This document presents the structural analysis of a two-story bungalow design project. It includes 3D models and architectural plans of the bungalow layout. Load calculations are performed for various building components including beams, slabs, and columns. Beam calculations are shown for two sample secondary and primary beams, accounting for dead loads from self-weight and other structural elements, as well as live loads. The maximum shear forces and bending moments are calculated to determine the required beam reinforcement.
Structural Analysis of a Bungalow Reportdouglasloon
Taylor's University Lakeside Campus
School of Architecture, Building & Design
Bachelor of Science (Hons) in Architecture
Building Structures (ARC 2523 / BLD 60103)
Project 2: Structural Analysis of a Bungalow
Structural Analysis of a Bungalow Reportdouglasloon
Taylor's University Lakeside Campus
School of Architecture, Building & Design
Bachelor of Science (Hons) in Architecture
Building Structures (ARC 2523 / BLD 60103)
Project 2: Structural Analysis of a Bungalow
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For more information, visit-www.vavaclasses.com
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Building Structures Report (Group and Individual)
1. SCHOOL OF ARCHITECTURE, BUILDING & DESIGN
Bachelor of Science (Honors) in Architecture
Building Structures (ARC 2522/2523)
Project 2: Structural Analysis of a Bungalow
Students:
Evelyn Lai Kah Ying 0322732
Lee Hui Qin 0322991
Ng Zheng Si 0322585
Tutor: Ms. Ann
2. TABLE OF CONTENTS Pages
1.0 Introduction to Building 1
2.0 3D Modelings 2
3.0 Architectural Plans 3-5
4.0 Design Brief 6
(Quantity Life and Dead Loads Acting On Structure)
5.0 Structural Plans 7-10
6.0 Load Distribution Diagram 11-13
7.0 Tributary Area 14-16
8.0 Beam Calculation
8.1 Evelyn Lai Kah Ying - beam calculation 17-31
8.2 Lee Hui Qin - beam calculation 32-50
8.3 Ng Zheng Si - beam calculation 50-76
9.0 Column Calculation
8.1 Evelyn Lai Kah Ying - column calculation 77-83
8.2 Lee Hui Qin - column calculation 84-88
8.3 Ng Zheng Si - column calculation 89- 94
3. 1
INTRODUCTION TO BUILDING
In this project, we are required to carry out structural framing , design a
bungalow and prepare structural drawings for the bungalow. This project involves
structural theory, force calculation and basic structural proposal which allows
understanding the concept of structural analysis.
The bungalow should be designed as 2 storey which consists of the following
component :
1. 1 master bedroom with attached bathroom
2. Minimum 3 bedrooms
3. 2 bathrooms
4. Kitchen
5. Living hall
6. Dining area
7. 1 store room.
The layout that we chosen for this bungalow design is :
Category B for ground floor Category A for first floor
8. 6
Design Brief (Quantity Life and Dead Loads Acting On Structure)
Structure Dimension
Slab 0.15m (thickness)
Wall 0.15m x 3m (thickness x height)
Beam (9m beam) 0.2m x 0.5m (width x depth)
Beam (primary) 0.2m x 0.4m (width x depth)
Beam (secondary) 0.2m x 0.3m (width x depth)
Column 0.3m x 0.3m x 3m (width x length x height)
Transferred column 0.2m x 0.2m x 3m (width x length x height)
Standard Weight of Material
Material Standard Weight (kN/m³)
Brickwork 19
Reinforced concrete 24
Intensity of Distributed Load (Live Load)
Space Live Load Factor (kN/m³)
Living Room 4.0
Bedroom 1.5
Dining Room 2.0
Kitchen 3.0
Storeroom 2.5
Corridor 4.0
Study Room 1.5
Stairs 1.5
Family Area 2.0
Lounge 2.0
Billiard Room 2.0
Toilet 2.0
Structure self weight
Structure Calculation Self weight
(kN/m²)(kN/m)
Concrete slab 0.15m x 24 kN/m³ 3.6
Roof 1.0
Brick wall 0.15m x 3m x 19 kN/m³ 8.55
Beam (9m beam) 0.2m x 0.5m x 24 kN/m³ 2.4
Beam (primary) 0.2m x 0.4m x 24 kN/m³ 1.92
Beam (secondary) 0.2m x 0.3m x 24 kN/m³ 1.44
Column 0.3m x 0.3m x 3m x 24 kN/m³ 6.48
Transferred column 0.2m x 0.2m x 3m x 24 kN/m³ 2.88
20. 18
1. Beam 3i/ B-C (Secondary Beam)
Dead Load
Beam self weight = 0.2m x 0.3m x 24 kN/m³
= 1.44 kN/m
Brick wall self weight = 0.15m x 3m x 19 kN/m³
= 8.55 kN/m
Slab B-C/ 3-3i = 3.6 kN/m² x (2.9m/2)
= 5.22 kN/m
Slab B-C/ 3i-5 = 3.6 kN/m² x (4m/2) x (2/3)
= 4.8 kN/m
Total dead load = (1.44+8.55+5.22+4.8) kN/m
= 20.01 kN/m
Live Load
Slab B-C/ 3-3i = 2.0 kN/m² x (2.9m/2)
(Bathroom) =2.9 kN/m
Slab B-C/ 3i-5 = 1.5 kN/m² x (4m/2) x (2/3)
(Bedroom) = 2.0 kN/m
Total live load = 2.9 kN/m + 2 kN/m
= 4.9 kN/m
Ultimate Load
Ultimate dead load (B-C) = 20.01 kN/m x 1.4
= 28.01 kN/m
Ultimate live load (B-C) = 4.9 kN/m x 1.6
= 7.84 kN/m
Total ultimate load (B-C) = (28.01+7.84) kN/m
= 35.85 kN/m
Total load = 35.85kN/m x 4m = 143.42kN/m
B C
4000
1.44kN/m
8.55kN/m
5.22kN/m
4.8kN/m
20.01kN/m
Beam self weight
Brick wall self weight
Slab B-C/3-3i
Slab B-C/3i-5
Total dead load
B C
4000
35.85kN/m
B C B C
4000 4000
1.44kN/m
8.55kN/m
5.22kN/m
4.8kN/m
20.01kN/m
2.9kN/m
2.0kN/m
4.9kN/m
Beam self weight
Brick wall self weight
Slab B-C/3-3i
Slab B-C/3i-5
Total dead load
Total live load
Slab B-C/3-3i
Slab B-C/3i-5
B C
4000
35.85kN/m
B C
4000
35.85kN/m
RBy=71.71kN
71.7kN
(71.71-143.42)kN
=-71.71kN
(-71.71+71.71)
=0kN
RCy=71.71kN
0kN
(+)
(-)
B C
4000
1.44kN/m
8.55kN/m
5.22kN/m
4.8kN/m
20.01kN/m
Beam self weight
Brick wall self weight
Slab B-C/3-3i
Slab B-C/3i-5
Total dead load
B C
4000
35.85kN/m
40005000
6000
3500
4
B
C
D
3 5
3i
Bathroom Bedroom
Corridor
2900 2100
21. 19
Load Diagram
Σm=0
(143.42kN/m x 2m) - 4RCy =0
RCy = 71.71 kN
ΣFy = 0
71.7kN/m – 143.36 kN/m + RBy= 0
RBy = 71.71 kN
Shear Force Diagram (V)
(71.71-143.42) kN =-71.71kN
(-71.71+71.71) kN = 0kN
Bending Moment Diagram
Positive Area-Negative Area in V
Positive Area = ½ x 71.71 x 2
= 71.71
Negative Area= ½ x 71.71 x 2
= 71.71
Positive Area = Negative Area
(71.71-71.71)kN = 0
.8kN/m
0.01kN/m
Slab B-C/3i-5
Total dead load
C
4000
5.85kN/m
B C
4000
35.85kN/m
RBy=71.71kN
71.7kN
(71.71-143.42)kN
=-71.71kN
(-71.71+71.71)
=0kN
71.7kN
RCy=71.71kN
0kN
0kN 0kN
(+)
(-)
22. 20
2. Beam C/3-4 (Primary beam)
Dead Load
Beam self weight = 0.2m x 0.4m x 24 kN/m³
= 1.92 kN/m
Brick wall self weight = 0.15m x 3m x 19 kN/m³
= 8.55 kN/m
Slab B-C/ 3-3i = 3.6 kN/m² x (2.9m/2) x (2/3)
= 3.48 kN/m
Slab B-C/ 3i-5 = 3.6 kN/m² x (4m/2)
= 7.2 kN/m
Slab C-D/ 3-5 = 3.6 kN/m² x (3.6m/2)
= 6.48 kN/m
Total dead load (3-3i) = (1.92+8.55+3.48+6.48) kN/m
= 20.43kN/m
Total dead load (3i-4) = (1.92+7.2+6.48) kN/m
= 15.60 kN/m
Live Load
Slab B-C/ 3-3i = 2.0 kN/m² x (2.9m/2) x (2/3)
(bathroom) = 1.93 kN/m
Slab B-C/ 3i-5 = 1.5 kN/m² x (4m/2)
(Bedroom) = 3.0 kN/m
Slab C-D/ 3-5 = 4.0 kN/m² x (3.6m/2)
(Corridor) = 7.2 kN/m
Total live load (3-3i) = (1.93+7.2) kN/m
= 9.13 kN/m
Total live load (3i-4) = (7.2+3.0) kN/m = 10.2 kN/m
3
8.55kN/m
3.48kN/m
Beam self weight
Brick wall self weight
Slab B-C/3-3i
Slab B-C/3i-5
Total dead load
20.43kN/m
Slab C-D/3-5
3i 4
1.92kN/m
7.2kN/m
6.48kN/m
15.60kN/m
2900 2100
3 3i 4
2900 2100
43.21kN/m 38.16kN/m
3
R3y=13
135.92kN
0kN
0kN
3
8.55kN/m
3.48kN/m
Beam self weight
Brick wall self weight
Slab B-C/3-3i
Slab B-C/3i-5
Total dead load
20.43kN/m
Slab C-D/3-5
3i 4
1.92kN/m
7.2kN/m
6.48kN/m
15.60kN/m
2900 2100
3
1.93kN/m
Slab B-C/3-3i
Slab B-C/3i-5
Total live load
9.13kN/m
Slab C-D/3-5
3i 4
3.0kN/m
7.2kN/m
10.2kN/m
2900 2100
3 3i 4
2900 2100
43.21kN/m 38.16kN/m
3 3i 4
2900 2100
43.21kN/m 38.16kN/m
R3y=135.92kN R4y=141.23kN
71.71kN
135.92kN
(135.92-125.31)kN
40005000
6000
3500
4
B
C
D
3 5
3i
Bathroom Bedroom
Corridor
2900 2100
23. 21
Ultimate Load
Ultimate dead load (3-3i) = 20.43kN/m x 1.4
= 28.60 kN/m
Ultimate dead load (3i-4) = 15.6kN/m x 1.4
= 21.84 kN/m
Ultimate live load (3-3i) = 9.13kN/m x 1.6
= 14.61 kN/m
Ultimate live load (3i-4) = 10.2kN/m x 1.6
= 16.32 kN/m
Total ultimate load (3-3i) = (28.602+14.61) kN/m
= 43.21kN/m
Total ultimate load (3i-4) = (21.84+16.32) kN/m
= 38.16kN/m
Point load at C/3i = 71.71 kN/m
Load Diagram
Σm = 0
(43.21kN/m x 2.9m x 2.9m/2)+(71.71kN x
2.9m)+(38.16kN/m x 2.1m x 3.95m)-5R4y = 0
R4y = 141.23kN
ΣFy=0
R3y+141.23kN-(43.21kN/m x 2.9m)-71.71kN
-(38.16kN/m x 2.1m) = 0
R3y = 135.92kN
Shear Force Diagram (V)
Bending Moment Diagram
Positive Area-Negative Area in V
Positive Area = ½ x (135.92+10.61) x 2.9
= 212.47
Negative Area = ½ x (61.1+141.23) x 2.1
= 212.47
Positive Area = Negative Area
(212.47-212.47)kN = 0
3
8.55kN/m
3.48kN/m
Beam self wei
Brick wall self
Slab B-C/3-3i
Slab B-C/3i-5
Total dead loa
20.43kN/m
Slab C-D/3-5
3i 4
1.92kN/m
7.2kN/m
6.48kN/m
15.60kN/m
2900 2100
3 3i 4
2900 2100
43.21kN/m 38.16kN/m
13
3
8.55kN/m
3.48kN/m
Beam self weight
Brick wall self weight
Slab B-C/3-3i
Slab B-C/3i-5
Total dead load
20.43kN/m
Slab C-D/3-5
3i 4
1.92kN/m
7.2kN/m
6.48kN/m
15.60kN/m
2900 2100
3
1.93kN/m
Slab B
Slab B
Total liv
9.13kN/m
Slab C
3i 4
3.0kN/m
7.2kN/m
10.2kN/m
2900 2100
3 3i 4
2900 2100
43.21kN/m 38.16kN/m
3 3i 4
2900 2100
43.21kN/m 38.16kN/m
R3y=135.92kN R4y=141.23kN
71.71kN
135.92kN
(135.92-125.31)kN
=10.61kN
(10.61-71.71)kN
=-61.1kN
(-61.1-80.14)kN
=-141.23kN
212.47kN
0kN
0kN
(-141.23+141.23)kN
0kN
(+)
(-) =0kN
24. 22
Beam 4/A-B (Secondary beam -Extra)
Dead Load (Secondary beam)
Beam self weight = 0.2m x 0.3m x 24 kN/m³
= 1.44 kN/m
Ultimate Load
Ultimate dead load (A-B) = 1.44kN/m x 1.4
= 2.02 kN/m
Total load (A-B) = 2.02kN/m x 2m
= 4.03kN
Load Diagram
Σm = 0
(4.03kN x 2m)-4RBy = 0
RBy = 2.02kN
ΣFy = 0
RAy+2.02kN-4.03kN = 0
RAy = 2.02 kN
Shear Force Diagram
Bending Moment Diagram
Positive Area-Negative Area in V
Positive Area = ½ x 2.02 x 1
= 1.01
Negative Area = ½ x 2.02 x 1
= 1.01
Positive Area = Negative Area
(1.01-1.01)kN = 0
A B
2000
1.44kN/m
Beam self weight
0
R
2.0
0
A B
2000
2.02kN/m
A B
2000
1.44kN/m
Beam self weight
0k
RA
2.02
0k
A B
2000
2.02kN/m
A B
2000
1.44kN/m
Beam self weight
A B
2000
2.02kN/m
0kN
RAy=2.02kN RBy=2.02kN
2.02kN
(2.02-4.04)kN
=-2.02kN
(-2.02+2.02)kN
=0kN
1.01kN
0kN 0kN
A B
2000
2.02kN/m
(+)
(-)
4
B
C
3 5
3i
2900 2100
40005000
40002000
A
Roof
Bathroom Bedroom
25. 23
3. Beam B/3-5 (9m beam)
Dead Load
Beam self weight = 0.2m x 0.5m x 24 kN/m³
= 2.4 kN/m
Brick wall self weight = 0.15m x 3m x 19 kN/m³
= 8.55 kN/m
Slab B-C/ 3-3i = 3.6 kN/m² x (2.9m/2) x (2/3)
= 3.48 kN/m
Slab B-C/ 3i-5 = 3.6 kN/m² x (4m/2)
= 7.2 kN/m
Roof A-B/ 3-4 = 1.0 kN/m² x (2m/2)
= 1 kN/m
Total dead load (3-3i) = (2.4+8.55+3.48+1.0)kN/m
= 15.43 kN/m
Total dead load (3i-4) = (2.4+8.55+7.2+1.0)kN/m
= 19.15 kN/m
Total dead load (4-5) = (2.4+8.55+7.2)kN/m
= 18.15 kN/m
Live Load
Slab B-C/ 3-3i = 2.0kN/m² x (2.9m/2) x (2/3)
(Bathroom) = 1.93 kN/m
Slab B-C/ 3i-5 = 1.5kN/m² x (4m/2)
(Bedroom) = 3.0 kN/m
Roof A-B/ 3-4 = 0.5 kN/m² x (2m/2)
= 0.5 kN/m
Total live load (3-3i) = (1.93+0.5) kN/m
= 2.43kN/m
Total live load (3i-4) = (3.0+0.5) kN/m
= 3.5kN/m
Total live load (4-5) = 3.0kN/m
Ultimate Load
Ultimate dead load (3-3i) = 15.43kN/m x 1.4
= 21.60kN/m
Ultimate dead load (3i-4) = 19.15kN/m x 1.4
= 26.81kN/m
Ultimate dead load (4-5) = 18.15kN/m x 1.4
= 25.41kN/m
3
8.55kN/m
3.48kN/m
Beam self weight
Brick wall self weight
Slab B-C/3-3i
Slab B-C/3i-5
Total dead load
15.43kN/m
Roof A-B/3-4
3i 4
2.4kN/m
7.2kN/m
1.0kN/m
19.15kN/m
2900 2100 4000
5
18.15kN/m
3
25.49kN/m
3i 4
32.41kN/m
2900 2100 4000
5
30.21kN/m
71.71kN 2.02kN
3
8.55kN/m
3.48kN/m
Beam self weight
Brick wall self weight
Slab B-C/3-3i
Slab B-C/3i-5
Total dead load
15.43kN/m
Roof A-B/3-4
3i 4
2.4kN/m
7.2kN/m
1.0kN/m
19.15kN/m
2900 2100 4000
5
18.15kN/m
3
1.93kN/m
Slab B-C/3-3i
Slab B-C/3i-5
2.43kN/m
Roof A-B/3-4
3i 4
3.0kN/m
0.5kN/m
3.5kN/m
2900 2100 4000
5
3.0kN/m
Total live load
3
25.49kN/m
3i 4
32.41kN/m
2900 2100 4000
5
30.21kN/m
71.71kN 2.02kN
3
25.49kN/m
3i 4
32.41kN/m
2900 2100 4000
5
30.21kN/m
71.71kN 2.02kN
R3y=176.56kN R5y=160kN
176.56kN
(176.56-73.92)kN
=102.64kN
(102.64-71.71)kN
=30.93kN
(30.93-68.06)kN
=-37.128kN
(-37.128-2.02)kN
=-39.148kN
(-39.148-120.84)kN
=-159.98kN
(-160+160)kN
=0kN
0kN
405.28kN
398.0kN
(+)
(-)
(+)
(-)
26. 24
Ultimate live load (3-3i) = 2.43kN/m x 1.6
= 3.89 kN/m
Ultimate live load (3i-4) = 3.5kN/m x 1.6
= 5.6 kN/m
Ultimate live load (4-5) = 3.0kN/m x 1.6
= 4.8 kN/m
Total ultimate load (3-3i) = (21.60+3.89) kN/m
= 25.49kN/m
Total ultimate load (3i-4) = (26.81+5.6) kN/m
= 32.41kN/m
Total ultimate load (4-5) = (25.41+4.8) kN/m
= 30.21kN/m
Point load at B/3i = 71.71 kN/m
Point load at B/4 = 2.02kN/m
Load Diagram
Σm = 0
(25.49kN/m x 2.9m x 2.9m/2)+(71.71kN/m x 2.9m)+(32.41kN/m x 2.1m x
3.95m)+(2.02kN/m x 5m)+(30.21kN/m x 4m x 7m)-9R5y = 0
R5y = 159.99kN/m
ΣFy = 0
R3y + 159.99kN/m-(25.49kN/m x 2.9m)-71.71kN/m-(32.41kN/m x 2.1m)-2.02kN/m-
(30.21kN/m x 4m) = 0
R3y = 176.56kN/m
Shear Force Diagram (V)
x/(2.1-x) = 30.93/37.13
37.13x = 64.953-30.93x
68.06x = 64.953
x = 0.954
Bending Moment Diagram
Positive Area-Negative Area in Positive Area-Negative Area in V
Positive area = [1/2 x (176.56+102.64) x 2.9] + (1/2 x 0.954 x 30.93)
= 419.59
≈ 419.6
Negative area = [1/2 x (160+39.15) x 4] + (1/2 x 1.146 x 37.128)
= 419.57
≈ 419.6
Positive Area = Negative Area
Total
15.43kN/m
Roof A
1.0kN/m
19.15kN/m 18.15kN/m
3
25.49kN/m
3i 4
32.41kN/m
2900 2100 4000
5
30.21kN/m
28. 26
4. Beam 1i/ D-E (Secondary Beam)
Dead Load
Beam self weight = 0.2m x 0.3m x 24 kN/m³
= 1.44 kN/m
Slab D-E/ 1i-2 = 3.6 kN/m² x (1.83m/2)
= 3.29 kN/m
Total dead load (D-E) = (1.44+3.29) kN/m
= 4.73 kN/m
Live Load
Slab D-E/ 1i-2 = 2.0 kN/m² x (1.83m/2)
(family area) = 1.83 kN/m
Ultimate Load
Ultimate dead load (D-E) = 4.73kN/m x 1.4
= 6.62kN/m
Ultimate live load (D-E) =1.83kN/m x 1.6
= 2.93 kN/m
Total ultimate load = (6.62+2.93) kN/m
= 9.55kN/m
Total load (D-E) = 9.55kN/m x 3.4m
= 32.477kN/m
D E
1.44kN/m
Beam self weight
3.294kN/m
4.734kN/m
Total dead load
Slab D-E/1i-2
D
3400
D E
9.55kN/m
3400
D
RDy=16
16.24kN
0kN
0kN
D E
1.44kN/m
Beam self weight
3.294kN/m
4.734kN/m
Total dead load
Slab D-E/1i-2
D E
1.83kN/m
Slab D-E/1i-2
3400
3400
D E
9.55kN/m
3400
D E
9.55kN/m
3400
RDy=16.24kN REy=16.24l kN
16.24kN
(16.24-32.477)kN
=-16.24kN
(-16.24+16.24)kN
=0kN0kN
13.804kN
(+)
(-)
D E
1.44kN/m
Beam self weight
3.294kN/m
4.734kN/m
Total dead load
Slab D-E/1i-2
3400
D E
9.55kN/m
3400
R
16.24
0
0
1 2
D
E
1i
5000
3400
3170 1830
Family
Area
Void
29. 27
Load Diagram
Σm=0
(32.477kN/m x 1.7m) -3.4REy =0
REy = 16.24kN
ΣFy = 0
16.27kN/m – 32.53kN/m + RDy =0
RDy = 16.24kN
Shear Force Diagram (V)
Bending Moment Diagram
Positive Area-Negative Area in V
Positive Area = ½ x 16.24 x 1.7
= 13.804
Negative Area = ½ x 16.24 x 1.7
= 13.804
Positive Area = Negative Area
(13.804-13.804)kN = 0
4.734kN/m
Total dead load
D E
9.55kN/m
3400
D E
9.55kN/m
3400
RDy=16.24kN REy=16.24l kN
16.24kN
(16.24-32.477)kN
=-16.24kN
(-16.24+16.24)kN
=0kN0kN
13.804kN
(+)
(-)
0kN 0kN
30. 28
5. Beam D/1-2 (Secondary Beam)
Dead Load
Beam self weight = 0.2m x 0.3m x 24 kN/m³
= 1.44 kN/m
Slab C-D/ 1-2 = 3.6 kN/m² x (3.6m/2)
= 6.48 kN/m
Slab D-E/1i-2 = 3.6 kN/m² x (1.83m/2) x (2/3)
= 2.20 kN/m
Total dead load (1-1i) = (1.44+6.48) kN/m
= 7.92 kN/m
Total dead load (1i-2) = (1.44+6.48+2.20) kN/m
= 10.12 kN/m
Live Load
Slab C-D/ 1-2 = 4.0 kN/m² x (3.6m/2)
(corridor) = 7.2 kN/m
Slab D-E/1i-2 = 2.0 kN/m² x (1.83m/2) x (2/3)
(family area) = 1.22 kN/m
Total live load (1-1i) = 7.2kN/m
Total live load (1i-2) = (7.2+1.22)kN/m
= 8.42 kN/m
Ultimate Load
Ultimate dead load (1-1i) = 7.92kN/m x 1.4
= 11.09kN/m
Ultimate dead load (1i-2) = 10.12kN/m x 1.4
= 14.17 kN/m
1 1i 2
3170 1830
Beam self weight
Slab C-D/1-2
Slab D-E/1i-2
Total dead load
1.44kN/m
6.48kN/m
2.20kN/m
7.92kN/m 10.12kN/m
1 1i 2
3170 1830
22.61kN/m
27.64kN/m
R
0k
64.15
0k
1 1i 2
3170 1830
Beam self weight
Slab C-D/1-2
Slab D-E/1i-2
Total dead load
1.44kN/m
6.48kN/m
2.20kN/m
7.92kN/m 10.12kN/m
1 1i 2
3170 1830
Slab C-D/1-2
Slab D-E/1i-2
Total live load
7.2kN/m
1.22kN/m
7.2kN/m 8.42kN/m
1 1i 2
3170 1830
22.61kN/m
27.64kN/m
1 1i 2
3170 1830
22.61kN/m
27.64kN/m
R1y=64.15kN R2y=74.34kN
16.24kN
0kN
(64.15-71.67)kN
=-7.52kN
64.15kN
(-7.52-16.24)kN
=-23.76kN (-23.76-50.58)kN
=-74.34kN
(-74.34+74.34)kN
=0kN
91kN 89.75kN
(+)
(-)
1 2
D
E
1i
5000
3400
3170 1830
C 3600
Family
Area
Void
Corridor
31. 29
Ultimate live load (1-1i) = 7.2kN/m x 1.6
= 11.52kN/m
Ultimate live load (1i-2) = 8.42kN/m x 1.6
= 13.47 kN/m
Total ultimate load (1-1i) = (11.09+11.52) kN/m
= 22.61kN/m
Total ultimate load (1i-2) = (14.17+13.47) kN/m
= 27.64kN/m
Point load at D/1i = 16.24kN/m
Load Diagram
Σm=0
(22.61kN/m x 3.17m x 3.17m/2)+(16.24kN x 3.17m)
+(27.64kN/m x 1.83m x 4.085m)-5R2y = 0
R2y = 74.34 kN
ΣFy = 0
R1y+74.34kN/m–(22.61kN/m x 3.17m)-16.24kN-
(27.64kN/m x 1.83m) = 0
R1y = 64.15kN
Shear Force Diagram (V)
x/(3.17-x) = 7.52/64.15
64.15x = 23.838-7.52x
71.67x = 23.838
x = 0.33
Bending Moment Diagram
Positive Area-Negative Area in V
Positive Area = [½ x (3.17-0.33) x 64.15]
= 91.093
≈ 91
Negative area = [1/2 x 0.33 x 7.52] +
[1/2 x (23.76+74.34) x 1.83]
= 91.01
≈ 91
Positive Area = Negative Area
(91-91)kN = 0
Beam self weight
Slab C-D/1-2
Slab D-E/1i-2
Total dead load
1.44kN/m
6.48kN/m
2.20kN/m
7.92kN/m 10.12kN/m
1 1i 2
3170 1830
22.61kN/m
27.64kN/m
64
1 1i 2
3170 1830
Beam self weight
Slab C-D/1-2
Slab D-E/1i-2
Total dead load
1.44kN/m
6.48kN/m
2.20kN/m
7.92kN/m 10.12kN/m
1 1i 2
3170 1830
Slab C-D/1-2
Slab D-E/1i-2
Total live load
7.2kN/m
1.22kN/m
7.2kN/m 8.42kN/m
1 1i 2
3170 1830
22.61kN/m
27.64kN/m
1 1i 2
3170 1830
22.61kN/m
27.64kN/m
R1y=64.15kN R2y=74.34kN
16.24kN
0kN
(64.15-71.67)kN
=-7.52kN
64.15kN
(-7.52-16.24)kN
=-23.76kN (-23.76-50.58)kN
=-74.34kN
(-74.34+74.34)kN
=0kN
0kN 0kN
91kN 89.75kN
(+)
(-)
32. 30
6. Beam 2/C-E (Primary beam)
Dead Load
Beam self weight = 0.2m x 0.4m x 24 kN/m³
= 1.92 kN/m
Slab C-D/1-2 = 3.6 kN/m² x (3.6m/2) x (2/3)
= 4.32 kN/m
Slab D-E/1i-2 = 3.6 kN/m² x (1.83m/2)
= 3.29 kN/m
Slab C-E/2-3 = 3.6 kN/m² x (4.0m/2)
= 7.2 kN/m
Total dead load (C-D) = (1.92+4.32+7.2) kN/m
= 13.44kN/m
Total dead load (D-E) = (1.92+3.294+7.2) kN/m
= 12.414 kN/m
Live Load
Slab C-D/1-2 = 4.0 kN/m² x (3.6m/2) x (2/3)
(corridor) = 4.8 kN/m
Slab D-E/1i-2 = 2.0 kN/m² x (1.83m/2)
(family area) = 1.83 kN/m
Slab C-E/2-3 = 2.0 kN/m² x (4.0m/2)
(family area) = 4.0 kN/m
Total live load (C-D) = (4.8+4.0)kN/m
= 8.80kN/m
Total live load (D-E) = (1.83+4.0)kN/m
= 5.83 kN/m
Ultimate Load
Ultimate dead load (C-D) = 13.44kN/m x 1.4 = 18.82kN/m
Ultimate dead load (D-E) = 12.414kN/m x 1.4 = 17.38kN/m
C D
4.32kN/m
3.29kN/m
7.2kN/m
13.44kN/m
Beam self weight
Slab C-D/1-2
Slab D-E/1i-2
Slab C-E/2-3
Total dead load
E
3600 3400
1.92kN/m
12.414kN/m
C D E
3600 3400
32.90kN/m
26.71kN/m
C D
4.32kN/m
3.29kN/m
7.2kN/m
13.44kN/m
Beam self weight
Slab C-D/1-2
Slab D-E/1i-2
Slab C-E/2-3
Total dead load
E
3600 3400
1.92kN/m
12.414kN/m
C D
4.8kN/m
1.83kN/m
4.0kN/m
8.8kN/m
E
3600 3400
5.83kN/m
Slab C-D/1-2
Slab D-E/1i-2
Slab C-E/2-3
Total live load
C D E
3600 3400
32.90kN/m
26.71kN/m
C D E
3600 3400
26.71kN/m
32.90kN/m
RCy=146.15kN REy=137.45kN
74.34kN
146.15kN
(146.15-118.44)kN
=27.71kN (-137.45+137.45)kN
=0kN
0kN
(+)
1 2
D
E
1i
5000
3400 3170 1830
C
3600
3
4000
Family
Area
Void
Corridor
Family
Area
33. 31
Ultimate live load (C-D) = 8.80kN/m x 1.6
= 14.08 kN/m
Ultimate live load (D-E) = 5.83kN/m x 1.6
= 9.33 kN/m
Total ultimate load (C-D) = (18.82+14.08) kN/m
= 32.90kN/m
Total ultimate load (D-E) = (17.38+9.33) kN/m
= 26.71kN/m
Point load at D/2 = 74.34kN/m
Load Diagram
Σm = 0
(32.90kN/m x 3.6m x 1.8m)+(74.34kN x
3.6m)+(26.71kN/m x 3.4m x 5.3m)-7REy = 0
REy = 137.447kN/m
ΣFy = 0
RCy+137.447kN/m-(32.90kN/m x 3.6m)-
74.34kN-(26.71kN/m x 3.4m) = 0
RCy = 146.15kN/m
Shear Force Diagram (V)
Bending Moment Diagram
Positive Area-Negative Area in V
Positive Area = ½ x (146.15+27.71) x 3.6
= 312.95
≈ 313
Negative Area = ½ x (46.63+137.45) x 3.4
= 312.94
≈ 313
Positive Area = Negative Area
(313-313)kN = 0
4.32kN/m
3.29kN/m
7.2kN/m
13.44kN/m
Slab C-D/1-2
Slab D-E/1i-2
Slab C-E/2-3
Total dead load
12.414kN/m
C D E
3600 3400
32.90kN/m
26.71kN/mC D
4.32kN/m
3.29kN/m
7.2kN/m
13.44kN/m
Beam self weight
Slab C-D/1-2
Slab D-E/1i-2
Slab C-E/2-3
Total dead load
E
3600 3400
1.92kN/m
12.414kN/m
C D
4.8kN/m
1.83kN/m
4.0kN/m
8.8kN/m
E
3600 3400
5.83kN/m
Slab C-D/1-2
Slab D-E/1i-2
Slab C-E/2-3
Total live load
C D E
3600 3400
32.90kN/m
26.71kN/m
C D E
3600 3400
26.71kN/m
32.90kN/m
RCy=146.15kN REy=137.45kN
74.34kN
146.15kN
(146.15-118.44)kN
=27.71kN
(27.71-74.34)kN
=-46.63kN
(-46.63-90.81)kN
=-137.45kN
(-137.45+137.45)kN
=0kN
0kN
0kN 0kN
312.95kN
(+)
(-)
35. 33
1. Beam B-C / 1i (First Floor)
Slab thickness : 0.15m
Wall thickness : 0.15m
Wall height : 3m
Beam size (secondary beam) : 0.2m x 0.3m
Column size : 0.3m x 0.3m x 3m
Brick wall : 19kN/m2
RC : 24kN/m3
Live load UBBL: Study room : 1.5kN/m2
Bedroom : 1.5kN/m2
DEAD LOAD
1a). Slab self weight
0.15m x 24kN/m3
= 3.6kN/m2
b). Dead load on slab B-C/1-1i
3.6kN/m2
x (3.17m/2) = 5.7kN/m
c). Dead load on slab B-C/1i-3
3.6kN/m2
x (4m/2) x 2/3 = 4.8kN/m
2). Brick wall self weight
3.0m x 0.15m x 19kN/m2
= 8.55kN/m
3). Beam self weight
0.2m x 0.3m x 24kN/m3
= 1.44kN/m
Total Dead Load
For 2-3 = (5.7 + 4.8 + 8.55 + 1.44)kN/m
=20.49kN/m
36. 34
LIVE LOAD
Live load on slab B-C/1-1i (Study room)
1.5kN/m2
x (3.17m/2) = 2.38kN/m
Live load on slab B-C/1i-3 (Bedroom)
1.5kN/m2
x (4m/2) x 2/3 = 2kN/m
Total Live Load
For 2-3 =(2.38 + 2)kN/m
= 4.38kN/m
ULTIMATE LOAD
Ultimate dead load 2-3 = 20.49kN/m x 1.4 = 28.69kN/m
Ultimate live load 2-3 = 4.38kN/m x 1.6 = 7kN/m
Total ultimate load at 2-3 = (28.69 + 7)kN/m = 35.69kN/m #
ULTIMATE LOAD DIAGRAM
∑fy = 0,
R2y = R3y,
(35.69kN/m x 4m)/2 = 71.4 kN #
* 71.4kN react as point load at R2y and R3y.
SHEAR FORCE DIAGRAM
A1 = A2,
½ x (71.4 x 2) = 71.4
BENDING MOMENT DIAGRAM
(71.4-71.4) = 0
37. 35
2. Beam B/1-3 (First Floor)
Slab thickness : 0.15m
Wall thickness : 0.15m
Wall height : 3m
Beam size(primary beam-long) : 0.2m x 0.5m
(secondary beam) : 0.2m x 0.3m
Column size : 0.3m x 0.3m x 3m
Brick wall : 19kN/m2
RC : 24kN/m3
Live load UBBL: Study room : 1.5kN/m2
Bedroom : 1.5kN/m2
Roof : 0.5kN/m2
ROOF BEAM A-B/2
DEAD LOAD
1). Beam self weight
0.2m x 0.3m x 24kN/m3
= 1.44kN/m
Ultimate dead load
1.44kN/m x 1.4 = 2.016kN/m #
* 2.016kN react as point load at R2y and R3y.
38. 36
BEAM B/1-3
DEAD LOAD
1a). Slab self weight
0.15m x 24kN/m3
= 3.6kN/m2
b). Dead load on slab B-C/1-1i
3.6kN/m2
x (3.17m/2) X 2/3 = 3.804kN/m
c). Dead load on slab B-C/1i-3
3.6kN/m2
x (4m/2) = 7.2kN/m
2a). Dead load on roof A-B/1-2
1kN/m2
x (2m/2) = 1.0kN/m
b). Dead load on roof A-B/1-2
1kN/m2
x (2m/2) = 1.0kN/m
3). Brick wall self weight
3.0m x 0.15m x 19kN/m2 = 8.55kN/m
4). Beam self weight
0.2m x 0.5m x 24kN/m3
= 2.4kN/m
Total Dead Load
For 1-1i = (3.804 + 1.0 + 8.55 + 2.4)kN/m
= 15.75kN/m
For 1i-2 = (7.2 + 1.0 + 8.55 + 2.4)kN/m
= 19.15kN/m
For 2-3 = (7.2 + 1.0 + 8.55 + 2.4)kN/m
= 19.15kN/m
39. 37
LIVE LOAD
Live load on slab B-C/1-1i (Study room)
1.5kN/m2 x (3.17m/2) X 2/3 = 1.585kN/m
Live load on slab B-C/1i-3 (Bedroom)
1.5kN/m2 x (4m/2) = 3kN/m
Live load on roof A-B/1-2
0.5kN/m x (2m/2) = 0.5kN/m
Live load on roof A-B/2-3
0.5kN/m x (2m/2) = 0.5kN/m
Total Live Load
For 1-1i =(1.585+0.5)kN/m
= 2.085kN/m
For 1i-2 =(3+0.5)kN/m
= 3.5kN/m
For 1i-2 =(3+0.5)kN/m
= 3.5kN/m
ULTIMATE LOAD
Ultimate dead load 1-1i = 15.75kN/m x 1.4 = 22.05kN/m
Ultimate dead load 1i-2 = 19.15kN/m x 1.4 = 26.81kN/m
Ultimate dead load 2-3 = 19.15kN/m x 1.4 = 26.81kN/m
Ultimate live load 1-1i = 2.085kN/m x 1.6 = 3.34kN/m
Ultimate live load 1i-2 = 3.5kN/m x 1.6 = 5.6kN/m
Ultimate live load 2-3 = 3.5kN/m x 1.6 = 5.6kN/m
Total ultimate load at 1-1i = (22.05 + 3.34)kN/m = 25.4kN/m
Total ultimate load at 1i-2 = (26.81 + 5.6)kN/m = 32.41kN/m
Total ultimate load at 2-3 = (26.81 + 5.6)kN/m = 32.41kN/m
40. 38
ULTIMATE LOAD DIAGRAM
m1=0,
9R3y - (80.52 x 1.585) - (71.4 x 3.17) - (59.31 x 4.085) - (2.016 x 5) - (129.64 x 7) =0
9R3y - 127.62 - 226.34 - 242.28 - 10.08 - 907.48 = 0
9R3y = 1513.8kN
R3y = 168.2kN
∑fy = 0,
R1y + 168.2 - 80.52 - 71.4 - 59.31 - 2.016 - 129.64 =0
R1y = 174.69kN
SHEAR FORCE DIAGRAM
Positive area
trapezium =(174.69+94.17)/2 x 3.17
=
426.14
22.17/36.54 = x/ y ------- 1
x + y = 1.83 ------- 2
y = 1.83-x
22.17/36.54 = x/1.83-x ----- sub 2 into 1
0.607(1.83 - x) = x y = 1.83-0.7
1.11 = 1.607x =1.13
x = 0.7
triangle = (22.17x0.7)/2
= 7.76
Negative area
triangle = (1.13 x 36.5)/2
= 20.62
trapezium =(38.556+168.2)/2 x 4
= 413.5
BENDING MOMENT DIAGRAM
426.14 + 7.76 = 433.9
433.9 - 20.62 = 413.3
413.3 - 413.5 = -0.2 = (0)
41. 39
3. Beam C/1-2 (First Floor)
Slab
thickness :
0.15m
Wall thickness : 0.15m
Wall height : 3m
Beam size(primary beam) : 0.2m x 0.4m Live load UBBL:Study room : 1.5kN/m2
Column size : 0.3m x 0.3m x 3m Bedroom : 1.5kN/m2
Brick wall : 19kN/m2
Corridor :
4.0kN/m
RC : 24kN/m3
DEAD LOAD
1a). Slab self weight
0.15m x 24kN/m3
= 3.6kN/m2
b). Dead load on slab B-C/1-1i
3.6kN/m2
x (3.17m/2) X 2/3 = 3.804kN/m
c). Dead load on slab B-C/1i-3
3.6kN/m2
x (4m/2) = 7.2kN/m
d). Dead load on slab C-D/1-2
3.6kN/m2
x (3.6m/2) = 6.48kN/m
2). Brick wall self weight
3.0m x 0.15m x 19kN/m2 = 8.55kN/m
3). Beam self weight
0.2m x 0.4m x 24kN/m3
= 1.92kN/m
Total Dead Load
For 1-1i = (3.804 + 6.48 + 8.55 + 1.92)kN/m
= 20.75kN/m
For 1i-2 = (7.2 + 6.48 + 8.55 + 1.92)kN/m
= 24.15kN/m
42. 40
LIVE LOAD
Live load on slab B-C/1-1i (Study room)
1.5kN/m2 x (3.17m/2) X 2/3 = 1.585kN/m
Live load on slab B-C/1i-3 (Bedroom)
1.5kN/m2 x (4m/2) = 3kN/m
Live load on slab C-D/1-2 (Corridor)
4.0kN/m x (3.6m/2) = 7.2kN/m
Total Live Load
For 1-1i =(1.585 + 7.2)kN/m
= 8.785kN/m
For 1i-2 =(3 + 7.2)kN/m
= 10.2kN/m
ULTIMATE LOAD
Ultimate dead load 1-1i = 20.75kN/m x 1.4 = 29.05kN/m
Ultimate dead load 1i-2 = 24.15kN/m x 1.4 = 33.81kN/m
Ultimate live load 1-1i = 8.785kN/m x 1.6 = 14.056kN/m
Ultimate live load 1i-2 = 10.2kN/m x 1.6 = 16.32kN/m
Total ultimate load at 1-1i = (29.05 + 14.056)kN/m = 43.11kN/m #
Total ultimate load at 1i-2 = (33.81 + 16.32)kN/m = 50.13kN/m #
43. 41
1
2
ULTIMATE LOAD DIAGRAM
m1=0,
5R2y - (136.66 x 1.585) - (71.4 x 3.17) - (91.74 x 4.085) =0
5R2y - 216.61 - 226.34 - 374.768 = 0
5R2y = 817.71kN
R2y = 163.54kN
∑fy = 0,
R1y + 163.54 - 136.66 - 71.4 - 91.74 =0
R1y = 136.26kN
SHEAR FORCE DIAGRAM
Positive area
136.26/0.4 = x/ y -------
x + y = 3.17 -------
y = 3.17-x
136.26/0.4 = x/3.17-x ----- sub 2 into 1
340.65(3.17 - x) = x y = 3.17-3.16
1079.9 = 341.65x = 0.1
x = 3.16
triangle = (136.26x3.16)/2
= 215.3
Negative area
triangle = (0.4 x 0.1)/2
= 0.02
trapezium =(71.8+163.54)/2 x 1.83
= 215.34
BENDING MOMENT DIAGRAM
215.3 - 0.02 = 215.28
215.28 - 215.34 = -0.06 = (0)
44. 42
4). Beam Bii/2-2i (Ground Floor)
Slab
thicknes
s : 0.15m
Wall thickness : 0.15m
Wall height : 3m
Beam size (secondary beam) : 0.2m x 0.3m
Column size : 0.3m x 0.3m x 3m
Brick wall : 19kN/m2
RC : 24kN/m3
Live load UBBL: Toilet : 2.0kN/m2
Dining room : 2.0kN/m2
DEAD LOAD
1a). Slab self weight
0.15m x 24kN/m3
= 3.6kN/m2
b). Dead load on slab A-Bii/2-2i
3.6kN/m2
x (2.88m/2) x 2/3 = 3.456kN/m
c). Dead load on slab Bii-C/2-2i
3.6kN/m2
x (1.9m/2) = 3.42kN/m
2). Brick wall self weight
3.0m x 0.15m x 19kN/m2 = 8.55kN/m
3). Beam self weight
0.2m x 0.3m x 24kN/m3
= 1.44kN/m
Total Dead Load
For 2-2i = (4.56 + 3.42 + 8.55 + 1.44)kN/m
=16.87kN/m
45. 43
LIVE LOAD
Live load on slab A-Bii/2-2i (Toilet)
2.0kN/m2
x (2.88m/2) x 2/3 = 1.92kN/m
Live load on slab Bii-C/2-2i (Dining Room)
2.0kN/m2
x (1.9m/2) = 1.9kN/m
Total Live Load
For 2-2i =(1.92 + 1.9)kN/m
= 3.82kN/m
ULTIMATE LOAD
Ultimate dead load 2-2i
= 16.87kN/m x 1.4 = 23.62kN/m
Ultimate live load 2-2i
= 3.82kN/m x 1.6 = 6.11kN/m
Total ultimate load at 2-2i
= (23.62 + 6.11)kN/m = 29.73kN/m #
ULTIMATE LOAD DIAGRAM
∑fy = 0,
R2y = R2iy,
(29.73kN/m x 2.88m)/2 = 42.81kN #
* 42.81kN react as point load at R2y and R2iy.
SHEAR FORCE DIAGRAM
A1 = A2,
½ x (42.81 x 1.44) = 30.8
BENDING MOMENT DIAGRAM
(30.8-30.8) = 0
46. 44
5a). Beam Bi/1-2 (Ground Floor)
Slab thickness : 0.15m
Wall thickness : 0.15m
Wall height : 3m
Beam size (primary beam) : 0.2m x 0.4m
(secondary beam) : 0.2m x 0.3m
Column size : 0.3m x 0.3m x 3m
Brick wall : 19kN/m2
RC : 24kN/m3
Live load UBBL: Bedroom : 1.5kN/m2
Toilet : 2.0kN/m2
Dining room : 2.0kN/m2
DEAD LOAD
1a). Slab self weight
0.15m x 24kN/m3
= 3.6kN/m2
b). Dead load on slab A-Bi/1-2
3.6kN/m2
x (3m/2) = 5.4kN/m
c). Dead load on slab Bi-C/1-2
3.6kN/m2
x (3m/2) = 5.4kN/m
2). Beam self weight
0.2m x 0.3m x 24kN/m3
= 1.44kN/m
Total Dead Load
For 1-2 = (5.4 + 5.4 + 1.44)kN/m
=12.24kN/m
47. 45
LIVE LOAD
Live load on slab A-Bi/1-2 (Bedroom)
1.5kN/m2
x (3m/2) = 2.25kN/m
Live load on slab Bi-C/1-2 (Bedroom)
1.5kN/m2
x (3m/2) = 2.25kN/m
Total Live Load
For 1-2 =(2.25 + 2.25)kN/m
= 4.5kN/m
ULTIMATE LOAD
Ultimate dead load 1-2
= 12.24kN/m x 1.4 = 17.14kN/m
Ultimate live load 1-2
= 4.5kN/m x 1.6 = 7.2kN/m
Total ultimate load at 1-2
= (17.14 + 7.2)kN/m = 24.34kN/m #
ULTIMATE LOAD DIAGRAM
∑fy = 0,
R1y = R2y,
(24.34kN/m x 5m)/2 = 60.9kN #
* 60.9kN react as point load at R1y and R2y.
SHEAR FORCE DIAGRAM
A1 = A2,
½ x (60.9 x 2.5) = 76.1
BENDING MOMENT DIAGRAM
(76.1-76) = 0.1 = (0)
48. 46
5b). Beam A-C/2 (Ground Floor)
DEAD LOAD
1a). Slab self weight
0.15m x 24kN/m3
= 3.6kN/m2
b). Dead load on slab A-Bi/1-2
3.6kN/m2
x (3m/2) X 2/3 = 3.6kN/m
c). Dead load on slab Bi-C/1-2
3.6kN/m2
x (3m/2) X 2/3 = 3.6kN/m
d). Dead load on slab A-Bii/2-2i
3.6kN/m2
x (2.88m/2) = 5.18kN/m
e). Dead load on slab Bii-C/2-2i
3.6kN/m2
x (1.9m/2) x 2/3 = 2.28kN/m
3). Brick wall self weight
3.0m x 0.15m x 19kN/m2 = 8.55kN/m
4). Beam self weight
0.2m x 0.4m x 24kN/m3
= 1.92kN/m
Total Dead Load
For A-Bi = (3.6 + 5.18 + 8.55 + 1.92)kN/m
= 19.25kN/m
For Bi-Bii = (3.6 + 5.18 + 8.55 + 1.92)kN/m
= 19.25kN/m
For Bii-C = (3.6 + 2.28 + 8.55 + 1.92)kN/m
= 16.35kN/m
49. 47
LIVE LOAD
Live load on slab A-Bi/1-2 (Bedroom)
1.5kN/m2 x (3m/2) X 2/3 = 1.5kN/m
Live load on slab Bi-C/1-2 (Bedroom)
1.5kN/m2 x (3m/2) X 2/3 = 1.5kN/m
Live load on slab A-Bii/2-2i (Toilet)
2kN/m x (2.88m/2) = 2.88kN/m
Live load on slab Bii-C/2-2i (Dining Room)
2kN/m x (1.9m/2) x 2/3 = 1.27kN/m
Total Live Load
For A-Bi =(1.5 + 2.88)kN/m =4.38kN/m
For Bi-Bii=(1.5 + 2.88)kN/m =4.38kN/m
For Bii-C =(1.5 + 1.27)kN/m = 2.77kN/m
ULTIMATE LOAD
Ultimate dead load A-Bi = 19.25kN/m x 1.4 = 27kN/m
Ultimate dead load Bi-Bii = 19.25kN/m x 1.4 = 27kN/m
Ultimate dead load Bii-C = 16.35kN/m x 1.4 = 22.9kN/m
Ultimate live load A-Bi = 4.38kN/m x 1.6 = 7kN/m
Ultimate live load Bi-Bii = 4.38kN/m x 1.6 = 7kN/m
Ultimate live load Bii-C = 2.77kN/m x 1.6 = 4.43kN/m
Total ultimate load at A-Bi = (27 + 7)kN/m = 34kN/m
Total ultimate load at Bi-Bii = (27 + 7)kN/m = 34kN/m
Total ultimate load at Bii-C = (22.9 + 4.43)kN/m = 27.33kN/m
50. 48
ULTIMATE LOAD DIAGRAM
mA=0,
6RCy - (51.93 x 5.05) - (42.81 x 4.1) - (37.4 x 3.55) - (60.9 x 3) - (102 x 1.5) =0
6RCy - 262.25 - 175.52 - 132.8 - 182.7 - 153 = 0
6RCy = 906.27kN
RCy = 151.05kN
∑fy = 0,
RAy + 151.05 - 102 - 60.9 - 37.4 - 42.81 - 51.93 =0
RAy = 144kN
SHEAR FORCE DIAGRAM
Positive area
trapezium =(144+42)/2 x 3
= 279
Negative area
trapezium 1 = (18.9+56.3)/2 x 1.1
= 41.36
trapezium 2 =(99.11+151.05)/2 x 1.9
= 237.64
BENDING MOMENT DIAGRAM
279 - 41.36 = 237.64
237.64 -237.65 = -0.01= (0)
51. 49
6). Beam D/3-4 (First Floor)
Slab
thickness : 0.15m
Wall thickness : 0.15m
Wall height : 3m
Beam size (secondary beam) : 0.2m x 0.3m
Column size : 0.3m x 0.3m x 3m
Brick wall : 19kN/m2
RC : 24kN/m3
Live load UBBL: Corridor : 4.0kN/m2
Bedroom : 1.5kN/m2
DEAD LOAD
1a). Slab self weight
0.15m x 24kN/m3
= 3.6kN/m2
b). Dead load on slab C-D/3-5
3.6kN/m2
x (3.6m/2) = 6.48kN/m
c). Dead load on slab D-E/3-5
3.6kN/m2
x (3.4m/2) = 6.12kN/m
2). Brick wall self weight
3.0m x 0.15m x 19kN/m2
= 8.55kN/m
3). Beam self weight
0.2m x 0.3m x 24kN/m3
= 1.44kN/m
Total Dead Load
For 3-4 = (6.48 + 6.12 + 8.55 + 1.44)kN/m
=22.6kN/m
52. 50
LIVE LOAD
Live load on slab C-D/3-5 (Corridor)
4.0kN/m2
x (3.6m/2) = 7.2kN/m
Live load on slab D-E/3-5 (Bedroom)
1.5kN/m2
x (3.4m/2) = 2.55kN/m
Total Live Load
For 3-4 =(7.2 + 2.55)kN/m
= 9.75kN/m
ULTIMATE LOAD
Ultimate dead load 3-4 = 22.6kN/m x 1.4 =
31.64kN/m
Ultimate live load 3-4 = 9.75kN/m x 1.6 =15.6kN/m
Total ultimate load at 3-4
= (31.64+15.6)kN/m = 47.24kN/m #
ULTIMATE LOAD DIAGRAM
∑fy = 0,
R3y = R4y,
(47.24kN/m x 5m)/2 = 118.1 kN #
* 118.1kN react as point load at R3y and R4y.
SHEAR FORCE DIAGRAM
A1 = A2,
½ x (118.1 x 2.5) = 147.6
BENDING MOMENT DIAGRAM
(147.6-147.6) = 0
54. 52
1.Beam Bi/2i-4 (Secondary beam)
Ground floor plan Structural plan
Slab thickness: 0.15m
Wall thickness: 0.15m
Wall height: 3m
Beam size: 0.2m x 0.3m (Secondary)
Column size: 0.2m x 0.4m x 3m
Brick wall: 19kN/m2
RC: 24kN/m3
Live load UBBL: Billiard room 2.0kN/m2
Dead Load
1a. Slab self-weight
0.15m x 24kN / m3
=3.6kN/m2
b. Dead load on slab A-Bi/2i-4
3.6kN/m2
x (3m / 2) = 5.4kN/m
c. Dead load on slab Bi-C/2i-4
3.6kN/m2
x (3m / 2) = 5.4kN/m
2. Beam self-weight (Secondary)
0.2m x 0.3m x 24kN/m3
= 1.44kN/m
Total dead load
For 2i – 4 = 5.4 + 5.4 + 1.44 = 12.24kN/m
55. 53
Live Load
Live load on slab A-Bi/2i-4 (Billiard room)
2.0kN/m2
x (3m / 2) = 3 kN/m
Live load on slab Bi-C/2i-4 (Billiard room)
2.0kN/m2
x (3m / 2) = 3 kN/m
Total live load
For 2i – 4 = (3 + 3)kN/m = 6kN/m
Ultimate load
Ultimate dead load 2i-4 = 12.24 kN/m x 1.4kN/m
= 17.14kN/m
Ultimate live load 2i-4 = 6 kN/m x 1.6 = 9.6kN/m
Total ultimate load 2i-4 = (17.14 + 9.6) kN/m =
26.74kN/m
Ultimate Load Diagram
Uniform distributed load
R2iy=R4y
R2iy = (26.74 x 6.12)kN/2
= 81.82kN
R4y= 81.82kN
Shear Force Diagram (V)
Positive area = (81.82) (3.06) /2
= 125.2 units 2
Negative area = (81.82) (1.12) /2
= 125.2 units 2
Bending Moment Diagram (M)
(125.2-125)units 2
=0
56. 54
2a.Beam Bii/2-2i(Extra)
Ground floor plan Structural Plan
Slab thickness: 0.15m
Wall thickness: 0.15m
Wall height: 3m
Beam size: 0.2m x 0.3m (Secondary)
Column size: 0.2m x 0.4m x 3m
Brick wall: 19kN/m2
RC: 24kN/m3
Live load UBBL: Toilet 2.0kN/m2
Dining Room 2.0 kN/m2
Dead Load
1a. Slab self-weight
0.15m x 24kN / m3
=3.6kN/m2
b. Dead load on slab Bii-C/2-2i
3.6kN/m2
x (1.9m / 2) = 3.42kN/m
c.Dead load on slab A-Bii/2-2i
3.6kN/m2
x (2.88m / 2) x (2 / 3) = 3.456 kN/m
2. Brick wall weight
3.0m x 0.15m x 19kN/m3
= 8.55kN/m
3, Beam self-weight (primary)
0.2m x 0.3m x 24kN/m3
= 1.44kN/m
Total dead load
For B-Bi = (3.42 + 3.456 + 8.55 + 1.44)kN/m
= 16.87kN/m
57. 55
Live Load
Live load on slab Bii-C/2-2i (Dining room)
2.0kN/m2
x (1.9m / 2) = 1.9 kN/m
Live load on slab A-Bii/2-2i (Toilet)
2.0kN/m2
x (2.88m / 2) x (2 / 3) = 1.92kN/m
Total live load
For B-Bi = (1.9 + 1.92) kN/m = 3.82kN/m
Ultimate load
Ultimate dead load 2-2i = 16.87 x 1.4 = 23.62kN/m
Ultimate live load 2-2i = 3.82 x 1.6 = 6.11kN/m
Total ultimate load 2-2i = 23.62 + 6.11 = 29.73kN/m
Ultimate Load Diagram
Uniform distributed load
R2y = R2iy
R2y = (29.73x 2.88)/2
= 42.81kN
R2iy = 42.81kN
Shear Force Diagram (V)
Positive area = (42.81) (1.44) /2
= 30.82 units 2
Negative area = (42.81) (1.44) /2
= 30.82 units 2
Bending Moment Diagram (M)
(30.82-30.82) units 2
=0
58. 56
2b.Beam A-C/2i
Slab thickness: 0.15m
Wall thickness: 0.15m
Wall height: 3m
Beam size: 0.2m x 0.3m (Secondary)
Column size: 0.2m x 0.4m x 3m
Brick wall: 19kN/m2
RC: 24kN/m3
Live load UBBL: Toilet 2.0kN/m2
Dining Room 2.0 kN/m2
Dead Load
1a. Slab self-weight
0.15m x 24kN / m3
=3.6kN/m2
b. Dead load on slab A-Bii/2-2i
3.6kN/m2
x (2.88m / 2) = 5.18kN/m
c.Dead load on slab Bii-C/2-2i
3.6kN/m2
x (1.9m / 2) x (2 / 3) = 2.28kN/m
2. Brick wall weight
3.0m x 0.15m x 19kN/m3
= 8.55kN/m
3, Beam self-weight (secondary)
0.2m x 0.3m x 24kN/m3
= 1.44kN/m
Structural PlanGround Floor Plan
59. 57
Total dead load
For A-Bii = (5.18+8.55+1.44) kN/m
=15.17 kN/m
For Bii-C = (2.28+8.55+1.44)kN/m
= 12.27kN/m
Live Load
Live load on slab A-Bii/2-2i (Toilet)
2.0kN/m2
x (2.88m / 2) = 2.88kN/m
Live load on slab Bii-C/2-2i (Dining room)
2.0kN/m2
x (1.9m / 2)(2/3) = 1.27 kN/m
Total live load
For A-Bii = 2.88 kN/m
For Bii-C = 1.27 kN/m
Ultimate Load
Ultimate dead load A-Bii = 15.17 kN/m x 1.4 = 21.24kN/m
Ultimate dead load Bii-C = 12.27 kN/m x 1.4 = 17.18kN/m
Ultimate live load A-Bii = 2.88 kN/m x 1.6 = 4.61kN/m
Ultimate live load Bii-C = 1.27 kN/m x 1.6 = 2.03kN/m
Total ultimate load A-Bii = (21.24+4.61) kN/m = 25.85kN/m
Total ultimate load Bii-C = (17.18 + 2.03) kN/m = 19.21kN/m
60. 58
Beam Bii/2-2i and Beam Bi/2i-4 are
calculated
2 Point loads are calculated
Which are 81.82kN on Bi and
42.81 on Bii
ΣmA=0
6RCy-(1.5) (77.55)-(3) (81.82)-(3.55)
(28.44)-(4.1) (42.81)-(5.05) (36.5) = 0
RCy=137.1kN
ΣFy=0
Ray+ RCy - 77.5 - 81.82 - 28.44 -
42.81 - 36.5 = 0
Ray+ 137.1 - 77.5 - 81.82 - 28.44 -
42.81 - 36.5 = 0
RAy = 130kN
Shear Force Diagram (V)
Positive area
(130+52.45) (3) /2
= 273.7 units 2
Negative area
(29.37+57.81) (1.1) /2
= 47.9 units 2
(100.62+137.1) (1.9) /2
= 225.8 units 2
Bending Moment Diagram (M)
273.7-41.9=225.8
225.8-225.8=0
61. 59
3.Beam A/2-3
Slab thickness: 0.15m
Wall thickness: 0.15m
Wall height: 3m
Beam size: 0.2m x 0.4m (Primary)
Column size: 0.2m x 0.4m x 3m
Brick wall: 19kN/m2
RC: 24kN/m3
Live load UBBL: Toilet 2.0kN/m2
Billiard Room2.0 kN/m2
Dead Load
1a. Slab self-weight
0.15m x 24kN / m3
=3.6kN/m2
b.Dead load on slab A-Bii/2-2i
3.6kN/m2
x (2.88m / 2) x (2 / 3) = 3.46 kN/m
c.Dead load on slab A-C/2i-4
3.6kN/m2
x (3m / 2) = 5.4kN/m
2. Brick wall weight
3.0m x 0.15m x 19kN/m3
= 8.55kN/m
3. Beam self-weight (primary)
0.2m x 0.4m x 24kN/m3
= 1.92kN/m
Structural PlanGround Floor Plan
62. 60
Total dead load
For 2 – 2i = 3.46 + 8.55 + 1.92
= 13.93kN/m
For 2i – 3 = 5.44 + 8.55 + 1.92
= 15.87kN/m
Live Load
Live load on slab A-Bii/2-2i (Toilet)
2.0kN/m2
x (2.88m / 2) x (2 / 3) = 1.92 kN/m
Live load on slab A-C/2i-4 (Toilet)
2.0kN/m2
x (3m / 2) = 3 kN/m
Total live load
For 2 – 2i = 1.92kN/m
For 2i – 3 = 3kN/m
Ultimate load
Ultimate dead load 2-2i = 13.93 x 1.4 = 19.5kN/m
Ultimate dead load 2i-3 = 15.87 x 1.4 = 22.2kN/m
Ultimate live load 2-2i = 1.92 x 1.6 = 3.07kN/m
Ultimate live load 2i-3 = 3 x 1.6 = 4.8kN/m
Total ultimate load 2-2i = 19.5+3.07 = 22.57kN/m
Total ultimate load 2i-3 = 22.2 + 4.8 = 27kN/m
63. 61
Beam A-C/2i is calculated
1Point load is calculated
Which is 130kN on 2i
Σm2=0
4R3y-(65) (1.44)-(130) (2.88)-(30.24) (3.44)
= 0
R3y=143kN
ΣFy=0
R2y+ R3y - 65 - 130 – 30.24 = 0
R2y+ 143 - 65 - 130 – 30.24 = 0
R2y = 82.24kN
Shear Force Diagram (V)
Positive area = (182.24+17.24) (2.88) /2
= 143.25 units 2
units 2
Negative area = (112.76+143) (1.12) /2
= 143.23 units 2
units 2
Bending Moment Diagram (M)
(143-143) units 2
= 0
64. 62
4.Beam C/2-3
Ground Floor Plan
Structural Plan
Slab thickness: 0.15m
Wall thickness: 0.15m
Wall height: 3m
Beam size: 0.2m x 0.4m (Primary)
Column size: 0.2m x 0.4m x 3m
Brick wall: 19kN/m2
RC: 24kN/m3
Live load UBBL: Dining Room 2.0kN/m2
Billiard Room2.0 kN/m2
Dead Load
1a). Slab self-weight
0.15m x 24kN / m3
=3.6kN/m2
b). Dead load on slab Bii-C/2-2i
3.6kN/m2
x (1.9m / 2) = 3.42kN/m
c).Dead load on slab C-E/2-3
3.6kN/m2
x (4m / 2) x (2 / 3) = 4.8 kN/m
d).Dead load on slab A-C/2i-4
3.6kN/m2
x (3m / 2) = 5.4kN/m
2).Brick wall weight
3.0m x 0.15m x 19kN/m3
= 8.55kN/m
65. 63
3).Beam self-weight (primary)
0.2m x 0.4m x 24kN/m3
= 1.92kN/m
Total dead load
For 2 – 2i = 3.42 + 4.8 + 1.92
= 10.14kN/m
For 2i – 3 = 4.8 + 5.44 + 8.55 + 1.92
= 20.67kN/m
Live load
Live load on slab Bii-C/2-2i (Dining room)
2.0kN/m2
x (1.9m / 2) = 1.9kN/m
Live load on slab C-E/2-3 (Dining room)
2.0kN/m2
x (4m / 2) x (2 / 3) = 2.67kN/m
Live load on slab A-C/2i-4 (Billiard room)
2.0kN/m2
x (3m / 2) = 3kN/m
Total Live Load
For 2 – 2i = (1.9 + 2.67)kN/m
= 4.57 kN/m
For 2i – 3 = (2.67 + 3)kN/m
= 5.67 kN/m
Ultimate Load
Ultimate dead load 2-2i = 10.14 x 1.4 = 14.2kN/m
Ultimate dead load 2i-3 = 20.67 x 1.4 = 28.94kN/m
Ultimate live load 2-2i = 4.57 x 1.6 = 7.31kN/m
Ultimate live load 2i-3 = 5.67 x 1.6 = 9.07kN/m
Total ultimate load 2-2i = 14.2+7.31 = 21.51kN/m
Total ultimate load 2i-3 = 28.94 + 9.07 = 38.01kN/m
Ultimate Load Diagram
Beam A-C/2i is calculated
66. 64
Thus there is a point load 137.1kN on
point 2i
Σm2=0
4R3y-(61.95) (1.44)-(137.1) (2.88)-(42.57)
(3.44) = 0
R3y=157.62kN
ΣFy=0
R2y+ R3y – 61.95 – 137.1 – 42.57 = 0
R2y+ 157.62 – 61.95 – 137.1 – 42.57 = 0
R2y = 84kN
Shear Force Diagram (V)
Positive area = (84+22.05) (2.88) /2
= 152.7 units 2
Negative area = (115.05+157.62) (1.12) /2
= 152.7 units 2
Bending Moment Diagram (M)
(152-152) units 2
= 0
67. 65
5a.Beam D/3-4(Extra)
Ground Floor Plan
Slab thickness: 0.15m
Wall thickness: 0.15m
Wall height: 3m
Beam size: 0.2m x 0.3m (Secondary)
Column size: 0.2m x 0.4m x 3m
Brick wall: 19kN/m2
RC: 24kN/m3
Live load UBBL: Dining Room 2.0kN/m2
Dead Load
1a). Slab self-weight
0.15m x 24kN / m3
=3.6kN/m2
b). Dead load on slab C-D/3-4
3.6kN/m2
x (3.5m / 2) = 6.3kN/m
Structural plan
68. 66
c).Dead load on slab D-E/3-4
3.6kN/m2
x (3.5m / 2) =6.3 kN/m
2).Beam self-weight (secondary)
0.2m x 0.3m x 24kN/m3
= 1.44kN/m
Total dead load
For 3-4 = (6.3+6.3+1.44)kN/m
= 14.04kN/m
Live load
Live load on slab C-D/3-4 (Dining room)
2.0kN/m2
x (5m / 2) = 5kN/m
Live load on slab D-E/3-4 (Dining room)
2.0kN/m2
x (5m / 2) = 5kN/m
Total Live Load
For 3-4= (5 + 5)kN/m= 10 kN/m
Ultimate Load
Ultimate dead load 3-4 = 14.04 kN/m x 1.4 = 19.66kN/m
Ultimate live load 3-4 = 10 kN/m x 1.6 = 16kN/m
Total ultimate load 3-4 = (19.66+16) kN/m = 21.51kN/m
69. 67
Load Diagram
Uniform distributed load
R3y = R4y
R3y = (35.66x 5)/2
= 89.15kN
R2iy = 89.15kN
Shear Force Diagram (V)
Positive area = (42.81) (1.44) /2
= 30.82 units 2
Negative area = (42.81) (1.44) /2
= 30.82 units 2
Bending Moment Diagram (M)
(30.82-30.82) units 2
= 0
70. 68
5b.Beam C-E/3
Ground Floor Plan Structural Plan
Slab thickness: 0.15m
Wall thickness: 0.15m
Wall height: 3m
Beam size: 0.2m x 0.3m (Secondary)
Column size: 0.2m x 0.4m x 3m
Brick wall: 19kN/m2
RC: 24kN/m3
Live load UBBL: Dining Room 2.0kN/m2
Dead Load
1a). Slab self-weight
0.15m x 24kN / m3
=3.6kN/m2
b). Dead load on slab C-E/2-3
3.6kN/m2
x (4 m / 2) = 7.2kN/m
c).Dead load on slab C-D/3-4
3.6kN/m2
x (3.6m / 2) x (2/3) =4.32 kN/m
71. 69
d).Dead load on slab D-E/3-4
3.6kN/m2
x (3.4m / 2) x (2/3) =3.85 kN/m
2).Beam self-weight (secondary)
0.2m x 0.3m x 24kN/m3
= 1.44kN/m
Total dead load
For C-D = (7.2+4.32+1.44)kN/m
= 12.96kN/m
For D-E = (7.2+3.85+1.44)kN/m
= 12.49kN/m
Live load
Live load on slab C-E/2-3 (Dining room)
2.0kN/m2
x (4m / 2) = 4kN/m
Live load on slab C-D/3-4 (Dining room)
2.0kN/m2
x (3.6m / 2) x (2/3) = 2.4kN/m
Live load on slab C-D/3-4 (Dining room)
2.0kN/m2
x (3.4m / 2) x (2/3) = 2.27kN/m
Total live load
For C-D = (4+2.4)kN/m
= 6.4kN/m
For D-E = (4+2.27)kN/m
= 6.27kN/m
Ultimate Load
Ultimate dead load C-D= 12.96 x 1.4 =
18.14kN/m
Ultimate dead load D-E = 12.49 x 1.4 =
17.5kN/m
Ultimate live load C-D = 6.4x 1.6 =
10.24kN/m
Ultimate live load D-E = 6.27 x 1.6 = 10kN/m
Total ultimate load C-D = 18.14+10.24 = 28.38kN/m
Total ultimate load D-E = 17.5 + 10 = 27.5kN/m
72. 70
Ultimate Load Diagram
Beam D/3-4 is calculated
1Point load is calculated
Which is point load 89.15kN at point D
ΣmC=0
7REy-(102.17) (1.8)-(89.15) (3.6)-(93.5)
(5.3) = 0
REy=142.91kN
ΣFy=0
RCy+ REy – 102.17 – 89.15 – 93.5 = 0
RCy+ 142.91 – 102.17 – 89.15 – 93.5 = 0
RCy = 141.91kN
Shear Force Diagram (V)
Positive area = (141.91+39.74) (3.6) /2
= 327 units 2
Negative area = (49.41+142.91) (3.4) /2
= 327 units 2
Bending Moment Diagram (M)
(327-327) units 2
= 0
73. 71
6a.Beam E-G/3(Extra)
Ground Floor Structural Plan
Slab thickness: 0.15m
Wall thickness: 0.15m
Wall height: 3m
Beam size: 0.2m x 0.3m (Secondary)
Column size: 0.2m x 0.4m x 3m
Brick wall: 19kN/m2
RC: 24kN/m3
Live load UBBL: Living Room 4.0kN/m2
Dead Load
1a). Slab self-weight
0.15m x 24kN / m3
=3.6kN/m2
b). Dead load on slab E-G/2-3
3.6kN/m2
x (4m / 2) = 7.2kN/m
c).Dead load on slab E-G/3-4
3.6kN/m2
x (5m / 2) =9 kN/m
2).Beam self-weight (secondary)
0.2m x 0.3m x 24kN/m3
= 1.44kN/m
Total dead load
For 3-4 = (7.2+9+1.44)kN/m
= 17.64kN/m
74. 72
Live load
Live load on slab E-G/2-3 (Dining room)
4.0kN/m2
x (4m / 2) = 8kN/m
Live load on slab D-E/3-4 (Dining room)
4.0kN/m2
x (5m / 2) = 10kN/m
Total Live Load
For E-G= (8 + 10)kN/m= 18 kN/m
Ultimate Load
Ultimate dead load E-G = 17.64 kN/m x 1.4 =
24.7kN/m
Ultimate live load E-G = 18 kN/m x 1.6 = 28.8kN/m
Total ultimate load E-G = (24.7+28.8) kN/m = 53.5kN/m
Load Diagram
Uniform distributed load
REy = RGy
REy = (53.4x 6)/2
= 160.5kN
RGy = 160.5kN
Shear Force Diagram (V)
Positive area = (160.5) (3) /2
= 240.8 units 2
Negative area = (160.5) (3) /2
= 240.8 units 2
Bending Moment Diagram (M)
(240.8-240.8) units 2
= 0
75. 73
6b.Beam E/2-4
Structural Plan
Ground Floor Plan
Slab thickness: 0.15m
Wall thickness: 0.15m
Wall height: 3m
Beam size: 0.2m x 0.3m (Primary 9m)
Column size: 0.2m x 0.5m x 3m
Brick wall: 19kN/m2
RC: 24kN/m3
Live load UBBL: Dining Room 2.0kN/m2
Living Room 4.0kN/m2
Dead Load
1a). Slab self-weight
0.15m x 24kN / m3
=3.6kN/m2
b). Dead load on slab C-E/2-3
3.6kN/m2
x (4 m / 2) x (2/3) = 4.8kN/m
c).Dead load on slab C-E/3-4
3.6kN/m2
x (5m / 2) x (2/3) =6 kN/m
76. 74
d).Dead load on slab E-G/2-3
3.6kN/m2
x (4m / 2) x (2/3) =4.8kN/m
e).Dead load on slab E-G /3-4
3.6kN/m2
x (5m / 2) x (2/3) =6 kN/m
2). Brick wall weight
3.0m x 0.15m x 19kN/m3
= 8.55kN/m
3).Beam self-weight (primary 9m)
0.2m x 0.5m x 24kN/m3
= 24kN/m
Total dead load
For 2-3 = (4.8+4.8+2.4)kN/m
= 12kN/m
For 3-3i = (6+6+2.4)kN/m
= 14.4kN/m
For 3i-4- = (6+6+8.55+2.4)kN/m
= 22.95kN/m
Live load
Live load on slab C-E/2-3 (Dining room)
2.0kN/m2
x (4m / 2) x (2/3) = 2.67kN/m
Live load on slab C-E/3-4 (Dining room)
2.0kN/m2
x (5m / 2) x (2/3) = 3.33kN/m
Live load on slab E-G/2-3(Living room)
4.0kN/m2
x (4m / 2) x (2/3) =5.33kN/m
Live load on slab E-G /3-4(Living room)
4.0kN/m2
x (5m / 2) x (2/3) =6.67 kN/m
Total live load
For 2-3 = (2.67+5.33)kN/m
= 8kN/m
For 3-3i = (3.33+6.67)kN/m
= 10kN/m
For 3i-4- = (3.33+6.67)kN/m
= 10kN/m
77. 75
Ultimate Load
Ultimate dead load 2-3 = 12 kN/m x 1.4 = 16.8kN/m
Ultimate dead load 3-3i = 14.4 kN/m x 1.4 = 20.16kN/m
Ultimate dead load 3i-4= 22.95 kN/m x 1.4 = 32.13kN/m
Ultimate live load 2-3 = 8 kN/m x 1.6 = 12.8kN/m
Ultimate live load 3-3i = 10 kN/m x 1.6 = 16kN/m
Ultimate live load 3i-4= 10 kN/m x 1.6 = 16kN/m
Total ultimate load 2-3 = (16.8+12.8) kN/m = 29.6kN/m
Total ultimate load 3-3i = (20.16+16) kN/m = 36.16kN/m
Total ultimate load 3i-4= (32.13+16) kN/m = 48.13kN/m
Ultimate Load Diagram
BeamC-E/3 and beam E-G/3 are calculated
Thus there are 2 point loads acting on point 3
142.91kN and 160.5kN respectively
Σm2=0
9R4y-(118.4) (2)-(303.41) (4)-(104.9) (5.45)-
(101.1)(7.95) = 0
R4y=314kN
ΣFy=0
R2y+ R4y – 118.4 – 303.41 – 104.9-101.11 =
0
R2y+ 314 – 118.4 – 303.41 – 104.9-101.11 =
0
R2y = 313.81kN
Shear Force Diagram (V)
Positive area = (313.81+195.41) (4) /2
= 1018.5 units 2
Negative area = (212.9+314) (2.1) /2
= 553.2 units 2
Bending Moment Diagram (M)
(553.2-553.2) units 2
= 0
79. 77
1. Column E2
Roof Level
Dead Load
Slab = (4.5 x 3.5) m² x 1.0kN/m²
= 15.75 kN
Roof beam = [(2.5+2+3.5) m x 1.92kN/m] +
(2.5m x 1.44kN/m)
= 18.96kN
Total Dead Load = (15.75+18.96) kN
= 34.71kN
Live Load
Slab : (4.5 x 3.5) m² x 0.5kN/m² = 7.875kN
1st
Floor
Dead Load
Wall = 4.5m x 8.55kN/m
= 38.475kN
Slab = (3.5 x 4.5) m² x 3.6kN/m²
= 56.7kN
Beam = [(2.5+2+3.5) m x 1.92kN/m] +
[(2.5+3.4)m x 1.44kN/m]
= 23.856kN
Column = 6.48kN
Total Dead Load = (38.475+56.7+23.856+6.48) kN
= 125.511kN
Live Load
Family Area = (3.83 x 3.4) m² x 2.0kN/m²
= 26.044kN
Ground Floor
Dead Load
Wall = (0.67+2.5+3.0) x 8.55kN/m = 52.75kN
Slab = [(4.5 x 3.5) m² + (2 x 3) m²] x 3.6kN/m²
= 78.3kN
Beam = [(3.0+2.5+3.5+2.0) m x 1.92kN/m] +
[(2.5+3.4)m x 1.44kN/m]
= 29.616kN
Column = 6.48kN
Total Dead Load = (52.75+78.3+29.616+6.48) kN
= 167.146kN
80. 78
Live Load
Stairs = (0.67 x 3.5) m x 1.5kN/m²
=3.52kN
Dining Room = 3.83 x 3.5) m x 2.0kN/m²
= 26.81kN
Living Room = (2 x 3) m x 4.0kN/m²
= 24kN
Total live load= (3.52+26.81+24) kN
= 54.33kN
Total Dead Load = (34.71+125.511+167.146) kN
= 327.37kN
Ultimate dead load = 327.37kN x 1.4
= 458.31kN
Total Live Load = (7.875+26.044+54.33) kN
= 88.25kN
Ultimate live load = 88.25kN x 1.6
= 141.20kN
Total Ultimate Load = 458.31kN + 141.20kN
= 599.51kN
81. 79
2. Column C4
Roof Level
Dead Load
Slab = (4.5 x 3.8) m² x 1.0kN/m²
= 17.1kN
Roof beam = [(2.5+2.0) m x 1.92kN/m] +
(2.0m x 1.44kN/m)
= 11.52kN
Total Dead Load = (17.1+11.52) kN
= 28.62kN
Live Load
Slab = (4.5 x 3.8) m² x 0.5kN/m²
= 8.55kN
1st
Floor
Dead Load
Wall = (2.0+2.5+2.0) m x 8.55kN/m
= 55.575kN
Slab = (4.5 x 3.8) m² x 3.6kN/m²
= 61.56kN
Beam = [(2.5+2.0) m x 1.92kN/m]
+ [(2.0)m x 1.44kN/m]
= 11.52kN
Column = 6.48kN
Total Dead Load = (55.575+61.56+11.52+6.48) kN
= 135.135kN
Live Load
Bathroom = (0.4 x 2.0) m² x 2.0kN/m²
= 1.6kN
Bedroom = (4.1 x 2.0) m2
x 1.5kN/m²
= 12.3kN
Corridor = (4.5 x 1.8) m² x 4.0kN/m²
= 32.4kN
Total Live Load = (1.6+12.3+32.4) kN
= 46.3kN
82. 80
Ground Floor
Dead Load
Wall = (3.0+2.5+2.0+1.8) m x 8.55kN/m
= 79.515kN
Slab = [(2.5 x 3.0) m² + (2.5 x 1.8)m² +
(2.0 x 1.8)m²] x 3.6kN/m²
= 56.16kN
Beam = [(3.0+2.5+2.0+1.8) m x 1.92kN/m]
= 17.856kN
Column = 6.48kN
Total Dead Load = (79.515+56.16+17.856+6.48) kN
= 160.011kN
Live Load
Billiard Room = (2.5x 3.0) m x 2.0kN/m²
=15kN
Dining Room = (2.5 x 1.8) m x 2.0kN/m²
= 9kN
Kitchen = (2 x 1.8) m x 3.0kN/m²
= 10.8kN
Total live load = (15+9+10.8) kN
= 34.8kN
Total Dead Load = (28.62+135.135+160.011) kN
= 323.766kN
Ultimate dead load = 323.766kN x 1.4
= 453.27kN
Total Live Load = (8.55+46.3+34.8) kN
= 89.65kN
Ultimate live load = 89.65kN x 1.6
= 143.44kN
Total Ultimate Load = 453.27kN + 143.44kN
= 596.71kN
83. 81
3. Column C5
Roof Level
Dead Load
Slab = (2.0 x 3.8) m² x 1.0kN/m²
= 7.6kN
Roof beam = 2.0m x 1.92kN/m
= 3.84kN
Total Dead Load = (7.6+3.84) kN
= 11.44kN
Live Load
Slab = (2.0 x 3.8) m² x 0.5kN/m²
= 3.8kN
1st
Floor
Dead Load
Wall = (2.0+2.0+1.8) m x 8.55kN/m
= 49.59kN
Slab = (2.0 x 3.8) m² x 3.6kN/m²
= 27.36kN
Beam = [(2.0+2.0+1.8) m x 1.92kN/m]
= 11.136kN
Column = 6.48kN
Total Dead Load = (49.59+27.36+11.136+6.48) kN
= 94.566kN
Live Load
Bedroom = (2.0 x 2.0) m2
x 1.5kN/m²
= 6kN
Corridor = (2.0 x 1.8) m² x 4.0kN/m² =
14.4kN
Total Live Load = (6+14.4) kN
= 20.4kN
Ground Floor
Dead Load
Wall = (2.0+1.8)m x 8.55kN/m
= 32.49kN
Slab = (2.0 x 1.8)m² x 3.6kN/m²
= 12.96kN
Beam = [(2.0+1.8)m x 1.92kN/m]
= 7.296kN
Column = 6.48kN
Total Dead Load = (32.49+12.96+7.296+6.48) kN
= 59.226kN
84. 82
Live Load
Kitchen : (2 x 1.8) m x 3.0kN/m² = 10.8kN
Total Dead Load = (11.44+94.566+59.226) kN = 165.232kN
Ultimate dead load = 165.232kN x 1.4 = 231.32kN
Total Live Load = (3.8+20.4+10.8) kN = 35kN
Ultimate live load = 35kN x 1.6 = 56kN
Total Ultimate Load = 231.32kN + 56kN= 287.32kN
N = 0.4fcuAc + 0.8 fyAsc
= 0.4(30)(300x300) + 0.8(460)(2% x 90000)
=1742400
=1742.4kN
Thus, this column can sustain any ultimate load below 1742.4kN.
he load that act on column C1, C2 and C3 are 599.51kN, 596.71kN and 287.32kN
respectively. Hence, 0.3m x 0.3m cross section size of columns are suitable to use.
86. 84
1. Column C1
Roof Level ( assume as flat roof)
Dead Load
Roof Slab : (2.5 x 5.5) m² x 1.0kN/m² = 13.75kN
Roof beam : (2+2.5+3.5) m x 1.92kN/m= 15.36kN
Total Dead Load = (13.75+15.36) kN = 29.11kN
Live Load
Roof Slab : (2.5 x 5.5) m² x 0.5kN/m² = 6.875kN
1st
Floor
Dead Load
Wall : (2+2.5+3.5)m x 8.55kN/m = 68.4kN
Slab : (2.5 x 5.5) m² x 3.6kN/m² = 49.5kN
Beam : (2+2.5+3.5) m x 1.92kN/m = 15.36kN
Column : 0.3m x 0.3m x 3m = 6.48kN
Total Dead Load = (49.5+68.4+15.36+6.48)kN = 139.7kN
Live Load
Study room : (2.5 x 2) m² x 1.5kN/m² = 7.5kN
Corridor : (2.5 x 3.5) m² x 4.0kN/m² = 35kN
Total Live Load : (7.5+35) kN = 42.5kN
Ground Floor
Dead Load
Wall : (6.5+2.5) x 8.55kN/m = 76.95kN
Slab : (2.5 x 6.5) m² x 3.6kN/m² = 58.5kN
Beam : (3.0+2.5+3.5) m x 1.92kN/m = 17.28kN
Column : 0.3m x 0.3m x 3m = 6.48kN
Total Dead Load = (76.95+58.5+17.28+6.48) kN = 159.2kN
Live Load
Bedroom: (2.5 x 3) m² x 1.5kN/m² = 11.25kN
Family area: (2 x 3.5) m² x 2.0kN/m² = 14kN
Total live load = (11.25+14) kN = 25.25kN
Total Dead Load = (29.11+139.7+159.2) kN = 328.05kN
Ultimate dead load = 328.05kN x 1.4 = 459.27kN
Total Live Load = (6.875+42.5+25.25) kN = 74.625kN
Ultimate live load = 74.625kN x 1.6 =119.4kN
Total Ultimate Load = 459.27kN + 119.4kN= 578.7kN #
87. 85
2. Column C2
Roof Level (assume as flat roof)
Dead Load
Roof Slab : (4.5 x 5.5) m² x 1.0kN/m² = 24.75kN
Roof beam : [(2.5+2.0+3.5) m x 1.92kN/m] + (2.0m x
1.44kN/m) =
18.24kN
Total Dead Load = (24.75+18.24) kN = 43kN
Live Load
Roof Slab : (4.5 x 5.5) m² x 0.5kN/m² = 12.375kN
1st
Floor
Dead Load
Wall : (4.5+2)m x 8.55kN/m = 55.58kN
Slab : (4.5 x 5.5) m² x 3.6kN/m² = 89.1kN
Beam : [(2.5+2.0+3.5) m x 1.92kN/m] + (2.0m x 1.44kN/m)
= 18.24kN
Column : 0.3m x 0.3m x 3m = 6.48kN
Total Dead Load = (55.58+89.1+18.24+6.48)kN = 169.4kN
Live Load
Study room : (0.67 x 2) m² x 1.5kN/m² = 2.01kN
Corridor : (4.5 x 3.5) m² x 4.0kN/m² = 63kN
Bedroom : (3.83 x 2) m² x 1.5kN/m² = 11.5kN
Total Live Load : (2.01+63+11.5) kN = 76.5kN
Ground Floor
Dead Load
Wall : (3+2+2+2.5) x 8.55kN/m = 81.225kN
Slab : (4.5 x 6.5) m² x 3.6kN/m² = 105.3kN
Beam : [(3.0+2.0+2.5+3.5) m x 1.92kN/m] + (2.0m x 1.44kN/m)
= 24kN
Column : 0.3m x 0.3m x 3m = 6.48kN
Total Dead Load = (81.225+105.3+24+6.48) kN = 217kN
Live Load
Bedroom: (2.5 x 3) m² x 1.5kN/m² = 11.25kN
Family area: (2.5 x 3.5) m² x 2.0kN/m² = 17.5kN
Dining room: (2 x 6.5) m² x 2.0kN/m² = 26kN
Toilet: (2 x 1.1) m² x 2.0kN/m² = 4.4kN
Total live load = (11.25+17.5+26+4.4) kN = 59.15kN
Total Dead Load = (43+169.4+217) kN = 429.4kN
Ultimate dead load = 429.4kN x 1.4 = 601.16kN
Total Live Load = (12.375+76.5+59.15) kN = 148kN
Ultimate live load = 148kN x 1.6 =236.8kN
Total Ultimate Load = 606.16kN + 236.8kN= 838kN #
88. 86
3. Column C3
Roof Level ( assume as flat roof)
Dead Load
Roof Slab : (4.5 x 5.5) m² x 1.0kN/m² = 24.75kN
Roof beam : (2+2.5+2+3.5) m x 1.92kN/m= 19.2kN
Total Dead Load = (24.75+19.2) kN = 44kN
Live Load
Roof Slab : (4.5 x 5.5) m² x 0.5kN/m² = 12.375kN
1st
Floor
Dead Load
Wall : (2+2+2.5)m x 8.55kN/m = 55.58kN
Slab : (4.5 x 5.5) m² x 3.6kN/m² = 89.1kN
Beam : (2+2.5+2+3.5) m x 1.92kN/m = 19.2kN
Column : 0.3m x 0.3m x 3m = 6.48kN
Total Dead Load = (55.58+89.1+19.2+6.48)kN = 170.36kN
Live Load
Bedroom : (2 x 2) m² x 1.5kN/m² = 6kN
Toilet : (2.5 x 2) m² x 2.0kN/m² = 10kN
Corridor : (4.5 x 3.5) m² x 4.0kN/m² = 63kN
Total Live Load : (6+10+63) kN = 79kN
Ground Floor
Dead Load
Wall : (0.88+3+4.5) x 8.55kN/m = 71.65kN
Slab : (4.5 x 8.2) m² x 3.6kN/m² = 132.84kN
Beam : [(2+3+2.5+5.2) m x 1.92kN/m]+[(0.88+2.5)m x 1.44kN/m)]
= 29.25kN
Column : 0.3m x 0.3m x 3m = 6.48kN
Total Dead Load = (71.65+132.84+29.25+6.48) kN = 240.22kN
Live Load
Toilet : (0.88 x 1.1) m² x 2.0kN/m² = 1.936kN
Billiard room : (3.62 x 3) m² x 2.0kN/m² = 21.72kN
Dining room : [(0.88 x 1.9) m² +(4.5m x 5.2m)] x 2.0kN/m²
= 50.14kN
Total live load = (1.936+21.72+50.14) kN = 73.8kN
Total Dead Load = (44+170.36+240.22) kN = 454.58kN
Ultimate dead load = 454.58kN x 1.4 = 636.4kN
Total Live Load = (12.375+79+73.8) kN = 165.18kN
Ultimate live load = 165.18kN x 1.6 =264.3kN
Total Ultimate Load = 636.4kN + 264.3kN= 900.7kN #
89. 87
N = 0.4fcuAc + 0.8 fyAsc
= 0.4(30)(300x300) + 0.8(460)(2% x 90000)
=1742400
=1742.4kN
Thus, this column can sustain any ultimate load below 1742.4kN.
The load that act on column C1, C2 and C3 are 578.7kN, 838kN and 900.7kN
respectively. Hence, 0.3m x 0.3m cross section size of columns are suitable to use.
91. 89
1. Column D4
Roof Level (assume flat roof)
Dead Load
Roof Slab = (4.5 x 3.5) m² x 1.0kN/m²
= 15.75 kN
Roof beam = (2 m x 1.92kN/m) +
(2.5m x 1.44kN/m)
= 7.44kN
Total Dead Load
(15.75+7.44) kN = 23.2kN
Live Load
Slab : (4.5 x 3.5) m² x 0.5kN/m² =
7.875kN
1st
Floor
Dead Load
Wall = (2.5+2)m x 8.55kN/m
= 64.125kN
Slab = (3.5 x 4.5) m² x 3.6kN/m²
= 56.7kN
Beam = (2 m x 1.92kN/m)+
(2.5m x 1.44kN/m
= 7.44kN
Column = 0.3m x 0.3m x 3m = 6.48kN
Total Dead Load
(64.125+56.7+7.44+6.48)kN = 134.7kN
Live Load
Bedroom = (1.7 x 4.5) m² x 1.5kN/m²
= 11.475kN
Corridor = (1.8 x 4.5) m² x 4.0kN/m²
= 32.4kN
Total Dead Load
(11.475+32.4) kN = 43.9kN
92. 90
Ground Floor
Dead Load
Wall = (1.7+1.8) x 8.55kN/m =
29.925kN
Slab = (4.5 x 3.5) m² x 3.6kN/m²
= 56.7kN
Beam = [(1.8+1.7) m x 1.92kN/m] +
(2.5m x 1.44kN/m)
= 10.32kN
Column = 0.3m x 0.3m x 3m = 6.48kN
Total Dead Load
(56.7+29.925+10.32+6.48) kN = 103.4kN
Live Load
Dining Room = (2.5 x 3.5) m x 2.0kN/m²
= 17.5kN
Kitchen = (2 x 3.5) m x 3.0kN/m²
= 21kN
Total live load= (17.5+21) kN
= 38.5kN
Total Dead Load = (23.2+134.7+103.4) kN
= 261.3kN
Ultimate dead load = 261.3kN x 1.4
= 365.8kN
Total Live Load = (7.875+43.9+38.5) kN
= 90.3kN
Ultimate live load = 90.3kN x 1.6
= 144.5kN
Total Ultimate Load = 365.8kN + 144.5kN
= 510.3kN
93. 91
2. Column E4
Roof Level(assume as flat roof)
Dead Load
Roof Slab = (4.5 x 3.7) m² x 1.0kN/m²
= 16.6 kN
Roof beam = [(2.5+2) m x 1.92kN/m] +
(2m x 1.44kN/m)
= 11.52kN
Total Dead Load
(16.65+11.52) kN = 28.2kN
Live Load
Slab : (4.5 x 3.7) m² x 0.5kN/m² =
8.325kN
1st
Floor
Dead Load
Wall = (4.5+2)m x 8.55kN/m
= 55.575kN
Slab = (3.7 x 4.5) m² x 3.6kN/m²
= 59.9kN
Beam = [(2.5+2) m x 1.92kN/m]+
(2m x 1.44kN/m)
= 11.52kN
Column = 0.3m x 0.3m x 3m = 6.48kN
Total Dead Load
(59.94+55.575+11.52+6.48)kN = 133.5kN
Live Load
Bedroom = [(1.7 x 4.5)+(4.1x2)] m² x
1.5kN/m²
= 23.775kN
Toilet = (0.4x4) m² x 2.0kN/m²
= 3.2kN
Total Dead Load
(23.775+3.2) kN = 27kN
94. 92
Ground Floor
Dead Load
Wall = (2.1+3+1.7+2) x 8.55kN/m
= 75.24kN
Slab = (4.7 x 9) m² x 3.6kN/m²
= 152.28kN
Beam = [(7+2+1.7+3) m x 1.92kN/m] +
[(1.7+3)m x 1.44kN/m]
= 33.072kN
Column =0.3m x 0.3m x 3m = 6.48kN
Total Dead Load
(152.28+75.24+33.072+6.48) kN = 267.1kN
Live Load
Living Room = (7 x 3) m2
x 4.0kN/m²
= 84kN
Dining Room = (7 x 1.7) m2
x 2.0kN/m²
= 23.8kN
Kitchen = (2 x 1.7) m2
x 3.0kN/m²
= 10.2kN
Lounge = (2 x 3) m2
x 2.0kN/m²
=12 kN
Total live load= (28.2+133.5+267.1) kN
= 130kN
Total Dead Load = (23.2+134.7+103.4) kN
= 428.8kN
Ultimate dead load = 428.8kN x 1.4
= 600.3kN
Total Live Load = (8.325+27+130) kN
= 165.3kN
Ultimate live load = 165.3kN x 1.6
= 264.5kN
Total Ultimate Load = 600.3kN + 264.5kN
= 864.8kN
95. 93
3. Column D5
Roof Level (assume as flat roof)
Dead Load
Roof Slab = (2 x 3.5) m² x 1.0kN/m²
= 7kN
Roof beam = (2+1.7+1.7) m x 1.92kN/
= 10.56kN
Total Dead Load
(7+10.56) kN = 17.6kN
Live Load
Slab: (2 x 3.5) m² x 0.5kN/m² = 3.5kN
1st
Floor
Dead Load
Wall = (1.8+1.7+2)m x 8.55kN/m
= 47.025kN
Slab = (2x3.5) m² x 3.6kN/m²
= 25.2kN
Beam = (1.8+1.7+2) m x 1.92kN/m]
= 10.56kN
Column = 0.3m x 0.3m x 3m = 6.48kN
Total Dead Load
(25.2+47.025+10.56+6.48)kN = 89.3kN
Live Load
Bedroom = ( 2x1.7) m² x 1.5kN/m²
= 5.1kN
Corridor = (2x1.8) m² x 4.0kN/m²
= 14.4kN
Total Dead Load = (5.1+14.4) kN
= 19.5kN
Ground Floor
Dead Load
Wall = (1.8+1.7) x 8.55kN/m
= 29.925kN
Slab = (2x3.5) m² x 3.6kN/m²
= 25.2kN
Beam = (1.8+1.7) m x 1.92kN/m
= 6.72kN
Column = 0.3m x 0.3m x 3m = 6.48kN
96. 94
Total Dead Load
(25.2+29.925+6.72+6.48) kN = 68.4kN
Live Load
Kitchen = (2 x 3.5) m2
x 3.0kN/m²
= 21kN
Total live load= 21kN
Total Dead Load = (17.6+89.3+68.4) kN
= 175.3kN
Ultimate dead load = 175.3kN x 1.4
= 245.4kN
Total Live Load = (3.5+19.5+21) kN
= 44kN
Ultimate live load = 44kN x 1.6
= 70.4kN
Total Ultimate Load = 245.4kN + 70.4kN
= 315.8kN
N = 0.4fcuAc + 0.8 fyAsc
= 0.4(30)(300x300) + 0.8(460)(2% x 90000)
=1742400
=1742.4kN
Thus, this column can sustain any ultimate load below 1742.4kN.
The load that act on column D4, E4 and D5 are 510.3kN, 864.8kN and 315kN
respectively. Hence, we can conclude that columns with cross section size 0.3mx0.3m
are suitable to use.
