All Sheets Concrete
All Sheets Concrete
All Sheets Concrete
by
Eng.MO. Azima
Structural Engineering Dept.
Faculty of Engineering - Azhar University
* Calculation of coefficients
* Design of slabs
* Design of flat slabs
* Check Punching
* Design of beams
* Design Compression Steel
* Design of sections under M,N
* Design for torsion
* Design of rectangular columns
* Design of circular columns
* Design of isolated footings
* Design of isolated footings under moment
* Design of combined footings
* Design of strap footings
* Design of retaining walls
* Deflection of cantilevers
* Deflection of simples
* Calculation of Coeffecients
Yc= 1.5
Ys=
check shear
qumax=
2.2e(Fcu/Yc)
q cu=
0.75(Fcu/Yc)
24.1 kg/cm2
8.2 kg/cm2
200 kg/cm2
25.4 kg/cm2
8.7 kg/cm2
3600 kg/cm2
250 kg/cm2
28.4 kg/cm2
9.7 kg/cm2
4000 kg/cm2
300 kg/cm2
31.1 kg/cm2
10.6 kg/cm2
4500 kg/cm2
350 kg/cm2
33.6 kg/cm2
11.5 kg/cm2
400 kg/cm2
35.9 kg/cm2
12.2 kg/cm2
450 kg/cm2
38.1 kg/cm2
13.0 kg/cm2
500 kg/cm2
40.2 kg/cm2
13.7 kg/cm2
550 kg/cm2
42.1 kg/cm2
14.4 kg/cm2
600 kg/cm2
44.0 kg/cm2
15.0 kg/cm2
Slab th
ts (cm)
7
7
5
7
7
F.C
2
(kg/m )
Fy
Fcu
2400 kg/cm2
180 kg/cm2
2800 kg/cm2
Fctr= 1.9Fcu
Ec
Hollow Slabs:
Area
1
2
3
4
5
Web breadth
b (cm)
12
12
12
12
12
Spacing
e (cm)
40
40
40
40
40
Thick
t (cm)
32
27
30
32
32
150
150
150
150
150
Slabs:
Area
Long span
Span (m)
contin.
Short span
Span (m)
contin.
Code of practice
a
1
2
3
4
5
6
7
8
9
10
6
5
5
5
5
5
5
5
5
5
1
1
1
1
1
1
1
1
1
1
2
4
4
4
4
4
4
4
4
4
Long
span (m)
5
5
5
5
5
5
5
5
5
5
Short
span (m)
4
4
4
4
4
4
4
4
4
4
1
1
1
1
1
1
1
1
1
1
1.350
0.475
0.475
0.475
0.475
0.475
0.475
0.475
0.475
0.475
Beams:
Area
1
2
3
4
5
6
7
8
9
10
Load on
slab (t/m2)
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
c1
c/d
c1
0.125
0.1375
0.15
0.1625
0.175
0.1875
0.2
0.2125
0.225
0.2375
0.25
0.2625
0.275
4.854
4.64
4.455
4.291
4.146
4.016
3.899
3.793
3.697
3.608
3.526
3.451
3.81
0.826
0.821
0.817
0.813
0.808
0.804
0.8
0.795
0.791
0.786
0.782
0.778
0.773
Load coeff.
shear
moment
0.600
0.600
0.600
0.600
0.600
0.600
0.600
0.600
0.600
0.600
0.787
0.787
0.787
0.787
0.787
0.787
0.787
0.787
0.787
0.787
1.15
check tension
q tu=
0.19(Fcu/Yc)
2.1 kg/cm2
2.2 kg/cm2
2.5 kg/cm2
2.7 kg/cm2
2.9 kg/cm2
3.1 kg/cm2
3.3 kg/cm2
3.5 kg/cm2
3.6 kg/cm2
3.8 kg/cm2
L.L
2
(kg/m )
One way
Wu (t/m`)
Two way
Wu (t/m2)
200
200
200
200
200
1.237
1.129
1.169
1.237
1.237
1.385
1.250
1.318
1.385
1.385
Code of practice
b
Marcus
a
b
Grashoff
a
b
25
20
25
25
25
104
104
104
104
104
0.039
0.224
0.224
0.224
0.224
0.224
0.224
0.224
0.224
0.224
0.790
0.568
0.568
0.568
0.568
0.568
0.568
0.568
0.568
0.568
0.010
0.232
0.232
0.232
0.232
0.232
0.232
0.232
0.232
0.232
0.988
0.709
0.709
0.709
0.709
0.709
0.709
0.709
0.709
0.709
0.012
0.291
0.291
0.291
0.291
0.291
0.291
0.291
0.291
0.291
3
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.020
1.020
1.020
1.020
1.020
1.020
1.020
1.020
1.020
1.020
1.337
1.337
1.337
1.337
1.337
1.337
1.337
1.337
1.337
1.337
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
25
Mpa
Regular
Irregular
perim.
perim act.
Q pu
a Smaller
B Bigger
Type
41 ton
400 mm
400 mm
170 mm
Interior
2280 mm 2280 mm
17 ton
300 mm
300 mm
145 mm
Edge(b)
1190 mm 1190 mm
300 mm
600 mm
140 mm
Interior
2360 mm 2360 mm
51 ton
400 mm
400 mm
200 mm
Interior
2400 mm 2400 mm
20 ton
400 mm
400 mm
220 mm
Edge(b)
1640 mm 1640 mm
300 mm
700 mm
200 mm
Interior
2800 mm 2800 mm
300 mm
700 mm
200 mm
Interior
2800 mm 2800 mm
300 mm
700 mm
200 mm
Interior
2800 mm 2800 mm
300 mm
800 mm
200 mm
Interior
3000 mm 3000 mm
300 mm
800 mm
200 mm
Interior
3000 mm 3000 mm
300 mm
800 mm
200 mm
Interior
3000 mm 3000 mm
300 mm
900 mm
200 mm
Interior
3200 mm 3200 mm
300 mm
1000 mm
200 mm
Interior
3400 mm 3400 mm
Interior
Edge(a)
Edge(b)
Corner
Edge(b)
Edge(a)
Interior
Corner
qp
qcp
Check
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
* Design of Beams
* Project :
M max =
Concrete Fcu =
Steel
Fy =
Steel
Fystr =
250
kg/cm
2
3600 kg/cm
2
2400 kg/cm
qcu =
0.0125
kg/cm
9.68
kg/cm
qu max =
28.4019 kg/cm2
R max =
0.194
kg/cm2
T sec
Sec.
width
C1
Check C1
As
2
(cm )
Asmin
2
(cm )
Rft.
Mu (m.t)
b (cm)
B (cm)
t (cm)
1
1
5
10
12
25
100
100
40
40
7.826
5.534
safe
safe
0.826
0.826
4.80
9.61
1.28
2.67
3
5
f 16
f 16
1
1
8
16
12
25
100
100
50
50
7.955
5.625
safe
safe
0.826
0.826
5.98
11.96
1.65
3.44
3
6
f 16
f 16
1
1
7
18
12
25
100
100
60
60
10.394
6.482
safe
safe
0.826
0.826
4.28
11.01
2.02
4.20
3
6
f 16
f 16
R sec
1
1
4.7
9.9
12
25
12
25
40
40
2.796
2.781
safe
safe
0.720
0.717
5.18
10.95
1.28
2.67
3
6
f 16
f 16
1
1
7.5
15.5
12
25
12
25
50
50
2.846
2.858
safe
safe
0.726
0.727
6.38
13.15
1.65
3.44
4
7
f 16
f 16
1
1
7
16
12
25
12
25
60
60
3.601
3.438
safe
safe
0.787
0.778
4.49
10.39
2.02
4.20
3
6
f 16
f 16
qu=Qu/(b*d)
qsu=qu - .5*qcu
qsub=qsu - qsus
Bent Bars
Vertical Stirrups
Vertical
Stirrups. Rft.
/m
sina+
nb
cosa
Qu tone
qu
2
(kg/cm )
check
11
24
26.19
27.43
safe
safe
8.19
10.01
2
2
13
10
f 8
f 10
45
45
1
1
15
31
27.78
27.56
safe
safe
8.76
9.95
2
2
12
11
f 8
f 10
45
45
18
39
27.27
28.36
safe
safe
8.96
6.15
2
2
12
17
f
f
8
8
11
24
26.19
27.43
safe
safe
9.41
10.01
2
2
11
10
15
31
27.78
27.56
safe
safe
8.76
9.95
2
2
18
39
27.27
28.36
safe
safe
8.96
6.15
2
2
2
2
2
2
20
20
1
1
2
2
2
2
20
20
45
45
1
1
2
2
2
2
20
20
f 8
f 10
45
45
1
1
2
2
2
2
20
20
12
11
f 8
ff 10
45
45
1
1
2
2
2
2
20
20
12
17
f 8
ff 8
45
45
1
1
2
2
2
2
20
20
Bent Bars
qsus
qsub
8
8
8.74
4.19
12.6
18.4
1.69
5.14
1
3
f 16
Axe ,
f 16
8
8
8.74
4.19
14.2
18.5
2.45
6.66
2
4
f 16
Axe ,
f 16
8
8
8.74
4.19
13.7
19.3
2.89
8.49
2
5
f 16
f 16
8
8
8.74
4.19
12.6
18.4
1.69
5.14
1
3
f 16 Axe ,
f 16
8
8
8.74
4.19
14.2
18.5
2.45
6.66
2
4
f 16
Axe ,
f 16
8
8
8.74
4.19
13.7
19.3
2.89
8.49
2
5
f 16 Axe 3
f 16
Asb
2
2
f (kg/cm(kg/cm
)
)(cm2)
Rft.
Dr F
Concrete Fcu =
Steel
Fy =
250
3600
kg/cm2
kg/cm2
sec
Ult. Load
Mu (m.ton)
Breadth
B (cm)
Width
T (cm)
chek
12
40
16.5
25
Rmax =
M max =
0.194
0.0125
kg/cm2
kg/cm2
chek
moment
Mmax (t.m)
m (t.m)
2.143
use
compressi
on steel
4.75
3.25
40
2.154
use
compressi
on steel
9.90
6.60
13.4
12
50
2.129
use
compressi
on steel
7.86
5.54
28.1
25
50
2.122
use
compressi
on steel
16.37
11.73
20.3
12
60
2.114
use
compressi
on steel
11.74
8.56
c1
moment
Dr F
compression
Reinforcement
As/(cm2)
3.46
16
16
16
16
16
safe
7.03
safe
4.43
safe
9.37
safe
5.47
250
kg/cm2
Steel
3600
kg/cm2
Fy =
Ult. Load
Nu (ton)
103
10
11
Concrete Fcu =
Col.
178
As
(cm2)
0.8
964.46
35
40
10.05
922.77
34
35
9.62
1.2
0.8
884.55
1666.73
34
46
35
50
11.54
15.70
1594.70
45
50
19.63
1.2
0.8
1528.63
0.00
44
0
45
0
19.08
0.00
0.00
0.00
1.2
0.8
0.00
0.00
0
0
0
0
0.00
0.00
0.00
0.00
1.2
0.8
0.00
0.00
0
0
0
0
0.00
0.00
0.00
0.00
1.2
0.8
0.00
0.00
0
0
0
0
0.00
0.00
0.00
0.00
1.2
0.8
0.00
0.00
0
0
0
0
0.00
0.00
0.00
0.00
1.2
0.8
0.00
0.00
0
0
0
0
0.00
0.00
0.00
0.00
1.2
0.8
0.00
0.00
0
0
0
0
0.00
0.00
0.00
0.00
1.2
0.8
0.00
0.00
0
0
0
0
0.00
0.00
0.00
0.00
1.2
1
0.00
0.00
0
0
0
0
0.00
0.00
1.3
0.00
0.00
1.6
0.00
0.00
Reinforcement
6 f 16
5 f 16
6 f 16
8 f 16
10 f 16
10 f 16
1 f 16
1 f 16
1 f 16
1 f 16
1 f 16
1 f 16
1 f 16
1 f 16
1 f 16
1 f 16
1 f 16
1 f 16
1 f 16
1 f 16
1 f 16
1 f 16
1 f 16
1 f 16
1 f 16
1 f 16
1 f 16
1 f 16
1 f 16
1 f 16
1 f 16
1 f 16
1 f 16
* P roject :
Fcu =
NO of Floor = 12
250 kg/cm2
Fy = 3600 kg/cm2
Col.
m%
dim of column
b (cm)
0.65
1
250
25
1.2
0.8
2
252
25
1.2
0.8
3
335
25
1.2
0.8
4
335
1
1.2
25
t (cm)
AC
As
2
(cm )
(cm )
100
2500.0
16.25
90
2250.0
22.50
85
95
2125.0
2375.0
25.50
19.00
90
2250.0
22.50
90
125
2250.0
3125.0
27.00
25.00
120
3000.0
30.00
115
125
2875.0
3125.0
34.50
25.00
120
3000.0
30.00
115
2875.0
34.50
Reinforcement
8
12
12
16
12
14
22
14
18
22
14
18
f 16
f 16
f
16
16
16
16
f 12
f 16
f 12
f 16
f 12
f 16
2--3
Reinforcement
25
75
10
25
75
10
25
100
12
25
100
12
Reinforcement
4--5
b
f 16
25
60
f 16
25
f 16
f 16
Reinforcement
6--7
Reinforcement
8 f 16
20
55
60
8 f 16
20
60
25
80
10 f 16
20
75
25
80
10 f 16
20
75
8--9
Reinforcement
16
20
40
16
20
40
16
20
50
16
20
50
Reinforcement
10--11
b
Reinforcement
16
20
20
f 16
16
20
20
f 16
16
20
25
f 16
16
20
25
f 16
Fcu =
250 kg/cm2
Fy =
3600 kg/cm2
foot
F1
30
1.50 kg/cm2
column dim.
b (cm) t (cm)
30
extension
of P.C (cm)
40
10
Dims. of P.C :
B (cm)
L (cm)
t (cm)
20000
21000
Dims. of R.C :
140
150
10
B (cm)
L (cm)
t (cm)
15600
120
130
40
q bearing : q u(kg/cm2)=
2.89
Shear stress (kg/cm 2 )
Notes
2.28
safe
Notes
3.17
safe
qscu (kg/cm2)
6.46
qpcu (kg/cm2)
12.91
Long Rft. :
Mu ton.m/B
c1
3.60
10.10
0.826
Short Rft. :
Mu ton.m/L
c1
3.90
10.10
0.826
Calculation of Rft. :
(long)
As (cm) /m'
Asmin
2.90
Calculation of Rft. :
2.88
Long Rft. :
Short Rft. :
(short)
cm2
5.25
As (cm) /m'
Asmin
2.90
cm2
5.25
no.
4.6444
12
no.
4.6444
12
total no.
/m
6
total no.
/m
250 kg/cm2
Fy =
3600 kg/cm2
q scu = (kg/cm2)
6.45
1.50 kg/cm2
25
cm
Col
biger
small
443
190
long.
of P.C (cm)
45
25
120
90
45
45
2.83
0.85
Dims. of P.C :
B (cm)
Area req = 42.20 m2 538.61
Dims. of R.C :
extension
L (cm)
t (cm)
50
783.5
385
B (cm)
700
L (cm)
295
610
t (cm)
100
BIG COLUMN
q bearing : q u(kg/cm2)=
q pcu =(kg/cm2)
5.28
11.3
Longitudinal direction:
7.80
safe
SMALL COLUMN
2
Notes
6.47
unsafe
Top Rft. :
c1
9.29
0.826
safe
As (cm2) /m'
9.45
no.
6.942
16
Asmin
cm2
13.95
total no.
21
/m
Bottom Rft R. :
c1
As (cm2) /m'
4.20
0.811
47.06
Asmin
cm2
28.42
no.
9.591
25
total no.
/m
29
Bottom Rft L. :
c1
As (cm2) /m'
8.65
0.826
10.91
Transverse direction:
Bottom Rft L. :
Mu = (ton.m/L)
c1
4.76
Asmin
no.
7.058
16
total no.
21
/m
As (cm2) /m'
Asmin
17.41
293.2989
cm2
14.18
cm2
22.64
no.
0.825
5.958
22
total no.
/m
18
90 cm
120
cm
45
cm
190 t
2.83
443 t
190
443
total no.
1556.56 kg/cm/340cm
24.90 t
65.99 t
total no.
119.75 t
177.45 t
327 cm
114 cm
199 cm
16 cm
total no.
122
cm
89.01 m.t
total no.
77.12 m.t
376.88 m.t
kg/cm2
Concrete
Fcu =
250
Steel
Fy =
3600 kg/cm2
2.00 kg/cm2
Soil density g
2.00 ton/m
Cohesion of soil C
0.00 kg/cm2
Angle of friction d
1.14 t/m'
0.00
0.3
6.60
degree
6.60
30
0.70
0.80
3.50
0.60
R.C
0.10
P.C
5.00
5.00
2.26
3.85
2.03
kg/cm2
0.78
kg/cm
Unsafe stress
No tension on soil
Safe stress
No tension on soil
Calculation of Rft. :
For wall
For Base
Mu (m.t)
54.30
9.27
C1
As (cm2)
As min
4.55
9.03
0.820
0.826
27.45
5.67
10.05
8.25
8
5
f
f
22
16
2
4
5
10
12
13
1
2
1
2
1
2
60*25
60*12
1
2
1
25
1
25
3
3
3
3
3
3
3
3
2
3
3
2
2
2
2
3
2
2
2
2
2
2
2
2
2
1
21
70
21
70
1
81
10
1
1
1
21
70
1
91
1
1
1
1
1
2
2
2
2
1
1598.20
1.60
1.20
1.60
1.20
283.60
3.58
3.58
2046.55
467.00
30.44
5.50
3.62
283.60
0.50
775.20
130.50
130.50
12.30
12.30
141.30
141.30
13.30
13.30
1948.00
129
13.30
2
2
2
1
1
20
4.00
3.00
2.00
1.50
1.10
1.50
1.10
0.25
0.30
0.25
0.25
0.12
1.40
1.80
1833.0 m2
/390.1 2