Design building manually & program stad pro.Building had two floors.

2. There are more steps you have to following to do design
for any building. Up to have we finished eight steps to
design structure of building:
1. Select a plan of building
2. Draw the plan of a building in AUTOCAD program and
show columns position.
3. Calculate the slab load, wall load, beam self weight and
total load for each beam in the building.
4. Make a staad model.
5. Do the columns and beam size and enter it in staad
program.
6. Enter the total loads in staad program.
7. By using staad program select the grade of concrete and
steel for the full structure of building.
8. Do design of columns, beams and slabs of building.

3. PLAN OF COLLEGE BUILDING

4. ELEVATION OF COLLEGE BUILDING

5. Columns position

7. Assume the load of slab
•Overall of slab=??
Lx/d=32
7500/32=d
D=234.375mm
h= Ø/2+c+d
=12/2+20+234.375
=260.375mm
*Loading on 1m of slab
Dl of concrete = vol x uw
=1 x 1 x 0.260 x 24
=6.24kn/m2
Dl finishing=1KN/m2
Imposed load live(Qk)=2.5kn/m2
Ultimate load
=1.4 x 7.24 x 1.6 x 2.5
Wu=14.136kn/m2
LX = 7.5m
LY = 10.6m

8. Distribution of slab
S1
Ly/lx = 10604.5/7500=1.4
1.4 < 2 two way slab
Long beam =
((Wu x lx)/6) x (3-(Lx/Ly)2)
= ((14.136 x 7.5)/6) x {3-
(7.5/10.6)2} = 44.15kN/m2
Short beam =(Wu x lx)/3
= (14.136 x 7.5)/3 = 35.34 KN/m2
S2
Ly/lx = 7500/7203=1.4
1.4 < 2 two way slab
Long beam =((Wu x lx)/6) x (3-
(Lx/Ly)2)
= ((14.136 x 7.203)/6) x (3-
(7.203/10.6)2) = 43 KN/m2
Short beam =(Wu x lx)/3
= (14.136 x 7.203)/3
= 34kn/m2
S3
Ly/lx = 7500/5353=1.4
1.4 < 2 two way slab
Long beam
=((Wu x lx)/6) x {3-(Lx/Ly)2)
= ((14.136 x 5.353)/6) x (3-(5.353/7.5)2) =
31.4 kn/m2
Short beam =(Wu x lx)/3 = (14.136 x
5.353)/3 = 25.22kn/m2
S4
Ly/lx = 8804.5/7500=1.4
1.1< 2 two way slab
Long beam=((Wu x lx)/6) x (3-(Lx/Ly)2) =
((14.136 x 7.5)/6) x (3-(7.5/8.8)2) = 40.17
kn/m2
Short beam=(Wu x lx)/3 = (14.136 x 7.5)/3
= 35.34 kn/m2
S5
Ly/lx = 45771/3251=14
14> 2 one way slab
(Wu x lx)/2 = (14.136 x 3)/2 =21.204kn/m2

9. Slab load for staircase
Dl of waist slab 1m2
=1.16 x 0.260 x 24 = 6.2 kn/m2
Dl of steps = 4 (0.5 x .25 x .15) x 24
=108 kn/m2
Floor finish = 1kn/m2
Total DI load = 10 x 1.4 = 14 kn/m2
Live load = 3 kn/m2
= 3 x 1.6 =4.8 kn/m2
Wu = 14+ 4.8 = 18.8 kn/m2
For staircase design one way slab
(Wu x lx)/2 = (18.8 x 5.25)/2 =
49.35 kn/m2
250mm
1m
150mm
Ø
Tan Ø=150/250
Ø =30.9°
Cos 30.9° =1/x
X= 1.16m

10. Sunken slab load
Dl of filling material
= 1 x 1 x .3 x 12
=3.6 x 1.4 = 5 KN/m2
Wu = 14.13 + 5 = 19.136 KN/m2
Ly/lx = 525/325=1.6
1.6< 2 two way slab
short beam=(Wu x lx)/3
= (19.136 x 3.251)/3
= 20.7 KN/m2
Long beam
=((Wu x lx)/6) x (3-(lx/ly)2)
= ((19.136 x 3.251)/6) x (3-
(3.251/5.35)2)
= 27.129 KN/m2
Filling material
SLAB

11. Self weight of beam
= 1 x 0.25 x 0.6 x 24
= 3.6 x 1.4
= 5.04 kn/m2
250mm
600mm
Load of wall
= 1x 0.200 x 3 x 15
= 9 x 1.4
=12.6 kn/m2
0.2m
3m

12. 34
34
43
43
43
43
43 43 43
34
34
34
34
35.34 35.34 35.34 35.34
31.4 31.4
44.15 44.15
27.13
35.34 35.34 35.34 35.34 35.34 35.34 35.34 35.34
43
44.15
44.15
44.15 44.15
25.22
25.22
40.17
40.17
44.15 44.15 44.15 44.15
20.7
20.7
27.13
49.35
49.35
21.2
21.2

13. Beam
designation
Table 1 : Total slap load for each beam
Slap load Wall load
KN/M2
Beam self
weight
KN/M2
Total load
LHS
RHS
KN/M2 KN/M2
KN/M2
AB 0 34 12.6 5.04 51.64
BC 0 34 12.6 5.04 51.64
CD 0 34 12.6 5.04 51.64
DE 0 44.15 12.6 5.04 61.79
EF 0 40.17 12.6 5.04 57.81
FG 0 25.22 12.6 5.04 42.86
GH 0 20.7 12.6 5.04 38.34
IJ 34 21.2 12.6 5.04 72.84
JK 34 21.2 12.6 5.04 72.84
KL 44.15 21.2 12.6 5.04 82.99
LM 40.17 21.2 12.6 5.04 79.01
MN 25.22 21.2 12.6 5.04 64.06
NN1 25.22 21.2 12.6 5.04 64.06
OP 21.2 34 12.6 5.04 72.84
PQ 21.2 44.15 12.6 5.04 82.99
QR 21.2 44.15 12.6 5.04 82.99
RS 21.2 44.15 12.6 5.04 82.99
ST 21.2 44.15 12.6 5.04 82.99
TT1 49.35 44.15 12.6 5.04 111.14
UV 34 0 12.6 5.04 51.64
VW 44.15 0 12.6 5.04 61.79

14. Beam
designation
Slap load Wall load
Beam self
Total load
LHS
RHS
KN/M2
weight
KN/M2 KN/M2
KN/M2
KN/M2
AI 0 34 12.6 5.04 51.64
IO 0 0 12.6 5.04 17.64
OU 0 43 12.6 5.04 60.64
GG1 31.4 27.13 12.6 5.04 76.17
HH1 27.13 0 12.6 5.04 44.77
G1H1 49.35 20.7 12.6 5.04 87.69
H1T 0 0 12.6 5.04 17.64
TZ 35.34 0 12.6 5.04 52.98
G1T1 31.4 0 12.6 5.04 49.04
BJ 43 43 12.6 5.04 103.64
CK 43 43 12.6 5.04 103.64
DL 43 35.34 12.6 5.04 95.98
EM 35.34 35.34 12.6 5.04 88.32
FN 35.34 31.4 12.6 5.04 84.38
PV 43 35.34 12.6 5.04 95.98
QW 35.34 35.34 12.6 5.04 88.32
RX 35.34 35.34 12.6 5.04 88.32
WX 44.15 0 12.6 5.04 61.79
XY 44.15 0 12.6 5.04 61.79
YZ 44.15 0 12.6 5.04 61.79

32. Go to staad

35. Bar
size
(mm)
Number of bars
1 2 3 4 5 6 7 8 9 10
6 28.3 56.6 84.9 113 142 170 198 226 255 283
8 50.3 101 151 201 252 302 352 402 453 503
10 78.5 157 236 314 393 471 550 628 707 785
12 113 226 339 452 566 679 792 905 1020 1130
16 201 402 603 804 1010 1210 1410 1610 1810 2010
20 314 628 943 1260 1570 1890 2200 2510 2830 3140
25 491 982 1470 1960 2450 2950 3440 3930 4420 4910
32 804 1610 2410 3220 4020 4830 5630 6430 7240 8040
40 1260 2510 3770 5030 6280 7540 8800 10100 11300 12600
Table 3.5: Cross-sectional areas of bars (mm2)

36. .
Table : bars of steel for beam
Beam
Size Top Bars
Bottom
Top Extra
Bottom Extra Links
Name
mm
Bars
0.25L
0.7L
AB 600X250 2 T 32 2 T 16 2 T 25 1 T 16 8Ø@150 C/c
BC 600X250 2 T 25 2 T 16 2 T 20 1 T 16 8Ø@171C/c
CD 600X250 2 T 32 2 T 12 2 T 25 1 T 16 8Ø@166C/c
DE 800X250 2 T 32 2 T 16 2 T 25 1 T 25 10Ø@150C/c
EF 800X250 2 T 32 2 T 16 2 T 25 1 T 20 8Ø@146C/c
FG 600X250 2 T 16 2 T 8 2 T 12 1 T 8 8Ø@223C/c
GH 450X250 2 T 10 2 T 8 2 T 8 1 T 10 8Ø@216C/c
IJ 600X250 2 T 32 2 T 16 2 T 25 1 T 16 10Ø@150C/c
JK 600X250 2 T 25 2 T 16 2 T 20 1 T 16 10Ø@120C/c
KL 600X250 2 T 32 2 T 16 2 T 25 1 T 16 8Ø@100 C/c
LM 800X250 2 T 32 2 T 32 2 T 25 1 T 40 10Ø@120C/c
MN 800X250 2 T 32 2 T 20 2 T 25 1 T 20 8Ø@163C/c
NN1
OP 600X250 2 T 25 2 T 16 2 T 20 1 T 25 8Ø@109C/c
PQ 800X250 2 T 32 2 T 32 2 T 25 1 T 40 10Ø@120C/c
QR 800X250 2 T 32 2 T 25 2 T 25 1 T 25 8Ø@66C/c
RS 800X250 2 T 32 2 T 25 2 T 25 1 T 32 10Ø@120C/c
ST 600X250 2 T 25 2 T 20 2 T 20 1 T 20 10Ø@120C/c
TT1 450X250 2 T 25 2 T 10 2 T 20 1 T 12 10Ø@120C/c
UV 600X250 2 T 32 2 T 16 2 T 25 1 T 16 8Ø@160C/c
VW 800X250 2 T 32 2 T 25 2 T 25 1 T 25 8Ø@110C/c
WX 800X250 2 T 32 2 T 20 2 T 25 1 T 20 8Ø@103C/c
XY 800X250 2 T 32 2 T 20 2 T 25 1 T 20 8Ø@103C/c

37. .
Beam
Size Top Bars
Bottom
Top Extra
Bottom Extra Links
Name
Mm
Bars
0.25L
0.7L
AI 600X250 2 T 25 2 T 25 2 T 20 1 T 25 8Ø@104C/c
IO 450X250 2T25 2T20 2T20 1T16 10Ø@120 C/c
OU 600X250 2 T 25 2 T 25 2 T 20 1 T 25 10Ø@120C/c
G G1 450X250 2 T 25 2 T 16 2 T 20 1 T 16 8Ø@168C/c
H H1 450X250 2 T 16 2 T 12 2 T 12 1 T 16 8Ø@116C/c
G1 H1 450X250 2 T 10 2 T 12 2 T 10 1 T 12 8Ø@218C/c
H1 T 450X250 2 T 16 2 T 8 2 T 16 1 T 10 10Ø@120C/c
TZ 600X250 2 T 20 2 T 20 2 T 16 1 T 25 10Ø@120C/c
G1 T1 600X250 2 T 25 2 T 16 2 T 20 1 T 16 10Ø@120C/c
BJ 600X250 2 T 32 2 T 32 2 T 25 1 T 40 10Ø@120C/c
CK 600X250 2 T 32 2 T 32 2 T 25 1 T 40 10Ø@120C/c
DL 600X250 2 T 32 2 T 25 2 T 25 1 T 25 10Ø@120C/c
EM 600X250 2 T 32 2 T 25 2 T 25 1 T 25 10Ø@120C/c
FN 600X250 2 T 32 2 T 25 2 T 25 1 T 25 10Ø@120C/c
PV 600X250 2 T 32 2 T 25 2 T 25 1 T 32 8Ø@120 C/c
QW 600X250 2 T 32 2 T 25 2 T 25 1 T 25 8Ø@64C/c
RX 600X250 2 T 32 2 T 25 2 T 25 1 T 25 10Ø@120C/c
SY 600X250 2 T 32 2 T 25 2 T 25 1 T 25 10Ø@120C/c

43. Bar
size
(mm)
Number of bars
1 2 3 4 5 6 7 8 9 10
6 28.3 56.6 84.9 113 142 170 198 226 255 283
8 50.3 101 151 201 252 302 352 402 453 503
10 78.5 157 236 314 393 471 550 628 707 785
12 113 226 339 452 566 679 792 905 1020 1130
16 201 402 603 804 1010 1210 1410 1610 1810 2010
20 314 628 943 1260 1570 1890 2200 2510 2830 3140
25 491 982 1470 1960 2450 2950 3440 3930 4420 4910
32 804 1610 2410 3220 4020 4830 5630 6430 7240 8040
40 1260 2510 3770 5030 6280 7540 8800 10100 11300 12600
Table 3.5: Cross-sectional areas of bars (mm2)

44. Table : bars of steel for column
NO. of Links
Bars
Size
MM
Column
Name
A 600mm X 250mm T 16 6 8T @ 150 c/c
B 250mm X 600mm T 16 8 8T @ 150 c/c
C 250mm X 600mm T 16 4 8T @ 150 c/c
D 250mm X 600mm T 16 8 8T @ 150 c/c
E 250mm X 600mm T 16 8 8T @ 150 c/c
F 250mm X 600mm T 16 4 8T @ 150 c/c
G 250mm X 600mm T 16 4 8T @ 150 c/c
G1 250mm X 600mm T 16 4 8T @ 150 c/c
H 250mm X 600mm T 16 4 8T @ 150 c/c
H1 250mm X 600mm T 16 4 8T @ 150 c/c
I 600mm X 250mm T 16 4 8T @ 150 c/c
J 600mm X 250mm T 25 6 8T @ 150 c/c
K 250mm X 600mm T 20 4 8T @ 150 c/c
L 250mm X 600mm T 20 8 8T @ 150 c/c
M 250mm X 600mm T 20 8 8T @ 150 c/c
N 250mm X 600mm T 20 4 8T @ 150 c/c
O 600mm X 250mm T 16 4 8T @ 150 c/c
P 250mm X 600mm T 20 8 8T @ 150 c/c

45. NO. of Links
bars
Size
MM
Column
Name
Q 250mm X 600mm T 20 8 8T @ 150 c/c
R 250mm X 600mm T 20 8 8T @ 150 c/c
S 250mm X 600mm T 16 4 8T @ 150 c/c
T 600mm X 250mm T 16 4 8T @ 150 c/c
T1 250mm X 600mm T 16 4 8T @ 150 c/c
U 250mm X 600mm T 16 4 8T @ 150 c/c
V 250mm X 600mm T 20 6 8T @ 150 c/c
W 250mm X 600mm T 20 6 8T @ 150 c/c
X 250mm X 600mm T 25 4 8T @ 150 c/c
Y 250mm X 600mm T 20 6 8T @ 150 c/c
Z 600mm X 250mm T 16 8 8T @ 150 c/c

47. STEP 1
Assume overall depth
Lx/d =32
7500/d=32
d= 234 mm
h=d+dia/2+c
h=234+12/12+20=260 mm
STEP 2: LOADS
DL=GK=1x1x0.26x24+1=7.24 KN/m2
L.L=QK=2.5 KN/m2
Design load =1.4GK+1.6QK
Wu =1.4x7.24+1.6x2.5=14.13 KN
STEP3: bending moment max
Msx=B Wu Lx
= -0.068x14.13x7.22
= -54 KNm
Msy= -0.037x14.13x7.22
= -29.4 KNm
STEP 4: moment of resistance of
c/r
Mu=0.156fcu b d2
=0.156x30x2342
= 256.2x106 Nmm
=256.2 KNm
STEP 5
Mu > M
256.2 > 54 yes ok S.R slab

48. STEP 6 Equation of Design
For shorten Direction
K=M/fcubd2
=54x106/30x1000x2342
= 0.03
Z=d(0.5+Squroot 0.25+k/0.9)
=234(0.5+Squroot 0.25+0.03/0.9)
=225.9 mm < 0.95d = 0.95x234
=222 mm NOT OK
Z=222 mm
As=M/0.95fyZ
=54x106/0.95x460x222
=556 mm2 provide 12 T@200 c/c _ 566
mm2
Check for As min and As max
As max = 4/100 x b x h
= 4/100 x 1000 x 260 = 10400 mm2
As min = 0.4/100 x b x h
= 0.13/100 x 1000 x 260 =338 mm2
For longer Direction
K=M/fcubd2
=29.4x106/30x1000x2342= 0.017
Z=d(0.5+Squroot 0.25+k/0.9)
=234(0.5+Squroot 0.25+0.017/0.9)
=229 mm < 0.95d = 0.95x234
=222 mm NOT OK
Z=222 mm
As=M/0.95fyZ
=29.4x10^6/0.95x460x222
=303 mm2 provide 10 T@200 c/c _ 393
mm2
Check for As min and As max
As max = 4/100 x b x h
= 4/100 x 1000 x 260 = 10400 mm2
As min = 0.4/100 x b x h
= 0.13/100 x 1000 x 260 =338 mm2

49. Bar
Size
(mm)
Table 3.15: Cross-sectional area per meter width (mm2) Slabs
Spacing of bars
50 75 100 125 150 175 200 250 300
6 566 377 283 226 189 162 142 113 94.3
8 1010 671 503 402 335 287 252 201 168
10 1570 1050 785 628 523 449 393 314 262
12 2260 1510 1130 905 754 646 566 452 377
16 4020 2680 2010 1610 1340 1150 1010 804 670
20 6280 4190 3140 2510 2090 1800 1570 1260 1050
25 9820 6550 4910 3930 3270 2810 2450 1960 1640
32 16100 10700 8040 6430 5360 4600 4020 3220 2680
40 25100 16800 12600 10100 8380 7180 6280 5030 4190

51. Long side
reinforceme
nt
Short side
reinforceme
nt
Overall
depth
mm
Slab size
mm
Slab name
S1 1O604 X 7500 234 12T@200 C/C 10T@200C/C
S2 7203 x7500 234 10T@200C/C 8T@175C/C
S3 7203 x7500 234 10T@200C/C 10T@200C/C
S4 10604 x 7500 234 12T@175C/C 10T@200C/C
S5 8804 x 7500 234 12T@200C/C 10T@200C/C