adcf

1. GB22
Determine One Way or Two Way Slab:
Slab 3b-4a / C-D
Ly/Lx= 3/2
1.5, <2
(Two way slab)
Slab 3b-4a / D-E
Ly/Lx= 3/3
1, <2
(Two way slab)
Slab self-weight= 0.15m x 24kN/m3
3.6kN/m2
Dead Load
Beam self-weight= 0.15m x 0.3m x 24kN/m3
1.08kN/m
Brickwall weight= 3.0m x 0.15m x 19kN/m3
8.55kN/m
Dead Load 3b-4a / C-D (two way)= 3.6kN/m2 x 2/2
3.6kN/m
Dead Load 3b-4a / D-E (two way)= 3.6kN/m2 x 3/2 x 2/3
3.6kN/m
Total Dead Load = (1.08 + 8.55 + 3.6 + 3.6 )kN/m2
16.83 kN/m
Live Load
Live Load 3b-4a / C-D = 1.5kN/m2 x 2/2
1.5kN/m
Live Load 3b-4a / D-E = 2.0kN/m2 x 3/2 x 2/3
2.0kN/m
Total Live Load = (1.5+2) kN/m
3.50kN/m
Ultimate Load
Ultimate Dead Load= 16.83kN/m x 1.4
23.56kN/m
Ultimate Live Load= 3.5kN/m x 1.6
5.6kN/m
Total Ultimate Load= (23.56+5.6)kN/m
29.16kN/m
Reaction Forces
Total Load = 29.16kN/m x 3m
87.48kN
∑Ma=0
0= -3Rb + 87.48(1.5)
Rb= 43.74kN
∑Fy=0
0=43.74+Ra-87.48
Ra=43.74kN
Shear Force Diagram
Bending Moment Diagram
Positive Area= 1/2 x 2 x 43.74
32.81kN/m
Negative Area= 1/2 x 2 x 43.74
32.81kN/m
1.08kN/m
3b 4a3m
3.6kN/m
8.55kN/m
3.6kN/m
16.83kN/m
1.5kN/m
3b 4a3m
3.5kN/m
2.0kN/m
29.16kN/m
3b 4a
3m
87.48kN
3b 4a
3m
1.5m
87.48kN
Rb=43.74kNRa
87.48kN
Rb=43.74kNRa=43.74kN
3b 4a
3m
43.74kN/m
-43.74kN/m
3b 4a
3m
32.81kN/m
32.81-32.81=0
1

2. 2

3. 3

4. 4

5. 5

6. 6

7. 7

8. 8

9. 9

10. 10

11. 11

12. 12

13. GB20
Determine One Way or Two Way Slab:
Slab 2-4 / B-C
Ly/Lx= 7/5
1.4, <2
(Two way slab)
Slab 2-3b / C-D
Ly/Lx= 5/5
1, <2
(Two way slab)
Slab 3b-4a / C-D
Ly/Lx= 3/2
1.5, <2
(Two way slab)
Slab self-weight= 0.15m x 24kN/m3
3.6kN/m2
Dead Load
Beam self-weight= 0.15m x 0.3m x 24kN/m3
1.08kN/m
Brickwall weight= 3.0m x 0.15m x 19kN/m3
8.55kN/m
Dead Load 2-4 / B-C (two way)= 3.6kN/m2 x 5/2
9.0kN/m
Dead Load 2-3b / C-E (two way)= 3.6kN/m2 x 5/2 x 2/3
6.0kN/m
Dead Load 3b-4a / C-D (two way)= 3.6kN/m2 x 2/2
3.6kN/m
Total Dead Load
For 2-3b = (1.08 + 8.55 + 9 + 6 )kN/m2
24.63kN/m2
For 3b-4 = (1.08 + 8.55 + 9 + 3.6 )kN/m2
22.23kN/m2
Live Load
Live Load on Slab 2-4 / B-C (two way)= 2.0kN/m2 x 5/2
5.0kN/m
Live Load on Slab 2-3b / C-E (two way)= 2.0kN/m2 x 5/2 x 2/3
3.33kN/m
Live Load on Slab 3b-4a / C-D (two way)= 1.5kN/m2 x 2/2
1.5kN/m
Total Live Load
For 2-3b = (5 + 3.33 )kN/m2
8.33kN/m2
For 3b-4 = (5 + 1.5 )kN/m2
6.5kN/m2
Ultimate Load
For 2-3b
Ultimate Dead Load= 24.63kN/m x 1.4
34.48kN/m
Ultimate Live Load= 8.33kN/m x 1.6
13.33kN/m
Total Ultimate Load= (34.48+13.33)kN/m
1.08kN/m
8.55kN/m
3.6kN/m
9kN/m
9.0kN/m
2 3b 4
5m 2m
24.63kN/m 22.23kN/m
5.00kN/m
3.33kN/m
6.5kN/m
1.5kN/m
2 3b 4
5m 2m
8.33kN/m
47.81kN/m
2 3b 45m 2m
41.52kN/m
1

14. 47.81kN/m
For 3b-4
Ultimate Dead Load= 22.23kN/m x 1.4
31.12kN/m
Ultimate Live Load= 6.5kN/m x 1.6
10.4kN/m
Total Ultimate Load= (31.12+10.4)kN/m
41.52kN/m
Reaction Forces
Total Load for Beam C/2b-3b = 47.81kN/m x 5m
239.05kN
Total Load for Beam C/3b-4 = 41.52kN/m x 2m
83.04kN
∑Ma=0
0= 239.05(2.5) + 109.62(5) + 83.04(6) - 7Rb
Rb= 234.9kN
∑Fy=0
0=239.05 + 109.62 + 83.04 - 234.9 - Ra
Ra=196.81kN
Shear Force Diagram
Bending Moment Diagram
Small Triangle = x/5 = 196.81/239.05
x=4.12
Positive Area = 1/2 x 196.81 x 4.12
405.43
Negative Area = 1/2 x (151.86+234.9) x2
386.76
Negative Area = 1/2 x 42.24 x (5-4.12)
18.59
Total Negative Area = 386.76 + 18.59
405.35
2 43b
5m 2m
83.04kN109.62kN
239.05kN
Rb=234.9kNRa=196.81kN
2 3b 45m 2m
196.81kN
-42.24kN
-151.86kN
-234.9kN
2 3b 45m 2m
405.43kN/m
405.43-405.35=0.08
2

15. GB23
Determine One Way or Two Way Slab:
Slab 3a-4a / E-F
Ly/Lx= 4/4
1, <2
(Two way slab)
Slab 3b-4a / D-E
Ly/Lx= 3/3
1, <2
(Two way slab)
Slab 2-3b / C-E
Ly/Lx= 5/5
1, <2
(Two way slab)
Slab self-weight= 0.15m x 24kN/m3
3.6kN/m2
Dead Load
Beam self-weight= 0.15m x 0.3m x 24kN/m3
1.08kN/m
Brickwall weight= 3.0m x 0.15m x 19kN/m3
8.55kN/m
Dead Load 2-3b / C-E (two way)= 3.6kN/m2 x 5/2 x 2/3
6.0kN/m
Dead Load 3b-4a / D-E (two way)= 3.6kN/m2 x 3/2 x 2/3
3.6kN/m
Dead Load 3a-4a / E-F (two way)= 3.6kN/m2 x 4/2 x 2/3
4.8kN/m
Total Dead Load
For 3a-3b = (1.08 + 8.55 + 6 + 4.8 )kN/m2
20.43kN/m2
For 3b-4a = (1.08 + 8.55 + 3.6 + 4.8 )kN/m2
18.03kN/m2
Live Load
Live Load on Slab 2-3b / C-E (two way)= 2.0kN/m2 x 5/2 x 2/3
3.33kN/m
Live Load on Slab 3b-4a / D-E (two way)= 2.0kN/m2 x 3/2 x 2/3
2.00kN/m
Live Load on Slab 3a-4a / E-F (two way)= 1.5kN/m2 x 4/2 x 2/3
2.0kN/m
Total Live Load
For 3a-3b = (3.33 + 2 )kN/m2
5.33kN/m2
For 3b-4a = (2 + 2)kN/m2
4kN/m2
Ultimate Load
For 3a-3b
Ultimate Dead Load= 20.43kN/m x 1.4
28.6kN/m
Ultimate Live Load= 5.33kN/m x 1.6
1.08kN/m
8.55kN/m
6kN/m
4.8kN/m
3.6kN/m
3a 3b 4a
1m 3m
20.43kN/m
18.03kN/m
2kN/m
3a 3b 4a
1m 3m
3.33kN/m
2N/m
4kN/m5.33kN/m
3a 3b 4a
1m 3m
1

16. 8.53kN/m
Total Ultimate Load= (28.6+8.53)kN/m
37.13kN/m
For 3b-4a
Ultimate Dead Load= 18.03kN/m x 1.4
25.24kN/m
Ultimate Live Load= 4kN/m x 1.6
6.4kN/m
Total Ultimate Load= (25.24+6.4)kN/m
31.64kN/m
Reaction Forces
Total load on beam E/3a-3b= 37.13 x 1m
37.13kN
Total load on beam E/3b-4a= 31.64 x 3m
94.93kN
∑Ma=0
0=37.13(0.5) + 104.8(1) + 94.93 (2.5) = 4Rb
4Rb=360.68kN
Rb=90.17kN
∑Fy=0
0=37.13 + 104.8 + 94.93 - 90.17 - Ra
Ra=146.69kN
Shear Force Diagram
Bending Moment Diagram
Small Triangle = x/3 = 4.76/90.17
x=0.16
Positive Area = 1/2 x (146.69+109.56) x 1
127.83
Postive Area = 1/2 x 0.16 x 4.76
0.38
Total Positive Area = 127.83 + 0.38
128.04
Negative Area = 1/2 x 90.17 x (3-0.16)
128.04
37.13kN/m 31.64kN/m
37.13kN
94.93kN
3a 3b 4a
1m 3m
104.8kN/m
0.5m 1.5m
Rb=90.17kNRa=146.69kN
3a 3b 4a
1m 3m
146.69kN
109.56kN
4.76kN
-90.17kN
3a 3b 4a
1m 3m
128.04kN/m
128.21-128.04=0.17
2

17. 1

18. 2

19. GB24
Determine One Way or Two Way Slab:
Slab 3b-4a / C-E
Ly/Lx= 3/2
1.5, <2
(Two way slab)
Slab 3b-4a / D-E
Ly/Lx= 3/3
1, <2
(Two way slab)
Slab 2-3b / C-E
Ly/Lx= 5/5
1, <2
(Two way slab)
Slab self-weight= 0.15m x 24kN/m3
3.6kN/m2
Dead Load
Beam self-weight= 0.15m x 0.3m x 24kN/m3
1.08kN/m
Brickwall weight= 3.0m x 0.15m x 19kN/m3
8.55kN/m
Dead Load 2-3b / C-E (two way)= 3.6kN/m2 x 5/2 x 2/3
6.0kN/m
Dead Load 3b-4a / D-E (two way)= 3.6kN/m2 x 3/2 x 2/3
3.6kN/m
Dead Load 3a-4a / C-D (two way)= 3.6kN/m2 x 2/2 x 2/3
2.4kN/m
Total Dead Load
For E-D = (1.08 + 8.55 + 6 + 3.6 )kN/m2
19.23kN/m2
For D-C = (1.08 + 8.55 + 2.4 + 6 )kN/m2
18.03kN/m2
Live Load
Live Load on Slab 3b-4a / D-E (two way)= 2.0kN/m2 x 3/2 x 2/3
5.0kN/m
Live Load on Slab 2-3b / C-E (two way)= 2.0kN/m2 x 5/2 x 2/3
3.33kN/m
Live Load on Slab 3b-4a / C-D (two way)= 1.5kN/m2 x 2/2 x 2/3
1.0kN/m
Total Live Load
For E-D = (2 + 3.33 )kN/m2
5.33kN/m2
For D-C = (3.33 + 1 )kN/m2
4.33kN/m2
Ultimate Load
For E-D
Ultimate Dead Load= 19.23kN/m x 1.4
26.92kN/m
Ultimate Live Load= 5.33kN/m x 1.6
8.53kN/m
Total Ultimate Load= (26.92+8.53)kN/m
1.08kN/m
8.55kN/m
2.4kN/m
6kN/m
3.6kN/m
E D C
3m 2m
19.23kN/m 18.03kN/m
3.33kN/m
2kN/m
4.33kN/m
1kN/m
E D C
3m 2m
5.33kN/m
35.45kN/m
E D C3m 2m
32.17kN/m
1

20. 35.45kN/m
For D-C
Ultimate Dead Load= 18.03kN/m x 1.4
25.24kN/m
Ultimate Live Load= 4.33kN/m x 1.6
6.93kN/m
Total Ultimate Load= (25.24+6.93)kN/m
32.17kN/m
Reaction Forces
Total Load for Beam 3b / E-D = 35.45kN/m x 3m
106.34kN
Total Load for Beam 3b / D-C = 32.17kN/m x 2m
64.34kN
∑Ma=0
0= 106.34 (1.5) + 43.74(3) + 64.34(4) = 5Rb
Rb= 109.62kN
∑Fy=0
0= 106.34 + 43.74 + 64.34 - 109.62 - Ra
Ra=104.8kN
Shear Force Diagram
Bending Moment Diagram
Small Triange = x/3 = 104.8/106.34
x=2.96
Positive Area = 1/2 x 104.8 x 2.96
155.1
Negative Area = 1/2 x 1.54 x (3-2.96)
0.03
Negative Area = 1/2 x (109.62 + 45.28) x 2
154.9
Total Negative Area = 0.03 + 154.9
154.93
E CD
3m 2m
64.34kN
43.74kN
106.34kN
Rb=109.62kNRa=104.8kN
E D C3m 2m
104.8kN
-1.54kN
- 45.28kN
-109.62kN
E D C3m 2m
155.1kN/m
155.1-154.9=0.2
2