documentb1
TRANSCRIPT
BEAM DESIGN
SLAB SEC. DESIGN
BEAM CAPACITY
SLAB SEC. CAPACITY
BEAM ANALYSIS & DESIGN
BEAM DSN. ACI COEFF.
INPUT DATA
50.0 k-ft
b 9 in
h 24 in 13 in (req)
cover 1.5 in
60 ksi
3 ksi
Side Cover 1.5 ind 22.5 in
FLEXURAL STEELS I N G L Y R E I N F. B E A M
0.00 T 1#3 1#4 1#5 1#6 1#7 1#8 1#9 TOP STEEL
As 0.68 B 7#3 4#4 3#5 2#6 2#7 1#9 BOTTOM STEEL2 1 1 1 1 NA NA <-- No of Layers (B)
0.68 66 k-ft
3.25 266.7 k-ft
SHEAR REINFORCEMENT50 kips Maximum Shear Capacity Vumax =94.3 kips
60 ksiphi*Vc + phi*Vs=18.9 + 41.7 = 60.6 kips 2L#3@8in 2L#4@11in 4L#3@11in 4L#4@11in 6L#3@11in
TORSIONAL REINFORCEMENT
Tu 80.0 k-ft 2.74 k-ftstress (Vu&Tu) 1936.6 psiCapcity 465.6 psi Increase Section DimsTrans Reinf.
0.0879
0.0364
Total Web reinf 0.2121s 1.9 in Hoop Rinf Spacg 2L#4@1in
Al 4.75div parts 2 layers
Al per layer 2.37
Acp 216.0Almin 0.99
4.75
Mu
fy
fc'
As' in2
in2
Asmin in2 Mu(min)
Asmax in2 Mu(max)
Vu
fys
At/s in2/in
Av/s in2/in
in2/in
in2
in2
in2
MAIN
use use use use use
DOUBLY REINF. PROCEDURE
3.25a 8.489158163 in
296.3861599
-240.830604 k-ft
-2.2936248
Bottom Steel 0.95
Top Steel -2.294
2L #3 0.2202L #4 0.4004L #3 0.4404L #4 0.800
Singly doubly reinf. conc.0.509 0 0.88524Singly 0.68
Doubly 0.95
0.55
0.68
0.68 Max(Asmin1 & Asmin2)
0.68 4/3As
Aslec (MIN) 0.68
0.00333
0.01604d 22.52h 48
0.51
0.51
91r 0.00251
max limitLimit 2.5 % code limit 2.5%
As max
Mn
M2
As2
in2
in2
Asmin1 in2 (3(fc)1/2)/fy*b*d
Asmin2 in2 200/fy*b*d
Asmin3 in2
Asmin4 in2
in2 min (Asmin3 & Asmin4)
rmin
rmax
As in2
in2
As in2
kd
As=1 .7 f c ' bd
2 f y−12 √ 2.89( f c ' bd )2
fy2
−6 .8 fc ' bMuφf
y2
d=√ kd×Mub
NA 0.00 0.000.68 0.68 0.33
0.11 0.2 0.301 0.44 0.601 0.79
TOP STEEL
BOTTOM STEEL<-- No of Layers (B)
0.6
8
0.5
1
3.2
5
use
FLEXURAL STEEL
4 ksi
60 ksi
8.0 k-ft/ft 33.72 k-ft/ft with As max =1.54 sq.inh 7 incover 1 ind 6SLABS / FOOTINGSMinimum Steel Min Flexure 0.0033
0.24
As 0.31 3.3 S L A B S
0.31 #3@4in #4@7in #5@11in #6@17in #7@23in #8@30in <--- spacing in slab4.3 7.8 11.7 17.1 23.4 30.8
1.54
fc'
fy
Mu Mumax =
As min in2
in2 Mu(min)
As select in2
As max in2
MAIN
<--- spacing in slab
MAIN
SECTION & MATERIAL PROPS
b 12 in
h 8 inCover (T&B) 1 infy 60 ksifc' 3 ksid 7 in
FLEXURAL CAPCITY
Top 4 ---- #6 As' = 1.76 compression steel does not yields
Bottom 5 ---- #6 As = 2.2 59.91 k-ft0.9Mn = 47.9 k-ft for Singly Reinf. Beam
0.28 80% Increase In Comp. Steel Increases Mu =24.9%
3.30
%As 4.13%
SHEAR CAPACITYfys 60 ksi
Stirrups 4L #3 @ 4 in Av/s = 0.11 47.1 kips7.8 kips
39.3 kips Exceed Max. Limit ACI 11.5.7.9
TORSIONAL CAPACITY
Ao 46.02
At/s 0.0275 12.7 k-ft
in2
in2 fMn
Asmin in2
Asmax in2
in2/in fVnfVc
fVs
in2
in2/in fTn
12
As' = 1.76
8
As = 2.2
Exceed Max. Limit ACI 11.5.7.9
MAIN
SECTION & MATERIAL PROPS
h 24 infy 60 ksifc' 3 ksiCover 3 in #5@8in c/c=As = 0.465 in2/ftd 21 in
Reinf. # 5 @ 8 in As = 0.465
42.99 k-ft/ft
23.46 k/ft
in2/ft
fMn
fVc
MAIN
#5@8in c/c=As = 0.465 in2/ft
MAIN
LOAD ARRANGEMENTSShorter Span lx 26.25 ft 2 Panels on short sideLonger Span ly 26.3 ft 2 Panels on long sideThickness of Slab 0 inDL (Imposed) 200 psfLL (Imposed) 35 psfwu 339.5 psfwux1 5.94 klfwuy1 5.95 klfWall on the Beam 9.0 in
Beam Design Parametersfc' 3 ksify (Flex) 60 ksify (shear) 60 ksib 15 inh 24 incover 1.5 in
SHORT BEAMwux 5.94 klf ### ### ### ### ### ### #VALUE! TOP STEELMux 409 k-ft 1/10 45#3 25#4 16#5 12#6 9#7 7#8 5#9 BOTTOM STEEL
6 4 3 2 2 2 1 <-- No of Layers (B)Vux 78.0 kips #4 2 Leg @ 10 in
LONG BEAMwuy 6.0 klf ### ### ### ### ### ### #VALUE! TOP STEELMuy 412 k-ft 1/10 45#3 25#4 16#5 12#6 9#7 7#8 5#9 BOTTOM STEEL
6 4 3 2 2 2 1 <-- No of Layers (B)Vuy 78.3 kips #3 4 Leg @ 11 in
ly
lx
MAIN
Add Wall
MAIN
Mu- 236 Mu- 378 Mu- 344As' NA As' NA As' NAAs 2.63 As 4.56 As 4.06
16 10 113.47 klf
14 16Mu+ 270 Mu+ 236As' NA As' NAAs 3.06 As 2.63
33 ft 33 ft
Long SpanNo of Panel 1
short span 27 ftlong span 33 ft
DL 200 psfLL 30 psfb 15 inh 24 incov 2 infc' 3 ksify 60 ksid 22 in
11 11 11
16
33 ft
MAIN
wu 331 psf
k 1.22222222wua 2.979 klfwub 3.47 klfwusel 3.47139669
Span selct 2 2
span 33
Asmax 5.29 SQ.INasmin 1.100
Mua Mub
8 271 4739 241 420
10 217 37811 197 34414 155 27016 136 236
short=1 long=2
a= 8.301 in Mn 472 k-ft
singly complex Singly1 Singly sel M2 doublyMuselc As As' As
473 6.10 0.68 6.10 100000.00 52.78 0.5278 5.82420 5.21 0.61 5.21 5.21 -5.56 -0.0556 5.24378 4.56 0.54 4.56 4.56 -52.23 -0.5223 4.77344 4.06 0.50 4.06 4.06 -90.41 -0.9041 4.39270 3.06 0.39 3.06 3.06 -172.24 -1.7224 3.57236 2.63 0.34 2.63 2.63 -209.74 -2.0974 3.19
Top Bot
0.53 5.82NA 5.21NA 4.56NA 4.06NA 3.06NA 2.63
SLAB / RAFT /FOOT THICKNESSh 51 incover 2 inCOLUMN
fc' 4 ksi
d 49 inbo 340 infVc (2way) 3582.5 kips
G1 27 ftG2 27 ftSTORIES 10 NosPs 1691.28 kipsPu 2621 Mu 327.6855 k-ftColumn Size Reqd 29 inPrvd cx 36 inPrvd cy 36 in
Area of Steel Provided 0.9 % 11.25 14 8#in2
Pu 2000 Kips eh 36 in Reqd 25.4 1
1.2fc' 4 ksi 1.3fy 60 ksi 1.4eccentricity e 2 in 1.5cover 1.5 in 1.6
1.7Gross Area 648 in2 1.8d-d' 33 1.9epslon 0.9583 2gama 0.9167 2.1e/h 0.0556 2.2
2.3nm1 1.361 1.5 2.4nm2 1.121 1.25 2.5
2.62.7
% Steel 2.75 2.8Aprox Steel 4.06 % error 47.7 2.9Aprox Steel 1 3.04 3
3.1K 2.6696 Pu/Ag-1.3fc 3.2
3.33.43.53.63.73.83.94
Seismic Req. for Columns (Moderate Seismic Risk)
So8db-Main 6 6 in24db-ties 3 9 inB/2 30 1512' 12Min of Above 6 in
Lo1/6 clear height 11 1.83 ftmax cross section of colum 30 2.50 ft18" 18 1.50 ftMax of above 2.5
K2.6610642.7170872.7450982.7731092.80112
2.8291322.8571432.8851542.9131652.9411762.9691882.997199
3.025213.0532213.0812323.1092443.1372553.1652663.1932773.221289
3.24933.2773113.3053223.3333333.3613453.3893563.4173673.4453783.4733893.501401