Building Structure Project 2 (Taylor's lakeside campus)

SCHOOL OF ARCHITECTURE, BUILDING &

DESIGN

Bachelor of Science (Honours) (Architecture)

Building Structures (ARC 2522/2523)

Project 2: Structural Analysis of a Bungalow

Tutor:

Mr Azim Sulaiman

Team Members:

EVELIN DEVINA 0322176

LIM JOE ONN 0318679

ONG SENG PENG 0319016

1

TABLE OF CONTENTS

Introduction to Bungalow

Floor Plans

• Ground Floor

• First Floor

Structural Plans

• Foundation Plan

• Ground Floor Plan

• First Floor Plan

• Roof Plan

Structural 3D model

Design Brief

• Assumed Material Weight

• Assumed Live Load

Beam Analysis Report

• Load Distribution Plans

• Load Diagram

• Bending Moment Diagram

• Shear Force Diagram

Column Analysis Report

• Load Distribution Plans for Column Design

• Estimation of Column Load

• Suggested Column Size

Conclusion

2

The proposed bungalow is built to accommodate the needs of a family. With anestimated total built up area of 450 square meters, its interior spaces include aliving hall, a dining area, two kitchens, a guest room, three bathrooms, a masterbedroom, two bedrooms and a storage space.

Typical to modern day residential houses, its structure consists of basic keycomponents of columns and beams which functions to support its own weight.Basic procedures of building structure design are recognized, executed andimplemented. A structural proposal is produced to ensure the bungalow’sstructural integrity, guaranteeing the safety of its inhabitants.

INTRODUCTION TO BUNGALOW

3

ARCHITECTURAL PLANS

4

STRUCTURAL PLANS

5

STRUCTURAL PLANS

6

LOAD DISTRIBUTION PLANS

7

LIVE LOAD PLANS

8

STRUCTURAL 3D MODEL

9

STRUCTURAL 3D MODEL

10

Dead Loads of Structure (Constant)

Density of concrete = 24 kN/m3

Density of brick = 19 kN/m3

Dead load of roof = 1.0 kN/m2

(According to UBBL)Dead load factor = 1.4

Structure Self-weight Calculation

Concrete beam

self-weight

Cross-sectional area = width x height of the beam

= 0.2m x 0.3m = 0.06m2

Beam self-weight per meter length

= cross-sectional area x density of concrete

= 0.06m2 x 24 kN/m3 = 1.44 kN/m

Brick wall self-

weight

Wall self-weight per meter length

= thickness x height x density of brick wall

= 0.15m x 3.0m x 19 kN/m2

= 8.55 kN/m

Floor slab self-

weight

Floor slab self-weight per meter square

= slab thickness x density of concrete

= 0.15m x 24 kN/m3 = 3.6kN/m2

Live Loads of Rooms according to its function (Constant)

Live load factor = 1.6

Room Live Load per meter square

area (kN/m2)

Bedroom 1.5

Dining Area 2.0

Living Area 2.0

Bathroom 2.0

Corridor 1.5

Kitchen 2.0

Roof 0.5

Design Brief:

11


DESIGN




Individual Work:

EVELIN DEVINA 0322176

12

Slab A-B/1-2A

Ly/Lx = 4200/3000

= 1.4 < 2

(Two way slab)

Determine one way or two way slab:

Slab A-B/2A-3

Ly/Lx = 4600/3000

= 1.53 < 2

(Two way slab)

Dead Load

1. Concrete Beam Self-weight

= Density x Beam size

= 24 kN/m3 x (0.2m x 0.3m)

= 1.44 kN/m

2. Brick Wall Load

= Wall density x (thickness x height)

= 19 kN/m3 x (0.15m x 3m)

= 8.55 kN/m

3. Load from Slab A-B/1-2A (two-way slab)

= Slab self-weight x (Lx/2)

= 3.6 kN/m2 x (3/2)m = 5.4 kN/m

4. Load from Slab A-B/2A-3 (two-way slab)


= 3.6 kN/m2 x (3/2)m = 5.4 kN/m

Total Dead Load on Beam A/2-2A

= (1.44 + 8.55 + 5.4) kN/m

= 15.39 kN/m

Total Dead Load on Beam A/2A-3

= (1.44 + 8.55 + 5.4) kN/m

= 15.39 kN/m

1) First Floor Beam A/2-3

Slab self-weight

= Slab thickness x concrete density

= 0.15m x 24 kN/m3

= 3.6 kN/m2

2 3

8.55 kN/m

5.4kN/m

1.44kN/m

4.6m

5.4kN/m

2A

1.2m

15.39kN/m15.39

Live Load


= Live load intensity x (Lx/2)

= 2 kN/m2 x (3/2)m = 3 kN/m



= 1.5 kN/m2 x (3/2)m = 2.25 kN/m

Ultimate Load

Ultimate Load on Beam A/2-2A

= Ultimate Dead Load + Ultimate Live Load

= (15.39 kN/m x 1.4) + (3 kN/m x 1.6)

= 21.55 KN/m + 4.8 kN/m = 26.35 kN/m

Ultimate Load on Beam A/2A-3


= (15.39 kN/m x 1.4) + (2.25 kN/m x 1.6)

= 21.55 KN/m + 3.6 kN/m = 25.15 kN/m

Point Load at point A/2A from beam A-B/2A

1. Concrete Beam Self-weight = 1.44 kN/m

2. Brick Wall Load = 8.55 kN/m

3. Dead Load from Slab A-B/1-2A (two-way slab)

= Slab self-weight x (Lx/2) x 2/3

= 3.6 kN/m2 x (3/2)m x 2/3 = 3.6 kN/m

4. Dead Load from Slab A-B/2A-3 (two-way slab)


= 3.6 kN/m2 x (3/2)m x 2/3 = 3.6 kN/m

Total Dead Load on Beam A-B/2A

= (1.44 + 8.55 + 3.6 + 3.6)kN/m = 17.19 kN/m

5. Live Load from Slab A-B/1-2A (two-way slab)

= Live Load Intensity x (Lx/2) x 2/3

= 2 kN/m2 x (3/2)m x 2/3 = 2 kN/m

6. Live Load from Slab A-B/2A-3 (two-way slab)


= 1.5 kN/m2 x (3/2)m x 2/3 = 1.5 kN/m

Total Live Load on Beam A-B/2A

= (2 + 1.5)kN/m = 3.5 kN/m

2 34.6m

2A

1.2m

3kN/m

2.25kN/m

25.15kN/m26.35kN/m

Ultimate Load on Beam A-B/2A

= (17.19 kN/m x 1.4) + (3.5 kN/m x 1.6)

= 29.67 kN/m

Total Load on Beam A-B/2A

= Uniform Distributed Load x Beam Length

= 29.67 kN/m x 3m

= 89.01 kN

Point Load at Point A/2A

Total Load is distributed equally to 2 points

= 89.01 kN / 2 = 44.51 kN

Reaction Force

1. Beam A/2-2A UDL to Point Load

= 26.35 kN/m x 1.2m = 31.62 kN

2. Beam A/2A-3 UDL to Point Load

= 25.15 kN/m x 4.6m = 115.69 kN

0 = ∑M2

0 = (31.62kN x 0.6m) + (44.51kN x 1.2m) +

(115.69kN x 3.5m) – (R3 x 5.8m)

R3 = 477.3kNm / 5.8m = 82.30 kN

∑Fy = (31.62 + 44.51 + 115.69) - (R2 + 82.30) = 0

R2 = 191.82 – 82.30 = 109.52 kN

Shear Force Diagram

33.39 : X = 82.30 : (4.6 - X)

82.3 X = 33.39 (4.6 – X)

X = 153.59/115.69 = 1.33m

Bending Moment Diagram

1. (109.52m + 77.9m)/2 x 1.2m = 112.45m2

2. (33.39m x1.33m)/2 = 21.70m2

3. (82.30m x 3.27m)/2 = 134.56m2

2 34.6m

2A

1.2m

25.15kN/m26.35kN/m

44.51kN

R3=82.30kN

31.62kN

44.51kN

R2=109.52kN

115.69kN

x(4.6 – x)

82.30

33.39

4.6m1.2m

109.52kN

134.65kNm

(109.52-31.62= 77.9kN)

(77.9-44.51= 33.39kN)

0

(33.39-115.69= -82.30kN)

112.45kNm

(134.65-134.56= +0.9)

Dead Load



= 24 kN/m3 x (0.2m x 0.3m)

= 1.44 kN/m

2. Load from Slab B-C/2-2B (two-way slab)


= 3.6 kN/m2 x (2.8/2)m = 5.04 kN/m

3. Load from Slab B-C/2B-3 (two-way slab)


= 3.6 kN/m2 x (3/2)m = 5.4 kN/m

Total Dead Load on Beam B-C/2B

= (1.44 + 5.04 + 5.4) kN/m

= 11.88 kN/m

Slab B-C/2-2B

Ly/Lx = 3900/2800

= 1.39 < 2

(Two way slab)


Slab B-C/2B-3

Ly/Lx = 3900/3000

= 1.3 < 2

(Two way slab)

2) First Floor Beam B-C/2B

Slab self-weight


= 0.15m x 24 kN/m3

= 3.6 kN/m2

Live Load



= 1.5 kN/m2 x (2.8/2)m = 2.1 kN/m



= 1.5 kN/m2 x (3/2)m = 2.25 kN/m

Total Live Load on Beam B-C/2B

= (2.1 + 2.25) kN/m

= 4.35 kN/m

B C

5.04 kN/m

1.44kN/m

3.9m

5.4 kN/m

11.88 kN/m

2.1 kN/m

2.25 kN/m

4.35 kN/m

Ultimate Load

Ultimate Load on Beam B-C/2B


= (11.88 kN/m x 1.4) + (4.35 kN/m x 1.6)

= 16.63 KN/m + 6.96 kN/m = 23.59 kN/m

Reaction Force

Beam B-C/2B UDL to Point Load

= 23.59 kN/m x 3.9m = 92 kN

RB = RC

∑Fy = 92 - (RB + RC) = 0

RB = 46 kN

RC = 46 kN

Shear Force Diagram


(46m x 1.95m)/2 = 89.7 m2

B C3.9m

RC=46 kN

92 kN

23.59kN/m

RB=46 kN

46kN

1.95 m 1.95 m

0

- 46kN

89.7 kNm

0(89.7-89.7 = 0)

Slab B-C/2-2B = C-D/2/2B

Ly/Lx = 3900/2800

= 1.39 < 2

(Two way slab)


Slab B-C/2-2B = C-D/2B-3

Ly/Lx = 3900/3000

= 1.3 < 2

(Two way slab)

Dead Load



= 24 kN/m3 x (0.2m x 0.3m)

= 1.44 kN/m

2. Brick Wall Load


= 19 kN/m3 x (0.15m x 3m)

= 8.55 kN/m



= 3.6 kN/m2 x (2.8/2)m x 2/3 = 3.36 kN/m

= Load from Slab C-D/2-2B



= 3.6 kN/m2 x (3/2)m x 2/3 = 3.6 kN/m

= Load from Slab C-D/2B-3

Total Dead Load on Beam C/2-2B

= (1.44 + 8.55 + 3.36 + 3.36) kN/m

= 16.71 kN/m

Total Dead Load on Beam C/2B-3

= (1.44 + 8.55 + 3.6 + 3.6) kN/m

= 17.19 kN/m

3) First Floor Beam C/2-3

Slab self-weight


= 0.15m x 24 kN/m3

= 3.6 kN/m2

2 3

8.55 kN/m

3.36kN/m

1.44kN/m

3m

3.6kN/m

17.19kN/m16.71kN/m

2B

2.8m

Live Load


= Live load intensity x (Lx/2) x 2/3

= 1.5 kN/m2 x (2.8/2)m x 2/3 = 1.4 kN/m




= 1.5 kN/m2 x (3/2)m x 2/3 = 1.5 kN/m

= Load from Slab C-D/2B-3

Total Live Load on Beam C/2-2B

= (1.4 + 1.4) kN/m

= 2.8 kN/m

Total Dead Load on Beam C/2B-3

= (1.5 + 1.5) kN/m

= 3 kN/m

Ultimate Load

Ultimate Load on Beam C/2-2B


= (16.71 kN/m x 1.4) + (2.8 kN/m x 1.6)

= 23.39 KN/m + 4.48 kN/m = 27.87 kN/m

Ultimate Load on Beam C/2B-3


= (17.19 kN/m x 1.4) + (3 kN/m x 1.6)

= 24.07 KN/m + 4.8 kN/m = 28.87 kN/m

Point Load at point C/2B from beam B-C/2B

and beam C-D/2B

From calculation no.2;

1. Point Load from beam B-C/2B = 46kN

2. Point Load from beam C-D/2B = 46kN

Point Load at Point C/2B = 92kN

2 3

1.4kN/m

3m

1.5kN/m

3kN/m2.8kN/m

2B

2.8m

28.87kN/m27.87kN/m

92kN/m

28.87kN/m27.87kN/m

Reaction Force

1. Beam C/2-2B UDL to Point Load

= 27.87 kN/m x 2.8m = 78.04 kN

2. Beam C/2B-3 UDL to Point Load

= 28.87 kN/m x 3m = 86.6 kN

0 = ∑M2

0 = (78.04kN x 1.4m) + (92kN x 2.8m) +

(86.6kN x 4.3m) – (R3 x 5.8m)

R3 = 739.24kNm / 5.8m = 127.45 kN

∑Fy = (78.04 + 92 + 86.6) - (R2 + 127.45) = 0

R2 = 256.64 –127.45 = 129.19 kN

Shear Force Diagram


1. (129.19m + 51.15m)/2 x 2.8m = 252.48m2

2. (40.85m + 127.45m)/2 x 3m = 252.45m2

R3=127.45kN

92kN

86.6kN

2 33m

2B

2.8m

R2=129.19kN

78.04kN

20

129.19kN

252.48kNm

(129.19-78.04= 51.15kN)

0

(-40.85-86.6= -127.45kN)

(252.48-252.45= +0.03)

(51.15-92= -40.85kN)

0

Slab B-C/2-2B

Ly/Lx = 3900/2800

= 1.39 < 2

(Two way slab)


Slab C-D/2/2B

Ly/Lx = 3900/2800

= 1.39 < 2

(Two way slab)

Dead Load



= 24 kN/m3 x (0.2m x 0.3m)

= 1.44 kN/m

2. Brick Wall Load


= 19 kN/m3 x (0.15m x 3m)

= 8.55 kN/m



= 3.6 kN/m2 x (2.8/2)m = 5.04 kN/m


Total Dead Load on Beam B-C/2

= (1.44 + 8.55 + 5.04) kN/m

= 15.03 kN/m

Total Dead Load on Beam C-D/2

= (1.44 + 5.04) kN/m

= 6.48 kN/m

4) First Floor Beam B-D/2

Slab self-weight


= 0.15m x 24 kN/m3

= 3.6 kN/m2

Live Load

Load from Slab B-C/2-2B (two-way slab)


= 1.5 kN/m2 x (2.8/2)m = 2.1 kN/m


B D

8.55 kN/m

1.44kN/m

3.9mC

3.9m

6.48kN/m15.03kN/m

5.04 kN/m

2.1 kN/m

Ultimate Load

Ultimate Load on Beam B-C/2


= (15.03 kN/m x 1.4) + (2.1 kN/m x 1.6)

= 21.04 KN/m + 3.36 kN/m = 24.40 kN/m

Ultimate Load on Beam C-D/2


= (6.48 kN/m x 1.4) + (2.1 kN/m x 1.6)

= 9.07KN/m + 3.36 kN/m = 12.43 kN/m

Point Load at point C/2 from beam C/2-3


Point Load at Point C/2B = 129.19kN

Reaction Force

1. Beam B-C/2 UDL to Point Load

= 24.40 kN/m x 3.9m = 95.16 kN

2. Beam C-D/2 UDL to Point Load

=12.43 kN/m x 3.9m = 48.47 kN

0 = ∑MB

0 = (95.16kN x 1.95m) + (129.19kN x 3.9m) +

(48.47kN x 5.85m) – (RD x 7.8m)

RD = 972.95kNm / 7.8m = 124.74 kN

∑Fy = (95.16 + 129.19 + 48.47) - (R2 + 124.74) = 0

RB = 272.82 –124.74 = 148.08 kN

Shear Force Diagram


1. (148.08m + 52.92m)/2 x 3.9m = 391.95m2

2. (76.27m + 124.74m)/2 x 3.9m = 391.97m2

B D3.9m

C

3.9m

12.43kN/m24.40kN/m

RD=124.74kN

129.19kN

48.47kN

RB=148.08kN

95.16kN

12.43kN/m24.40kN/m

129.19kN

22

148.08kN

391.95Nm

(148.08-95.16= 52.92kN)

0

(-76.27-48.47= -124.74)

(391.95-391.97= -0.02)

(52.92-129.19= -76.27)

0

Slab A-B/1-2A

Ly/Lx = 4200/3000

= 1.4 < 2

(Two way slab)


Slab A-B/2A-3

Ly/Lx = 4600/3000

= 1.53 < 2

(Two way slab)

Dead Load



= 24 kN/m3 x (0.2m x 0.3m)

= 1.44 kN/m

2. Brick Wall Load


= 19 kN/m3 x (0.15m x 3m)

= 8.55 kN/m



= 3.6 kN/m2 x (3/2)m = 5.4 kN/m

= Load from Slab A-B/2A-3



= 3.6 kN/m2 x (2.8/2)m x 2/3 = 3.36 kN/m



= 3.6 kN/m2 x (3/2)m x 2/3 = 3.6 kN/m

Total Dead Load on Beam B/2-2A

= (1.44 + 8.55 + 5.4 + 3.36) kN/m

= 18.75 kN/m

Total Dead Load on Beam B/2A-2B

= (1.44 + 5.4 + 3.36) kN/m = 10.2 kN/m

Total Dead Load on Beam B/2B-3

= (1.44 + 5.4 + 3.6) kN/m = 10.44 kN/m

5) First Floor Beam B/2-3

Slab self-weight


= 0.15m x 24 kN/m3

= 3.6 kN/m2

Slab B-C/2-2B

Ly/Lx = 3900/2800

= 1.39 < 2

(Two way slab)

Slab B-C/2B-3

Ly/Lx = 3900/3000

= 1.3 < 2

(Two way slab)

2 3

8.55 kN/m

1.44kN/m

3m

18.75kN/m

2A

1.2m

3.6kN/m

2B

1.6m

5.4 kN/m

10.44kN/m10.2kN/m

3.36kN/m

Live Load



= 2 kN/m2 x (3/2)m = 3 kN/m



= 1.5 kN/m2 x (3/2)m = 2.25 kN/m



= 1.5 kN/m2 x (2.8/2)m x 2/3 = 1.4 kN/m



= 1.5 kN/m2 x (3/2)m x 2/3 = 1.5 kN/m

Total Live Load on Beam B/2-2A

= (3 + 1.4) kN/m = 4.4 kN/m

Total Live Load on Beam B/2A-2B

= (2.25 + 1.4) kN/m = 3.65 kN/m

Total Live Load on Beam B/2B-3

= (2.25 + 1.5) kN/m = 3.75 kN/m

Ultimate Load

Ultimate Load on Beam B/2-2A


= (18.75 kN/m x 1.4) + (4.4 kN/m x 1.6)

= 26.25 KN/m + 7.04 kN/m = 33.29 kN/m

Ultimate Load on Beam B/2A-2B


= (10.2 kN/m x 1.4) + (3.65 kN/m x 1.6)

= 14.28 KN/m + 5.84 kN/m = 20.12 kN/m

Ultimate Load on Beam B/2B-3


= (10.44 kN/m x 1.4) + (3.75 kN/m x 1.6)

= 14.62 KN/m + 6 kN/m = 20.62 kN/m

3

2.25 kN/m

3kN/m

3m2A

1.2m

4.4kN/m

2B

1.6m

1.4kN/m

3.75kN/m3.65kN/m

1.5kN/m

2

33.29kN/m

20.62kN/m20.12kN/m

Point Load at point B/2A from beam A-B/2A

and point B/2B from beam B-C/2B


Point Load at Point B/2A = 44.51 kN

From calculation no. 2;

Point Load at point B/2B = 46 kN

Reaction Force

1. Beam B/2-2A UDL to Point Load

= 33.29 kN/m x 1.2m = 39.95 kN

2. Beam B/2A-2B UDL to Point Load

= 20.12 kN/m x 1.6m = 32.19 kN

3. Beam B/2B-3 UDL to Point Load

= 20.62 kN/m x 3m = 61.86 kN

0 = ∑M2

0 = (39.95kN x 0.6m) + (44.51kN x 1.2m) +

(32.19kN x 2m) + (46kN x 2.8m) + (61.86kN x

4.3m) – (R3 x 5.8m)

R3 = 536.56kNm / 5.8m = 92.51 kN

∑Fy = (39.95 + 44.51 + 32.19 + 46 + 61.86) - (R2 +

92.51) = 0

R2 = 218.51 – 92.51 = 132 kN

Shear Force Diagram


1. (132m + 92.05m)/2 x 1.2m = 134.43m2

2. (47.54m + 15.35m)/2 x 1.6m = 50.31m2

3. (30.65m + 92.51m)/2 x 3m = 184.70m2

2 33m

2A

1.2m

R3=92.51kN

44.51kN

61.86kN

20.62kN/m20.12kN/m

2B

1.6m

44.51kN46kN

R2=126.62kN

46kN

33.29kN/m

32.19kN39.95kN

132kN

184.74kNm

(92.05-44.51=47.54kN)

(-30.65-61.86= -92.51kN)

(184.74-184.70= +0.04)

(15.35-46= -30.65kN)

(132-39.95=92.05kN)

(47.54-32.19=15.35kN)

0

134.43 kNm

Slab D-F/1-2A

Ly/Lx = 4200/4000

= 1.05 < 2

(Two way slab)


Slab D-F/2A-3

Ly/Lx = 4600/4000

= 1.15 < 2

(Two way slab)

Dead Load



= 24 kN/m3 x (0.2m x 0.3m)

= 1.44 kN/m

2. Brick Wall Load


= 19 kN/m3 x (0.15m x 3m) = 8.55 kN/m

3. Load from Slab D-F/1-2A (two-way slab)


= 3.6 kN/m2 x (4/2)m = 7.2 kN/m

= Load from Slab D-F/2A-3

4. Load from Slab F-G/2-2B (two-way slab)


= 3.6 kN/m2 x (2.8/2)m x 2/3 = 3.36 kN/m

5. Load from Slab F-G/2B-3 (two-way slab)


= 3.6 kN/m2 x (3/2)m x 2/3 = 3.6 kN/m

Total Dead Load on Beam F/2-2A

= (1.44 + 8.55 + 7.2 + 3.36) kN/m

= 20.55 kN/m

Total Dead Load on Beam F/2A-2B

= (1.44 + 8.55 + 7.2 + 3.36) kN/m

= 20.55 kN/m

Total Dead Load on Beam F/2B-3

= (1.44 + 7.2 + 3.6) kN/m = 12.2 kN/m

6) First Floor Beam F/2-3

Slab F-G/2-2B

Ly/Lx = 3000/2800

= 1.07 < 2

(Two way slab)

Slab F-G/2B-3

Ly/Lx = 3000/3000

= 1 < 2

(Two way slab)

2 3

8.55 kN/m

1.44kN/m

3m

20.55kN/m

2A

1.2m

3.6kN/m

2B

1.6m

7.2 kN/m

12.2kN/m20.55kN/m

3.36kN/m

Live Load

1. Load from Slab D-F/1-2A (two-way slab)


= 1.5 kN/m2 x (4/2)m = 3 kN/m

= Load from Slab D-F/2A-3

2. Load from Slab F-G/2-2B (two-way slab)


= 2 kN/m2 x (2.8/2)m x 2/3 = 1.87 kN/m

3. Load from Slab F-G/2B-3 (two-way slab)


= 1.5 kN/m2 x (3/2)m x 2/3 = 1.5 kN/m

Total Live Load on Beam B/2-2A

= (3 + 1.87) kN/m = 4.87 kN/m

Total Live Load on Beam B/2A-2B

= (3 + 1.87) kN/m = 4.87 kN/m

Total Live Load on Beam B/2B-3

= (3 + 1.5) kN/m = 4.5 kN/m

Ultimate Load

Ultimate Load on Beam B/2-2A


= (20.55 kN/m x 1.4) + (4.87 kN/m x 1.6)

= 28.77 KN/m + 7.79 kN/m = 36.56 kN/m

Ultimate Load on Beam B/2A-2B


= (20.55 kN/m x 1.4) + (4.87 kN/m x 1.6)

= 28.77 KN/m + 7.79 kN/m = 36.56 kN/m

Ultimate Load on Beam B/2B-3


= (12.2 kN/m x 1.4) + (4.5 kN/m x 1.6)

= 17.08 KN/m + 7.2 kN/m = 24.28 kN/m

33m

2A

1.2m

4.87kN/m

2B

1.6m

1.87kN/m

4.5kN/m4.87kN/m

1.5kN/m

2

36.56kN/m

24.28kN/m36.56kN/m

3 kN/m

Point Load at point F/2A from beam D-F/2A


2. Dead Load from Slab D-F/1-2A (two-way slab)


= 3.6 kN/m2 x (4/2)m x 2/3 = 4.8 kN/m

=Load from slab D-F/2A-3

Total Dead Load on Beam D-F/2A

= (1.44 + 4.8 + 4.8)kN/m = 11.04 kN/m

3. Live Load from Slab D-F/1-2A (two-way slab)


= 1.5 kN/m2 x (4/2)m x 2/3 = 2 kN/m

=Load from slab D-F/2A-3

Total Live Load on Beam D-F/2A

= (2 + 2)kN/m = 4 kN/m

Ultimate Load on Beam D-F/2A

= (11.04 kN/m x 1.4) + (4 kN/m x 1.6)

= 15.46 kN/m + 6.4kN/m = 21.86kN/m

Total Load on Beam D-F/2A


= 21.86 kN/m x 4m

= 87.44 kN



= 87.44 kN / 2 = 43.72 kN

2 33m

2A

1.2m

36.56kN/m36.56kN/m

2B

1.6m

43.71kN

36.56kN/m

Point Load at point F/2B from beam F-G/2B


2. Brick Wall Load = 8.55 kN/m

3. Dead Load from Slab F-G/2-2B (two-way slab)


= 3.6 kN/m2 x (2.8/2)m = 5.04 kN/m

4. Dead Load from Slab F-G/2B-3 (two-way slab)

= Slab self-weight x (Lx/2) x2/3

= 3.6 kN/m2 x (3/2)m x 2/3 = 3.6 kN/m

Total Dead Load on Beam F-G/2B

= (1.44 + 8.55 + 5.04 + 3.6)kN/m = 18.63 kN/m

5. Live Load from Slab F-G/2-2B (two-way slab)

= Live Load Intensity x (Lx/2)

= 2 kN/m2 x (2.8/2)m = 2.8 kN/m

6. Live Load from Slab F-G/2B-3 (two-way slab)


= 1.5 kN/m2 x (3/2)m x 2/3 = 1.5 kN/m

Total Live Load on Beam F-G/2B

= (2.8 + 1.5)kN/m = 4.3 kN/m

Ultimate Load on Beam F-G/2B

= (18.63 kN/m x 1.4) + (4.3 kN/m x 1.6)

= 26.08 kN/m + 6.88kN/m = 32.96kN/m

Total Load on Beam F-G/2B


= 32.96 kN/m x 3m

= 98.89 kN



= 98.89 kN / 2 = 49.44 kN

2 33m

2A

1.2m

36.56kN/m36.56kN/m

2B

1.6m

43.71kN

36.56kN/m

49.44kN

Reaction Force

1. Beam F/2-2A UDL to Point Load

= 36.56 kN/m x 1.2m = 43.87 kN

2. Beam F/2A-2B UDL to Point Load

= 36.56 kN/m x 1.6m = 58.5 kN

3. Beam F/2B-3 UDL to Point Load

= 24.28 kN/m x 3m = 72.84 kN

0 = ∑M2

0 = (43.87kN x 0.6m) + (43.71kN x 1.2m) +

(58.5kN x 2m) + (49.44kNx2.8m) + (72.84kN x

4.3m) – (R3 x 5.8m)

R3 = 647.42kNm / 5.8m = 111.62 kN

R2 = 218.51 – 92.51 = 156.74 kN

Shear Force Diagram


1. (156.74m + 112.87m)/2 x 1.2m = 161.77m2

2. (69.16+10.66)/2 x 1.6m = 63.86m2

3. (38.78+111.62)/2 x 3m = 225.6m2

2 33m

2A

1.2m

R3=111.62kN

43.71kN

72.84kN

36.56kN/m36.56kN/m

2B

1.6m

43.71kN49.44kN

R2=156.74kN

49.44kN

36.56kN/m

58.5kN43.87kN

156.74kN

225.63kNm

(112.87-43.71=69.16kN)

(-38.78-72.84= -111.62kN)

(225.63-225.6= +0.03)

(10.66-49.44= -38.78kN)

(156.74-43.87=112.87kN)

(69.16-58.5=10.66kN)

0

161.77kNm

Roof Level

1. Dead Load from slab

= (5.9m x 4.4m) x 1.0 kN/m2

= 25.96kN

2. Dead Load from beam

= (4.4 + 4.4 + 3.9 + 3.9 + 1.5)m x

1.44 kN/m

= 26.78kN

Total dead load on roof level

= (25.96 + 26.78)kN = 52.74kN

3. Live Load from slab

= 25.96m2 x 0.5 kN/m2 = 12.98kN

7) Column D2

Capacity of the column:

Given, FCU= 30N/mm2

Fy = 460 N/mm2

Ac = 200mm x 200mm = 40000mm2

Assuming 2% steel reinforcement in concrete

Asc = 2% x 40000mm2 = 800mm2

N = (0.4 x Fcu x Ac) + (0.8 x Fy x Asc)

= (0.4 x 30 x 40000) + (0.8 x 460 x 800)

= 774400N = 774.4kN

First Level


= {(3.9m x 2.9m)+(2m x 4.4m)} x 3.6 kN/m2

= 72.40kN


= 18.6m x 1.44 kN/m = 26.78kN

3. Dead load from wall

= (1.5 + 1.7 + 1.2 + 2 + 2.9)m x 8.55 kN/m

= 79.52kN

4. Dead load from column

= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN

Total dead load on first level

= (72.40 + 26.78 + 79.52 + 2.88)kN

= 181.58kN

5. Live Load from slab (Bedroom + Corridor)

= 20.11m2 x 1.5 kN/m2 = 30.15kN

*Marked in red are walls

Ground Level


= 25.96m2 x 3.6 kN/m2

= 93.46kN


= (2.9 + 4.4 + 3.9 + 2)m x 1.44 kN/m

= 19kN


= (2.9 + 2 + 2.9)m x 8.55 kN/m = 66.69kN


= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN

Ultimate Dead Load = Total dead load x 1.4 = (52.74kN + 181.58kN + 182.03kN) x 1.4

= 582.89kN

Ultimate Live Load = Total live load x 1.6 = (12.98kN + 30.15kN + 44.6kN) x 1.6

= 140.37kN

Total Load acting on Column D2 = 723.26kN


Total dead load on ground level

= (93.46 + 19 + 66.69 + 2.88)kN

= 182.03kN

5. Live Load from slab (Dining)

= (3.9 x 2.9)m2 x 2 kN/m2 = 22.62kN

6. Live Load from slab (Garden + Bedroom)

= {(3.9 x 1.5) + (2 x 4.4)}m2 x 1.5 kN/m2

= 21.98kN

Total live load on ground level

= (22.62 + 21.98)kN

= 44.6kN

Roof Level


= (5.4m x 4.4m) x 1.0 kN/m2 = 23.76kN


= (5.4 + 4.4 + 3.9 + 4.4)m x 1.44 kN/m

= 26.06kN


= (23.76 + 26.06)kN = 49.82kN


= 23.76m2 x 0.5 kN/m2 = 11.88kN

8) Column B2

First Level


= {(1.5m x 4.4m)+(3.9m x 2.9m)} x 3.6 kN/m2

= 64.48kN


= 16.6m x 1.44 kN/m = 23.9kN


= (2.7 + 1.5 + 3.9 + 2.9)m x 8.55 kN/m

= 94.05kN


= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN


= (64.48 + 23.9 + 94.05 + 2.88)kN

= 172.41kN

5. Live Load from slab (Bath)

= (1.5 x 2.7)m2 x 2 kN/m2 = 8.1kN

6. Live Load from slab (Bedroom)

= 13.86m2 x 1.5 kN/m2 = 20.79kN

Total live load on first level

= (8.1 + 20.79)kN

= 28.89kN


Ground Level


= 23.76m2 x 3.6 kN/m2

= 85.54kN


= (4.4 + 1.5 + 3.9 + 2.9)m x 1.44 kN/m

= 18.29kN


= (4.4 + 1.5)m x 8.55 kN/m = 50.45kN


= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN


= (85.54 + 18.29 + 50.45 + 2.88)kN

= 157.16kN

5. Live Load from slab (Kitchen)

= (5.4 x 2.9)m2 x 2 kN/m2 = 31.32kN

6. Live Load from slab (Storage + Garden)

= (5.4 x 1.5)m2 x 1.5 kN/m2

= 12.15kN


= (31.32 + 12.15)kN

= 43.47kN


= 531.15kN


= 134.78kN

Total Load acting on Column B2 = 665.93kN


Roof Level


= (1.5m x 4.4m) x 1.0 kN/m2 = 6.6kN


= (1.5 + 2.9 + 1.5)m x 1.44 kN/m

= 8.5kN


= (6.6 + 8.5)kN = 15.1kN


= 6.6m2 x 0.5 kN/m2 = 3.3kN

9) Column A2

First Level


= 6.6m2 x 3.6 kN/m2

= 23.76kN


= 5.9m x 1.44 kN/m = 8.5kN


= 5.9m x 8.55 kN/m

= 50.45kN


= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN


= (23.76 + 8.5 + 50.45 + 2.88)kN

= 85.59kN

5. Live Load from slab (Bath)

= (1.5 x 2.7)m2 x 2 kN/m2 = 8.1kN

6. Live Load from slab (Bedroom)

= (1.7 x 1.5)m2 x 1.5 kN/m2

= 3.83kN


= (8.1 + 3.83)kN

= 11.93kN


Ground Level


= 6.6m2 x 3.6 kN/m2

= 23.76kN


= 5.9m x 1.44 kN/m

= 8.5kN


= (4.4 + 1.5)m x 8.55 kN/m = 50.45kN


= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN


= (23.76 + 8.5 + 50.45 + 2.88)kN

= 85.59kN

5. Live Load from slab (Kitchen)

= (2.9 x 1.5)m2 x 2 kN/m2 = 8.7kN

6. Live Load from slab (Storage + Garden)

= (1.5 x 1.5)m2 x 1.5 kN/m2

= 3.38N


= (8.7 + 3.38)kN

= 12.08kN


= 260.79kN


= 43.7kN

Total Load acting on Column B2 = 304.49kN



DESIGN




Individual Work:

LIM JOE ONN 0318679

37

Slab A-B/5-6

Ly/Lx = 4000/3000

= 1.333 < 2

(Two way slab)


Dead Load

Concrete Beam Self Weight

= 24kN/m3 x (0.2 x 0.3)m2

= 1.44 kN/m

First Floor Beam A-5/6

Dead Load from Slab A-B/5-6

(two way slab)

= 1.0 kN/m3 x (3 x ½ )m

= 1.5 kN/m2

Total Dead Load

= (1.44 + 1.5) kN/m2

= 2.94 kN/m2

5 6

1.5kN/m

1.44kN/m

4.0m

2.94kN/m

Live Load

Live Load from Slab A-B/5-6

= 0.5 kN/m3 x (3 x ½ ) m2

= 0.75 kN/m

5 6

0.75 kN/m

0.75kN/m

4.0m

Total Live Load

= 0.75 kN/m2

Ultimate Load

= (2.94kN/m x 1.4) + (0.75kN/m2 x 1.6)

= 4.116 kN/m + 1.2 kN/m

= 5.316 kN/m

Load Diagram

Reaction Force

RA4 = RA6

= 5.316kN/m x 4m

2

= 10.632 kN

5.316kN/m

Shear Force

Diagram

10.632kN/m 10.632kN/m

9.75kN/m

-9.75kN/m2 m 2 m

A1 = A2

= 9.75kN/m x 2 m x ½

= 9.75 kNm

9.75 kNm

2 m 2 m

Bending Moment

Diagram

Slab A-B/5-6

Ly/Lx = 4000/3000

= 1.333 < 2

(Two way slab)


Slab B-C/5-6

Ly/Lx = 3900/3000

= 1.3 < 2

(Two way slab)

Dead Load


= 24kN/m3 x (0.2 x 0.3)m2

= 1.44 kN/m

First Floor Beam B/5-6


(two way slab)

= 3.6kN/m3 x (3 x ½)m

= 5.4 kN/m2

Dead Load from Slab B-C/5-6

(two way slab)

= 3.6kN/m3 x (3 x ½)m

= 5.4 kN/m2

Total Dead Load

= (1.44 + 5.4 + 5.4) kN/m2

= 12.24kN/m2

C D

5.4kN/m

5.4kN/m

1.44kN/m

4.0 m

12.24kN/m

Live Load


= 0.5kN/m3 x (3 x ½ ) m2

= 3 kN/m

Live Load from Slab B-C/5-6

= 0.5kN/m3 x (3 x ½ ) m2

= 3 kN/m

C D

3kN/m

6kN/m

3kN/m

4.0m

Total Live Load

= (3 + 3) kN/m2

= 6 kN/m2

Ultimate Load

= (12.24kN/m x 1.4) + (6kN/m2 x 1.6)

= 17.136kN/m + 9.6kN/m

= 26.736kN/m

Load Diagram

Reaction Force

RB5 = RB6

= 26.736kN/m x 4m

2

= 53.472 kN

26.736kN/m

Shear Force

Diagram

53.472 kN/m 53.472 kN/m

53.472 kN/m

-53.472kN/m2 m 2 m

A1 = A2

= 53.472kN/m x 2m x ½

= 53.472 kNm

53.472 kNm

2 m 2 m

Bending Moment

Diagram

Slab B-C/5-6

Ly/Lx = 4000/3900

= 1.026< 2

(Two way slab)


Dead Load


= 24kN/m3 x (0.2 x 0.3)m2

= 1.44 kN/m

First Floor Beam C-5/6


(two way slab)

= 1.0 kN/m3 x (3.9 x ½ )m

= 1.95 kN/m2

Total Dead Load

= (1.44 + 1.95) kN/m2

= 3.39 kN/m2

5 6

1.95kN/m

1.44kN/m

4.0m

3.39kN/m

Live Load


= 0.5 kN/m3 x (3.9 x ½ ) m2

= 0.975 kN/m

5 6

0.975 kN/m

0.975kN/m

4.0m

Total Live Load

= 0.975 kN/m2

Ultimate Load

= (3.39kN/m x 1.4) + (0.975kN/m2 x 1.6)

= 4.746 kN/m + 1.56 kN/m

= 6.306 kN/m

Load Diagram

Reaction Force

RC5 = RC6

= 6.306kN/m x 4m

2

= 12.612 kN

6.306 kN/m

Shear Force

Diagram

12.612kN/m 12.612kN/m

12.612kN/m

-12.612kN/m2 m 2 m

A1 = A2

= 12.612kN/m x 2 m x ½

= 12.612 kNm

12.612 kNm

2 m 2 m

Bending Moment

Diagram

Slab B-C/5-6

Ly/Lx = 3900/3000

= 1.3 < 2

(Two way slab)


Dead Load


= 24kN/m3 x (0.2 x 0.3)m2

= 1.44 kN/m

First Floor Beam A-C/6


(two way slab)

= 1 kN/m3 x (3 x ½ x 2/3)m

= 1 kN/m2

Dead Load from Slab B-C/5-6

(two way slab)

= 1 kN/m3 x (3.9 x ½ x 2/3)m

= 1.3 kN/m2

A C

1 kN/m

1.44kN/m

3 m

1.3kN/m

Slab A-B/5-6

Ly/Lx = 4000/3000

= 1.33 < 2

(Two way slab)

B3.9 m

Total Dead Load on A-B/6

= (1.44 + 1) kN/m2

= 2.44 kN/m2

Total Dead Load on B-C/6

= (1.44 + 1.3) kN/m2

= 2.74kN/m2

2.44 kN/m2.74 kN/m


(two way slab)

= 0.5kN/m3 x (3 x ½ x 2/3)m

= 0.5 kN/m2

Live Load

0.5 kN/m

0.65kN/mLive Load from Slab B-C/5-6

(two way slab)

= 0.5kN/m3 x (3.9 x ½ x 2/3)m

= 0.65 kN/m2

0.5 kN/m0.65 kN/m

A B3 m 3.9 m

Ultimate Load on Beam C/3-4

= (2.44kN/m x 1.4) + (0.5kN/m2 x 1.6)

= 3.416kN/m + 0.8kN/m

= 4.216kN/m


= (2.74kN/m x 1.4) + (0.65kN/m2 x 1.6)

= 3.836kN/m + 1.04kN/m

= 5.116kN/m

C

Load Diagram

Point load from secondary beam, B6=44.328 kN

Take RA6 as centre, reaction force:

4.216 x 3 = 12.648kN

5.116 x 3.9 = 19.952kN

ΣM = 0

0 = 6.9RC6 – 19.952(4.95) – 44.328(3) –

12.648(1.5)

= 6.9RC6 – 98.762 – 132.984 – 18.972

= 6.9RC6 – 250.718

6.9RC6 = 250.718

RC6 = 36.336kN

ΣY = 0

0 = RA6 + RC6 – 12.648 – 44.328 – 19.952

= RA6 + 36.336 – 76.928

RA6 = 40.592kN

4.216kN/m

3 m 3.9 m

5.116kN/m

44.328kN/m

RA6 RC6

40.592kN

3 m 3.9 m

27.944kN

-16.384kN

-36.336kN

Shear Force Diagram

A1 = ½(40.592kN/m + 27.944kN/m) x 3

= 102.804 kNm

102.804 kNm

3 m 3.9 m


A2 = ½(16.384kN/m + 36.336kN/m) x 3.9

= 102.804 kNm

Slab C-D/3-4

Ly/Lx = 3900/3000

= 1.3 < 2

(Two way slab)


Slab C-D/4-5

Ly/Lx = 3900/2000

= 1.95 < 2

(Two way slab)

Dead Load


= 24kN/m3 x (0.2 x 0.3)m2

= 1.44 kN/m

Dead Load from Brick Wall Height

=0.15 x 3 x 19kN/m3

=8.55 kN/m

First Floor Beam D/3-5

Dead Load from Slab C-D/3-4

(two way slab)

= 3.6kN/m3 x (3 x ½ x 2/3)m

= 3.6 kN/m2

Dead Load from Slab D-E/3-4

(two way slab)

= 3.6kN/m3 x (4 x ½)m

= 7.2 kN/m2

Total Dead Load for Beam D/3-4

= (1.44+8.55+3.6+7.2) kN/m2

= 20.79kN/m2

Slab D-E/3-5

Ly/Lx = 5000/4000

= 1.25 < 2

(Two way slab)

3 5

8.55kN/m

3.6kN/m

1.44kN/m

3 m

7.2kN/m

42 m

20.79kN/m


= 24kN/m3 x (0.2 x 0.3)m2

= 1.44 kN/m

Dead Load from Brick Wall Height

=0.15 x 3 x 19kN/m3

=8.55 kN/m


(two way slab)

= 3.6kN/m3 x (2 x ½ x 2/3)m

= 2.4 kN/m2


(two way slab)

= 3.6kN/m3 x (4 x ½)m

= 7.2 kN/m2

Total Dead Load for Beam D/4-5

= (1.44+8.55+2.4+7.2) kN/m2

= 19.59kN/m2

3 5

8.55kN/m

1.44kN/m

3 m4

2 m

2.4kN/m

7.2kN/m

19.59kN/m

20.79 kN/m19.59 kN/m

Live Load

2kN/m

1.33 kN/m

Live Load from Slab C-D/3-4

(two way slab)

= 2kN/m3 x (3 x ½ x 2/3)m

= 2kN/m2

Live Load from Slab D-E/3-4

(two way slab)

= 2kN/m3 x (4 x ½)m

= 4 kN/m2


(two way slab)

= 2kN/m3 x (2 x ½ x 2/3)m

= 1.33 kN/m2

6 kN/m5.33 kN/m

3 543 m 2 m

Total Live Load on D/3-4

= (2 + 4) kN/m2

= 6 kN/m2

Total Live Load on D/4-5

= (1.33 + 4) kN/m2

= 5.33 kN/m2

Ultimate Load on Beam D/3-4

= (20.79kN/m x 1.4) + (6kN/m2 x 1.6)

= 29.106kN/m + 9.6kN/m

= 38.706kN/m

Ultimate Load on Beam D/4-5

= (19.59kN/m x 1.4) + (5.33kN/m2 x 1.6)

= 27.426kN/m + 8.528kN/m

= 35.954kN/m


(two way slab)

= 2kN/m3 x (4 x ½ )m

= 4 kN/m2

4kN/m

4 kN/m

38.706 kN/m

35.954 kN/m

Load Diagram

Point load from secondary beam, D4=40.21 kN

Take RD3 as centre, reaction force:

38.706 x 3 = 116.118kN

35.954 x 2 = 71.908kN

ΣM = 0

0 = 5RD5 – 116.118(1.5) – 40.21(3) – 71.908(4)

= 5RD5 – 174.177 – 120.63 – 287.632

= 5RD5 – 582.439

5RD5 = 582.439

RD5 = 116.488kN

ΣY = 0

0 = RD3 + RD5 – 116.118 – 40.21 – 71.908

= RD3 + 116.488 – 228.236

RD3 = 111.748kN

38.706kN/m

3 m 2 m

35.954kN/m

40.21kN/m

RD3 RD5

111.748kN

3 m 2 m

-4.37kN

-44.58kN

-116.488kN

Shear Force Diagram

Ratio:

(111.748+4.37) = 111.748

3 a

116.118 a = 335.244

a = 2.8872.887 m

A1 = 111.748 x 2.887 x ½

+ 4.37 x ½(3 – 2.887)

= 161.308 – 0.247

= 161.061kNm

A2 = (116.488 + 44.58) x 2

2

= 161.068kNm

161.068kNm

2.887 m 3 m

Bending Moment Diagram160. 821kNm

Slab D-E/3-5

Ly/Lx = 3900/3000

= 1.3 < 2

(Two way slab)


Dead Load


= 24kN/m3 x (0.2 x 0.3)m2

= 1.44 kN/m

Dead Load for Brick Wall Height

=0.15 x 3 x 19kN/m3

=8.55 kN/m

First Floor Beam C-E/5


(two way slab)

= 3.6 kN/m3 x (2 x ½ )m

= 3.6 kN/m2


(two way slab)

= 3.6 kN/m3 x (3 x ½ x 2/3)m

= 3.6 kN/m2

C E

3.6 kN/m

1.44kN/m

3.9 m

3.6kN/m

Slab C-D/4-5

Ly/Lx = 3900/2000

= 1.95 < 2

(Two way slab)

D3 m

Total Dead Load on C-D/4-5

= (3.6+8.55+1.44) kN/m2

= 13.59 kN/m2

Total Dead Load on D-E/3-5

= (1.44 + 8.55 +3.6) kN/m2

= 13.59 kN/m2

13.59 kN/m13.59 kN/m

8.55kN/m


(two way slab)

= 2.0kN/m3 x (2 x ½ )m

= 2 kN/m2

Live Load

2 kN/m

2 kN/mLive Load from Slab D-E/3-5

(two way slab)

= 2.0kN/m3 x (3 x ½ x 2/3)m

= 2 kN/m2

2 kN/m2 kN/m

C D3.9 m 3 m

Ultimate Load on Beam A-B/5

= (13.59kN/m x 1.4) + (2kN/m2 x 1.6)

= 19.026kN/m + 3.2kN/m

= 22.226kN/m

Ultimate Load on Beam B-C/5

= (13.59kN/m x 1.4) + (2kN/m2 x 1.6)

= 19.026kN/m + 3.2kN/m

= 22.226kN/m

E

Load Diagram

Point load from secondary beam, D5=116.496 kN

Take RC5 as centre, reaction force:

22.226 x 3.9= 86.681kN

22.226 x 3 = 66.678kN

ΣM = 0

0 = 6.9RE5 – 86.681(1.95) – 116.496(3.9) –

66.678(5.4)

= 6.9RE5 – 169.028 – 454.334 – 360.061

= 6.9RE5 – 983.424

6.9RE5 = 983.424

RE5 = 142.525 kN

ΣY = 0

0 = RC5 + RE5 – 86.681 – 116.496 – 66.678

= RC5 + 142.525 – 269.855

RC5 = 127.33kN

22.226kN/m

3.9 m 3 m

22.226kN/m

116.496kN/m

RC5 RE5

127.33kN

3.9 m 3 m

40.649kN

-75.847kN

-142.525kN

Shear Force Diagram

A1 = ½(40.649kN/m + 127.33kN/m) x 3.9

= 327.55kNm

102.804 kNm

3 m 3.9 m


A2 = ½(75.847kN/m + 142.525kN/m) x 3

= 327.55 kNm

Column C6

Dead Load Calculation

Ground Floor

Beam Self Weight

= 4000mm/2 x 1.44 + 6900mm/2 x 1.44

= 7.848 kN

Column Self Weight

= 0.2 x 0.2 x 3 x 24

= 2.88 kN

Brick Wall Self Weight

= 0 (no wall)

Concrete Slab Load

= 4000mm/2 x 6900mm/2 x 3.6

= 24.84 kN

Total Dead Load on Ground Floor

= 7.848 + 2.88 + 24.84

= 35.568 kN

Total Dead Load

= 35.568 + 14.748

= 50.316 kN


Given, FCU= 30N/mm2

Fy = 460 N/mm2

Ac = 200mm x 200mm = 40000mm2


Asc = 2% x 40000mm2 = 800mm2


= (0.4 x 30 x 40000) + (0.8 x 460 x 800)

= 774400N = 774.4kN

Live Load Calculation

Ground Floor

Porch

= 1.5 kN/m x 4000mm/2 x 6900mm/2

= 10.35 kN

First Floor

Flat Roof

= 0.5 kN/m x 4000mm/2 x 6900mm/2

= 3.45 kN

Total Live Load

= 10.35 + 3.45

= 13.8 kN

Ultimate Load

= 50.316 x 1.4 + 13.8 x 1.6

= 92.523 kN

92.523 kN < 774.4kN, it is below the

column maximum load bearing capacity.

First Floor (Flat Roof)

Beam Self Weight

= 4000mm/2 x 1.44 + 6900mm/2 x 1.44

=7.848 kN

Column Self Weight

= 0 (no column)


= 0 (no wall)

Concrete Slab Load

= 4000mm/2 x 6900mm/2 x 1.0

= 6.9 kN

Total Dead Load on First Floor

= 7.848 + 6.9

=14.748 kN

55

Column A6Dead Load Calculation

Ground Floor

Beam Self Weight

= 4000mm/2 x 1.44 = 6900mm/2 x 1.44

= 7.848 kN

Column Self Weight

= 0.2 x 0.2 x 3 x 24

= 2.88 kN


= 6900mm/2 x 8.55 + 4000mm/2 x 8.55

= 46. 598 kN

Concrete Slab Load

= 4000mm/2 x 6900mm/2 x 3.6

= 24.84 kN


= 7.848 + 2.88 + 46.598 + 24.84

= 82.166 kN

First Floor (Flat Roof)

Beam Self Weight

= 4000mm/2 x 1.44 + 6900mm/2 x 1.44

= 7.848 kN

Column Self Weight

= 0 (no column)


= 0 (no wall)

Total Dead Load

=82.166 +14.748

= 96.914 kN

96.914 kN < 774.4kN, it is below the

column maximum load bearing capacity.

Concrete Slab Load

= 4000mm/2 x 6900mm/2 x 1.0

= 6.9 kN


= 7.848 + 6.9

= 14.748 kN

56


Ground Floor

Living Room

= 2.0 kN/m x 4000mm/2 x 6900mm/2

= 13.8 kN

First Floor

Flat Roof

= 0.5 kN/m x 4000mm/2 x 6900mm/2

= 3.45 kN

Total Live Load

= 13.8 + 3.45

= 17.25 kN

Ultimate Load

= 96.914 x 1.4 + 17.25 x 1.6

= 163.28 kN

57

Column E5

Dead Load Calculation

Ground Floor

Beam Self Weight

= 3000mm/2 x 1.44 + 5000mm/2 x 1.44

= 5.76 kN

Column Self Weight

= 0.2 x 0.2 x 3 x 24

= 2.88 kN


= no wall (0)

Concrete Slab Load

= 3000mm/2 x 5000mm/2 x 3.6

= 13. 5 kN


= 5.76 + 2.88 + 13.5

= 22.14 kN

First Floor

Beam Self Weight

= 3000mm/2 x 1.44 + 5000mm/2 x 1.44

= 5.76 kN

Column Self Weight

= 0.2 x 0.2 x 3 x 24

= 2.88 kN


= 3000mm/2 x 8.55 + 5000mm/2 x 8.55

= 34.2 kN

Concrete Slab Load

= 3000mm/2 x 5000mm/2 x 3.6

= 13. 5 kN


= 5.76 + 2.88 + 34.2 + 13.5

= 56.34 kN

58

Roof

Beam Self Weight

= 3000mm/2 x 1.44 + 5000mm/2 x 1.44

= 5.76 kN

Column Self Weight

= 0 (no column)


= 0 (no wall)

Concrete Slab Load

= 3000mm/2 x 5000mm/2 x 3.6

= 13. 5 kN


= 5.76 +13.5

= 19.26 kN

Total Dead Load

= 22.14 + 56.34 + 19.26

= 97.74 kN


Ground Floor

Porch

= 0.5 kN/m x 3000mm/2 x 5000mm/2

= 1.875 kN

First Floor

Family Area

= 2.0 kN/m x 3000mm/2 x 5000mm/2

= 7.5 kN

Roof

= 0.5 kN/m x 3000mm/2 x 5000mm/2

= 1.875 kN

154.836 kN < 774.4kN, it is

below the column maximum load

bearing capacity.

Total Live Load

= 1.875 + 7.5 + 1.875

= 11.25 kN

Ultimate Load

= 97.74 x 1.4 + 11.25 x 1.6

= 154.836 kN

59


DESIGN




Individual Work:

ONG SENG PENG 0319016

60

FAMILY AREA

Slab C-D/3-4

Ly/Lx = 3900/3000

= 1.3 < 2

(Two way slab)


Slab C-D/4-5

Ly/Lx = 3900/2000

= 1.95 < 2

(Two way slab)

Dead Load


= 24kN/m3 x (0.2 x 0.3)m2

= 1.44 kN/m

First Floor Beam C-D/4


(two way slab)

= 3.6kN/m3 x (3 x ½)m

= 5.4 kN/m2


(two way slab)

= 3.6kN/m3 x (2 x ½)m

= 3.6 kN/m2

Total Dead Load

= (1.44 + 5.4 + 3.6) kN/m2

= 10.44kN/m2

C D

5.4kN/m

3.6kN/m

1.44kN/m

3.9m

10.44kN/m

FAMILY AREA

Shear Force

Diagram

Bending Moment

Diagram

Live Load


= 2kN/m3 x (3 x ½ ) m2

= 3 kN/m


= 2kN/m3 x (2 x ½ ) m2

= 2 kN/m

C D

2kN/m

5kN/m

3kN/m

3.9m

Total Live Load

= (2 + 3) kN/m2

= 5 kN/m2

Ultimate Load

= (10.44kN/m x 1.4) + (5kN/m2 x 1.6)

= 14.616kN/m + 8kN/m

= 22.616kN/m

Load Diagram

Reaction Force

RC4 = RD4

= 22.616kN/m x 3.9m

2

= 44.10kN

22.616kN/m

Shear Force

Diagram

44.10kN 44.10kN

44.1kN

-44.1kN1.95 m 1.95 m

A1 = A2

= 44.10kN x 1.95m x ½

= 43 kNm

43 kNm

1.95 m 1.95 m

3.9mRC4 RD4

FAMILY AREA

Slab C-D/3-4

Ly/Lx = 3900/3000

= 1.3 < 2

(Two way slab)


Slab C-D/4-5

Ly/Lx = 3900/2000

= 1.95 < 2

(Two way slab)

Dead Load


= 24kN/m3 x (0.2 x 0.3)m2

= 1.44 kN/m

First Floor Beam C/3-5

Dead Load from Slab B1-C/3-5

(one way slab)

= 3.6kN/m3 x (2.3 x ½)m

= 4.14 kN/m2


(two way slab)

= 3.6kN/m3 x (3 x ½ x 2/3)m

= 3.6 kN/m2

3 5

4.14kN/m

3.6kN/m

1.44kN/m

3 m

2.4kN/m

FAMILY AREA

FAMILY AREA

Slab B1-C/3-4

Ly/Lx = 5000/2300

= 2.17 > 2

(One way slab)

42 m


(two way slab)

= 3.6kN/m3 x (2 x ½ x 2/3)m

= 2.4 kN/m2

Total Dead Load on C/3-4

= (1.44 + 4.14 + 3.6) kN/m2

= 9.18 kN/m2

Total Dead Load on C/4-5

= (1.44 + 4.14 + 2.4) kN/m2

= 7.98 kN/m2

9.18 kN/m7.98 kN/m

Live Load

2kN/m

1.33kN/m

2.3kN/mLive Load from Slab B1-C/3-5

(one way slab)

= 2kN/m3 x (2.3 x ½)m

= 2.3 kN/m2


(two way slab)

= 2kN/m3 x (3 x ½ x 2/3)m

= 2 kN/m2


(two way slab)

= 2kN/m3 x (2 x ½ x 2/3)m

= 1.33 kN/m2

4.3 kN/m

3.36 kN/m

3 543 m 2 m

Total Live Load on C/3-4

= (2.3 + 2) kN/m2

= 4.3 kN/m2

Total Live Load on C/4-5

= (2.3 + 1.33) kN/m2

= 3.63 kN/m2


= (9.18kN/m x 1.4) + (4.3kN/m2 x 1.6)

= 12.852kN/m + 8kN/m

= 22.616kN/m


= (7.98kN/m x 1.4) + (3.63kN/m2 x 1.6)

= 11.172kN/m + 5.808kN/m

= 16.98kN/m

-39.72kN

Load Diagram

Point load from secondary beam, C4= 44.1 kN

Take RC3 as centre, reaction force:

22.616 x 3 = 67.848kN

16.98 x 2 = 33.96kN

ΣM = 0

0 = 5RC5 – 67.848(3/2) – 44.1(3) – 33.96(4)

= 5RC5 – 101.772 – 132.3 – 135.84

= 5RC5 – 369.912

5RC5 = 366.612

RC5 = 73.98kN

ΣY = 0

0 = RC3 + RC5 – 67.848 – 44.1 – 33.96

= RC3 + 73.98 – 146.208

RC3 = 72.228kN

22.616kN/m

3 m 2 m

16.98kN/m

44.1 kN

RC3 RC5

72.228kN

3 m 2 m

4.38kN

-73.98kN

Shear Force Diagram

Ratio:

(68.488 + 9.66) = 9.66

2 a

39.074 a = 9.66

a = 0.247

A1 = (72.228 + 4.38) x 3

2

= 114.912kNm

A2 = (39.72 + 73.98) x 2

2

= 113.7 kNm

114.912 kNm

3 m


BEDROOM

Slab D-F/2-3

Ly/Lx = 5800/4000

= 1.45 < 2

(Two way slab)


Slab D-E/3-5

Ly/Lx = 5000/3000

= 1.67 < 2

(Two way slab)

Dead Load


= 24kN/m3 x (0.2 x 0.3)m2

= 1.44 kN/m

First Floor Beam E/3-5

3 5

8.55kN/m

5.4kN/m

1.44kN/m

5m

15.39kN/m

FAMILY AREA

Dead Load from brick wall

= 19kN/m3 x (0.15 x 3)m2

= 8.55 kN/m


(two way slab)

= 3.6kN/m3 x (3 x ½)m

= 5.4 kN/m2

Total Dead Load

= (1.44 + 8.55 + 5.4) kN/m

= 15.39kN/m

Live Load


= 2kN/m3 x (3 x ½ ) m2

= 3 kN/m

C D

3kN/m

5m

Ultimate Load

= (15.39kN/m x 1.4) + (3kN/m2 x 1.6)

= 21.546kN/m + 4.8kN/m

= 26.346kN/m

Load Diagram

Reaction Force

RE3 = RE5

= 26.346kN/m x 3.9m

2

= 51.375 kN

26.346kN/m

Shear Force Diagram

51.375 kN 51.375 kN

51.375 kN

- 51.375 kN2.5 m 2.5 m

A1 = A2

= 26.346kN/m x 2.5m x ½

= 32.9325 kNm

32.9325 kNm

2.5 m 2.5 m

Bending Moment

Diagram

5mRE3 RE5


(two way slab)

= 3.6kN/m3 x (3 x ½) x 2/3 m

= 3.6 kN/m2

BEDROOM

Slab D-F/2-3

Ly/Lx = 5800/4000

= 1.45 < 2

(Two way slab)


Slab D-E/3-5

Ly/Lx = 5000/3000

= 1.67 < 2

(Two way slab)

Dead Load


= 24kN/m3 x (0.2 x 0.3)m2

= 1.44 kN/m

First Floor Beam D-F/3

D F

8.55kN/m

3.6kN/m

1.44kN/m

3m

18.39kN/m

FAMILY AREA


= 19kN/m3 x (0.15 x 3)m2

= 8.55 kN/m

Total Dead Load on Beam D-E/3

= (1.44 + 8.55 + 4.8 + 3.6) kN/m

= 18.39kN/m

E1m

4.8kN/m

14.79kN/m

Total Dead Load on Beam E-F/3

= (1.44 + 8.55 + 4.8) kN/m

= 14.79kN/m

Dead Load from Slab D-F/2-3

(two way slab)

= 3.6kN/m3 x (4 x ½) x 2/3

= 4.8 kN/m2

Live Load

2kN/m

2kN/mLive Load from Slab D1-F/2-3

(two way slab)

= 1.5kN/m3 x (4 x ½)m x 2/3

= 2 kN/m2


(two way slab)

= 2kN/m3 x (3 x ½ x 2/3)m

= 2 kN/m2

4 kN/m

2 kN/m

D FE3 m 1 m

Total Live Load on D-E/3

= (2 + 2) kN/m2

= 4 kN/m2

Ultimate Load on Beam D-E/3

= (18.39kN/m x 1.4) + (4kN/m2 x 1.6)

= 25.746kN/m + 6.4kN/m

= 32.146kN/m


= (14.79kN/m x 1.4) + (2kN/m2 x 1.6)

= 20.706kN/m + 3.2kN/m

= 23.906kN/m

Total Live Load on E-F/3

= 2kN/m2

-21.198kN

Load Diagram

Point load from secondary beam, C4= 51.375 kN

Take RD3 as centre, reaction force:

32.146 x 3 = 96.438kN

16.98 x 1 = 16.98kN

ΣM = 0

0 = 4RF3 – 96.438(3/2) – 51.375(3) – 16.98(3.5)

= 4RF3 – 144.657 – 154.125 – 59.43

= 4RF3 – 358.212

4RF3 = 358.212

RF3 = 89.553kN

ΣY = 0

0 = RD3 + RF3 – 96.438 – 51.375 – 16.98

= RD3 + 89.553 – 164.793

RD3 = 75.24kN

32.146kN/m

3 m 1 m

16.98kN/m

51.375 kN

RD3 RF3

75.24kN

3 m 1 m -89.553kN

Shear Force Diagram

Ratio:

(75.24 + 21.198) = 21.198

3 a

32.146 a = 21.198

a = 0.66

A1 = 75.24 x 2.34 x ½

= 88.03kNm

88.03 kNm

3 m

Bending Moment

Diagram

-72.573kN2.34 m 0.66 m

A2 = 21.198 x 0.66 x ½

= 7kNm

A2 = (72.573 + 89.553) x 1

2

= 81.063kNm

81.03 kNm

2.34 m

Void


Slab A-B1/4-5

Ly/Lx = 4600/2000

= 2.3 > 2

(One way slab)

Dead Load


= 24kN/m3 x (0.2 x 0.3)m2

= 1.44 kN/m

First Floor Beam A-B1/4

A

3.6kN/m

5.04kN/m

1.44kN/m

4.6m

1.5kN/m

Corridor

Dead Load from Slab A-B1/4-5

(one way slab)

= 3.6kN/m3 x (2 x ½)m

= 3.6 kN/m2

Total Dead Load

= (1.44 + 3.6) kN/m

= 5.04kN/m

B1

Live Load

Live Load from Slab A-B1/4-5

= 1.5 kN/m3 x (2 x ½ ) m2

= 1.5 kN/m

Ultimate Load

= (5.04kN/m x 1.4) + (1.5kN/m2 x 1.6)

= 21.546kN/m + 4.8kN/m

= 9.456kN/m

Load Diagram

Reaction Force

RA4 = RB1.4

= 9.456kN/m x 4.6m

2

= 21.749 kN

9.456 kN/m

Shear Force Diagram

21.749 kN 21.749 kN

21.749 kN

- 21.749 kN2.3 m 2.3 m

A1 = A2

= 21.749 kN/m x 2.3m x ½

= 25.011 kNm

25.011 kNm

2.3 m 2.3 m

Bending Moment

Diagram

4.6mRA4 RB1.4


= 19kN/m3 x (0.15 x 3)m2

= 8.55 kN/m

Void


Slab A-B1/4-5

Ly/Lx = 4600/2000

= 2.3 > 2

(One way slab)

Dead Load


= 24kN/m3 x (0.2 x 0.3)m2

= 1.44 kN/m

First Floor Beam A/3-5

3 5

8.55kN/m

9.99kN/m

1.44kN/m

3m

Corridor

No Dead Load from Slab A-B1/4-5

(one way slab)

Total Dead Load

= (1.44 + 8.55) kN/m

= 9.99kN/m

Ultimate Load

= 9.99kN/m x 1.4

= 13.986kN/m

2m4

No Live Load from Slab A-B1/4-5

(one way slab)

Live Load

-20.042kN

Load Diagram

Point load from secondary beam, A4= 21.749 kN

kN

Take RA3 as centre, reaction force:

13.986 x 3 = 41.958 kN

13.986 x 2 = 27.972 kN

ΣM = 0

0 = 5RA5 – 41.958(3/2) – 21.749(3) – 27.972(4)

= 5RA5 – 62.937 – 65.247 – 111.888

= 5RA5 – 240.072

5RA5 = 240.072

RA5 = 48.014kN

ΣY = 0

0 = RA3 + RA5 – 41.958 – 21.749 – 27.972

= RA3 + 48.014 – 91.679

RD3 = 43.665kN

13.986kN/m

3 m 2 m

13.986kN/m

21.749 kN

43.665kN

3 m 2 m -48.014kN

Shear Force Diagram

A1 = (43.665 +1.707) x 3

2

= 68.058kNm

68.058 kNm

3 m

Bending Moment

Diagram

A2 = (48.014 + 20.042) x 2

2

= 68.056kNm

2.34 m

43.665 kN 48.014 kN

RA3 RA5

1.707kN


Given, FCU= 30N/mm2

Fy = 460 N/mm2

Ac = 200mm x 200mm = 40000mm2


Asc = 2% x 40000mm2 = 800mm2


= (0.4 x 30 x 40000) + (0.8 x 460 x 800)

= 774400N = 774.4kN

Column A3Roof Level


= (5.9m x 1.5m) x 1.0 kN/m2 = 8.1kN


= 6.9m x 1.44 kN/m

= 9.936kN


= (8.1 + 9.936)kN = 18.036kN


= 8.1m2 x 0.5 kN/m2 = 4.05kN

First Level


= (1.5m x 2.9m) x 3.6 kN/m2

= 8.1 kN


= 4.5m x 1.44 kN/m

= 6.48kN


= 6.9m x 8.55 kN/m

= 58.995kN


= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN


= (8.1 + 6.48 + 58.995 + 2.88)kN

= 73.575kN


= (2.9 x 1.5) x 1.5 kN/m2

= 6.525kN

Ground Level


= (5.4 x 1.5)m2 x 3.6 kN/m2

= 29.16kN


= 4.5m x 1.44 kN/m

= 6.48kN


= 6.9m x 8.55 kN/m = 58.995kN


= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN


= (29.16 + 6.48 + 58.995 + 2.88)kN

= 97.515kN

5. Live Load from slab (Living room)

= (1.5 x 2.9)m2 x 2 kN/m2 = 8.7kN


= (1.5 x 2.5)m2 x 1.5 kN/m2

= 5.625kN


= (8.7 + 5.625)kN

= 14.325kN


= 264.7764kN


= 39.84kN

Total Load acting on Column A3 = 304.616kN

304.616kN < 774.4kN, it is below the column maximum load bearing capacity.

Column B3 Roof Level


= (5.4m x 3.45m) x 1.0 kN/m2 = 18.63kN


= 3.45m x 1.44 kN/m

= 4.968kN


= (18.63 + 4.968)kN = 23.598kN


= 18.63 m2 x 0.5 kN/m2 = 9.315kN

First Level


= {(3m x 3.45m) + (0.45 x 2.4)} x 3.6 kN/m2

= 41.148 kN


= 3.45m x 1.44 kN/m

= 4.968kN


= 3.45m x 8.55 kN/m

= 29.4975kN


= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN


= (41.148 + 4.968 + 29.4975 + 2.88)kN

= 78.4935kN


= 11.43 x 1.5 kN/m2

= 17.145kN

Ground Level


= (5.4 x 3.45)m2 x 3.6 kN/m2

= 67.068kN


= 3.45m x 1.44 kN/m

= 4.968kN


= 3.45m x 8.55 kN/m = 29.4975kN


= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN


= (67.068 + 4.968 + 29.4975 + 2.88)kN

= 104.4135kN


= 18.63m2 x 1.5 kN/m2

= 27.945kN

Ultimate Dead Load = Total dead load x 1.4 = (23.598kN + 78.4935+ 104.4135kN) x 1.4

= 289.107kN


= 87.048kN



Column C3 Roof Level


= (5.4m x 3.9m) x 1.0 kN/m2 = 21.06kN


= (5.4 + 3.9)m x 1.44 kN/m

= 13.392kN


= (21.06 + 13.392)kN = 34.452kN


= 21.06m2 x 0.5 kN/m2 = 10.53kN

First Level


= (3.9m x 5.4m) x 3.6 kN/m2

= 75.816 kN


= 3.9m x 1.44 kN/m

= 13.392kN


= (1.95 +2.9)m x 8.55 kN/m

= 41.4675kN


= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN


= (75.816 + 13.392 + 41.4675 + 2.88)kN

= 133.5555kN

5. Live Load from slab (family area)

= (2.9 x 1.95) x 2 kN/m2

= 9.75kN

6. Live Load from slab (Bedroom and corridor)

=(3.9 x 2.9) + (1.95 x 2.5) x 1.5

=24.2775kN


= (9.75+ 24.2775)kN

= 34.0275kNkN

Ground Level


= (5.4 x 3.9)m2 x 3.6 kN/m2

= 75.816kN


= (5.4 + 3.9)m x 1.44 kN/m

= 41.4675kN


= none


= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN


= (75.816 + 41.4675+ 2.88)kN

= 120.1635kN

5. Live Load from slab (Dry kitchen and dining)

= (3.9 x 2.9)m2 x 2 kN/m2 = 22.62kN


= (3.9 x 2.5)m2 x 1.5 kN/m2

= 14.625kN


= (22.62 + 14.625)kN

= 37.245kN

Ultimate Dead Load = Total dead load x 1.4 = (34.452kN 133.5555kN + 120.1635kN) x 1.4

= 403.438kN


= 130.884kN



Conclusion

Based on the calculations we did on the load transfer of beams and columns,

we conclude that the proposed sizes and positioning of structural point is

sufficient to support both dead loads and live loads of the building and in the

same time, meeting the user’s living requirements. Through this exercise, we

learned how to design a building based on structural considerations and

propose practical building structures for future studio assignments.

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The project has a big role to bring exposure about the technicality and

rationality about what and how to build buildings in real life. Designs and ideas

which can be realized won’t contribute to the society. With a better basic

understanding on how to know whether the structures of a building can

withstand through the time, not only to stand for a short amount of time, it

gives us an insight as how to make ideas real. Not only to understand the

importance of structures, the exercise also allows us to know exactly on the

points where the members are actually vulnerable in order for us to think of a

concrete solution. An extra measure of safety to ensure the structures are

able to withstand unpredicted events in the future or a sudden shock to

certain member is always better.

Last but not least, we would like to express our token of appreciation to our

lecturers for their patience and dedication in teaching us these technical skills.

References:

(2013) Uniform Building By-laws 1984 (G.N. 5178/85) (1st ed.). Petaling Jaya, Malaysia:

Penerbitan Akta (M) Sdn. Bhd

Ambrose, James. (1991). Building Structures (Second Ed.). US: John Wiley & Sons,

1993.

How to Calculate the Bending Moment Diagram of a Beam. (2013). Retrieved

from http://bendingmomentdiagram.com/tutorials/how-to-find-bending-moment-

diagrams/

Jalal, Asfar. (2013, 17 November). Types of Load. Retrieved from

http://www.engineeringintro.com/mechanics-of-structures/sfd-bmd/types-of-load/

LearnEngineering.org & Imajey Consulting Engineers Pvt. Ltd. (2011). Analysis of

Beams: Shear Force and Bending Moment Diagram. Retrieved from

http://www.learnengineering.org/2013/08/shear-force-bending-moment-

diagram.html

Learn to Engineer. Uniform Distributed Loads. Retrieved from

http://learntoengineer.com/note/Uniform_Distributed_Loads

The American Wood Council (AWC). 2005, January 6. Beam Design Formulas with

Shear and Moment Diagrams (2005 Ed.). Washington, DC: American Forest &

Paper Association, Inc.

http://bendingmomentdiagram.com/tutorials/how-to-find-bending-moment-

diagrams/

http://www.iitg.ac.in/kd/Lecture%20Notes/ME101-Lecture11-KD.pdf

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Building Structure Project 2 (Taylor's lakeside campus)

Education

Transcript of Building Structure Project 2 (Taylor's lakeside campus)