 5.2080ft
DL + LL + ST + [Bm Wt] 0.0000 in
at 0.0000 ft -0.0220 in at 5.2080ft
Reactions... (a Left
Ca_ Right
DL + [Bm Wt]] 7.186 k
5.644 k
DL + LL + [Bm Wt] 10.889 k
8.421 k
DL + LL + ST + [Bm Wt] 10.889 k
8.421 k