12-1372-051Title : Job # c}!
PMM Consulting Engineers
Dsgnr: Date: 11:55AM; :1 DEC 11
Description
Scope
Rev: Sa0000 Page 1
Ver5.8.0,,-pec-zoo3 Concrete Rectangular &Tee Beam Design
User: KW -0605358,
(c)1983-2003 ENEOLC Engineering Software
Description Milano (revised) B-2
Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 ,.
General InfOrmatlOn
EMI -W.
Span 9.00 ft
fc 3,000 psi
Depth 12.000 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...
'd'
Count Size 'd' from Top
Count Size 'd' from Top Count Size from Top
#1 2 6 2.00 in #1
2 6 2.00 in #1 2 6 2.00 in
#2 2 6 10.00 in
#2 2 6 10.00 in #2
2 6 10.00 in
Load Factoring
Note: Load factoring supports 2D03 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
a
Dead Load Live Load
Short Term Start End
#1 0.140 k 0.165 k
k 0.000 ft 9.000 ft
Summary
Beam Design OK
Span = 9.00ft, Width= 8.00in Depth = 12.00ln
Maximum Moment: Mu 6.19 k -ft
Maximum Deflection -0.0165 in
Allowable Moment : Mn'phi 34.73 k ft
Maximum Shear: Vu 2.25 k
Max Reaction @ Left 1.81 k
1.81 k
Allowable Shear: Vn*phi 21.05 k
Max Reaction @ Right
Shear Stirrups...
Stirrup Area @Section 0.440 int
0.000 1.500
3.000 4.500 6.000 7.500 9.000 ft
Region
Max. Spacing Not Req'd Not Req'd
Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd in
0.903 1.828 2.225 k
Max Vu 2.247 1.850
0.925 0.903
Bending & Shear Force Summary
Bending:.. Mn*Phi
Mu, Eq, C-1 Mu, Eq. C-2 Mu, Eq. C-3
4.65 k -ft 2.16 k -ft
@ Center 34.73 k -ft
34.73 k -ft
6.19 k -ft
0.00 k -ft 0.00 k -ft 0.00 k -ft
@ Left End
@ Right End 34.73 k -ft
0.00 k -ft 0.00 k -ft 0.00 k -ft
Shear... Vn*Phi
Vu, Eq. C-' Vu, Eq. C-: Vu, Eq. C-;
1.68 k 0.78 k
@ Left End 21.05 k
2.25 k
2.22 k 1.67 k 0.77 k
@ Right End 21.05 k
Deflection
Deflections... Upward Downward
0.0000 in at 0.0000 ft -0.0097 in at 4.5000ft
DL + [Bm Wt]
DL + LL + [Bm Wt] O.00DO in
-0.0165 in at 4.5000ft
at O.000O�ft -0.0165 in at. 4.5000ft
DL + LL + ST + [Bm Wt] 0.0000 in
at 0.0000 ft
Reactions... (d)Left
(a7 Right
DL + [Bm Wt]] 1.065 k
1.065 k
1.807 k
DL + LL + [Bm Wtj 1.807 k
DL + LL + ST + [Bm Wt] 1.807 k
1.807 k