Sem 4 Building Structure Assignment 2: Structural Analysis of a Bungalow

JUNE / 2019

BUILDING STRUCTURES (BLD61003)

Structural Analysis of a Bungalow

KAYU KAYU RESTAURANT

Daren Lai Kam Fei

0332570

Esther Wong Jia En

0332188

Gavin Tio Kang Hui

0333373

Priscilla Huong Yunn

0332599

Wendy Lau Jia Yee

0333538

Yong Ping Ping

0332585

Tutor : Mr. Mohd Adib Ramli

Content

CONTENT 1.0

Abstract

Page 1 - 2

2.0

Architectural Plans

Page 3 - 6

2.1

Ground Floor Plan

2.2

First Floor Plan

2.3

Roof Plan

3.0

Structural Brief

3.1

Dimension of Structure

3.2

Standard Weight of Materials

3.3

Dead Load Self Weight

3.4

Live Load Self Weight

3.5

Load Factor

4.0

Structural Plans

4.1

Foundation Structural Plan

4.2

Ground Floor Structural Plan

4.3

First Floor Structural Plan

4.4

Roof Structural Plan

5.0

Load Distribution Diagrams

5.1

Ground Floor Load Distribution

5.2

First Floor Load Distribution

5.3

Roof Load Distribution

6.0

Tributary Area Diagrams

6.1

Ground Floor Tributary Area

6.2

First Floor Tributary Area

6.3

Roof Tributary Area

7.0

Structural Analysis

Page 23

7.1

Daren Lai Kam Fei

Page 24 - 42

Page 7 - 9

Page 10 - 14

Page 15 - 18

Page 19 - 22

7.1.1

Uniformly Distributed Load

7.1.2

Pointed Load and Uniformly Distributed Load

7.1.3

Perimeter Column

7.1.4

Internal Column i

Content

Content List

7.2

7.3

7.4

7.5

7.6

Esther Wong Jia En

Page 43 - 62

7.2.1

Uniformly Distributed Load

7.2.2

Pointed Load and Uniformly Distributed Load

7.2.3

Perimeter Column

7.2.4

Internal Column

Page 63 - 81

Gavin Tio Kang Hui 7.3.1

Uniformly Distributed Load

7.3.2

Pointed Load and Uniformly Distributed Load

7.3.3

Perimeter Column

7.3.4

Internal Column

Page 82 - 100

Priscilla Houng Yunn 7.4.1

Uniformly Distributed Load

7.4.2

Pointed Load and Uniformly Distributed Load

7.4.3

Perimeter Column

7.4.4

Internal Column

Page 101 - 119

Wendy Lau Jia Yee 7.5.1

Uniformly Distributed Load

7.5.2

Pointed Load and Uniformly Distributed Load

7.5.3

Perimeter Column

7.5.4

Internal Column

Page 120 - 138

Yong Ping Ping 7.6.1

Uniformly Distributed Load

7.6.2

Pointed Load and Uniformly Distributed Load

7.6.3

Perimeter Column

7.6.4

Internal Column

ii

01 / ABSTRACT

Abstract

1.0

Abstract

The objectives of this project is to introduce the basic process of a structural design of a building to gain holistic structural design experience including the basic concepts in structural design, engineering considerations in building structure, quantification of loads and stresses, as well as the estimation of the sizes of structural members.The assignment is designed to gauge the students’ knowledge and understand the main topics in this module by carrying out structural analysis for the columns and beams.

We are to obtain a set of architectural drawings of a two or three-storey building, which includes ground floor plan, first floor plan and roof plan.

1.1

Case Study Building Overview

Name

: Kayu Kayu Restaurant

Architect

: W Office

Location

: North Serpong, South Tangerang City, Banten, Indonesia

Area

: 860.0 m2

Project Year : 2017

Kayu-Kayu is a restaurant for family gathering and corporate events. The open floor plans are organized by a structural

grid

of

6

meters

for

efficiency with a void in the middle for vertical

circulation

with

operable

skylight above. The double spiral staircase is wrapping around a giant Alstonia tree with koi fish pond below.

The first floor is mainly used for restaurant and cafe while the second floor is a event space with bar and terrace overlooking the garden area.

Page 2

02 / ARCHITECTURAL PLANS

03 / STRUCTURAL BRIEF

Structural Brief

Structural Analysis

3.0

Structural Brief

3.1

Dimension of Structure

Structure

Dimension

Slab

Thickness / m 0.150

Wall

Beam

Column

3.2

Thickness / m

Height / m

0.150

3.000

Width / m

Depth / m

0.225

0.300

Width / m

Length / m

Height / m

0.225

0.225

3.450

Standard Weight of Materials

Material

Standard Weight (kN/m3)

Reinforced concrete

24

Brick wall

19

3.3

Dead Load Self Weight

Structure

Calculation

Self-weight

Concrete slab

24kN/m3 x 0.15m

3.6kN/m2

Brick wall

19kN/m3 x 0.15m

x 3.0m

8.55kN/m

Beam

24kN/m3 x 0.225m x 0.3m

1.62kN/m

Column

24kN/m3 x 0.225m x 0.225m x 3.45m

4.192kN

Roof

-

1.0 kN/m2

Page 8

Structural Brief

3.4

Structural Analysis

Live Load Self Weight

Structure

Self-weight

Slab

1.5 kN/m2

Roof

0.5 kN/m2

3.5

Load Factor

Types of Load

Load Factor

Dead Load

1.4

Live Load

1.6

Page 9

04 / STRUCTURAL PLANS

05 / LOAD DISTRIBUTION DIAGRAMS

Ground Floor Load Distribution Diagram

Load Distribution Diagrams

Ground Floor Load Distribution Diagram

Two-way Slab

One-way Slab Page 16

Cantilevered Slab

Load Distribution Diagram - First Floor

Load Distribution Diagrams

First Floor Load Distribution Diagram

Two-way Slab

One-way Slab Page 17

Cantilevered Slab

Load Distribution Diagram - Roof

Load Distribution Diagrams

Roof Floor Load Distribution Diagram

Two-way Slab

One-way Slab Page 18

Cantilevered Slab

06 / TRIBUTARY AREA DIAGRAMS

Ground Floor Tributary Area Diagram

Tributary Area Diagrams

Ground Floor Tributary Area Diagram

Page 20

First Floor Tributary Area Diagram

Tributary Area Diagrams

First Floor Tributary Area Diagram

Page 21

Roof Tributary Area Diagram

Tributary Area Diagrams

Roof Tributary Area Diagram

Page 22

07 / STRUCTURAL ANALYSIS

DAREN LAI KAM FEI 0332570

Beam Analysis

Location of Beam

Structural Analysis

: 1. Beam C / 4-7 2. Beam B-D / 7

2

1

Page 25

Beam Analysis - UDL

Structural Analysis

Beam C / 4-7

4

5 6

DEAD LOAD

7 6000

1100

Beam self weight

800

4100

1.62kN/m

= length x depth x density of material = (0.225 x 0.3)m2 x 24kN/m3 = 1.620kN/m

8.55kN/m

Brick wall weight = length x depth x density of material = (3.0 x 0.15)m2 x 19kN/m3 = 8.550kN/m Dead load on Slab B-C / 4-7

3.600kN/m

= 3.6kN/m2 x (2/2)m = 3.600kN/m

Dead load on Slab C-D / 4-7 3.600kN/m

= 3.6kN/m2 x (2/2)m = 3.600kN/m

17.370kN/m

TOTAL Dead Load on Beam C / 4-7 = (1.620 + 8.550 + 3.600 + 3.600)kN/m = 17.370kN/m

Page 26

Beam Analysis - UDL

Structural Analysis

Beam C / 4-7

4

5 6

LIVE LOAD

7 6000

1100

800

4100

Live load on Slab B-C / 4-7 1.500kN/m

= 1.5kN/m2 x (2/2)m = 1.500kN/m

Live load on Slab C-D / 4-7 = 1.5kN/m2 x (2/2)m 1.500kN/m

= 1.500kN/m

3.000 kN/m

TOTAL Live load on Beam C / 4-7 = (1.500 + 1.500)kN/m = 3.000kN/m

Page 27

Beam Analysis - UDL

Structural Analysis

Beam C / 4-7

4

5 6

ULTIMATE LOAD

7 6000

1100

Ultimate dead load

800

4100

24.318kN/m

= Total dead load x 1.4 = 17.370kN/m x 1.4 = 24.318kN/m

4.800 kN/m

Ultimate live load = Total live load x 1.6 = 3.000kN/m x 1.6 = 4.800kN/m

29.12kN/m

Ultimate load on Beam C / 4-7 = Ultimate dead load + ultimate live load = (24.318 + 4.800)kN/m = 29.118kN/m ≈ 29.12kN/m

Page 28

Beam Analysis - UDL

Structural Analysis

Beam C / 4-7

4

5 6

REACTION FORCE

7 6000

1100

800

4100

29.12 kN/m

Pointed load on Beam C / 4-7 = 29.118kN/m x 6m = 174.708kN Let R7 be the reference point

ΣM = MA + (-MB)= 0

174.71 kN

M4 = M7 6m x R4 = (6/2)m x 174.708kN R4 = 87.354kN ≈ 87.35kN ΣF = 0, ΣFUP = ΣFDOWN R4

R4 + R7 = 174.708kN 87.354 + R7 = 174.708kN R7 = 87.354kN ≈ 87.35kN

Page 29

R7

Beam Analysis - UDL

Structural Analysis

Beam C / 4-7 BENDING MOMENT DIAGRAM SHEAR FORCE DIAGRAM Positive area

6000

= (1/2 x 3x 87.354) kN/m = 131.031kN/m

3000

3000

≈ 131.03kN/m 87.354kN

Negative area = (1/2 x 3x 87.354) kN/m = 131.031kN/m

(+)

-87.354kN + 87.354kN = 0kN

≈ 131.03kN/m 0 kN

∴ Positive area = Negative area Beam C / 4-7 is in equilibrium and structurally stable

(-)

87.354kN - 174.708kN = -87.354kN

BENDING MOMENT DIAGRAM 6000

3000

3000

131.03 kN

0 kN

Page 30

0 kN

Beam Analysis - UDL & Point load

Structural Analysis

Beam B-D / 7

B

C

DEAD LOAD

D

4000 2000

Beam self weight

2000

1.620 kN/m

= length x depth x density of material = (0.225 x 0.3)m2 x 24kN/m3 = 1.620kN/m

8.550 kN/m

Brick wall weight = length x depth x density of material = (3.0 x 0.15)m2 x 19kN/m3 = 8.550kN/m

4.800 kN/m

Dead load on Slab B-D/ 7-8 = 3.6kN/m2 x (4/2)m x (2/3) = 4.800kN/m

TOTAL Dead Load on Beam B-D/ 7 = (1.620 + 8.550 + 4.800)kN/m = 14.970kN/m

14.970 kN/m

Page 31

Beam Analysis - UDL & Point load

Structural Analysis

Beam B-D / 7

B

C

LIVE LOAD

D

4000 2000

Live load on Slab B-D / 7-8

2000

2.000 kN/m

= 1.5kN/m2 x (4/2)m x (2/3) = 2.000kN/m

TOTAL Live load on Beam B-D / 7 = 1.5kN/m2 x (4/2)m x (2/3) = 2.000kN/m 2.000 kN/m

Page 32

Beam Analysis - UDL & Point load

Structural Analysis

Beam B-D / 7

B

C

ULTIMATE LOAD

D

4000 2000

Ultimate dead load on Beam B-D / 7

2000

20.958 kN/m

= Total dead load x 1.4 = 14.970kN/m x 1.4 = 20.958kN/m

3.200 kN/m

Ultimate live load on Beam B-D / 7 = Total live load x 16 = 2.000kN/m x 1.6 = 3.200kN/m

24.158 kN/m

Total ultimate load on Beam B-D / 7 = Total dead load + total live load = (20.958 + 3.200)kN/m = 24.158kN/m

Page 33

Beam Analysis - UDL & Point load

Structural Analysis

Beam B-D / 7

B

C

REACTION FORCE

D

4000 2000

2000

Pointed load on Beam C / 7 24.158 kN/m

= 87.354kN

Pointed load on Beam B-D / 7 = 24.158kN/m x 4m = 96.632kN

87.354kN

Let RD be the reference point

96.632 kN

ΣM = MA + (-MB)= 0 MB = MD 4m x RB = [ ( 96.632 x 2.0) + (87.354 x 2.0] kN 4RB = 367.972kN RB

RB = 91.993kN ≈ 91.99kN ΣF = 0, ΣFUP = ΣFDOWN RB + RD = (96.632 + 87.354)kN 91.993 + RD = 183.986kN RD = 91.993kN

Page 34

RD

Beam Analysis - UDL & Point load

Structural Analysis

Beam B-D / 7 BENDING MOMENT DIAGRAM SHEAR FORCE DIAGRAM Positive area

4000

= (43.677 + 91.993) x 2.0 x 1/2 kN/m = 135.67kN/m Negative area

2000

91.993kN

2000

91.993kN - (24.158 x 2)kN =43.677kN

= (43.677 + 91.993) x 2.0 x 1/2 kN/m = 135.67kN/m

(+)

∴ Positive area = Negative area Beam B-D / 7 is in equilibrium and structurally stable

-91.993kN +91.993kN = 0kN

0 kN

(-) 43.677kN - 87.354kN = -43.677kN -43.677kN - (24.158 x 2)kN = -91.993kN

BENDING MOMENT DIAGRAM 4000

2000

2000

135.67 kN

0 kN

Page 35

0 kN

Column Analysis

Location of Column

Structural Analysis

: 1. Column F / 2 2. Column I / 4

1

2

Page 36

Column Analysis - Perimeter Column

Structural Analysis

Column F / 2 Roof Level

Structure Roof Self Weight

(1.5 + 3.0)m x (1.55 + 1.5)m x 2

Roof Beam

Live Load

Dead Load

(1.5 + 3.0)m x (1.55 + 1.5)m x

1.0kN/m

0.5kN/m2

= 4.5m x 3.05m x 1.0kN/m2

= 4.5m x 3.05m x 0.5kN/m2

= 13.725kN

= 6.863kN

(1.5 + 3.0 + 1.55 + 1.5)m x

-

1.62kN/m = 12.231kN Total Load

13.725kN + 12.231kN

6.863kN

= 25.956kN Ultimate Load

25.956kN x 1.4

6.863kN x 1.6

= 36.338kN Total Ultimate Load

= 10.981kN

36.338kN + 10.981kN = 47.319kN ≈ 47.32kN

Page 37

Column Analysis - Perimeter Column

Structural Analysis

Column F / 2 First Floor Level

Structure Slab

(3.0 x 1.5)m2 x 3.6kN/m2 = 16.200kN

Roof Self Weight

Live Load

Dead Load

(3.0 x 1.5)m2 x 1.5kN/m2 = 6.750kN

[ 2.0 x (1.55 + 1.5) ]m2 x

[ 2.0 x (1.55 + 1.5) ] x 0.5kN/m2

1.0kN/m2

= 6.1m2 x 0.5kN/m2

= 6.1m2 x 1.0kN/m2

= 3.050kN

= 6.100kN Brick Wall

(3.0 + 1.5)m x 8.55kN/m

-

= 38.475kN Beam

(2.0 + 3.0 + 1.55 + 1.5)m x

-

1.62kN/m = 13.041kN Column Self Weight

4.192kN

-

Total Load

16.2kN + 6.1kN + 38.475kN + 13.041kN + 4.192kN

6.75kN + 3.05kN =9.800kN

= 78.008kN Ultimate Load

78.008kN x 1.4

9.800kN x 1.6

= 109.211kN Total Ultimate Load

= 15.680kN

109.211kN + 15.680kN = 124.891kN ≈ 124.89kN Page 38

Column Analysis - Perimeter Column

Structural Analysis

Column F / 2 Ground Floor Level

Structure Slab

Brick Wall

Dead Load

Live Load

(2.0 + 3.0)m x 1.5m x 3.6kN/m2

(2.0 + 3.0)m x 1.5m x 1.5kN/m2

= 5.0m x 1.5m x 3.6kN/m2

= 5.0m x 1.5m x 1.5kN/m2

= 27.000kN

= 11.250kN

(2.0 + 3.0 + 1.5)m x 8.55kN/m

-

= 55.575kN Beam

(2.0 + 3.0 + 1.5)m x 1.62kN/m

-

= 10.530kN Column Self Weight

4.192kN

-

Total Load

27.0kN + 55.575kN + 10.530kN

11.250kN

+ 4.192kN = 97.297kN Ultimate Load

97.297kN x 1.4

11.250kN x 1.6

= 136.216kN Total Ultimate Load

= 18.000kN

136.216kN + 18.000kN =154.216kN ≈154.21kN

∴ Total load on Column F2 = 47.319kN + 124.891kN + 154.216kN = 326.426kN ≈ 326.43kN Page 39

Column Analysis - Internal Column

Structural Analysis

Column I / 4 Roof Level

Structure Roof Self Weight

Live Load

Dead Load (3.0 + 3.0)m x (1.5 + 3.0)m x

(3.0 + 3.0)m x (1.5 + 3.0)m x

2

0.5kN/m2

1.0kN/m

Roof Beam

= 6.0m x 4.5m x 1.0kN/m2

= 6.0m x 4.5m x 0.5kN/m2

= 27.000kN

= 13.500kN

(3.0 + 3.0 + 1.5 + 3.0) x

-

1.62kN/m = 17.01kN Total Load

27.000kN + 17.01kN

13.500kN

= 44.010kN Ultimate Load

44.010kN x 1.4

13.500kN x 1.6

= 61.614kN Total Ultimate Load

= 21.600kN

61.614kN + 21.600kN = 83.214kN ≈ 83.21kN

Page 40

Column Analysis - Internal Column

Structural Analysis

Column I / 4 First Floor Level

Structure Slab

(3.0 + 3.0)m x (1.5 + 3.0)m x 3.6kN/m

Brick Wall

Live Load

Dead Load

(3.0 + 3.0)m x (1.5 + 3.0)m x

2

1.5kN/m2

= 6.0m x 4.5m x 3.6kN/m2

= 6.0m x 4.5m x 1.5kN/m2

= 97.200kN

= 40.500kN

(3.0 + 3.0)m x 8.55kN/m

-

= 51.300kN Beam

(3.0 + 3.0 +1.5 + 3.0)m x

-

1.62kN/m = 17.010kN Column Self Weight

4.192kN

-

Total Load

97.2kN + 51.3kN + 17.01kN +

40.500kN

4.192kN = 169.702kN Ultimate Load

169.702kN x 1.4

40.500kN x 1.6

= 237.583kN Total Ultimate Load

= 64.800kN

237.583kN + 64.800kN = 302.383kN ≈ 302.38kN

Page 41

Column Analysis - Internal Column

Structural Analysis

Column I / 4 Ground Floor Level

Structure Slab

Dead Load (3.0 + 3.0)m x (1.5 + 3.0)m x 3.6kN/m

Beam

Live Load (3.0 + 3.0)m x (1.5 + 3.0)m x

2

1.5kN/m2

= 6.0m x 4.5m x 3.6kN/m2

= 6.0m x 4.5m x 1.5kN/m2

= 97.200kN

= 40.500kN

(3.0 + 3.0 +1.5 + 3.0)m x

-

1.62kN/m = 17.010kN Column Self Weight

4.192kN

-

Total Load

97.2kN + 17.01kN + 4.192kN

40.500kN

= 118.402kN

Ultimate Load

118.402kN x 1.4

40.500kN x 1.6

= 165.763kN Total Ultimate Load

= 64.800kN

165.763kN + 64.800kN = 230.563kN ≈ 230.56kN

∴ Total load on Column I / 4 = 83.214kN + 302.383kN + 230.563kN = 616.16kN

Page 42

ESTHER WONG JIA EN 0332188

Beam Analysis

Location of Beam

Structural Analysis

: 1. Beam F-G / 5 2. Beam F / 4-7

2

1

Page 44

Beam Analysis - UDL

Structural Analysis

Beam F-G / 5

F

G

F1

DEAD LOAD

6000 4710

Beam self weight

1290

1.62 kN/m

= length x depth x density of material = (0.225 x 0.3)m2 x 24kN/m3 = 1.620kN/m

8.55 kN/m

Brick wall weight of F-F1 = length x depth x density of material = (3.0 x 0.15)m2 x 19kN/m3 = 8.550kN/m

1.98 kN/m

Dead load on Slab F-G / 4-5 = 3.6kN/m2 x (1.1/2)m = 1.980kN/m

8.82 kN/m

Dead load on Slab F-G / 5-7 = 3.6kN/m2 x (4.9/2)m = 8.820kN/m

TOTAL Dead Load on Beam F-F1 / 5 = (1.620 + 8.550 + 1.980 + 8.820)kN/m 20.97 kN/m

= 20.970kN/m TOTAL Dead Load on Beam F1-G / 5 = (1.620 + 1.980 + 8.820)kN/m = 12.420kN/m

Page 45

12.42 kN/m

Beam Analysis - UDL

Structural Analysis

Beam F-G / 5

F

G

F1

LIVE LOAD

6000 4710

0.825 kN/m

Live load on Slab F-G / 4-5 = 1.5kN/m2 x (1.1/2)m = 0.825kN/m

3.675 kN/m

Live load on Slab F-G / 5-7 = 1.5kN/m2 x (4.9/2)m = 3.675kN/m

TOTAL Live Load on Beam F-G / 5

4.50 kN/m

= (0.825 + 3.675)kN/m = 4.500kN/m

Page 46

1290

Beam Analysis - UDL

Structural Analysis

Beam F-G / 5

F

G

F1

ULTIMATE LOAD

6000 4710

1290

29.358 kN/m

17.388 kN/m

Ultimate dead load on Beam F-F1 / 5 = Total dead load x 1.4 = 20.97kN/m x 1.4 = 29.358kN/m

Ultimate dead load on Beam F1-G / 5 = Total dead load x 1.4 = 12.42kN/m x 1.4 = 17.388kN/m

Ultimate live load on Beam F-G / 5 7.20 kN/m

= Total live load x 1.6 = 4.50kN/m x 1.6 = 7.200kN/m

TOTAL Ultimate Load on Beam F-F1 / 5 = Ultimate dead load + ultimate live load = (29.358 + 7.2)kN/m = 36.558kN/m

36.558 kN/m

TOTAL Ultimate Load on Beam F1-G / 5 = Ultimate dead load + ultimate live load = (17.388 + 7.2)kN/m = 24.588kN/m

Page 47

24.588 kN/m

Beam Analysis - UDL

Structural Analysis

Beam F-G / 5

F

G

F1

REACTION FORCE

6000 4710

1290

36.558 kN/m

24.588 kN/m

Point load on beam F-F1 / 5 = 36.558kN/m x 4.71m = 172.188kN Point load on beam F1-G / 5 = 24.588kN/m x 1.29m = 31.719kN Let RA be the reference point

ΣM = MA + (-MB) = 0

2355

2355

645 645

M A = MB 6m x RB = [(172.188 x 2.355) + (31.719 x 5.355)]kN 172.188 kN

RB = 95.8929kN

31.719 kN

≈ 95.893kN ΣF = 0, ΣFUP = ΣFDOWN RA + RB = (172.188 + 31.719)kN RA

RA = 108.014kN ≈ 108.01kN

Page 48

RB

Beam Analysis - UDL

Structural Analysis

Beam F-G / 5

SHEAR FORCE DIAGRAM

SHEAR FORCE DIAGRAM

F

Using Triangular Ratio Proportion:

G

F1 6000 4710

108.014 172.188 x

= =

x

1290

108.014kN

4.710 2.955

0 kN 108.014kN - 172.188kN = -64.174kN

-64.174kN 31.719kN = -95.893kN

BENDING MOMENT DIAGRAM Positive area 108.014

= (1/2 x 108.014 x 2.955) kNm 172.188

= 159.591kNm ≈ 159.59kNm Negative area

x

= (1/2 x 64.174 x 1.755)kN/m + [1/2 x (64.174 4.71

+ 95.893) x 1.29]kNm = 159.556kNm

BENDING MOMENT DIAGRAM

≈ 159.56kNm Difference = 0.03 ≈0

F

G

F1 6000

∴ Positive area = Negative area Beam F-G / 5 is in equilibrium and structurally stable

2955

1755

1290

159.6 kN

103.2 kN

0 kN Page 49

0 kN

Beam Analysis - UDL & Point load

Structural Analysis

Beam F / 4-7

4

5

7

5A

DEAD LOAD

6000 1100

640

Beam self weight

4260

1.62 kN/m

= length x depth x density of material = (0.225 x 0.3)m2 x 24kN/m3 = 1.620kN/m

Brick wall weight of 4-5A

8.55 kN/m

= length x depth x density of material = (3.0 x 0.15)m2 x 19kN/m3 = 8.550kN/m

7.20 kN/m

Dead load on Slab D-F / 4-7 = 3.6kN/m2 x (4/2)m = 7.200kN/m

5.88 kN/m

Dead load on Slab F-G / 5-7 = 3.6kN/m2 x (4.9/2)m x (2/3) = 5.880kN/m

TOTAL Dead Load on Beam F / 4-5 = 17.370kN/m 17.37 kN/m

TOTAL Dead Load on Beam F / 5-5A = (1.620 + 8.550 + 7.200 + 5.880)kN/m = 23.250kN/m TOTAL Dead Load on Beam F / 5A-7 = (1.620 + 7.200 + 5.880)kN/m = 14.700kN/m

Page 50

23.25 kN/m

= (1.620 + 8.550 + 7.200)kN/m

14.70 kN/m

Beam Analysis - UDL & Point load

Structural Analysis

Beam F / 4-7

4

5

LIVE LOAD

7

5A 6000

1100

Live load on Slab D-F / 4-7

640

4260

3.00 kN/m

= 1.5kN/m2 x (4/2)m = 3.000kN/m

Live load on Slab F-G / 5-7

2.45 kN/m

= 1.5kN/m2 x (4.9/2)m x (2/3) = 2.450kN/m

TOTAL Live Load on Beam F / 4-5 = 3.000kN/m 3.00 kN/m

TOTAL Live Load on Beam F / 5-7 = (3.000 + 2.450)kN/m = 5.450kN/m

Page 51

5.45 kN/m

Beam Analysis - UDL & Point load

Structural Analysis

Beam F / 4-7

4

5

7

5A

ULTIMATE LOAD 1100

640

4260

24.32 kN/m

32.55 kN/m

6000

20.58 kN/m

Ultimate dead load on Beam F / 4-5 = Total dead load x 1.4 = 17.370kN/m x 1.4 = 24.318kN/m

Ultimate dead load on Beam F / 5-5A = Total dead load x 1.4 = 23.250kN/m x 1.4 = 32.550kN/m

Ultimate dead load on Beam F / 5A-7 = Total dead load x 1.4 = 14.700kN/m x 1.4 = 20.580kN/m

Ultimate live load on Beam F / 4-5 = Total live load x 1.6 = 3.000kN/m x 1.6 = 4.800kN/m

4.80 kN/m

Ultimate live load on Beam F / 5-7 = Total live load x 1.6 = 5.450kN/m x 1.6 = 8.720kN/m

Page 52

8.72 kN/m

Beam Analysis - UDL & Point load

Structural Analysis

Beam F / 4-7

4

5

7

5A

ULTIMATE LOAD 1100

640

4260

36.56 kN/m

41.27 kN/m

6000

29.30 kN/m

TOTAL Ultimate Load on Beam F / 4-5 = Ultimate dead load + ultimate live load = (24.318 + 4.800)kN/m = 36.558kN/m

TOTAL Ultimate Load on Beam F / 5-5A = Ultimate dead load + ultimate live load = (32.550 + 8.720)kN/m = 41.270kN/m

TOTAL Ultimate Load on Beam F / 5A-7 = Ultimate dead load + ultimate live load = (20.580 + 8.720)kN/m = 29.300kN/m

Page 53

Beam Analysis - UDL & Point load

Structural Analysis

Beam F / 4-7

4

5

7

5A

REACTION FORCE 1100

640

4260

36.56 kN/m

41.27 kN/m

6000

29.30 kN/m

Point load from beam F-G / 5 = 108.014kN Point load on beam F / 4-5 = 29.118kN/m x 1.10m = 32.030kN Point load on beam F / 5-5A

Point load on beam F / 5A-7

320 320

= 26.413kN

550

550

= 41.270kN/m x 0.64m 2130

2130

108.014kN

= 29.300kN/m x 4.26m

32.03 kN

= 124.818kN

26.413 kN

124.818kN

Let RC be the reference point

ΣM = MC + (-MD) = 0 M C = MD

RC

6m x RD = [(32.030 x 0.55) + (108.014 x 1.10) + (26.413 x 1.42) + (124.818 x 3.87)]kN RD = 109.497kN ≈ 109.50kN ΣF = 0, ΣFUP = ΣFDOWN RC + RD = (32.030 + 108.014 + 26.413 + 124.818)kN RC = 181.778kN ≈ 181.78kN

Page 54

RD

Beam Analysis - UDL & Point load

Structural Analysis

Beam F / 4-7

SHEAR FORCE DIAGRAM

SHEAR FORCE DIAGRAM

4

Using Triangular Ratio Proportion:

5

7

5A 6000

1100

15.321 124.818 x

= =

x

640

4260

181.778kN - 32.03kN 181.778 - 32.030kN = 149.748kN

181.778kN

4.260

149.748 - 108.014kN = 41.734kN

0.523 0 kN

41.734kN 26.413kN = 15.321kN

15.321kN 124.818kN = -109.497kN

BENDING MOMENT DIAGRAM Positive area

15.321

= [1/2 x (181.778 + 149.748) x 1.10]kNm + 124.818

[1/2 x (41.734 + 15.321) x 0.64]kNm + (1/2 x 15.321 x 0.523)kNm = 204.602kNm ≈ 204.60kNm

x 4.26

Negative area = (1/2 x 109.497 x 3.737)kNm

BENDING MOMENT DIAGRAM

= 204.595kNm ≈ 204.60kNm

4

5

7

5A

Difference = 0 6000

∴ Positive area = Negative area Beam F / 4-7 is in equilibrium and structurally stable

1100

640 523

3737

204.60 kN 200.60 kN 182.34 kN

0 kN Page 55

0 kN

Column Analysis

Location of Column

Structural Analysis

: 1. Column M / 7 2. Column J / 7

2

1

Page 56

Column Analysis - Perimeter Column

Structural Analysis

Column M / 7 Roof Level

Structure Roof Self Weight

Roof Beam

Live Load

Dead Load [(1.25 + 1.5) x (3.0 + 3.0)]m2 x

[(1.25 + 1.5) x (3.0 + 3.0)]m2 x

1.0kN/m2

0.5kN/m2

= (2.75 x 6.0)m2 x 1.0kN/m2

= (2.75 x 6.0)m2 x 0.5kN/m2

= 16.500kN

= 8.25kN

(6.0 + 1.5 + 1.25)m x 1.62kN/m

-

= 8.75m x 1.62kN/m = 14.175kN Total Load

16.5kN + 14.175kN

8.250kN

= 30.675kN Ultimate Load

30.675kN x 1.4

8.250kN x 1.6

= 42.945kN Total Ultimate Load

= 13.200kN

42.945kN + 13.20kN = 56.145kN ≈ 56.15kN

Page 57

Column Analysis - Perimeter Column

Structural Analysis

Column M / 7 First Floor Level

Structure Slab

Brick Wall

Live Load

Dead Load 1.25m x (3.0 + 3.0)m x 3.6kN/m2

1.25m x (3.0 + 3.0)m x 1.5kN/m2

= 1.25m x 6.0m x 3.6kN/m2

= 1.25m x 6.0m x 1.5kN/m2

= 27.000kN

= 11.250kN

(3.0 + 3.0)m x 8.55kN/m

-

= 51.300kN Beam

(3.0 + 3.0 + 1.25)m x 1.62kN/m

-

= 7.25m x 1.62kN/m = 11.745kN Column Self Weight

4.192kN

-

Total Load

27.0kN + 51.3kN + 11.745kN +

11.250kN

4.192kN = 94.235kN Ultimate Load

94.235kN x 1.4

11.25kN x 1.6

= 131.929kN Total Ultimate Load

= 18.000kN

131.929kN + 18.0kN = 149.929kN ≈ 149.93kN

Page 58

Column Analysis - Perimeter Column

Structural Analysis

Column M / 7 Ground Floor Level

Structure Slab

Beam

Dead Load

Live Load

1.25m x (3.0 + 3.0)m x 3.6kN/m2

1.25m x (3.0 + 3.0)m x 1.5kN/m2

= 1.25m x 6.0m x 3.6kN/m2

= 1.25m x 6.0m x 1.5kN/m2

= 27.000kN

= 11.250kN

(3.0 + 3.0 + 1.25)m x 1.62kN/m

-

= 7.25m x 1.62kN/m = 11.745kN Column Self Weight

4.192kN

-

Total Load

27.0kN + 11.745kN + 4.192kN

11.250kN

= 42.935kN Ultimate Load

42.935kN x 1.4

11.250kN x 1.6

= 60.109kN Total Ultimate Load

= 18.000kN

60.109kN + 18.0kN = 78.109kN ≈ 78.11kN

∴ Total load on Column L / 9 = 56.145kN + 149.929kN + 78.109kN = 284.183kN ≈ 284.18kN Page 59

Column Analysis - Internal Column

Structural Analysis

Column J / 7 Roof Level

Structure Roof Self Weight

Roof Beam

Dead Load

Live Load

3.0m x (3.0 + 3.0)m x 1.0kN/m2

3.0m x (3.0 + 3.0)m x 0.5kN/m2

= 3.0m x 6.0m x 1.0kN/m2

= 3.0m x 6.0m x 0.5kN/m2

= 18.000kN

= 9.000kN

(3.0 + 3.0 + 3.0)m x 1.62kN/m

-

= 14.580kN Total Load

18.0kN + 14.58kN

9.000kN

= 32.580kN Ultimate Load

32.58kN x 1.4

9.0kN x 1.6

= 45.612kN Total Ultimate Load

= 14.400kN

45.612kN + 14.4kN = 60.012kN ≈ 60.01kN

Page 60

Column Analysis - Internal Column

Structural Analysis

Column J / 7 First Floor Level

Structure Slab

Beam

Dead Load

Live Load

3.0m x (3.0 + 3.0)m x 3.6kN/m2

3.0m x (3.0 + 3.0)m x 1.5kN/m2

= 3.0m x 6.0m x 3.6kN/m2

= 3.0m x 6.0m x 1.5kN/m2

= 64.800kN

= 27.000kN

(3.0 + 3.0 + 3.0)m x 1.62kN/m

-

= 14.580kN Column Self Weight

4.192kN

-

Total Load

64.8kN + 14.58kN + 4.192kN

27.000kN

= 83.570kN Ultimate Load

83.57kN x 1.4

27.0kN x 1.6

= 116.998kN Total Ultimate Load

= 43.200kN

116.998kN + 43.2kN = 160.198kN ≈ 160.20kN

Page 61

Column Analysis - Internal Column

Structural Analysis

Column J / 7 Ground Floor Level

Structure Slab

Beam

Dead Load

Live Load

6.0m x (3.0 + 3.0)m x 3.6kN/m2

6.0m x (3.0 + 3.0)m x 1.5kN/m2

= 6.0m x 6.0m x 3.6kN/m2

= 6.0m x 6.0m x 1.5kN/m2

= 129.600kN

= 54.000kN

(3.0 + 3.0 + 6.0)m x 1.62kN/m

-

= 19.440kN Column Self Weight

4.192kN

-

Total Load

129.6kN + 19.44kN + 4.192kN

54.000kN

4.19kN = 153.230kN Ultimate Load

153.23kN x 1.4

54.0kN x 1.6

= 214.522kN Total Ultimate Load

= 86.400kN

214.522kN + 86.4kN = 300.922kN ≈ 300.92kN

∴ Total load on Column J / 7 = 60.012kN + 160.198kN + 300.922 kN = 512.132kN ≈ 512.13kN Page 62

GAVIN TIO KANG HUI 0333373

Beam Analysis

Location of Beam

Structural Analysis

: 1. Beam F-G / 6 2. Beam G / 4-7

1

2

Page 64

Beam Analysis - UDL

Structural Analysis

Beam F-G / 6

F

G 6000

DEAD LOAD

Beam self weight

1.62 kN/m

= length x depth x density of material = (0.225 x 0.3)m2 x 24kN/m3 = 1.620kN/m

8.55 kN/m

Brick wall weight = length x depth x density of material = (3.0 x 0.15)m2 x 19kN/m3 = 8.550kN/m

3.42 kN/m

Dead load on Slab F-G / 4-6 = 3.6kN/m2 x (1.9/2)m = 3.420kN/m

7.38 kN/m

Dead load on Slab F-G / 6-7 = 3.6kN/m2 x (4.1/2)m = 7.380kN/m

20.97 kN/m

TOTAL Dead Load on Beam F-G / 6 = (1.620 + 8.550 + 3.420 + 7.380)kN/m = 20.970kN/m

Page 65

Beam Analysis - UDL

Structural Analysis

Beam F-G / 6

F

G 6000

LIVE LOAD

1.425 kN/m

Live load on Slab F-G / 4-6 = 1.5kN/m2 x (1.9/2)m = 1.425kN/m

3.075 kN/m

Live load on Slab F-G / 6-7 = 1.5kN/m2 x (4.1/2)m = 3.075kN/m

4.5 kN/m

TOTAL Live load on Beam F-G / 6 = (1.425 + 3.075)kN/m = 4.500kN/m

Page 66

Beam Analysis - UDL

Structural Analysis

Beam F-G / 6

F

G 6000

ULTIMATE LOAD

Ultimate Dead Load

29.358 kN/m

= Total dead load x 1.4 = 20.970kN/m x 1.4 = 29.358kN/m

Ultimate Live Load

7.2 kN/m

= Total live load x 1.6 = 4.5kN/m x 1.6 = 7.200kN/m

Ultimate Load on Beam F-G / 6

36.558 kN/m

= Ultimate Dead Load + Ultimate Live Load = (29.358 + 7.200)kN/m = 36.558kN/m

Page 67

Beam Analysis - UDL

Structural Analysis

Beam F-G / 6

F

G 6000

REACTION FORCE

36.558 kN/m

Pointed Load on Beam F-G / 6 = 36.558N/m x 6.0m = 219.348kN ≈ 219.35kN

3000

3000

Let RF be Reference Point ΣM = MF + (-MG) = 0

219.35 kN

M F = MG 219.348kN x 3m = RG x 6m 6 RG = 658.044kN RG = 109.674kN ≈ 109.67kN RF

ΣF = 0,

ΣFUP = ΣFDOWN RF + RG = 219.35kN

RF + 109.674kN = 219.35kN RF = 219.35kN - 109.674kN RF = 109.674kN ≈ 109.67kN

Page 68

RG

Beam Analysis - UDL

Structural Analysis

Beam F-G / 6

BENDING MOMENT DIAGRAM

SHEAR FORCE DIAGRAM 6000

Positive area = (1/2 x 3.0 x 109.674) kNm

3000

3000

= 164.511kN/m ≈ 164.51kN/m

109.67kN

Negative area = (1/2 x 3.0 x 109.674) kNm

109.67kN + (-109.67kN) = 0kN

(+)

= 164.511kN/m ≈ 164.51kN/m

0 kN

(-)

∴ Positive area = Negative area Beam F-G / 6 is in equilibrium and structurally stable

109.67kN - 219.35kN = -109.67kN

BENDING MOMENT DIAGRAM 6000

3000

3000

164.51 kN

0 kN

Page 69

0 kN

Beam Analysis - UDL & Point load

Structural Analysis

Beam G / 4-7

6

4 DEAD LOAD

7 6000

1900

Beam self weight

4100

1.62 kN/m

= length x depth x density of material = (0.225 x 0.3)m2 x 24kN/m3 = 1.620kN/m

8.55 kN/m

Brick wall weight = length x depth x density of material = (3.0 x 0.15)m2 x 19kN/m3 = 8.550kN/m

4.92kN/m

Dead load on Slab F-G / 6-7 Triangular area formula on two way slab = dead load x (Lx/2)m x (2/3) = 3.6kN/m2 x (4.1/2)m x 2/3 = 4.920kN/m

7.2 kN/m

Dead load on Slab G-I / 4-7 Triangular area formula on two way slab = dead load x (Lx/2)m x (2/3) = 3.6kN/m2 x (6/2)m x 2/3 = 7.200kN/m

TOTAL Dead Load on Beam G / 4-6

17.37 kN/m

= (1.620 + 8.550 + 7.200)kN/m = 17.370kN/m TOTAL Dead Load on Beam G / 6-7 = (1.620 + 8.550 + 4.920 + 7.200)kN = 22.290kN/m Page 70

22.29 kN/m

Beam Analysis - UDL & Point load

Structural Analysis

Beam G / 4-7

6

4 LIVE LOAD

7 6000

1900

Live load on Slab F-G / 6-7

4100

2.05 kN/m

Triangular area formula on two way slab = live load x (Lx/2)m x (2/3) = 1.5kN/m2 x (4.1/2)m x 2/3 = 2.050kN/m 3.0 kN/m

Live load on Slab G-I / 4-7 Triangular area formula on two way slab = live load x (Lx/2)m x (2/3) = 1.5kN/m2 x (6/2)m x 2/3 = 3.000kN/m

TOTAL Live load on Beam G / 4-6

3.0 kN/m

= 3.000kN/m TOTAL Live load on Beam G / 6-7 = (2.05 + 3.0)kN/m = 5.050kN/m

Page 71

5.05 kN/m

Beam Analysis - UDL & Point load

Structural Analysis

Beam G / 4-7

6

4 ULTIMATE LOAD

7 6000

1900

Ultimate dead load on beam G / 4-6

4100

24.32 kN/m

= Total dead load x 1.4 = 17.37kN/m x 1.4 = 24.318kN/m Ultimate dead load on beam G / 6-7

31.21 kN/m

= Total dead load x 1.4 = 22.29kN/m x 1.4 = 31.206kN/m Ultimate live load on Beam G / 4-6

4.8 kN/m

= Total live load x 1.6 = 3.0kN/m X 1.6 = 4.800kN/m Ultimate live load on Beam G / 6-7

8.08 kN/m

= Total live load x 1.6 = 5.050kN/m X 1.6 = 8.080kN/m Total ultimate load on beam G / 4-6

29.12 kN/m

= Total dead load + total live load = (24.318 + 4.800)kN/m = 29.118kN/m Total ultimate load on beam G / 6-7

39.286 kN/m

= Total dead load + total live load = (31.206 + 8.08)kN/m = 39.286kN

Page 72

Beam Analysis - UDL & Point load

Structural Analysis

Beam G / 4-7

6

4 REACTION FORCE

7 6000

1900

Pointed load on beam G / 4-6

4100

29.12 kN/m

39.286 kN/m

1900

4100

= 29.118kN/m x 1.9m = 55.324kN Pointed load on beam G / 6-7 = 39.286kN/m x 4.1m = 161.073kN Let R4 be the reference point

109.67kN

ΣM = M4 + (-M7) = 0

950

950

2050

2050

M 4 = M7 55.32kN

6m x R7 = [(55.324 x 1.9/2) +

161.07kN

(109.67 x 1.9) + (161.073 x 3.95)]kNm R7 = 149.528kN ≈ 149.53kN R4

ΣF = 0, ΣFUP = ΣFDOWN R4 + R7 = (55.324 + 109.67 +161.073)kN R4 = (326.067 - 149.528)kN R4 = 176.539kN ≈ 176.54kN

Page 73

R7

Beam Analysis - UDL & Point load

Structural Analysis

Beam G / 4-7

SHEAR FORCE DIAGRAM

SHEAR FORCE DIAGRAM

4

Using triangular proportion,

6

7 6000

11.545 161.073 x

= =

1900

x

4100

4.1 0.294

176.539kN - 55.324kN = 121.215kN

176.539kN

121.215kN - 109.67kN = 11.545kN

(+) 0 kN

(-) 11.545kN - 161.073kN = -149.528kN

BENDING MOMENT DIAGRAM Positive area

11.545

= (1/2 x 0.294 x 11.545)kNm + [1/2 x (176.539 + 121.215) x 1.9]kNm

161.073

= 284.563kNm ≈ 284.56kN/m Negative area

x

= [1/2 x (4.1 - 0.294) x 149.528] kNm 4.1

= 284.552kN/m ≈ 284.55kN/m

BENDING MOMENT DIAGRAM Difference = 0.01 ≈0

4

6

7 6000

∴ Positive area = Negative area Beam G / 4-7 is in equilibrium and structurally stable

1900

Max 284.56kN

4100

282.87kN

0 kN

Page 74

0 kN

Column Analysis

Location of Column

Structural Analysis

: 1. Column J / 2 2. Column L / 9

1

2

Page 75

Column Analysis - Perimeter Column

Structural Analysis

Column J / 2 Roof Level

Structure Roof Self Weight

Roof Beam

Live Load

Dead Load 6.0m x (1.5 + 1.55)m x 1.0kN/m2

6.0m x (1.5 + 1.55)m x 0.5kN/m2

= 6.0m x 3.05m x 1.0kN/m2

= 6.0m x 3.05m x 0.5kN/m2

= 18.300kN

= 9.150kN

(6.0 + 1.5 + 1.55)m x 1.62kN/m

-

= 14.661kN Total Load

18.3kN + 14.661kN

9.150kN

= 32.961kN Ultimate Load

32.961kN x 1.4

9.15kN x 1.6

= 46.145kN Total Ultimate Load

= 14.640kN

46.145kN + 14.640kN = 60.785kN ≈ 60.79kN

Page 76

Column Analysis - Perimeter Column

Structural Analysis

Column J / 2 First Floor Level

Structure Slab

6.0m x 1.5m x 3.6kN/m2 = 32.400kN

Beam

Live Load

Dead Load

6.0m x 1.5m x 1.5kN/m2 = 13.500kN

(3.0 + 3.0 + 1.5)m x 1.62kN/m

-

= 12.150kN Column Self Weight

4.192kN

-

Total Load

32.4kN + 12.15kN + 4.192kN

13.500kN

= 48.742kN Ultimate Load

48.742kN x 1.4

13.5kN x 1.6

= 68.239kN Total Ultimate Load

= 21.600kN

68.239kN + 21.6kN = 89.839kN ≈ 89.84kN

Page 77

Column Analysis - Perimeter Column

Structural Analysis

Column J / 2 Ground Floor Level

Structure Slab

Dead Load 6.0m x 1.5m x 3.6kN/m2 = 32.400kN

Brick Wall

Live Load 6.0m x 1.5m x 1.5kN/m2 = 13.500kN

(3.0 + 3.0)m x 8.55kN/m

-

= 51.300kN Beam

(3.0 + 3.0 + 1.5)m x 1.62kN/m

-

= 12.150kN Column Self Weight

4.192kN

-

Total Load

32.4kN + 51.3kN + 12.15kN

13.500kN

4.192kN = 100.042kN Ultimate Load

100.042kN x 1.4

13.5kN x 1.6

= 140.059kN Total Ultimate Load

= 21.600kN

140.059kN + 21.6kN = 161.659kN ≈ 161.66kN

∴ Total load on Column J / 2 = 60.785kN + 89.839kN + 161.659kN = 312.283kN ≈ 312.28kN Page 78

Column Analysis - Internal Column

Structural Analysis

Column L / 9 Roof Level

Structure Roof Self Weight

Live Load

Dead Load [(1.25 x 6.0) + (3.0 x 3.0) + 2

[(1.25 x 6.0) + (3.0 x 3.0) +

2

(3.0 x 1.5)]m2 x 0.5kN/m2

(3.0 x 1.5)]m x 1.0kN/m

Roof Beam

= 21.0m2 x 1.0kN/m2

= 21.0m2 x 0.5kN/m2

= 21.000kN/m

= 10.500kN

[(3.0 x 3.0) + 1.25]m x 1.62kN/m

-

= 16.605kN Total Load

21.0kN + 16.605kN

10.500kN

= 37.605kN Ultimate Load

37.605kN x 1.4

10.5kN x 1.6

= 52.647kN Total Ultimate Load

= 16.800kN

52.647kN + 16.8kN = 69.447kN ≈ 69.45kN

Page 79

Column Analysis - Internal Column

Structural Analysis

Column L / 9 First Floor Level

Structure Slab

Live Load

Dead Load [(1.25 x 6.0) + (3.0 x 3.0) + 2

[(1.25 x 6.0) + (3.0 x 3.0) +

2

(3.0 x 1.5)]m2 x 1.5kN/m2

(3.0 x 1.5)]m x 3.6kN/m

Brick Wall

= 21m2 x 3.6kN/m2

= 21m2 x 1.5kN/m2

= 75.600kN

= 31.500kN

(3.0 + 3.0)m x 8.55kN/m

-

= 51.300kN Beam

(3.0 x 4.0 + 1.25)m x 1.62kN/m

-

= 21.465kN Column Self Weight

4.192kN

-

Total Load

75.6kN + 51.3kN + 21.465kN +

31.500kN

4.192kN = 152.557kN Ultimate Load

152.557kN x 1.4

31.5kN x 1.6

= 213.580kN Total Ultimate Load

= 50.400kN

213.580kN + 50.400kN = 263.98kN

Page 80

Column Analysis - Internal Column

Structural Analysis

Column L / 9 Ground Floor Level

Structure Slab

Brick Wall

Dead Load

Live Load

6.0m x (3.0 + 1.25)m x 3.6kN/m2

6.0m x (3.0 + 1.25)m x 1.5kN/m2

= 6m x 4.25m x 3.6kN/m2

= 6m x 4.25m x 1.5kN/m2

= 91.800kN

= 38.250kN

(3.0 + 3.0)m x 8.55kN/m

-

= 51.300kN Beam

[(3.0 x 3.0) + 1.25]m x 1.62kN/m

-

= 16.605kN Column Self Weight

4.192kN

-

Total Load

91.8kN + 51.3kN + 16.605kN

38.250kN

4.192kN = 163.897kN Ultimate Load

163.897kN x 1.4

38.25kN x 1.6

= 229.456kN Total Ultimate Load

= 61.200kN

229.456kN + 61.2kN = 290.656kN ≈ 290.66kN

∴ Total load on Column L / 9 = 69.447kN + 263.98kN + 290.656kN = 624.083kN ≈ 624.08kN Page 81

PRISCILLA HUONG YUNN 0332599

Beam Analysis

Location of Beam

Structural Analysis

: 1. Beam B-D / 10 2. Beam C / 8-10

1

2

Page 83

Beam Analysis - UDL

Structural Analysis

Beam B-D/ 10

A

C 4000

DEAD LOAD

1.62 kN/m

Beam self weight = length x depth x density of material = (0.225 x 0.3)m2 x 24kN/m3 = 1.620kN/m

8.55 kN/m

Brick wall weight = length x depth x density of material = (3.0 x 0.15)m2 x 19kN/m3 = 8.550kN/m Dead load on Slab A-C / 9-10

3.15kN/m

2

= 3.6kN/m x (1.75/2)m = 3.150kN/m

Dead load on Slab A-C / 10-11

4.80 kN/m

= 3.6kN/m2 x (4/2)m x (2/3) = 4.800kN/m

18.12 kN/m

TOTAL Dead Load on Beam 3 / G-F = (1.620 + 8.550 + 3.150 + 4.80)kN/m = 18.120kN/m

Page 84

Beam Analysis - UDL

Structural Analysis

Beam B-D/ 10

A LIVE LOAD

C 4000

Live load on Slab B-D / 9-10 1.313 kN/m

= 1.5kN/m2 x (1.75/2)m = 1.313kN/m Live load on Slab B-D / 10-11 = 1.5kN/m2 x (4/2)m x (2/3) = 2.000kN/m

2.000 kN/m

3.313 kN/m

TOTAL Live load on Beam B-D / 10 = (1.313+2.000)kN/m = 3.313kN/m

Page 85

Beam Analysis - UDL

Structural Analysis

Beam B-D/ 10

A ULTIMATE LOAD

C 4000

Ultimate dead load

25.37 kN/m

= Total dead load x 1.4 = 18.120kN/m x 1.4 = 25.368kN/m

5.30 kN/m

Ultimate live load = Total live load x 1.6 = 3.313kN/m x 1.6 = 5.301kN/m

30.67 kN/m

Ultimate load on Beam B-D / 10 = Ultimate dead load + ultimate live load = (25.368 + 5.301)kN/m = 30.669kN/m ≈ 30.67kN/m

Page 86

Beam Analysis - UDL

Structural Analysis

Beam B-D/ 10

C

B

REACTION FORCE

D

4000

Pointed load on beam B-D/ 10 = 30.669kN/m x 4m

30.669 kN/m

= 122.676kN Let RB be the reference point

ΣM = MA + (-MB) = 0 M A = MB 4m x RA = 2m x 122.676kN RA = 61.337kN

2000

2000

≈ 61.34kN 122.676 kN

ΣF = 0, ΣFUP = ΣFDOWN RA + RB = 122.67kN RB = 61.337kN ≈ 61.34kN RA

Page 87

RB

Beam Analysis - UDL

Structural Analysis

SHEAR FORCE DIAGRAM

Beam B-D/ 10

C

B

D

4000

REACTION FORCE

2000

2000

Pointed load on beam B-D / 10

61.34kN

= 30.669kN/m x 4m = 122.676kN 61.34kN + (-61.34kN) = 0kN

(+) Let RB be the reference point

ΣM = MA + (-MB) = 0

0 kN

(-)

M A = MB 4m x RA = 2m x 122.676kN RA = 61.337kN 38.1kN - 76.20kN = -61.34kN

≈ 61.34kN ΣF = 0, ΣFUP = ΣFDOWN RA + RB = 122.67kN RB = 61.337kN ≈ 61.34kN

BENDING MOMENT DIAGRAM 4000

BENDING MOMENT DIAGRAM

2000

2000

Positive area = (1/2 x 2x 61.337) kN/m

61.34 kN

= 61.337kN/m ≈ 61.34kN/m Negative area = (1/2 x 2x 61.337) kN/m

0 kN

= 61.337kN/m ≈ 61.34kN/m ∴ Positive area = Negative area Beam A-C / 9 is in equilibrium and structurally stable

Page 88

0 kN

Beam Analysis - UDL & Point load

Structural Analysis

Beam D / 9-11

9 DEAD LOAD

10 1750

Beam self weight

11 4250

1.62 kN/m

= length x depth x density of material = (0.225 x 0.3)m2 x 24kN/m3 = 1.620kN/m

8.55 kN/m

Brick wall weight = length x depth x density of material = (3.0 x 0.15)m2 x 19kN/m3 = 8.550kN/m

7.2kN/m

Dead load on Slab D / 9-10 = 3.6kN/m2 x (4/2)m = 7.200kN/m

7.20 kN/m

Dead load on Slab D / 10-11 = 3.6kN/m2 x (4/2)m = 7.200kN/m

17.37 kN/m

TOTAL Dead Load on Beam D / 9-10 = (1.620 + 8.550 + 7.200)kN/m = 17.370kN/m TOTAL Dead Load on Beam D / 10-11 = (1.620 + 8.550 + 7.200 + 7.200)kN = 24.570kN/m

Page 89

24.57 kN/m

Beam Analysis - UDL & Point load

Structural Analysis

Beam D / 9-11

9 LIVE LOAD

10

11 4250

1750

Live load on Slab B-D / 9-11

3.0kN/m

= 1.5kN/m2 x (4/2)m = 3.000kN/m Live load on Slab B-D / 10-11 = 1.5kN/m2 x (4/2)m 3.0 kN/m

= 3.000kN/m

3.0 kN/m

TOTAL Live load on Beam D / 9-10 = 1.5kN/m2 x (4/2)m = 3.000kN/m TOTAL Live load on Beam D / 10-11 = 3.0kN/m2 + 3.0 kN/m = 6.000kN/m

Page 90

6.0 kN/m

Beam Analysis - UDL & Point load

Structural Analysis

Beam D / 9-11

10

9 ULTIMATE LOAD

1750

Ultimate dead load on Beam D / 9-10

24.32kN/m

11 4250

34.40kN/m

= Total dead load x 1.4 = 17.37kN/m x 1.4 = 24.318kN/m

Ultimate dead load on Beam D / 10-11

0.48 kN/m

9.60kN/m

29.12 kN/m

44.0kN/m

= Total dead load x 1.4 = 24.570kN/m x 1.4 = 34.398kN/m

Ultimate live load on Beam D / 9-10 = Total live load x 1.6 = 3.0 X 1.6 = 4.800kN/m Ultimate live load on Beam C / 9-10 = Total live load x 1.6 = 6.0 X 1.6 = 9.600kN/m

Total ultimate load on Beam C / 8-9 = Total dead load + total live load = (24.318 + 4.800)kN/m = 29.118kN/m Total ultimate load on Beam C / 9-10 = Total dead load + total live load = (34.398 + 9.600)kN/m = 44.000kN/m Page 91

Beam Analysis - UDL & Point load

Structural Analysis

Beam D / 9-11

10

9 REACTION FORCE

11

1750

Pointed load on Beam D / 9-10

4250

29.12 kN/m

44.0kN/m

= 29.118kN/m x 1.750 = 50.956kN Pointed load on Beam D / 10-11 = 44.000kN/m x 4.250 = 187.000kN 875

Let RA be the reference point

875

2125

2125

ΣM = MA + (-MB) = 0 M A = MB 6m x RB = [(50.96 x 0.875) + 50.9kN

(73.1x 1.75) +

73.188 kN

187.0 kN

(187.0 x 3.875)]kN RB = 149.523kN ≈ 149.52kN RA = 161.537kN

ΣF = 0, ΣFUP = ΣFDOWN RA + RB = (50.96 + 73.1 +187.0)kN RA = ( 311.06 - 149.52 )kN ≈ 161.537kN

Page 92

RB = 149.543kN

Beam Analysis - UDL & Point load

Structural Analysis

Beam D / 9-11

Using triangular proportion, 37.477 187.0 x

= =

37.477

x

187.0

4.250 0.8517

x 4.25

BENDING MOMENT DIAGRAM

SHEAR FORCE DIAGRAM

8

Positive area

10

9

= [(1/2)(161.537 + 110.577)(1.75) + (1/2)(0.8517 x 37.477) ] kN/m = (238.099 + 15.959)kN/m

161.537kN

= 254.059kN/m

110.577kN 37.477kN

161.537kN - 50.96kN = 110.577kN

(+)

0

Negative area

37.477kN - 187kN = -149.523kN

= (1/2 x 149.523 x 3.398) = 254.040kN/m

(-)

-149.523

Difference = 0.019 ≈0 BENDING MOMENT DIAGRAM ∴ Positive area = Negative area Beam D / 9 -11 is in equilibrium and structurally stable

254.0kN 238.099kN

0 kN

Page 93

0 kN

Column Analysis

Location of Column

Structural Analysis

: 1. Column I / 11 2. Column I / 7

2

Page 94

1

Column Analysis - Perimeter Column

Structural Analysis

Column I / 11 Roof Level

Structure Roof Self Weight

(8.25 x 6.0)m2 x 1.0kN/m2 = 49.500kN

Roof Beam

Live Load

Dead Load

(8.25 x 6.0)m2 x 0.5kN/m2 = 24.750kN

(8.25 x 6.0)m2 x 1.62kN/m

-

= 80.190kN Total Load

49.5kN + 80.19kN

24.750kN

= 129.690kN Ultimate Load

129.69kN x 1.4

24.750kN x 1.6

= 181.566kN Total Ultimate Load

= 39.600kN

181.566kN + 39.600kN =221.166kN ≈ 221.17kN

Page 95

Column Analysis - Perimeter Column

Structural Analysis

Column I / 11 First Floor Level

Structure Slab

Live Load

Dead Load [(3 x 6) + (2.15 x 3)]m² x 3.6kN/m²

[(3.0 x 6.0) + (2.15 x 3.0)]m² x

= 24.45m² x 3.6kN/m²

1.5kN/m²

= 88.020kN

= 24.45m² x 1.5kN/m² = 36.675kN

Brick Wall

8.55kN/m x (3.2 + 2.15 + 3)m

-

= 69.683kN Beam

(3 + 2.15 + 6)m x 1.62 kN/m

-

= 11.15m x 1.62 kN/m = 18.063kN Total Load

88.02kN + 69.683kN + 18.063kN

36.675kN

= 175.766kN Ultimate Load

175.766 kN x 1.4

36.675kN x 1.6

= 246.072kN Total Ultimate Load

= 58.680kN

246.072kN + 58.680kN = 304.752kN ≈ 304.76kN

Page 96

Column Analysis - Perimeter Column

Structural Analysis

Column I / 11 Ground Floor Level

Structure Slab

Brick Wall

Live Load

Dead Load (3.0 x 6.0)m² x 3.6kN/m²

(3.0 x 6.0)m²x 1.5kN/m²

= 18.0m² x 3.6kN/m²

= 18.0m² x 1.5kN/m²

= 64.800kN

= 27.000kN

8.55kN/m x 6.0m

-

= 51.300kN Beam

(3.0 + 6.0)m² x 1.62 kN/m²

-

= 9m² x 1.62 kN/m² = 14.580kN Total Load

64.80kN + 51.30kN + 14.58kN

27.000kN

= 130.680kN Ultimate Load

130.68 kN x 1.4

27.000kN x 1.6

= 182.952kN Total Ultimate Load

= 43.200kN

182.952kN + 43.200kN = 226.152kN ≈ 226.15kN

∴ Total load on Column G/10 = 226.152kN + 304.752kN + 60.012kN = 590.916kN ≈ 590.92kN Page 97

Column Analysis - Internal Column

Structural Analysis

Column I / 7 Roof level

Structure Roof Self Weight

Live Load

Dead Load (3.0 + 3.0)m x 3m x 1.0kN/m² = 6.0m x 3.0m x 1.0kN/m

2

6.0m x 3.0m x 0.5kN/m² = 9.000kN

= 18.000kN Roof Beam

(3.0 + 3.0 + 3.0)m x 1.62kN/m

-

= 14.580kN Total Load

18.0kN + 14.58kN

9.000kN

= 32.580kN Ultimate Load

32.58kN x 1.4

9.0kN X 1.6

= 45.610kN Total Ultimate Load

=14.400kN

45.61kN + 14.4kN = 60.012kN ≈ 60.01kN

Page 98

Column Analysis - Internal Column

Structural Analysis

Column I / 7 First Floor Level

Structure Slab

Beam

Live Load

Dead Load 6.0m x 3.0m x 3.6kN/m²

6.0m x 3.0m x 1.5kN/m²

= 18.0m² x 3.6kN/m²

= 18.0m²x 1.5kN/m²

= 64.800kN

= 27.000kN

6.0m x 3.0m x 1.62kN/m

-

= 9.0m x 1.62kN/m = 14.580kN Column Self-Weight

4.190kN

-

Total Load

64.8kN + 14.58kN + 4.19kN

27.000kN

= 83.570kN Ultimate Load

83.57kN x 1.4 = 116.998kN

Total Ultimate Load

27.0kN x 1.6 = 43.200kN

116.998kN + 43.2kN = 160.198kN ≈ 160.20kN

Page 99

Column Analysis - Internal Column

Structural Analysis

Column I / 7 Ground Floor Level

Structure Slab

Beam

Dead Load

Live Load

(6.0 x 6.0)m² x 3.6kN/m

(6.0 x 6.0)m² x 1.5kN/m²

= 36.0m² x 3.6kN/m²

= 36.0m² x 1.51kN/m²

= 129.600kN

= 54.360kN

(6 + 6)m x 1.62 kN/m

-

=19.440kN

Column Self-Weight

4.192kN

-

Total Load

(129.6 + 19.44 + 4.192)kN

54.360kN

= 153.232kN Ultimate Load

153.232kN x 1.4

54.36kN x 1.6

= 214.523kN Total Ultimate Load

= 86.400kN

214.523kN + 86.4kN = 300.9248kN ≈ 300.92kN

∴ Total load on Column G/6 = 60.012kN + 160.198kN + 300.92kN = 521.132kN ≈ 521.13kN

Page 100

WENDY LAU JIA YEE 0333538

Beam Analysis

Structural Analysis

Location of Beam

: 1. Beam F-G / 3 2. Beam F / 2-4

2

1

Page 102

Beam Analysis - UDL

Structural Analysis

Beam F-G / 3

2

3

4

3000

DEAD LOAD

2350

Beam self weight

1.620 kN/m

= length x depth x density of material = (0.225 x 0.3)m x 24kN/m3 = 1.620kN/m

8.550 kN/m

Brick wall weight = length x depth x density of material = (3.0 x 0.15)m x 19kN/m3 = 8.550kN/m

4.230 kN/m

Dead load on Slab G-F / 2-3 = 3.6kN/m2 x (2.35/2)m = 4.230kN/m

1.170 kN/m

Dead load on Slab G-F / 3-4 = 3.6kN/m2 x (0.65/2)m = 1.170kN/m

15.57 kN/m

TOTAL Dead Load on Beam 3 / G-F = (1.620 + 8.550 + 4.230 + 1.170)kN/m = 15.57kN/m

Page 103

650

Beam Analysis - UDL

Structural Analysis

Beam F-G / 3

2

3

4

3000

LIVE LOAD

2350

Live load on Slab G-F / 2-3

1.763 kN/m

= 1.5kN/m2 x (2.35/2)m = 1.763kN/m

Live load on Slab G-F / 3-4

0.488 kN/m

= 1.5kN/m2 x (0.65/2)m = 0.488kN/m

2.251 kN/m

TOTAL Live load on Beam 3 / G-F = (1.763 + 0.488)kN/m = 2.251kN/m

Page 104

650

Beam Analysis - UDL

Structural Analysis

Beam F-G / 3

2

3

4

3000

ULTIMATE LOAD

2350

Ultimate Dead Load

21.798 kN/m

= Total dead load x 1.4 = 15.570kN/m x 1.4 = 21.798kN/m

3.602 kN/m

Ultimate Live Load = Total live load x 1.6 = 2.25kN/m x 1.6 = 3.602kN/m

25.40 kN/m

Ultimate Load on Beam 3 / G-F = Ultimate Dead Load + Ultimate Live Load = (21.798 + 3.602)kN/m = 25.40kN/m

Page 105

650

Beam Analysis - UDL

Structural Analysis

Beam F-G / 3

2

3

4

3000

REACTION FORCE

650

2350

25.40 kN/m

Pointed Load on Beam 3 / F-G = 25.40kN/m x (2.35 + 0.65)m = 25.40kN/m x 3m = 76.20kN

1500

1500

Let R2 be Reference Point ΣM = M2 + (-M4) = 0

76.62 kN

M 2 = M4 76.20kN x 3m = R4 x 6m 6 R4 = 228.6kN R4 = 38.10kN R2 = 38.10kN

ΣF = 0,

ΣFUP = ΣFDOWN R2 + R4 = 76.20kN

R2 + 38.10kN = 76.20kN R2 = 76.20kN - 38.10kN R2 = 38.10kN

Page 106

R4 = 38.10 kN

Beam Analysis - UDL

Structural Analysis

Beam F-G / 3

BENDING MOMENT DIAGRAM

SHEAR FORCE DIAGRAM

Positive area

2

4

= (1/2 x 1.5 x 38.1) kN/m

3000

= 28.575kN/m

1500

1500

≈ 28.58kN/m 38.1kN

Negative area = (1/2 x 1.5 x 38.1) kN/m = 28.575kN/m

(+)

38.1kN + (-38.1kN) = 0kN

≈ 28.58kN/m 0 kN

(-)

∴ Positive area = Negative area Beam 3 / F-G is in equilibrium and structurally stable

38.1kN - 76.20kN = -38.1kN

BENDING MOMENT DIAGRAM

2

4 3000 1500

1500

28.58 kN

0 kN

Page 107

0 kN

Beam Analysis - UDL & Point load

Structural Analysis

Beam F / 2-4

2

3

4

3000

DEAD LOAD

2350

Beam self weight

1.620 kN/m

= length x depth x density of material = (0.225 x 0.3)m x 24kN/m3 = 1.620kN/m

8.550 kN/m

Brick wall weight = length x depth x density of material = (3.0 x 0.15)m x 19kN/m3 = 8.550kN/m

3.600 kN/m

Dead load on Slab D-F / 2-4 Triangular area formula on two way slab = slab self-weight x (Lx/2)m x (2/3) = 3.6kN/m2 x (3/2)m x (2/3) = 3.600kN/m

13.770 kN/m

TOTAL Dead Load on Beam F / 2-4 = (1.620 + 8.550 + 3.600)kN/m = 13.770kN/m

Page 108

650

Beam Analysis - UDL & Point load

Structural Analysis

Beam F / 2-4

2

3

4

3000

LIVE LOAD

2350

Live load on Slab D-F / 2-4

1.500 kN/m

Triangular area formula on two way slab = live load x (Lx/2)m x (2/3) = 1.5kN/m2 x (3/2)m x (2/3) = 1.500kN/m

TOTAL Live load on Beam F / 2-4

1.500 kN/m

= 1.50kN/m

Page 109

650

Beam Analysis - UDL & Point load

Structural Analysis

Beam F / 2-4

2

3

4

3000

ULTIMATE LOAD

2350

Ultimate Dead Load

19.278 kN/m

= Total dead load x 1.4 = 13.770kN/m x 1.4 = 19.278kN/m

2.400 kN/m

Ultimate Live Load = Total live load x 1.6 = 1.500kN/m x 1.6 = 2.400kN/m

21.678 kN/m

Ultimate Load on Beam 3 / G-F = Ultimate Dead Load + Ultimate Live Load = (19.278 + 2.400)kN/m = 21.678kN/m ≈ 21.68kN/m

Page 110

650

Beam Analysis - UDL & Point load

Structural Analysis

Beam F / 2-4

2

3

4

3000

REACTION FORCE

650

2350

21.678 kN/m

Pointed Load on Beam F / 3 = 76.200kN Pointed Load on Beam F / 2-3 = 21.678kN/m x 2.35m = 50.943kN

1500

1500

Pointed Load on Beam F / 3-4

76.20kN

= 21.678kN/m x 0.65

2350

= 14.091kN

1175

650 1175

50.943kN

325

325

14.091kN

Let R2 be Reference Point ΣM = M2 + (-M4) = 0 M2 = M4 R4 x 3m = (50.943kN x 1.175m) + (76.200kN x 2.350m) +

R2 = 49.027kN

(14.091kN x 2.675m) 3 R4 = 276.621kN R4 = 92.207kN

ΣF = 0,

ΣFUP = ΣFDOWN R2 + R4 = (50.943 + 76.200 + 14.091)

R2 + 92.207kN = 141.234kN R2 = 141.234kN - 92.207kN R2 = 49.027kN R2 ≈ 49.03kN

Page 111

R4 = 92.207kN

Beam Analysis - UDL & Point load

Structural Analysis

Beam F / 2-4

SHEAR FORCE DIAGRAM

SHEAR FORCE DIAGRAM

2

Using Triangular Ratio Proportion:

3

4

3000 2350

2.35

x

=

50.943

650

49.03kN

1.918

49.03kN - 50.943kN = -1.919kN

(+) x

=

0.088

0 kN

(-)

-1.919kN - 76.2kN = -78.12kN

-78.12kN - 14.091kN = -92.21kN

BENDING MOMENT DIAGRAM Positive area

2.35

= (1/2 x 49.03 x 2.262) kN/m = 55.446kN/m

50.943

≈ 55.45kN/m Negative area x

= (1/2 x 0.088 x 1.918) + [1/2 x (78.108 + 92.20) x 0.65]kN/m

1.918

= 0.0844kN/m + 55.35kN/m BENDING MOMENT DIAGRAM

= 55.434kN/m ≈ 55.43kN/m

2

3

4

3000

Difference of 0.02 ≈ 0 ∴ Positive area = Negative area Beam F / 2-4 is in equilibrium and structurally stable

2350

650

55.43 kN

0 kN

Page 112

0 kN

Column Analysis

Location of Column

Structural Analysis

: 1. Column M / 11 2. Column J / 4

2

1

Page 113

Column Analysis - Perimeter Column

Structural Analysis

Column M / 11 Roof Level

Structure Roof Self Weight

Roof Beam

Live Load

Dead Load (2.75 x 8.25)m2 x 1.0kN/m2

(2.75 x 8.25)m2 x 0.5kN/m2

= 22.688m2 x 1.0kN/m2

= 22.688m2 x 0.5kN/m2

= 22.688kN/m

= 11.344kN

(2.75 + 8.25)m x 1.62kN/m

-

= 17.82kN Total Load

22.688kN + 17.82kN

11.344kN

= 40.508kN Ultimate Load

40.508kN x 1.4

11.344kN x 1.6

= 56.711kN Total Ultimate Load

= 18.15kN

56.711kN + 18.15kN = 74.861kN ≈ 74.86kN

Page 114

Column Analysis - Perimeter Column

Structural Analysis

Column M / 11 First Floor Level

Structure Slab

Brick Wall

Live Load

Dead Load 3.0m x 1.25m x 3.6kN/m2

3.0m x 1.25m x 1.5kN/m2

= 3.75m x 3.6kN/m2

= 3.75m x 1.5kN/m2

= 13.500kN

= 5.625kN

(3.0 + 1.25)m x 8.55kN/m

-

= 36.338kN Beam

(3.0 + 1.25)m x 1.62kN/m

-

= 6.885kN Column Self Weight

4.192kN

-

Total Load

13.500kN + 36.338kN + 6.885kN

5.625kN

+ 4.192kN = 60.915kN Ultimate Load

60.915kN x 1.4

5.625kN x 1.6

= 85.281kN Total Ultimate Load

= 9.000kN

85.281kN + 9.000kN = 94.281kN ≈ 94.28kN

Page 115

Column Analysis - Perimeter Column

Structural Analysis

Column M / 11 Ground Floor Level

Structure Slab

Beam

Dead Load

Live Load

3.0m x 1.25m x 3.6kN/m2

3.0m x 1.25m x 1.5kN/m2

= 3.75m x 3.6kN/m2

= 3.75m x 1.5kN/m2

= 13.500kN

= 5.625kN

(3.0 + 1.25)m x 1.62kN/m

-

= 6.885kN Column Self Weight

4.192kN

-

Total Load

13.5kN + 6.885kN + 4.192kN

5.625kN

= 24.577kN Ultimate Load

24.577kN x 1.4

5.625kN x 1.6

= 34.408kN Total Ultimate Load

= 9.000kN

34.408kN + 9.000kN = 43.408kN ≈ 43.41kN

∴ Total load on Column M /11 = 74.861kN + 94.281kN + 43.408kN =

Page 116

212.55kN

Column Analysis - Internal Column

Structural Analysis

Column J / 4 Roof Level

Structure Roof Self Weight

Roof Beam

Dead Load

Live Load

6.0m x (3.0 + 1.5)m x 1.0kN/m2

6.0m x (3.0 + 1.5)m x 0.5kN/m2

= 6m x 4.5m x 1.0kN/m2

= 6.0m x 4.5m x 0.5kN/m2

= 27.000kN

= 13.500kN

[(3.0m x 3) + 1.5m] x 1.62kN/m

-

= 17.010kN Total Load

27.0kN + 17.01kN

13.500kN

= 44.010kN Ultimate Load

44.010kN x 1.4

13.500kN x 1.6

= 61.614kN Total Ultimate Load

= 21.600kN

61.614kN + 21.600kN = 83.214kN ≈ 83.21kN

Page 117

Column Analysis - Internal Column

Structural Analysis

Column J / 4 First Floor Level

Structure Slab

Brick Wall

Dead Load

Live Load

6.0m x (1.5 + 3.0)m x 3.6kN/m2

6.0m x (1.5 + 3.0)m x 1.5kN/m2

= 6.0m x 4.5m x 3.6kN/m2

= 6m x 4.5m x 1.5kN/m2

= 97.200kN

= 40.500kN

(3.0 + 3.0)m x 8.55kN/m

-

= 51.300kN Beam

(6.0 + 3.0 + 1.5)m x 1.62kN/m

-

= 17.010kN Column Self Weight

4.192kN

-

Total Load

97.200kN + 51.300kN +

40.500kN

17.010kN + 4.192kN = 169.702kN Ultimate Load

169.702kN x 1.4

40.500kN x 1.6

= 237.583kN Total Ultimate Load

= 64.800kN

237.583kN + 64.800kN = 302.383kN ≈ 302.38kN

Page 118

Column Analysis - Internal Column

Structural Analysis

Column J / 4 Ground Floor Level

Structure Slab

Beam

Dead Load

Live Load

6.0m x (1.5 + 3.0)m x 3.6kN/m2

6.0m x (1.5 + 3.0)m x 1.5kN/m2

= 6m x 4.5m x 3.6kN/m2

= 6m x 4.50m x 1.5kN/m2

= 97.200kN

= 40.500kN

(6.0 + 1.5 + 3.0)m x 1.62kN/m

-

= 10.5m x 1.62kN/m = 17.010kN Column Self Weight

4.192kN

-

Total Load

97.200kN + 17.010kN + 4.192kN

40.500kN

= 118.402kN

Ultimate Load

118.402kN x 1.4

40.500kN x 1.6

= 165.763kN Total Ultimate Load

= 64.800kN

165.763kN + 64.800kN = 230.563kN ≈ 230.56kN

∴ Total load on Column J / 4 = 83.214kN + 302.383kN + 230.563kN = 616.16kN

Page 119

YONG PING PING 0332585

Beam Analysis

Location of Beam

Structural Analysis

: 1. Beam B-D / 8 2. Beam B / 7-9

2

1

Page 121

Beam Analysis - UDL

Structural Analysis

Beam B-D / 8

B

C

DEAD LOAD

D

4000 2000

Beam self weight

2000

1.62kN/m

= length x depth x density of material = (0.225 x 0.3)m2 x 24kN/m3 = 1.620kN/m

8.55kN/m

Brick wall weight = length x depth x density of material = (3.0 x 0.15)m2 x 19kN/m3 = 8.550kN/m Dead load on Slab B-D / 7-8

4.800kN/m

= 3.6kN/m2 x (4/2)m x (2/3) = 4.800kN/m

Dead load on Slab B-D / 8-9 3.150kN/m

= 3.6kN/m2 x (1.75/2)m = 3.150kN/m

18.120kN/m

TOTAL Dead Load on Beam B-D / 8 = (1.620 + 8.550 + 3.150 + 4.80)kN/m = 18.120kN/m

Page 122

Beam Analysis - UDL

Structural Analysis

Beam B-D / 8

B

C

LIVE LOAD

D

4000 2000

2000

Live load on Slab B-D / 7-8 2.000kN/m

= 1.5kN/m2 x (4/2)m x (2/3) = 2.000kN/m

Live load on Slab B-D / 8-9 = 1.5kN/m2 x (1.75/2)m 1.313kN/m

= 1.313kN/m

3.313 kN/m

TOTAL Live load on Beam A-C / 7 = (2.000 + 1.313)kN/m = 3.313kN/m

Page 123

Beam Analysis - UDL

Structural Analysis

Beam B-D / 8

B

C

ULTIMATE LOAD

D

4000 2000

Ultimate dead load

2000

25.368kN/m

= Total dead load x 1.4 = 18.120kN/m x 1.4 = 25.368kN/m

5.301 kN/m

Ultimate live load = Total live load x 1.6 = 3.313kN/m x 1.6 = 5.301kN/m

30.67kN/m

Ultimate load on Beam B-D / 8 = Ultimate dead load + ultimate live load = (25.368 + 5.301)kN/m = 30.669kN/m ≈ 30.67kN/m

Page 124

Beam Analysis - UDL

Structural Analysis

Beam B-D / 8

B

C

REACTION FORCE

D

4000 2000

2000

30.67 kN/m

Pointed load on Beam B-D /8 = 30.669kN/m x 4m = 122.676kN Let RD be the reference point

ΣM = MA + (-MB) = 0

122.68 kN

MB = MD 4m x RB = 2m x 122.676kN RB = 61.337kN ≈ 61.34kN ΣF = 0, ΣFUP = ΣFDOWN RB

RB + RD = 122.67kN RD = 61.337kN ≈ 61.34kN

Page 125

RD

Beam Analysis - UDL

Structural Analysis

Beam B-D / 8 BENDING MOMENT DIAGRAM SHEAR FORCE DIAGRAM Positive area

4000

= (1/2 x 2x 61.337) kN/m = 61.337kN/m

2000

2000

≈ 61.34kN/m 61.34kN

Negative area = (1/2 x 2x 61.337) kN/m = 61.337kN/m

61.34kN + (-61.34kN) = 0kN

(+)

≈ 61.34kN/m 0 kN

∴ Positive area = Negative area Beam B-D /8 is in equilibrium and structurally stable

(-)

61.34kN-122.68kN = -61.34kN

BENDING MOMENT DIAGRAM 4000

2000

2000

61.34 kN

0 kN

Page 126

0 kN

Beam Analysis - UDL & Point load

Structural Analysis

Beam B / 7-9

7

8

DEAD LOAD

9

6000 4250

Beam self weight

1750

1.620 kN/m

= length x depth x density of material = (0.225 x 0.3)m2 x 24kN/m3 = 1.620kN/m

8.550 kN/m

Brick wall weight = length x depth x density of material = (3.0 x 0.15)m2 x 19kN/m3 = 8.550kN/m

7.200 kN/m

Dead load on Slab B-D/ 7-8 = 3.6kN/m2 x (4/2)m = 7.200kN/m

TOTAL Dead Load on Beam B / 7- 8 = (1.620 + 8.550 + 7.200)kN/m = 17.370kN/m 17.370 kN/m

TOTAL Dead Load on Beam B / 8 - 9 = (1.620 + 8.550)kN = 10.170kN/m

Page 127

10.170 kN/m

Beam Analysis - UDL & Point load

Structural Analysis

Beam B / 7-9

7

8

LIVE LOAD

9

6000 4250

Live load on Slab B-D / 7-8

3.000 kN/m

= 1.5kN/m2 x (4/2)m = 3.000 kN/m

TOTAL Live load on Beam B / 7-9 = 1.5kN/m2 x (4/2)m = 3.000 kN/m 3.000 kN/m

Page 128

1750

Beam Analysis - UDL & Point load

Structural Analysis

Beam B / 7-9

7

8

ULTIMATE LOAD

9

6000 4250

Ultimate dead load on Beam B / 7- 8

1750

24.318 kN/m

= Total dead load x 1.4 = 17.37kN/m x 1.4 = 24.318kN/m

14.238kN/m

Ultimate dead load on Beam B / 8 - 9 = Total dead load x 1.4 = 10.17kN/m x 1.4 = 14.238kN/m

4.800 kN/m

Ultimate live load on Beam B / 7-8 = Total live load x 1.6 = 3.000kN/m x 1.6 = 4.800kN/m

29.118 kN/m

Total ultimate load on Beam B / 7- 8 = Total dead load + total live load = (24.318 + 4.800)kN/m = 29.118kN/m 14.238kN/m

Total ultimate load on Beam B / 8 - 9 = Total dead load + total live load = (14.238 + 0.000)kN/m = 14.238kN

Page 129

Beam Analysis - UDL & Point load

Structural Analysis

Beam B / 7-9

7

8

REACTION FORCE

9

6000

Pointed load on Beam B/ 7-8

4250

1750

29.118 kN/m

14.238 kN/m

4250

1750

= 29.118kN/m x 4.25 = 123.752kN Pointed load on Beam B / 8-9 = 14.238kN/m x 1.750 = 24.917kN

61.337 kN/m

Let R7 be the reference point

ΣM = M7 + (-M9) = 0

2125

2125

875

875

M 9 = M7 6m x R9 = [(123.715 x 2.125) +

123.752 kN/m

24.917kN/m

(61.337 x 4.25) + (24.917 x 5.125)]kN R9 = 108.554kN ≈ 108.55kN R7

ΣF = 0, ΣFUP = ΣFDOWN R7 + R9 = (123.715 + 61.337 + 24.917)kN R7 = 101.444kN ≈ 101.44kN

Page 130

R9

Beam Analysis - UDL & Point load

Structural Analysis

Beam B / 7-9

SHEAR FORCE DIAGRAM

SHEAR FORCE DIAGRAM

7

Using Triangular Ratio Proportion:

8

9

6000 4250

101.444kN

1750

x

22.31

=

123.752 x

=

0.766

101.444kN - 123.752kN = -22.308kN

(+)

4.250

(-)

0 kN

-22.308kN - 61.337kN = -83.646kN -83.646kN - 24.917kN = -108.554kN

BENDING MOMENT DIAGRAM Positive area

22.31

= (1/2 x 101.444 x 3.484) kN/m = 176.715kN/m

123.572

≈ 176.72kN/m Negative area x

= (1/2 x 0.766x 22.31)kN/m + [1/2 x (108.554+83.64) x 1.75]kN/m

4.25

= 176.714kN/m BENDING MOMENT DIAGRAM

≈ 176.71kN/m

8

7

Difference = 0.01 ≈0

9

6000 4250

∴ Positive area = Negative area Beam 7 / A-C is in equilibrium and structurally stable

1750

176.715 kN

0 kN

Page 131

0 kN

Column Analysis

Location of Column

Structural Analysis

: 1. Column F / 11 2. Column G / 9

2

1

Page 132

Column Analysis - Perimeter Column

Structural Analysis

Column F / 11 Roof Level

Structure Roof Self Weight

Roof Beam

Live Load

Dead Load 4.5m x (5.25 + 3.0)m x 1.0kN/m2

4.5m x (5.25 + 3.0)m x 0.5kN/m2

= 4.5m x 8.25m x 1.0kN/m2

= 4.5m x 8.25m x 0.5kN/m2

= 37.125kN

= 18.563kN

(6.0 + 5.25 + 1.5)m x 1.62kN/m

-

= 20.655kN Total Load

37.125kN + 20.655kN

18.563kN

= 57.780kN Ultimate Load

57.780kN x 1.4

18.563kN x 1.6

= 80.892kN Total Ultimate Load

= 29.701kN

80.892kN + 29.701kN = 110.593kN ≈ 110.59kN

Page 133

Column Analysis - Perimeter Column

Structural Analysis

Column F / 11 First Floor Level

Structure Slab

Roof Self Weight

Brick Wall

Live Load

Dead Load (3.0 x 3.0)m2 x 3.6kN/m2

(3.0 x 3.0)m2 x 1.5kN/m2

= 9.0m2 x 3.6kN/m2

= 9.0m2 x 1.5kN/m2

= 32.400kN

= 13.500kN

[9.0 + (8.25 x 1.5)]m2 x 1.0kN/m2

[9.0 + (8.25 x 1.5)]m2 x 0.5kN/m2

= 21.375m2 x 1.0kN/m2

= 21.375m2 x 0.5kN/m2

= 21.375kN

= 10.688kN

(3.0 + 3.0)m x 8.55kN/m

-

= 51.300kN Beam

(2.0 + 6.0 + 5.25)m x 1.62kN/m

-

= 21.465kN Column Self Weight

4.192kN

-

Total Load

(32.4 + 21.375 + 51.3 +

24.188kN

21.465 + 4.192)kN = 130.732kN Ultimate Load

130.732kN x 1.4

24.188kN x 1.6

= 183.025kN Total Ultimate Load

= 38.700kN

183.025kN + 38.700kN = 221.726kN ≈ 221.73kN

Page 134

Column Analysis - Perimeter Column

Structural Analysis

Column F / 11 Ground Floor Level

Structure Slab

Brick Wall

Dead Load

Live Load

3.0m x (3.0 + 2.0)m x 3.6kN/m2

3.0m x (3.0 + 2.0)m x 1.5kN/m2

= 3.0m x 5.0m x 3.6kN/m2

= 3.0m x 5.0m x 1.5kN/m2

= 54.000kN

= 22.500kN

(3.0 + 3.0 + 2.0)m x 8.55kN/m

-

= 68.400kN Beam

(3.0 + 3.0 + 2.0)m x 1.62kN/m

-

= 12.960kN Column Self Weight

4.192kN

-

Total Load

54kN + 68.4kN + 12.96kN +

22.500kN

4.192kN = 139.552kN Ultimate Load

139.552kN x 1.4

22.5kN x 1.6

= 195.373kN Total Ultimate Load

= 36.000kN

195.373kN + 36kN = 231.373kN ≈ 231.37kN

∴ Total load on Column F11 = 110.593kN + 221.726kN + 231.373kN = 563.692kN ≈ 563.69kN Page 135

Column Analysis - Internal Column

Structural Analysis

Column G / 9 Roof Level

Structure Roof Self Weight

Roof Beam

Live Load

Dead Load (6.0 x 3.0 x 1.0)m + (3.0 x 4.5x

[(3.0 x 6.0)m + (3.0 x 4.5)m] x

1.0)m

0.5kN/m2

= 18.0m + 13.5kN/m2

= 31.5 x 0.5kN/m2

= 31.500kN/m

= 15.75kN

[(3.0 x 2.0)m + (3.0 x 2.0)m] x

-

1.62kN/m = 19.440kN Total Load

31.500kN + 19.44kN

15.75kN

= 50.940kN Ultimate Load

50.940kN x 1.4

15.75kN x 1.6

= 71.316kN Total Ultimate Load

= 25.200kN

71.316kN + 25.200kN = 96.516kN ≈ 96.52kN

Page 136

Column Analysis - Internal Column

Structural Analysis

Column G / 9 First Floor Level

Structure Slab

Live Load

Dead Load

(4.5 + 18.0 + 9.0)m x 1.5kN/m2

[(1.5 x 3.0)m + (3.0 x 6.0)m + (3.0 x 3.0)m] x 3.6kN/m2 = (4.5 + 18 +9)m x 3.6kN/m2

= 31.5m x 1.5kN/m2 = 47.250kN

= 113.400kN Brick Wall

(3.0 + 3.0)m x 8.55kN/m

-

= 51.300kN Beam

[(3.0 x 2)m + (3.0 x 2)m + 3.0] x

-

1.62kN/m = 24.300kN Column Self Weight

4.192kN

-

Total Load

113.4kN + 51.3kN + 24.300kN +

47.250kN

4.192kN = 193.192kN Ultimate Load

193.192kN x 1.4

47.250kN x 1.6

= 270.469kN Total Ultimate Load

= 75.600kN

270.469kN + 75.600kN = 346.069kN ≈ 346.07N

Page 137

Column Analysis - Internal Column

Structural Analysis

Column G / 9 Ground Floor Level

Structure Slab

Brick Wall

Dead Load

Live Load

6.0m x 6.0m x 3.6kN/m2

6.0m x 6.0m x 1.5kN/m2

= 36.0m x 3.6kN/m2

= 36.0m x 1.5kN/m2

= 129.600kN

= 54.000kN

(3.0 x 2)m x 8.55kN/m

-

= 51.300kN Beam

(6.0m + 6.0m) x 1.62kN/m

-

= 19.440kN Column Self Weight

4.192kN

-

Total Load

129.6kN + 51.3kN + 19.44kN

54.000kN

4.192kN = 204.532kN Ultimate Load

204.532kN x 1.4

54.000kN x 1.6

= 286.345kN Total Ultimate Load

= 86.400kN

286.345kN + 86.400kN = 372.745kN ≈ 372.75kN

∴ Total load on Column L / 9 = 96.516kN + 346.096kN + 372.745kN = 815.357kN ≈ Page 138

815.36kN