Reinforced Concrete Design: Using The Ultimate Limit Design Method
Reinforced Concrete Design: Using The Ultimate Limit Design Method
Reinforced Concrete Design: Using The Ultimate Limit Design Method
by
* Calculation of coefficients
* Design of slabs
* Design of flat slabs
* Design of beams
* Design of sections under M,N
* Check shear in beams
* Design for torsion
* Design of rectangular columns
* Design of circular columns
* Design of isolated footings
* Design of combined footings
* Design of strap footings
* Design of retaining walls
* Deflection of cantilevers
* Deflection of simples
* Calculation of Coeffecients
* Project :
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
Slab th
ts (cm)
7
7
5
7
7
F.C
(kg/m2)
L.L
(kg/m2)
One way
Wu (t/m`)
Two way
2
Wu (t/m )
150
150
150
150
150
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
Marcus
a
b
Grashoff
a
b
Slabs:
Area
1
2
3
4
5
6
7
8
9
10
Long span
Span (m)
contin.
6.75
6.25
4.75
6
5
5
5
5
5
5
0.76
0.76
0.87
0.87
1
1
1
1
1
1
Short span
Span (m) contin.
4.75
3.75
3.85
3.75
4
4
4
4
4
4
0.87
0.87
0.76
0.87
1
1
1
1
1
1
Code of practice
a
b
0.471
0.578
0.556
0.650
0.475
0.475
0.475
0.475
0.475
0.475
0.227
0.165
0.175
0.137
0.224
0.224
0.224
0.224
0.224
0.224
0.563
0.654
0.639
0.694
0.568
0.568
0.568
0.568
0.568
0.568
0.237
0.146
0.161
0.106
0.232
0.232
0.232
0.232
0.232
0.232
0.704
0.818
0.799
0.868
0.709
0.709
0.709
0.709
0.709
0.709
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
Long
Short
span (m) span (m)
5
4
5
4
5
4
5
4
5
4
5
4
5
4
5
4
5
4
5
4
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
1.020
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
0.296
0.182
0.201
0.132
0.291
0.291
0.291
0.291
0.291
0.291
* Design of Slabs
* Project :
Concrete Fcu =
Steel
Sec.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
Fy =
Ult. Moment
250
kg/cm2
2
3600 kg/cm
Breadth Depth
Mu (m.t)
b (cm)
d (cm)
14
11
10
9
8
6
5
1.64
1.04
3.75
2.3
1.9
12
9
6
5
11
10
3.82
1.274
2
0.384
2.49
0.87
1.21
0.91
1.06
0.97
2.558
2
2
2
2
2
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
12
10.5
10.5
10.5
10.5
10.5
10.5
10.5
9.5
12
12
12
12
12
C1
2.940
3.317
3.479
3.667
3.889
4.491
4.919
8.590
10.786
5.680
7.253
7.980
3.175
3.667
4.491
4.919
3.317
3.479
5.628
9.746
4.243
8.472
3.327
5.629
4.773
5.503
5.099
5.331
2.970
4.243
4.243
4.243
4.243
4.243
0.737
0.770
0.780
0.790
0.800
0.819
0.826
0.826
0.826
0.826
0.826
0.826
0.759
0.790
0.819
0.826
0.770
0.780
0.826
0.826
0.812
0.826
0.771
0.826
0.825
0.826
0.826
0.826
0.740
0.812
0.812
0.812
0.812
0.812
As Asmin Used
2
2
(cm ) (cm ) As
23.98
18.04
16.18
14.38
12.63
9.25
7.63
2.42
1.52
5.65
3.41
2.81
19.95
14.38
9.25
7.63
18.04
16.18
5.75
1.87
5.70
1.19
8.55
2.75
3.88
2.88
3.38
3.08
10.10
5.70
5.70
5.70
5.70
5.70
3.30
3.30
3.30
3.30
3.30
3.30
3.30
3.30
3.30
3.30
3.30
3.30
3.30
3.30
3.30
3.30
3.30
3.30
3.30
3.30
1.80
1.58
1.58
1.58
1.58
1.58
1.58
1.58
1.43
1.80
1.80
1.80
1.80
1.80
23.98
18.04
16.18
14.38
12.63
9.25
7.63
3.30
3.30
5.65
3.41
3.30
19.95
14.38
9.25
7.63
18.04
16.18
5.75
3.30
5.70
1.58
8.55
2.75
3.88
2.88
3.38
3.08
10.10
5.70
5.70
5.70
5.70
5.70
Rft. /m
Notes
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
7
7
9
8
10
7
6
5
4
5
4
6
6
13
9
7
16
15
5
3
6
3
7
6
8
6
7
7
8
6
6
6
6
6
22
19
16
16
13
13
13
8
8
12
12
8
22
12
12
12
12
12
13
10
12
8
13
8
8
8
8
8
13
12
12
12
12
12
Concrete Fcu =
Steel
Fy =
250
kg/cm2
2
3600 kg/cm
Module:
Long direction
6
m
Short direc.
Marginal beams: 1)Yes 2)No
1
Column dim.:
Long direction
cm
Short direc.
Slab thickness:
20
cm
2
2
Live load:
300 kg/m
Walls load: 200 kg/m
2
Slab load Wsu = 1.67 t/m
1
Long direction
Column strip
Long direction
Field strip
Sec.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
#REF!
#REF!
#REF!
#REF!
Short direction
Column strip
Short direction
Field strip
13
Ult. Moment
####
6.42
4.28
4.28
Breadth Depth
b (cm)
d (cm)
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
6.42
6.42
5.35
9.63
4.28
4.28
3.21
3.21
225
225
225
225
225
225
225
225
300
300
300
300
300
300
300
300
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
18
5.35
3.21
C1
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
6.153
6.153
6.740
5.024
7.535
7.535
8.701
8.701
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
0.826
0.826
0.826
0.826
0.826
0.826
0.826
0.826
9.63
12
3.21
15
14
16
As Asmin Used
(cm2) (cm2) As
####
####
####
####
####
####
####
####
4.00
4.00
3.33
6.00
2.67
2.67
2.00
2.00
6.08
6.08
6.08
6.08
6.08
6.08
6.08
6.08
8.10
8.10
8.10
8.10
8.10
8.10
8.10
8.10
cm
#REF!
11
10
55
6.42
Mu (m.t)
####
#REF!
4.5
####
####
####
####
####
####
####
####
8.10
8.10
8.10
8.10
8.10
8.10
8.10
8.10
Rft. /m
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
4
4
3
6
3
3
2
2
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
Notes
16
16
16
16
12
12
12
12
12
12
12
12
12
12
12
12
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
safe
safe
safe
safe
safe
safe
safe
safe
* Design of Beams
* Project :
Concrete Fcu =
Steel
Sec.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
Fy =
Ult. Moment
villa
250
kg/cm2
2
3600 kg/cm
Mu (m.t)
b (cm)
B (cm)
d (cm)
3.3
1.25
1.4
9
3.7
0.83
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
10
10
10
10
10
10
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
50
50
50
50
50
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
29.5
29.5
29.5
29.5
29.5
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
C1
5.741
9.329
8.815
3.477
5.422
17.837
4.196
4.196
4.196
4.196
4.196
4.196
4.196
4.196
4.196
4.196
4.196
4.196
4.196
4.196
4.196
4.196
4.196
4.196
4.196
4.196
4.196
4.196
4.196
4.196
4.196
4.196
4.196
4.196
0.826
0.826
0.826
0.780
0.826
0.826
0.811
0.811
0.811
0.811
0.811
0.811
0.811
0.811
0.811
0.811
0.811
0.811
0.811
0.811
0.811
0.811
0.811
0.811
0.811
0.811
0.811
0.811
0.811
0.811
0.811
0.811
0.811
0.811
Asmin Used
2
(cm )
As
0.90
0.90
0.90
0.90
0.90
0.98
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
3.70
1.37
1.54
10.86
4.17
0.98
7.91
7.91
7.91
7.91
7.91
7.91
7.91
7.91
7.91
7.91
7.91
7.91
7.91
7.91
7.91
7.91
7.91
7.91
7.91
7.91
7.91
7.91
7.91
7.91
7.91
7.91
7.91
7.91
Rft.
2
2
2
6
6
1
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
Notes
16
12
10
16
10
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
Concrete Fcu =
Steel
Sec.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
Fy =
Ult. Moment
villa
225
kg/cm2
2
3600 kg/cm
Mu (m.t)
Nu (t)
b (cm)
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
-20
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
d (cm) t (cm)
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
70
ecc.
C1
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
Big
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
3.364
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
0.773
Asmin Used
2
(cm ) As
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
4.97
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
5.22
Rft.
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
16
Concrete Fcu =
Sec.
SOCIAL BUILDING
225
kg/cm2
Concrete qall =
2
9.186 kg/cm
Stirrups Fy =
2
2400 kg/cm
Ult. Shear
Breadth Depth
Qu (ton)
b (cm)
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
15
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
qu
2
(kg/cm
)
d (cm)
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
9.23
As
no. of
bran.
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
0.056
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
Stirrups
Notes
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
f
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
safe
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
SOCIAL BUILDING
kg/cm2
Concrete
Fcu =
Concrete
qall =
Stirrups
Fy =
2
2400 kg/cm
Horizontal bars Fy =
2
3600 kg/cm
Sec.
Due to shear
250
2
9.682 kg/cm
Sec. dim.
b (cm) t (cm)
30
12
qsu
6.15
Due to torsion
70
Notes
kg/cm2
qtu
safe
Notes
14.29
kg/cm
safe
no.
f
8
Notes
f
10
Notes
Calculation of stirrups:
Due to shear
6.1
Due to torsion
no.
5.2
Horizontal Rft.
no.
f
10
Concrete Fcu =
Steel
Fy =
Col.
Ult. Load
Nu (ton)
82.717
105.192
211.97
41.998
180
210
240
270
300
10
330
11
360
SOCIAL BUILDING
250
kg/cm2
2
3600 kg/cm
desired
m%
1
1.3
1.6
1
1.3
1.6
1
1.3
1.6
1
1.3
1.6
1
1.3
1.6
1
1.3
1.6
1
1.3
1.6
1
1.3
1.6
1
1.3
1.6
1
1.3
1.6
1
1.3
1.6
dim of column
b (cm)
t (cm)
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
25
35
35
30
70
65
65
15
15
15
60
55
55
70
65
60
80
75
70
90
85
80
100
95
90
110
105
95
120
110
105
As
2
(cm )
9.00
11.70
12.00
10.50
13.65
14.40
21.00
25.35
31.20
4.50
5.85
7.20
18.00
21.45
26.40
21.00
25.35
28.80
24.00
29.25
33.60
27.00
33.15
38.40
30.00
37.05
43.20
33.00
40.95
45.60
36.00
42.90
50.40
Reinforcement
5
6
6
4
5
6
8
9
12
2
3
3
9
11
11
11
13
12
12
15
14
14
17
16
15
19
17
17
21
18
18
22
20
f 16
f 16
f 16
f 19
f 19
f 19
f 19
f 19
f 19
f 19
f 19
f 19
f 16
f 16
f 18
f 16
f 16
f 18
f 16
f 16
f 18
f 16
f 16
f 18
f 16
f 16
f 18
f 16
f 16
f 18
f 16
f 16
f 18
Concrete Fcu =
Steel
Fy =
Col.
Ult. Load
Nu (ton)
76.102
150
180
210
240
270
300
330
10
360
11
390
SOCIAL BUILDING
250
kg/cm2
2
3600 kg/cm
desired Diamter
m%
D (cm)
1
1.3
1.6
1
1.3
1.6
1
1.3
1.6
1
1.3
1.6
1
1.3
1.6
1
1.3
1.6
1
1.3
1.6
1
1.3
1.6
1
1.3
1.6
1
1.3
1.6
1
1.3
1.6
35
30
30
5
5
5
45
45
40
50
45
45
55
50
50
55
55
55
60
60
55
65
60
60
65
65
60
70
65
65
70
70
65
As
2
(cm )
9.62
9.18
11.30
0.20
0.26
0.31
15.90
20.67
20.10
19.63
20.67
25.43
23.75
25.51
31.40
23.75
30.87
37.99
28.26
36.74
37.99
33.17
36.74
45.22
33.17
43.12
45.22
38.47
43.12
53.07
38.47
50.00
53.07
Reinforcement
8
7
9
1
1
1
8
11
8
10
11
11
12
13
13
12
16
15
15
19
15
17
19
18
17
22
18
20
22
21
20
25
21
f 13
f 13
f 13
f 16
f 16
f 18
f 16
f 16
f 18
f 16
f 16
f 18
f 16
f 16
f 18
f 16
f 16
f 18
f 16
f 16
f 18
f 16
f 16
f 18
f 16
f 16
f 18
f 16
f 16
f 18
f 16
f 16
f 18
villa
Concrete
Fcu =
Steel
Fy =
foot
F1
Dims. of P.C :
Dims. of R.C :
250
kg/cm2
2
3600 kg/cm
0.50
kg/cm2
column dim.
b (cm) t (cm)
30
30
extension
of P.C (cm)
20
B (cm)
L (cm)
335
335
B (cm)
L (cm)
295
295
Notes
Notes
Calculation of Rft. :
As /m
Asmin
5.10
8.25
Long Rft. :
safe
safe
no.
7
Short Rft. :
no.
t (cm)
60
f
13
/m
f
13
/m
cm2
total no.
22
total no.
22
Concrete
Fcu =
Steel
Fy =
Col
exter.
inter.
225
kg/cm2
2
3600 kg/cm
1.50
kg/cm2
2.15
1.25
extension
of P.C (cm)
25
25
Dims. of P.C :
B (cm)
L (cm)
minimum
chosen
275
355
230
420
Dims. of R.C :
B (cm)
L (cm)
180
370
t (cm)
60
Longitudinal direction:
Top Rft. :
no.
5
Bottom Rft. :
no.
f
16
/m
f
16
/m
f
12
/m
f
16
/m
total no.
11
total no.
11
Transverse direction:
Top Rft. :
no.
5
Bottom Rft. :
no.
total no.
20
total no.
16
villa
Fcu =
Steel
Fy =
2
3600 kg/cm
Stirrups
Fy =
2
2400 kg/cm
Col
exter.
inter.
kg/cm2
Concrete
225
1.50
kg/cm2
4.14
Take eccentricity =
1.2
extension
of P.C (cm)
0
40
Dims. of P.C :
B (cm)
L (cm)
external footing
internal footing
255
255
265
250
Dims. of R.C :
B (cm)
L (cm)
external footing
internal footing
175
175
225
170
t (cm)
60
60
Longitudinal direction:
Dim. Of strap beam :
b (cm) t (cm)
50
90
no.
Top Rft.
Bottom Rft.
7
5
Stirrups :
no.
f
22
16
f
10
branches
Transverse direction:
Bottom Rft. :
no.
external footing
internal footing
5
5
f
16
16
total no.
/m
/m
13
10
kg/cm2
Concrete
Fcu =
225
Steel
Fy =
3600 kg/cm2
1.00 kg/cm2
Soil density g
1.80 ton/m
Cohesion of soil C
0.00 kg/cm2
Angle of friction d
0.2 t/m'
0.40
0.3
3.00
degree
3.30
22
0.25
1.50
0.50
0.60
R.C
0.30
P.C
2.25
2.50
1.72
0.67
0.29
2.70
2
Safe stress
No tension on soil
Safe stress
No tension on soil
kg/cm
kg/cm
Calculation of Rft. :
For wall
For Base
Mu (m.t)
3.65
10.28
C1
As (cm2)
As min
5.47
8.14
0.826
0.826
5.57
6.28
3.30
8.25
5
5
f
f
12
16
* Deflection of Cantilevers
* Project :
Concrete Fcu =
Steel
Fy =
SOCIAL BUILDING
225
kg/cm2
2
3600 kg/cm
PDL+ PLL
W DL+ W LL
Span
Span
L (m)
2.4
no.
5
f
18
area
12.72
cm2
no.
5
f
18
area
12.72
cm2
Working loads:
PDL (t)
PLL (t)
Initial deflection:
0.15
cm
0.23
cm
Allowable value:
0.53
cm
Notes:
Safe
Top Rft.:
Bottom Rft.:
* Deflection of Simples
SOCIAL BUILDING
* Project :
Concrete Fcu =
Steel
Fy =
225
kg/cm2
2
3600 kg/cm
PDL+ PLL
W DL+ W LL
Span/2
Span/2
Span
L (m)
6
no.
4
f
12
area
4.52
cm2
no.
5
f
16
area
10.05
cm2
Working loads:
PDL (t)
1.50
PLL (t)
1.00
Initial deflection:
0.85
cm
1.57
cm
Allowable value:
2.40
cm
Notes:
Safe
Top Rft.:
Bottom Rft.: