LINTEL
Up to 1.5m Span
2 Nos 8mm top and bottom
6mm strp 10 cm c/c
1.5m to 2m
8mm 2Nos at top & 3Nos at bottom
6mm strp 10 cm c/c
BEAMS
singly reinforced
type
W.
of.s
lab w(KN/m) span F.BM
simply supported beam 2 m
15
simply supported beam 2 m
MR1
Ast(mm2)
4Nos
Asc
38.5
300
11.75
617
14.0 mm dia ####
15
2 11.25
300
11.75
180
7.6 mm dia ####
3m
22.5
0.9 13.67
300
11.75
219
8.4 mm dia ####
Next to end support
2.7 m
20.25
2.6 21.61
350
15.99
297
9.7 mm dia ####
End & inner supports
end midspan
2.7 m
20.25
2.6
19.1
350
15.99
262
9.1 mm dia ####
inner mid spans
2.7 m
20.25
2.6 12.08
350
15.99
166
7.3 mm dia ####
cantilever beam
3.7
7.5+12.5 ----
Continues beam
Doubly reinforced
7.5+12.5 ----
fck = 20 , fy = 500
Min -2.67
type
W.
of.s
D in
lab w(KN/m) span F.BM cm
d in m
Mu/bd2
N/mm2
(Max-7)
(d'/d
=0.15)Table Ast
(cm2)
54
Pt
Pc
Asc(c
m2)
simply supported beam
simply supported beam
4m
2m
42.5
27.5
cantilever beam
3m
35
Next to end support
2.7 m
End & inner supports
end midspan
inner mid spans
4 127.5
4 82.5
40 0.3650
35 0.3150
4.79 1.334 0.651
4.16 1.334 0.651
10.67
9.34
5.21
4.56
37.8
35 0.3150
1.90 1.334 0.651
9.34
4.56
32.75
4 82.74
35 0.3150
4.17 1.334 0.651
9.34
4.56
2.7 m
32.75
4 73.12
35 0.3150
3.68 1.334 0.651
9.34
4.56
2.7 m
32.75
4 46.24
35 0.3150
2.33 1.334 0.651
9.34
4.56
1.2
Continues beam
LINTEL
mm strp 10 cm c/c
BEAMS
tab.61 STIRUPS
Shear
Vus
Vus/d Table 62
max.space
-5.4
6mm
-0.19 20cm c/c
20.625
-13
6mm
-0.47 20cm c/c
20.625
4.05
-18
6mm
-0.65 20cm c/c
20.625
11.7
-14
6mm
-0.44 24cm c/c
24.375
11.7
-14
6mm
-0.44 24cm c/c
24.375
11.7
-14
6mm
-0.44 24cm c/c
24.375
tab.61
16.65
l/d from
chart 23
permisi Actual
ble l/d (l/d)
Fact.
Shear
force tv
tc
max 2.8
Shear
capaci shear by
ty
strp
Vus/d
Tab. 62
153 2.09589 0.68 49.64
99
0.68 42.84
103.36 2.83178 10mm @12cm c/c
56.16 1.78286 10mm @12cm c/c
18.00
18.00
18.00
18.00
10.96 OK
12.70 OK
18.00
6.30
3.81 OK
37.8
0.37 23.31
14.49
18.00
23.40
12.70 OK
117.9
0.78 49.14
68.76 2.18286 10mm @12cm c/c
18.00
23.40
12.70 OK
117.9
0.76 47.88
70.02 2.22286 10mm @12cm c/c
18.00
23.40
12.70 OK
117.9
0.47 29.61
88.29 2.80286 10mm @12cm c/c
0.46 10mm @12cm c/c
continues SLAB
c.ef y
c.ef x
steel -xsteel -y(table
steel area- in
slab thick 35,36.... (table
)
35,36...) mm2
Iy Ix Iy/Ix
F.Mx F.My d in mm in cm
3.8 2.7 1.41 0.080 0.043 7.87 4.23 75.000
9.00
0.32
0.16 8mm-17cm c/c
sunshade
c.ef y
c.ef x
steel -xsteel -y(table
steel area- in
slab thick 35,36.... (table
)
35,36...) mm2
Iy Ix Iy/Ix
F.Mx F.My d in mm in cm
0 0.75
0 0.500 0.043 3.61 0.00 83.000
10.00
0.32
0.00 6mm-20cm c/c
Co eff.of X
9.00
steelarea-y in
mm2
8mm-24cm c/c
1
1.1
1.2
1.3
1.4
1.5
1.75
2
interior
0.032
0.037
0.043
0.047
0.051
0.053
0.06
0.065
1 shrt.
Dis
0.037
0.043
0.048
0.051
0.055
0.057
0.064
0.068
1
only 1 only 1
long. 2adjsnt 2 shrt 2 long. long
shrt
4sids
Dis
dis
dis
Dis
cont.
cont.
dis
0.037 0.047 0.045 0.035 0.057 0.043 0.056
0.044 0.053 0.049 0.043 0.064 0.051 0.064
0.052
0.06 0.052 0.051 0.071 0.059 0.072
0.057 0.065 0.056 0.057 0.076 0.065 0.079
0.063 0.071 0.059 0.063 0.080 0.071 0.085
0.067 0.075 0.06 0.068 0.084 0.076 0.089
0.077 0.084 0.065 0.080 0.091 0.087 0.100
0.085 0.091 0.069 0.088 0.091 0.096 0.107
Co eff.of Y
All
7.5
steelarea-y in
mm2
8mm-24cm c/c
0.032
0.037 0.037
0.047 0.035
0.045
0.043
0.057
0.056
Axialy Loaded Column
Load of slab = 7.5 KN / M2
Load of wall = 12.5 KN / M Length
M20
Assume 1% steel Area
No.
of
floo
rs slab inM2 wall in m Total Load Fact.Load
C1
44.8
336
588
Chart 26
assume
1% steel steel
area in
(area
cm2)
cm2
500
Size in cm emin(short) emin/b
L
B
30
30
1.89
0.063
Square Column with Uniaxial bending
Load of slab = 7.5 KN / M2
Load of wall = 12.5 KN / M Length
M20
No.
of
floo
C/s area
rs slab inM2 wall in m Total Load Fact.Load in cm2
C1
44.8
336
588
600
Size in cm d'/D Pu/fckbd
F.Moment
L
B
30
30 0.18 0.3266667
58.8
30
30
If Reinfmnt on 4 sides
----
Circular Column with Uniaxial bending
Load of slab = 7.5 KN / M2
Load of wall = 12.5 KN / M Length
M20
No.
of
floo
C/s area
rs slab inM2 wall in m Total Load Fact.Load in cm2
C1
285
498.75
500
Size in cm d'/D Pu/fckbd
F.Moment
L
B
30
30 0.18 0.2770833
49.875
30
30
Rectangular Column with Biaxial bending
Load of slab = 7.5 KN / M2
Load of wall = 12.5 KN / M Length
M20
No.
of
floo
Fact.Load C/s area
rs slab inM2 wall in m Total Load in KN
in cm2
C1
570
997.5
1000
X
Size in cm
B
L
25
d'/D
40 0.21
Pu/fckbd
0.49875
F.Moment
in KNm
49.875
12.5 KN / M Length
Max. lmt
0.05
over this
value
emin(long) emin/b
eccentric
1.89
0.063
bending
12.5 KN / M Length
P/fck
from
Chart34(2)
Mu/fckbd2 /46(4side) steel%
mnt on 4 sides
0.108889
----
0.08
0.10
As
1.6
2
14.4 cm2
18 cm2
al bending
12.5 KN / M Length
P/fck
from Chart
Mu/fckbd2 58
steel%
0.092361
axial bending
12.5 KN / M Length
0.18
As
3.6
32.4 cm2
Assume %
of steel
this may
Y
change
F.Moment after
in KNm
checking P/fck
29.925
3.00
Mux1/fckb
d2 from
Chart 46
0.15
0.2
Muy1---
Puz/Ag
From
Mux1 chart 63 Puz in KN Pu/Puz
160
100
20
2000
Mux/Mux1 Muy/Muy1
0.49875 0.311719
0.29925
Chart 64
correspondig to values of
Muy/Muy1 & Pu/Puz, the
permisible value of Mux/Mux1 is
0.88 > actual hence OK
Footing
Area of
Load in S.B.C in footing
Upward
Cantilever
Depth(d)
size of
KN/M2 (M2)
column KN
size of Footing Pressure Projection Max B.M Required
L
B
(self -200)
L
B
250 250
920
200
4.6
2.1
2.1
200
0.95 192.4987 919.8631
Ast
2
1011 mm 965 mm
Depth for
Shear
406 mm
