Beam Design
Beam Data
width
depth
200 mm
600 mm
15 mm
clear cover to main
reinf.
Material Grades
Concrete
Steel
20 MPa
415 MPa
Moment
123 KN-m
d'
eff depth
36 mm
565 mm
Mu/bd2
xumax
Mulim
Mulim/bd2
1.93
270
176
2.76
.= cc+ sdia + mdia/2
.= d - d'
.= (700/(1100 * (0.87 * fy)) * d
.= 0.36*fck*b*xumax*(d-(0.42*xumax))
Beam is designed as Singly Reinforced Beam
Area of Steel
Percentage
Area of Steel
Tension (Ast)
Compr (Asc)
0.613 %
-------
Refer Table 2 SP 16 pg 48
692 sqmm
Tension Reinforcement
Type
Bar dia
Layer 1
25 mm
Layer 2
16 mm
Layer 3
-
Nos
Area of Steel
2
982 sqmm
2
402 sqmm
2
Total Steel Provided 1384 sqmm
1.226 %
Provided Steel OK
Compression Reinforcement
Type
Bar dia
Layer 1
12 mm
Layer 2
Layer 3
Nos
2
Area of Steel
Total Steel Provided
Shear Force (Vu)
v
c
cmax
Type
Layer 1
Layer 2
Layer 3
200 KN
1.771
0.562
2.8
Bar Dia
16 mm
12 mm
-
.=Vu / (b * d)
Refer Table 61 SP 16 pg 179
Refer Table J SP 16 pg 175
Nos
2
4
Total Steel Provided
Sectional Dimensions OK
Shear Reinforcements required
Type of stirrup
Stirrup diameter
Spacing
2 legged
8 mm
150 c/c
#VALUE!
or =(0.85*(0.8*fck)*(1+5)-1)) / (6)
Area of Steel
402 sqmm
452 sqmm
855 sqmm
0.757 %
Steel Calculation
Grade Check
7.1
SRB
a
b
c
-p
Ast
0.75
-3.611
1.930
0.613
692
.=(0.87435/100) * (fy/fck)2
.=(0.87/100) * (fy)
.=Mu/bd2
.=-(b(b2-4ac))/2a
.=(p*b*d)/100
DRB
a
b
c
-p
Astlim
0.75
-3.611
2.762
0.955
1079
Mu2
Ast2
Ast
-53
-278
801
.=Mu - Mulim
.=Mu2/((0.87*fy)*(d-d'))
.=Astlim+Ast2
d'/d
fsc
fcc
Asc
0.10
353
8.92
-291
Refer Table F SP 16 pg 13
.=0.466*fck
.=Mu2/((fsc-fcc)*(d-d'))
0.0629
0.1
Min steel %
Ast
Asc
0.205
692
-291
.=0.85% / fy
Min Steel
Max Steel
231
4516
.=(0.85*b*d) / fy
.=0.04*b*d)
Ast
Asc
692
Pt provided
Pc provided
0.757
Shear Calculations
3.068
Shear Capacity of Concrete (Vs)
Shear Stg to be caried by Stirrup (Vus)
Spacing
actual req
min
max
max
150
454
423
300
63
137
.=(Asv*0.87fy*d)/Vus
.=(Asv*0.87fy)/(b*0.4)
.=0.75d
.=300mm
.=c*b*d
.=Vu-Vs
provide the
least of the 4
.=(Ast*100)/(b*d)
.=(Asc*100)/(b*d)
.=(0.8*fck)/(6.89*Pt)
.=(0.87435/100) * (fy/fck)2
.=(0.87/100) * (fy)
.=Mulim/bd2
.=-(b(b2-4ac))/2a
.=(p*b*d)/100
Column Design
Design Loads
Load
Moment
Pu
Mu
Column Data
width
depth
length
b
d
l
Grade
Concrete
Steel
fck
fy
Pu/(fckbd)
Mu/(fckbd2)
d'/d
2000 KN
20 KN-m
200 mm
200 mm
3.00 meters
20 MPa
415 MPa
2.50
0.01
0.05
Minimum eccentricity
ex
1.27 mm
ey
1.27 mm
OK
OK
Refer Chart 31 of SP 16, Page no: 116
pt/fck
pt
Ast
Number of bars
dia
0.18
3.60%
1440 sqmm
nos
ast
25 mm
1963 sqmm
20 mm
1257 sqmm
20 mm
1257 sqmm
Total
12
4477 sqmm
Steel provided OK
4- ###
4- ###
4- ###
Column Design
Sl Grid
Col
No. No
Nos.
Col
type
Col
Shape
Load
1500 KN
Moment
Column Data
Grade
Design Constants
Design
Pu/(fckbdl) Mu/(fckbd ) d'/d
Paramenters
2
l
Final
Ast Req
Ast
Area of Steel
Remark
Type 1
Required
Type 2
Total Reinf Provided
Ast less than
1
02/27/2016
C1
30 KN-m
30 KN-m
200 mm 750 mm
750 mm 50 mm 3.60 m 20 MPa 415 MPa
0.50
0.01
0.1
0.02
Page 5 of 15
0.40%
600 sqmm
min Ast req.
1200 sqmm
12 mm
452 sqmm
12 mm 226 sqmm
679 sqmm
Check
Steel
provided
NOT OK
Fig
Slab Design
Slab thickness t
Concrete
150 mm
20 MPa
415 MPa
fck
fy
Steel
Sunken Depth
325 mm
3.750 KN/m
5 KN/m
3.0 KN/m
1.0 KN/m
Loading
Slab Load
Dead Load
Live Load
Finishes Load
Total Load
DL
LL
WL
Ws
3.750 KN/m
2.000 KN/m
1.000 KN/m
6.750 KN/m
Sunken Slab Load
Dead Load
DL
Filler Load
FL
Live Load
LL
Finishes Load WL
Factored Load
Wsu
10 KN/m
Total Load
Wsk
Factored Load Wsku
Slab Data
Slab Type
Load
Longer Span (ly)
Shorter Span (lx)
Loading on edges
W longer
Regular
10 KN/m
9.50 m
4.70 m
ly/lx ratio
Slab type
one way
24 KN/m
12.37 KN/m
19 KN/m
2.02
two way
.=w*lx/2
.=(w*lx/2) + (1-(1/3)*(lx/ly)2)
W shorter
.=w*lx/3
Moments
Mx
28 KN-m
one way
two way
.=w*lx2/ 8
.=x * w*lx2
.=y * w*lx2
Thickness Check
Deflection
Area of Steel
OK
10 mm
.=Mulim > Mux or Muy
.= 5*W*l4/(384EI)
Astx
Refer Chart 4 SP 16 pg 21
667 sqmm
or
Refer Table 5-44 SP 16 pg 51-80
Spacing required in mm
8#
x
75 c/c
10#
y
x
118 c/c
12#
y
x
170 c/c
.=ast of bar*1000/ast req
Final Ast
provided
16#
y
x
301 c/c
Design Calculations
ONE WAY
TWO WAY
0.75
-3.611
1.654
.=(0.87435/100) * (fy/fck)
.=(0.87/100) * (fy)
.=Mu/bd2
-px
0.513
.=-(b(b2-4ac))/2a
-py #VALUE! .=-(b(b2-4ac))/2a
Ast
667
.=(p*b*d)/100
Ast #VALUE! .=(p*b*d)/100
Min Ast
ly/lx
lower
value
0.00
xumax
mm2
0.12
180
upper
value
0.00
Interpolation
x
exact
lower
value
value
2.02
#N/A
62
.=(0.87435/100) * (fy/fck)2
a
0.75
b -3.611 .=(0.87/100) * (fy)
cy #VALUE! .=Mu/bd2
upper
value
#N/A
interptn.
value
#N/A
.= (700/(1100 * (0.87 * fy)) * d
Mulim 47 KN-m .= 0.36*fck*b*xumax*(d-(0.42*xumax))
2.76
Mulim/bd2
Mux/bd2
1.65
2
Muy/bd #VALUE!
E ###
I 2.81E-04 .= bd3/12
Defln 10.23 .= 5*W*l4/(384EI)
y
0.056
Table 26 IS 456 pg
91
a
b
cx
1
1.1
0.056
0.064
1.2
1.3
1.4
0.072
0.079
0.085
1.5
0.089
0.107
Slab thickness
Concrete
Steel
Loading
Slab Load
Dead Load
Live Load
Floor Finish
Other Load
Total Load
Factored Load
t
fck
fy
150 mm
20 MPa
415 MPa
DL
LL
FF
OL
Ws
Wsu
3.75 KN/m
3.00 KN/m
1.00 KN/m
0.00 KN/m
7.75 KN/m
12 KN/m
Sunken Depth
450 mm
Sunken Slab Load
Dead Load
Filler Load
Live Load
Floor Finish Load
Total Load
Factored Load
DL
FL
LL
WL
Wsk
Wsku
3.75 KN/m
6.39 KN/m
3.00 KN/m
1.00 KN/m
14.14 KN/m
21 KN/m
Sl. Id
Shorter
Span
lx
ly/lx
Regular
150 mm
12 KN
7.20 m
3.00 m
2.40
1a
Regular
150 mm
12 KN
7.20 m
3.50 m
2.06
Regular
150 mm
12 KN
9.20 m
1.50 m
6.13
Regular
150 mm
12 KN
5.70 m
2.00 m
2.85
Regular
150 mm
12 KN
3.60 m
2.00 m
1.80
Regular
150 mm
12 KN
15.00 m
2.60 m
5.77
Regular
150 mm
12 KN
6.50 m
5.50 m
1.18
Regular
150 mm
12 KN
7.40 m
6.00 m
1.23
Regular
150 mm
12 KN
8.30 m
2.40 m
3.46
Regular
150 mm
12 KN
6.70 m
3.70 m
1.81
10
Sunken
150 mm
21 KN
6.50 m
5.00 m
1.30
11
Sunken
150 mm
21 KN
5.80 m
4.80 m
1.21
+
+
+
+
+
+
Spacing required in mm
Loading on edges
W longer
W shorter
Moments
Thickness
Check
Mx
Area of Steel
8#
Astx
10#
y
18 KN/m
14 KN-m
OK
302 sqmm
166 c/c
260 c/c
374 c/c
21 KN/m
18 KN-m
OK
420 sqmm
120 c/c
187 c/c
269 c/c
9 KN/m
3 KN-m
OK
180 sqmm
279 c/c
436 c/c
628 c/c
12 KN/m
6 KN-m
OK
180 sqmm
279 c/c
436 c/c
628 c/c
OK
180 sqmm
OK
224 sqmm
11 KN/m
8 KN/m
16 KN/m
5 KN-m
3 KN-m
10 KN-m
180 sqmm
Spacing provided in
mm
c/c
12#
y
279 c/c 279 c/c 436 c/c 436 c/c 628 c/c 628 c/c
224 c/c
350 c/c
505 c/c
25 KN/m
22 KN/m
26 KN-m
20 KN-m
OK
604 sqmm
468 sqmm
83 c/c 107 c/c 130 c/c 168 c/c 187 c/c 242 c/c
28 KN/m
24 KN/m
32 KN-m
24 KN-m
OK
782 sqmm
567 sqmm
64 c/c
OK
190 sqmm
14 KN/m
9 KN-m
89 c/c
265 c/c
100 c/c 139 c/c 145 c/c 199 c/c
414 c/c
596 c/c
20 KN/m
15 KN/m
17 KN-m
9 KN-m
OK
379 sqmm
203 sqmm
133 c/c 248 c/c 207 c/c 388 c/c 298 c/c 558 c/c
42 KN/m
35 KN/m
41 KN-m
29 KN-m
OK
1066 sqmm
706 sqmm
47 c/c
71 c/c
74 c/c
39 KN/m
34 KN/m
35 KN-m
27 KN-m
OK
869 sqmm
644 sqmm
58 c/c
78 c/c
90 c/c 122 c/c 130 c/c 176 c/c
111 c/c 106 c/c 160 c/c
+
+
+
+
+
+
Slab Name
Sl.No
Longer
Load
Span
Thickness
Wsu / Wsku
ly
Slab type
Slab Data
Slab type
Design & Reinforcement Details of Slabs
Mark
Location (meters)
x
0
1.5
3
4.5
6
7.5
9
10.5
12
0
1.5
3
4.5
6
7.5
9
10.5
12
0
1.5
3
4.5
6
7.5
9
10.5
12
0
1.5
3
4.5
6
7.5
9
10.5
12
0
1.5
3
4.5
6
7.5
9
10.5
12
0
1.5
3
4.5
6
7.5
9
10.5
12
0
1.5
3
4.5
6
7.5
9
10.5
12
0
1.5
3
4.5
6
7.5
9
10.5
12
0
1.5
3
4.5
6
7.5
9
10.5
12
y
0
0
0
0
0
0
0
0
0
1.5
1.5
1.5
1.5
1.5
1.5
1.5
1.5
1.5
3
3
3
3
3
3
3
3
3
4.5
4.5
4.5
4.5
4.5
4.5
4.5
4.5
4.5
6
6
6
6
6
6
6
6
6
7.5
7.5
7.5
7.5
7.5
7.5
7.5
7.5
7.5
9
9
9
9
9
9
9
9
9
10.5
10.5
10.5
10.5
10.5
10.5
10.5
10.5
10.5
12
12
12
12
12
12
12
12
12
Values of Moments and Shear force at different locations
Moments (KNm)
Mx
My
Mxy
0
0
0
0
0
0
0
0
0
0
20
38
49
53
49
38
20
0
0
38
69
91
98
91
69
38
0
0
49
91
118
128
118
91
49
0
0
53
98
128
139
128
98
53
0
0
49
91
118
128
118
91
49
0
0
38
69
91
98
91
69
38
0
0
20
38
49
53
49
38
20
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
20
38
49
53
49
38
20
0
0
38
69
91
98
91
69
38
0
0
49
91
118
128
118
91
49
0
0
53
98
128
139
128
98
53
0
0
49
91
118
128
118
91
49
0
0
38
69
91
98
91
69
38
0
0
20
38
49
53
49
38
20
0
0
0
0
0
0
0
0
0
0
9
9
7
4
0
-4
-7
-9
-9
9
8
6
3
0
-3
-6
-8
-9
7
6
5
3
0
-3
-5
-6
-7
4
3
3
1
0
-1
-3
-3
-4
0
0
0
0
0
0
0
0
0
-4
-3
-3
-1
0
1
3
3
4
-7
-6
-5
-3
0
3
5
6
7
-9
-8
-6
-3
0
3
6
8
9
-9
-9
-7
-4
0
4
7
9
9
Shear (KN)
Qx
Qy
0
0
0
0
0
0
0
0
0
15
14
10
6
0
-6
-10
-14
-15
27
25
19
10
0
-10
-19
-25
-27
36
33
25
14
0
-14
-25
-33
-36
39
36
27
15
0
-15
-27
-36
-39
36
33
25
14
0
-14
-25
-33
-36
27
25
19
10
0
-10
-19
-25
-27
15
14
10
6
0
-6
-10
-14
-15
0
0
0
0
0
0
0
0
0
0
15
27
36
39
36
27
15
0
0
14
25
33
36
33
25
14
0
0
10
19
25
27
25
19
10
0
0
6
10
14
15
14
10
6
0
0
0
0
0
0
0
0
0
0
0
-6
-10
-14
-15
-14
-10
-6
0
0
-10
-19
-25
-27
-25
-19
-10
0
0
-14
-25
-33
-36
-33
-25
-14
0
0
-15
-27
-36
-39
-36
-27
-15
0
Staircase Design
Data
Effective Span (l)
Riser (R)
Thread (T)
Waist Slab thickness (t)
Clear Cover
Effective Depth of Waist Slab (d)
3.00 mm
150 mm
300 mm
150 mm
15 mm
135 mm
Grade of Concrete (fck)
Grade of Steel (fy)
20 MPa
415 MPa
Loading
Loads on going
Self weight of waist slab
Self weight of steps
Live Load
Floor Finish Load
Total Load
Factored Load
Loads on waist slab
Self weight of landing slab
Live Load
Floor Finish Load
Total Load
Factored Load
4.19 KN/m
1.88 KN/m
3.00 KN/m
1.00 KN/m
10.07 KN/m
15.10 KN/m
3.75 KN/m
2.00 KN/m
1.00 KN/m
6.75 KN/m
10.13 KN/m
Bending Moment
Calculate Bending Moment using the equation (W*L*L )/8
##
Bending Moment = 17 KN-m
Reaction
to be used as UDL = 23 KN
##
60 KN-m
Area of Main Steel
Ast
370 sqmm
Spacing
Diameter of bar
Spacing across x
12
306 c/c
16
544 c/c
Provded Main Steel:
Area of Distribution Steel
Ast
180 sqmm
Spacing
Diameter of bar
Spacing across y
Provided Distridution Steel:
8
279 c/c
10
436 c/c
Seismic Zone
Seismic Intensity
II
0.1
Table 2 IS 1893 2002 pg 16
Importance factor
1.5
Table 6 IS 1893 2002 pg 18
Response Reduction Factor
Table 7 IS 1893 2002 pg 23
Lateral Dimension of Building
Height of the of Building
d
h
65.6
50.4
meters
meters
Fundamental Natural Period
with brick infill
Ta
0.560
Type of Soil
Medium Soil
Spectral Acceleration Coefficient
Sa/g
0.000
Design Horizontal Seismic Coefficient
Ah
Seismic Weight of Building
680034
KN
Design Seismic Base Shear
VB
KN
Combined Footing
1
Footing Size Design
Load 1
Load 2
Combine load
Design Load
Pu1
Pu2
Pcu
Pc
2000 KN
1850 KN
3850 KN
2823 KN
Moment in x dir
Moment in y dir
Mux
Muy
40 KN-m
40 KN-m
c/c dist b/w col in x dir
c/c dist b/w col in y dir
Col Dim
SBC
Footing Size required
Footing Size Provided
Area Provided
2.725 meters
0.000 meters
x dir
y dir
0.20 meters
0.20 meters
150 KNm2
A req
18.82 sqmm
L
B
A prvd
6.00 meters
3.20 meters
19.20 meters
x bar
y bar
1.309
0.000
Zx
Zx
10.24
19.20
Nup
151 KNm2
Increase the Footing Size
Beam Design
Total Load
Factored Load
W
Wu
1.691 meters
151 KNm2
725 KNm2
2.725 meters
1.584 meters
3.20 meters
6.00 meters
725 KNm2
1.69 meters
2.73 meters
Beam Size
width
depth
Moment
Mb
1.58 meters
600 mm
900 mm
898 KN-m
Design the beam from the BEAM DESIGN SHEET
Bottom Reinforcement
Type
Layer 1
Layer 2
Layer 3
Bar dia
25 mm
25 mm
-
Nos
6
6
Area of Steel
2945 sqmm
2945 sqmm
Total Steel Provided 5890 sqmm
Percentage of Steel
1.148 %
Top Reinforcement
Type
Layer 1
Layer 2
Layer 3
Bar dia
25 mm
20 mm
-
Nos
6
6
Area of Steel
2945 sqmm
1885 sqmm
Total Steel Provided 4830 sqmm
Slab Design
Net upward pressure
Nup
l
151 KNm2
1.30 meters
Bending Moment
Factored Moment
Ms
Mus
128 KN-m
191 KN-m
Concrete
Steel
fck
fy
20 MPa
415 MPa
dmin
264
D
c
d'
d'
600 mm
50 mm
56 mm
544 mm
Minimum Depth Required
Depth Provided
Clear Cover
Effective Cover
Effective Depth
Area of Steel across x dir
1014 sqmm
Ast across x direction
Dist Ast across y direction
12#
112 c/c
Spacing c/c in mm
16#
198 c/c
12 mm dia @ 100 mm c/c
8 mm dia @ 175 mm c/c
Shear Check for Slab
Vu1
v
171 KN
0.315 MPa
0.316 MPa
Shear Check OK
/=width of footing from col face
M=Nup*l2/2
1.5*Ms
d=sqrt(Ms/Rumax*1000*b)
20#
310 c/c
1131 sqmm
287 sqmm
5
6.00 meters
3.20 meters
600 mm
1.7 meters
2.73 meters
1.6 meters
600 mm
6 - 25 mm dia
6 - 20 mm dia
600 mm
900 mm
6 - 25 mm dia
6 - 25 mm dia
250 mm
8 mm dia @ 175 mm c/c
6 - 25 mm dia
6 - 20 mm dia
6 - 25 mm dia
6 - 25 mm dia
12 mm dia @ 100 mm c/c
