B structure

School of Architecture, Building and Design

Bachelor of Science (Hons) in Architecture

Building Structure (ARC 2523/BLD 61003)

Project 2 Beam and Column Analysis

Tutor : Mr. Mohd Adib Ramli

Group Member

Student Name Student ID

Andy Heng Wee Xiang 0327152

Leong Yu Shi 0322586

Yeoh Xiang An 0322691

Table of Content

1. Introduction to Project

2. Architectural Plan Drawings

3. Structural Plan Drawings

4. Slab System Analysis

5. 3D Digital Skeletal Model

6. Individual Analysis

- 6.1 – Andy Heng Wee Xiang

- 6.2 – Leong Yu Shi

- 6.3 – Yeoh Xiang An

7. Conclusion

8. References

1. Introduction to Project

In this project, we are to be in a group of 3 and select 2 different floor shapes

with dimensions and plan our own bungalow spaces. We are to identify and

analyze 6 different load beams and 3 different types of columns. At first, we are to

produce architectural and structural plan drawings of each floors for further

analysis due to calculation has to be carried out.

From the information we have gathered on the structural plan drawings, we need

to calculate and identify the slab system and load distribution for the beams and

columns. Each of us is required to calculate minimum of 6 different load beams

and 3 columns from both ground floor and first floor. Formulas used are as

follow :

Slab System

Beam Calculation

Ly/Lx > 2 - One way slab system

Ly/Lx < 2 - Two way slab system

Beam Self-Weight = beam size x density of reinforced concrete

Slab Dead Load = thickness x density of reinforced concrete x Lx/2

(Trapezoid)

= thickness x density of reinforced concrete x Lx/2 x 2/3

(Triangular)

Slab Live Load = live load (UBBL) x Lx/2 (Trapezoid)

= live load (UBBL) x Lx/2 x 2/3 (Triangular)

Brick Wall Dead Load = wall height x thickness x density of bricks

Column Calculation

Specifications

Reinforced Concrete Density = 24kN/m3

Bricks Density = 19kN/m3

1. Bedrooms (1 Master Bedroom and 2 Bedrooms)

2. Changing Room

3. Main Room

4. Guest Room

5. Bathrooms

6. Storage Room

7. Laundry Area

8. Garden

9. Kitchen

10. Corridor

11. Living Room

12. Gathering Space

13. Study Room

*According to UBBL, all residential buildings (bungalow) live load factor should be

1.5kN/m2

Beam Self-Weight = beam size x density of reinforced concrete x length

Slab Dead Load = thickness x density of reinforced concrete x

tributary area

Slab Live Load = live load (UBBL) x tributary area

Brick Wall Self-Weight = thickness x wall height x density of bricks x length

Column Self-Weight = width x length x height x density of reinforced concrete

2. Architectural Drawings

1 4 6 75 8

2500 2700 4000 2000 40002150

1 4 6 75 8

2500 2700 4000 2000 40002150

3. Structural Plan Drawings

1 4 6 75 8

2500 2700 4000 2000 40002150

1 4 6 75 8

2500 2700 4000 2000 40002150

1 4 6 75 8

2500 2700 4000 2000 40002150

1 4 6 75 8

2500 2700 4000 2000 40002150

1 4 6 75 8

2500 2700 4000 2000 40002150

1 4 6 75 8

2500 2700 4000 2000 40002150

4. Slab System Drawings

1 4 6 75 8

2500 2700 4000 2000 40002150

1 4 6 75 8

2500 2700 4000 2000 40002150

1 4 6 75 8

2500 2700 4000 2000 40002150

1 4 6 75 8

2500 2700 4000 2000 40002150

1 4 6 75 8

2500 2700 4000 2000 40002150

1 4 6 75 8

2500 2700 4000 2000 4000

5. Column

(Tributary Area Method)

1 4 6 75 8

2500 2700 4000 2000 40002150

1 4 6 75 8

2500 2700 4000 2000 40002150

1 4 6 75 8

2500 2700 4000 2000 40002150

6. 3D Model

3D Model of the Structural System

Beams and Columns

ANDY HENG WEE XIANG

BEAM AND COLUMN ANALYSIS

Ground Floor Beam (2/C1-D)

Dead Load

Concrete Beam Self-Weight = (0.3 x 0.2)m² x 24kN/m³

= 1.44 kN/m

Slab Self Weight = 0.15m x 24kN/m

= 3.6 kN/m²

Slab 1-2/C1-D = 3.6kN/m² x (2.5/2)m

= 4.5kN/m

Slab 2-4/C1-D = 2/3[3.6kN/m² x (2.95/2)]m

= 3.54kN/m

Brick Wall Self-Weight = (3x0.15)m² x 19kN/m³

= 8.55 kN/m

Total Dead Load = (1.44 + 4.5 + 3.54 + 8.55)kN/m

= 18.03kN/m

Slab 1‐2/C1‐D = 2875/2500

= 1.15 < 2 (Two Way Slab)

Slab 2‐4/C1‐D = 3500/2875

Reinforced Concrete Density = 24kN/m³

Brick Density = 19kN/m³

Live Load

(Assuming storage = 2.0kN/m², others = 1.5kN/m² )

Slab 1-2/C1-D = 2kN/m² x (lx/2)m

= 2kN/m² x (2.5/2)m

= 2.5kN/m

Slab 2-4/C1-D = 2/3[1.5kN/m² x (2.95/2)]m

= 1.48 kN/m

Total Live Load = 3.98 kN/m

Ultimate Load

Total Dead Load (1.4) + Total Live Load (1.6)

= 18.03kN/m(1.4) + 3.98kN/m(1.6)

= (25.24 + 6.37) kN/m

= 31.61kN/m

Total Point Load

= 31.61kN/m x 2.95m

= 93.25kN

Reaction Force

Calculate Moment at Point D

M(D) = 0

2.95RCy – 93.25(1.475) = 0

RCy = 46.625 kN (46.63kN)

Calculate Vertical Forces = 0

ΣFy = 0

-93.25kN + 46.625kN + R(Dy) = 0

R(Dy) = 46.625kN (46.63kN)

Shear Force Diagram

From Uniform Distribution Load,

0 + 46.63 = 46.63kN

46.63 – 93.25 = -46.63

-46.63 + 46.63 = 0

(Assuming 46.63 = 46.625)

Bending Moment Diagram

Calculate Area in Sheer Force Diagram

= ½ x 46.63kN x 1.475m

= 34.39kNm

Ground Floor Beam (3/D-E)

Dead Load

= 1.44 kN/m

= 3.6 kN/m²

Slab 1-3/D-E = 2/3[3.6kN/m² x (2.75/2)]m

= 3.3kN/m

Slab 3-4/D-E = 3.6kN/m² x (2.15/2)m

= 3.87kN/m

= 8.55 kN/m

= 17.16kN/m

Slab 1‐3/D‐E = 3850/2750

Slab 3‐4/D‐E = 2750/2150

Live Load

(Assuming Bathroom = 2.0kN/m², others = 1.5kN/m² )

Slab 1-3/D-E = 2/3[1.5kN/m² x (2.75/2)]m

= 1.38kN/m

Slab 3-4/D-E = 2kN/m² x (2.15/2)]m

= 2.15 kN/m

Ultimate Load

= 24.02kN/m(1.4) + 3.53kN/m(1.6)

= (24.02 + 5.65) kN/m

= 29.67kN/m

Total Point Load

= 29.67kN/m x 2.75m

= 81.59kN

Reaction Force

Calculate Moment at Point D

M(E) = 0

2.75RDy – 81.59(1.375) = 0

RDy = 40.8 kN

ΣFy = 0

-81.59kN + 40.8kN + R(Ey) = 0

R(Ey) = 40.8 kN

Shear Force Diagram

0 + 40.8 = 40.8kN

40.8 – 81.59 = -40.8

-40.8 + 40.8 = 0

= ½ x 40.8kN x 1.375m

= 28.05kNm

Ground Floor Beam (1-4/D)

Dead Load

= 1.44 kN/m

= 3.6 kN/m²

Slab 1-2/C1-D = 2/3[3.6kN/m² x (2.5/2)m]

= 3kN/m

Slab 2-4/C1-D = 3.6kN/m² x (2.95/2)

= 5.31kN/m

Slab 1-3/D-E = 3.6kN/m² x (2.75/2)m

= 4.95kN/m

Slab 3-4/D-E = 2/3[3.6kN/m² x (2.15/2)]m

= 2.58 kN/m

= 8.55 kN/m

Slab 1‐2/C1‐D = 2875/2500

Slab 2‐4/C1‐D = 3500/2875

Slab 1‐3/D‐E = 3850/2750

Slab 3‐4/D‐E = 2750/2150

Total Dead Load

Slab 1-2 = 1.44 + 8.55 + 3 + 4.95

= 17.94kN/m

Slab 2-3 = 1.44 + 8.55 + 5.31 + 4.95

= 20.25kN/m

Slab 3-4 = 1.44 + 8.55 + 5.31 + 2.58

= 17.63 kN/m

Live Load

Slab 1-2, C1-D = 2/3(2kN/m2 x 2.5/2)

= 1.67kN/m

Slab 2-4, C1-D = (1.5 x 2.95/2)

= 2.21kN/m

Slab 1-3, D-E = (1.5 x 2.75/2)

= 2.06kN/m

Slab 3-4, D-E = 2/3 (2kN/m2 x 2.15/2)

= 1.43 kN/m

Total Live Load

Slab 1-2 = 1.67 + 2.06

= 3.73kN/m

Slab 2-3 = 2.21 + 2.06

= 4.27kN/m

Slab 3-4 = 2.16 + 1.43

= 3.59 kN/m

Ultimate Load

Slab 1-2 = Total Dead Load (1.4) + Total Live Load (1.6)

= 17.94kN/m(1.4) + 3.73kN/m(1.6)

= (25.11 + 5.97) kN/m

= 31.08kN/m

= 20.25kN/m(1.4) + 4.27kN/m(1.6)

= (28.35 + 6.83) kN/m

= 35.18kN/m

= 17.63kN/m(1.4) + 3.59kN/m(1.6)

= (24.68 + 5.74) kN/m

= 30.42kN/m

Total Point Load

Slab 1-2 = 31.08kN/m x 2.5

= 77.7kN

Slab 2-3 = 35.18 kN/m x 1.35

= 47.49kN

Slab 3-4 = 30.42kN/m x 2.15

= 65.4kN

Reaction Force

Adding point load from beam 2, C1-D and 3, D-E

Calculate Moment at Point 2

M(2) = 0

6R1y – 4.75(77.7) – 3.5(46.63) – 2.825(47.49) – 2.15(40.22) – 1.075(65.4) = 0

6R1y = 823.23 kN

R1y = 137.21kN

ΣFy = 0

-77.7 – 46.63 – 47.49 – 40.22 – 65.4 + 137.21kN + R(2y) = 0

R(2y) = 140.23 kN

Shear Force Diagram

0 + 137.21 = 137.21

137.21 – 77.7 = 59.51

59.51-46.63 = 12.88

12.88 – 47.49 = -34.61

-34.61 – 40.22= -74.83

-74.83 – 65.4 = -140.23

-140.23 + 140.23 = 0

Positive

½ (59.51 + 137.21) x 2.5 = 245.9

½ (0.37x12.88) = 2.38

Total = 245.9 + 2.38

= 248.28 (248kNm)

Negative

½ (34.61 x 0.98) = 16.96

½ (74.83 + 140.23) x 2.15 = 231.18

Total = 16.96 + 231.18

= 248.14 (248kNm)

First Floor Beam (4-5/A1)

Dead Load

= 1.44 kN/m

= 3.6 kN/m²

Slab 4-5/A-A1 = 2/3[3.6kN/m² x (2.7/2)]m

= 3.24kN/m

Slab 4-5/A1-C = 3.6kN/m² x (1.95/2)m

= 3.51kN/m

= 8.55 kN/m

= 16.74kN/m

Slab 4‐5/A‐A1 = 2800/2700

Slab 3‐4/A1‐C = 2700/1950

Live Load

Slab 4-5/A-A1 = 2/3[2kN/m² x (2.7/2)]m

= 1.8kN/m

Slab 4-5/A1-C = 1.5kN/m² x (1.95/2)m

= 1.46 kN/m

Ultimate Load

= 16.74kN/m(1.4) + 3.26kN/m(1.6)

= (23.44 + 5.22) kN/m

= 28.66kN/m

Total Point Load

= 28.66kN/m x 2.7m

= 77.38kN

Reaction Force

M(5) = 0

2.7R4y – (77.38 x1.35) = 0

R4y = 38.69 kN

ΣFy = 0

-77.38kN + 38.69kN + R(5y) = 0

R(5y) = 38.69 kN

Shear Force Diagram

0 + 38.69 = 38.69kN

38.69 – 77.38 = -38.69

-38.69 + 38.69 = 0

= ½ x 38.69kN x 1.35m

= 26.12kNm

First Floor Beam (4/A-C)

Dead Load

= 1.44 kN/m

= 3.6 kN/m²

Slab 1-4/A-C = 2/3[3.6kN/m² x (4.75/2)]m

= 5.7kN/m

Slab 4-5/A-A1 = 3.6kN/m² x (2.7/2)m

= 4.86kN/m

= 8.55 kN/m

Total Dead Load

A-A1 = (1.44 + 5.7 + 4.86 + 8.55)kN/m

= 20.55kN/m

A1-C = (1.44 + 8.55 + 5.7 + 3.51)kN/m

= 19.2kN/m

Slab 1‐4/A‐C = 6000/4750

Slab 4‐5/A‐A1 = 2800/2700

Slab 3‐4/A1‐C = 2700/1950

Live Load

Slab 1-4/A- C = 2/3[1.5kN/m² x (4.75/2)]m

= 2.38kN/m

Slab 4-5/A-A1 = 2kN/m² x (2.7/2)]m

= 2.7 kN/m

Slab 4-5/A1-C = 1.5kN/m² x (1.95/2)]m

= 1.46 kN/m

Total Live Load

A-A1 = 2.38 + 2.7 = 5.08 kN/m

A1-C = 2.38 + 1.46 = 3.84 kN/m

Ultimate Load

Dead Load

A-A1 = 20.55kN/m(1.4) = 28.77 kN/m

A1-C = 19.2 (1.4) = 26.88kN/m

Live Load

A-A1 = 5.08(1.6) = 8.13 kN/m

A1-C = 3.84(1.6) = 6.14kN/m

Total Ultimate Load

A-A1 = 28.77 + 8.13 = 36.9kN/m

A1-C = 26.88 + 6.14 = 33.02kN/m

Adding Beam A1/4-5 (38.69kN) to beam A-C/4

Reaction Force

Calculate Moment at Point C

M(C) = 0

4.75Ray – 3.35 (103.32) – 1.95(38.69) – 0.975(64.39) = 0

4.75Ray -346.12 – 75.45 – 62.78 = 0

4.75Ray= 484.35

RAy = 101.97 kN

ΣFy = 0

-103.32kN – 38.69kN – 64.39kN + 101.97kN + R(Cy) = 0

R(Cy) = 104.43 kN

Shear Force Diagram

0 + 101.97 = 101.97 101.97-103.32kN = - 1.35 -1.35 - 38.69 = -40.04 -40.04 – 64.39 = -104.43 -104.43 + 104.43 = 0

Positive area

1.35/(101.97+1.35) = X/ 2800 X= 36.59mm (0.037m)

½ (101.97 x (2.8 – 0.0370) = 140.87kNm (140.9kNm)

Negative area ½ (1.35 x 0.037) = 0.025 – small triangle ½ (40.04 + 104.43) x 1.95 = 140.86

Total Negative = 140.86 + 0.025 = 140.885 (140.9kNm)

First Floor Beam (1-5/C)

Dead Load Concrete Beam Self-Weight = (0.3 x 0.2)m² x 24kN/m³

= 1.44 kN/m

= 3.6 kN/m²

Slab 1-4/A-C = 3.6kN/m² x (4.75/2)m

= 8.55kN/m

Slab 1-4/C-C1 = 3.6kN/m² x (2.325/2)m

= 4.19kN/m

Slab 4-5/A1-C = 3.6kN/m² x (1.95/2)m

= 3.51kN/m

Slab 4-5/C-D = 3.6kN/m² x (2.7/2)m

= 4.86kN/m

= 8.55 kN/m

Total Dead Load

Slab 1-4 = 8.55 + 4.185 = 12.74kN/m

Slab 4-5 = 3.51 + 4.86 = 8.37kN/m

Slab 1‐4/A‐C = 6000/4750

Slab 4‐5/A‐A1 = 2800/2700

Slab 3‐4/A1‐C = 2700/1950

Live Load

Slab 1-4/A-C = 1.5kN/m² x (4.75/2)m

= 3.56kN/m

Slab 1-4/C-C1 = 1.5kN/m² x (2.325/2)m

= 1.74 kN/m

Slab 4-5/A1-C = 1.5kN/m² x (1.95/2)m

= 1.46 kN/m

Slab 4-5/C-D = 1.5kN/m² x (2.7/2)m

= 2.03kN/m

Total Live Load

Slab 1-4 = 3.56 + 1.74 = 5.3 kN/m

Slab 4-5 = 1.46 + 2.03 = 3.49kN/m

Ultimate Load

DL Slab 1-4 : 12.74kN/m(1.4) = 17.84 kN/m LL Slab 1-4 : 5.3kN.m (1.6) = 8.48kN/m Total = 26.32 kN/m DL Slab 4-5 : 8.37 kN/m(1.4) = 11.7kN/m LL Slab 4-5 : 3.49 kN/m (1.6) = 5.58kN/m Total = 17.28kN/m

Adding Beam A-C/4 (104.43kN) to beam A-C/1-5

26.32 kN/m x 6m = 157.92kN 17.28kN/m x 2.7 = 46.66kN

Reaction Force

M(5) = 0

8.7R1y- 5.7(157.92) – 2.7(104.43) – 1.35(46.66) = 0

8.7R1y = 900.14 + 281.96 + 62.99

8.7R1y = 1245.09

R1y = 143.11 kN

ΣFy = 0

-157.92 – 104.43 – 46.66 + 143.11 + R(5y) = 0

R(5y) = 165.9 kN

Shear Force Diagram

0 + 143.11 = 143.11kN

143.11 – 157.92 = -14.81

-14.81 – 104.43 = -119.24

-119.24 – 46.66 = -165.9

-165.9 + 165.9 = 0

14.81/(14.81+143.11) = X / 6 X = 0.56m

Positive Area ½ [(6-0.56) x 143.11] = 389.26 (389kNm)

Negative Area ½ [(0.56x14.81) = 4.15 – mini triangle ½ (119.24+165.9) x 2.7 = 389.1 (389kNm)

Column D1

Dead Load

Ground Floor

Total wall length = 3.15 + 3.15 + 3.15 + 4.38 = 13.83m

Wall = 13.83m x 8.55 = 118.25 kN

Slab = 3.15 x 4.38 x 3.6kN/m2 = 49.67kN

Beam length = 3.15 +3.15 + 3.15 +4.38 = 13.83m

Beam = 13.83 x 1.44 = 19.92 kN

Column = 6.48kN

Total = 118.25 + 49.67 + 19.92 + 6.48 = 194.32 kN

Brick Wall (150mm) = 0.15 x 3 x 19kN/m3

= 8.55 kN/m

Beam = 0.2 x 0.3 x 24kN/m3

= 1.44kN/m

Slab = 0.15 x 24kN/m3

= 3.6kN/m2

Column = 0.3x 0.3 x 3m x 24kN/m3

= 6.48kN

First Floor

Total wall length = 6.48+ 3.15 + 0.98 = 10.61m

Wall = 10.61m x 8.55 = 90.72 kN

Slab = (3.15 x 6.48) x 3.6kN/m2 = 73.48kN

Beam length = 6.48+ 3.15 + 0.9 = 10.61m

Beam = 10.61m x 1.44 = 15.28 kN

Column = 6.48kN

Total = 90.72 + 73.48 + 15.28 + 6.48 = 185.96 kN

Roof Level

Slab = (6.48 x 3.15 ) x 1kN/m2 = 20.41kN

Roof beam = 10.61 x 1kN/m2

= 10.61 kN

Total dead load = 194.32 + 185.96 + 20.41 + 10.61 = 411.3 kN

Total ultimate dead load = 411.3 x 1.4 = 575.82kN

Live Load

Ground

Storage (3 x 2.65) x 2kN/m2 = 15.9kN

Maid’s room (1.38 x 3.15) x 1.5 kN/m2 = 6.52kN

Corridor (0.5 x 3) x 1.5kN/m2 =2.25 kN

Total 15.9 + 6.52 + 2.25 = 24.67 kN

Master Bedroom (5.35 x 3.15m) x 1.5 kN/m2 = 25.28kN

Changing room (1.13 x 3.15m) x 1.5 kN/m2 = 5.34kN

Total 25.28kN + 5.34kN = 30.62kN

(3.15 x 6.48 ) x 0.5 kN/m2 = 10.21kN

Total live load 24.67kN + 30.62kN + 10.21kN = 65.5kN

Total ultimate live load 65.5 x 1.6 = 104.8kN

Total Ultimate load acting on column D1 is 575.82 + 104.8 kN = 680.62kN

Column F1

Dead Load

Ground Floor

Total wall length = 2.63 + 3.15 = 5.78m

Wall = 5.78m x 8.55kN/m2 = 49.42 kN

Slab = (2.63 x 3.15) x 3.6kN/m2 = 29.82kN

Beam length = 2.63 + 3.15 = 5.78m

Beam = 5.78 x 1.44 = 8.32 kN

Column = 6.48kN

Total = 49.42 + 29.82 + 8.32+ 6.48 kN = 94.04kN

= 8.55 kN/m

Beam = 0.2 x 0.3 x 24kN/m3

= 1.44kN/m

Slab = 0.15 x 24kN/m3

= 3.6kN/m2

= 6.48kN

First Floor

Total wall length = 2.63+ 2.63 + 3.15 = 8.41m

Wall = 8.41m x 8.55kN/m2 = 71.91 kN

Slab = (3.15 x 2.63) x 3.6kN/m2 = 29.82kN

Beam length = 2.63 + 2.63 + 3.15 = 8.41m

Beam = 8.41m x 1.44 = 12.11kN

Column = 6.48kN

Total = 71.91 + 29.82 + 12.11 + 6.48 = 120.32 kN

Roof Level

Slab = (2.63 x 3.15 ) x 1kN/m2 = 8.28 kN

Beam Length = 2.63 + 2.63 + 3.15 = 8.41m

= 8.41 kN

Total dead load = 94.04 + 120.32 + 8.41 + 8.28kN = 231.05 kN

Live Load

Ground

Guess Room (3.15 x 2.63) x 1.5kN/m2 = 12.43kN

Changing Bedroom (2.63 x 3.15m) x 1.5 kN/m2 = 12.43kN

(3.15 x 2.63 ) x 0.5 kN/m2 = 4.14kN

Total live load 12.43kN + 12.43kN + 4.14kN = 29kN

Total ultimate live load 29 x 1.6 = 46.4kN

Total ultimate load acting on column F1 is 323.47 + 46.4 kN = 369.87kN

Column A2

Dead Load

Ground Floor

Total wall length = 1.83 + 3.5 = 5.33m

Wall = 5.33m x 8.55kN/m2 = 45.57 kN

Slab = (1.83 x 3.5) x 3.6kN/m2 = 23.06kN

Beam length = 1.83+3.5 = 5.33m

Beam = 5.33 x 1.44 = 7.68kN

Column = 6.48kN

Total = 45.57 + 23.06 +7.68 + 6.48 kN = 82.79kN

= 8.55 kN/m

Beam = 0.2 x 0.3 x 24kN/m3

= 1.44kN/m

Slab = 0.15 x 24kN/m3

= 3.6kN/m2

= 6.48kN

First Floor

Total wall length = 4.52 + 5.13 + 1.37 + 4.52 = 15.54m

Wall = 15.54m x 8.55kN/m2 = 132.87 kN

Slab = (4.52 x 5.13) x 3.6kN/m2 = 83.48kN

Beam length = 4.52 + 1.37 + 4.52 + 5.13 = 15.54m

Beam = 15.54 x 1.44 = 22.38kN

Column = 6.48kN

Total = 132.87 + 83.48 + 22.38 + 6.48 = 245.21 kN

Roof Level

Slab = (4.52 x 5.13 ) x 1kN/m2 = 23.19kN

Beam Length = 4.52 + 4.52 + 5.13 = 14.17m

= 14.17 kN

Total dead load = 82.79 + 245.21 + 14.17 + 23.19 = 365.36 kN

Live Load

Ground

Kitchen (1.83x3.5) x 2.0kN/m2 = 12.81kN

Bedroom (3x4.9m) x 1.5 kN/m2 = 22.05kN

Bathroom (2.95 x 1.52) x 2.0kN/m2 = 8.97kN

Study Room (0.23 x 3) x 1.5kN/ m2 = 1.04kN

Corridor (1.52 x 0.23) 1.5kN/ m2 = 0.52kN

Total first floor live load 22.05+8.97+1.04+0.52 = 32.58kN

(4.52 x 5.13 ) x 0.5 kN/m2 = 11.59kN

Total live load 12.81kN + 32.58kN + 11.59kN = 56.98kN

Total ultimate live load 56.98 x 1.6 kN = 91.17 kN

Total ultimate load acting on column A2 is 511.5 + 91.17 kN = 602.67kN

YEOH XIANG ANN

Ground Floor Beam (4-5/A1)

Dead Load

= 1.44 kN/m

Slab 1-2/C1-D = (0.15m x 24kN/m³)kN/m² x (1.95/2)m

= 3.51 kN/m

= 3.24 kN/m

Brick Wall Self-Weight = (3 x 0.15)m² x 19kN/m³

= 8.55 kN/m

= 16.74 kN/m

Slab 1‐2/C1‐D = 2950/2500

Slab 2‐4/C1‐D = 3500/2950

Concrete Density = 24kN/m³

Live Load

Slab 1-2/C1-D = 2.0kN/m² x (2.7 x 2/3)m

= 2.21 kN/m

Slab 2-4/C1-D = 1.5kN/m² x (1.95/2)m

= 1.46 kN/m

Total Live Load = (2.21 + 1.46) kN/m

= 3.26 kN/m

Ultimate Load

= 16.74kN/m(1.4) + 3.26kN/m(1.6)

= (23.44 + 5.22) kN/m

= 28.66 kN/m

Reaction Force

Calculate Moment at Point A

M(A) = 0

R(B) = 38.69 kN

ΣFy = 0

R(A) = 38.69kN

Load Diagram

Shear Force Diagram

Ground Floor Beam (5-5A/B)

Dead Load

= 1.44 kN/m

Slab 3-4/B1-C1 = (0.15m x 24kN/m³)kN/m² x (3.87x2/3)m

= 2.58 kN/m

Slab 3-4/B1-C1 = (0.15m x 24kN/m³)kN/m² x (1.45/2)m

= 2.61 kN/m

= 8.55 kN/m

Total Dead Load = (3.87+2.58+2.61)kN/m

= 15.18 kN/m

Live Load

Slab 1-3/B1-C1 = 1.5kN/m² x (3.87x2/3)m

= 1.08 kN/m

Slab 3-4/B1-C1 = 1.5kN/m² x (1.45/2)m

= 1.08 kN/m

= 2.16 kN/m

Slab 1‐3/B1‐C1 = 3825/3000

Slab 3‐4/B1‐C1 = 3000/2175

Ultimate Load

= 15.18kN/m(1.4) + 2.16kN/m(1.6)

= (21.25 + 3.46) kN/m

= 24.71 kN/m

Reaction Force

M(A) = 0

R(B) = 26.57 kN

ΣFy = 0

R(A) = 26.57kN

Load Diagram

Shear Force Diagram

Ground Floor Beam (5/A-C)

Dead Load

= 1.44 kN/m

= 4.86 kN/m

Slab 3-4/B1-C1 = (0.15m x 24kN/m³)kN/m² x (3.51x2/3)m

= 2.34 kN/m

= 3.87 kN/m

Slab 2-4/C1-D = (0.15m x 24kN/m³)kN/m² x (2.61x2/3)m

= 1.74 kN/m

= 8.55 kN/m

Total Dead Load

Beam (1 – 2) = (1.44+4.86+3.87+8.55)kN/m

= 18.72 kN/m

Slab 1‐3/B1‐C1 = 3825/3000

Slab 3‐4/B1‐C1 = 3000/2175

Slab 1‐2/C1‐D = 2950/2500

Slab 2‐4/C1‐D = 3500/2950

Beam (2 – 3) = (1.44+2.34+3.87+8.55)kN/m

= 16.2 kN/m

Beam (3 – 4) = (1.44+2.34+1.74+8.55)kN/m

= 17.94 kN/m

Live Load

Slab 1-3/B1-C1 = 2.0kN/m² x (2.7/2)m

= 2.7 kN/m

Slab 3-4/B1-C1 = 1.5kN/m² x (1.45 x 2/3)m

= 0.98 kN/m

Slab 1-2/C1-D = 1.5kN/m² x (2.15/2)m

= 1.61 kN/m

Slab 2-4/C1-D = 1.5kN/m² x (1.09/2)m

= 0.725 kN/m

Total Live Load

Beam (1 – 2) = (2.7+1.61)kN/m

= 4.31 kN/m

Beam (2 – 3) = (0.98 + 1.61)kN/m

= 2.59 kN/m

Beam (3 – 4) = (0.98+ 0.725)kN/m

= 1.7 kN/m

Ultimate Load

Beam (1 – 2) = 18.72kN/m(1.4) + 4.31kN/m(1.6)

= 26.21 kN/m

Beam (2 – 3) = 16.2kN/m(1.4) + 2.59kN/m(1.6)

= 26.82 kN/m

Beam (3 – 4) = 17.94kN/m(1.4) + 1.7kN/m(1.6)

= 27.84 kN/m

Reaction Force

M(A) = 0

(-90.7kN x 1.4m) + (-13.41kN x 3.05m) + (-40.36kN x 4.025m)

+ (-38.69kN x 2.8m) + (-26.57kN x 3.3m) + R(BC) x (4.75m) = 0

R(C) = 111.4 kN

ΣFy = 0

111.4kN + (-92.7kN) + (-13.4kN) + (-40.36kN)

+ (-38.69kN) + (-26.57kN) + R(A) = 0

R(A) = 100.33kN

Load Diagram

Shear Force Diagram

= ½ x (100.33+7.63)(2.8)

= 151.14 kNm

= ½ x (111.4+71.03)(1.45)

= 151.14 kNm

x/4.89 = 0.5/13.41

x=0.18

First Floor Beam (5-6/B)

Dead Load

= 1.44 kN/m

Slab 1-2/E-F = (0.15m x 24kN/m³)kN/m² x (7.2x2/3)m

= 4.8 kN/m

Slab 2a-4/E-F = (0.15m x 24kN/m³)kN/m² x (2.65/2)m

= 4.77 kN/m

= 8.55 kN/m

= 19.56 kN/m

Live Load

Slab 1-2/C1-D = 1.5kN/m² x (3x2/3)m

= 2.0 kN/m

Slab 2-4/C1-D = 1.5kN/m² x (2.65/2)m

= 1.99 kN/m

Total Live Load = (2+1.99) kN/m

= 3.99 kN/m

Slab 1‐2a/E‐F = 5000/2875

Slab 2a‐4/E‐F = 5000/3125

Ultimate Load

= 19.56kN/m(1.4) + 3.99kN/m(1.6)

= (27.38 + 6.38) kN/m

= 33.764 kN/m

Reaction Force

M(A) = 0

R(B) = 127.98 kN

ΣFy = 0

R(A) = 127.97kN

Load Diagram

Shear Force Diagram

Dead Load

= 1.44 kN/m

Slab 1-4/C1-E = (0.15m x 24kN/m³)kN/m² x (2.7/2)m

= 4.86 kN/m

Slab 1-2a/E-F = (0.15m x 24kN/m³)kN/m² x (4/2)m

= 7.2 kN/m

Slab 2a-4/E-F = (0.15m x 24kN/m³)kN/m² x (4.77 x 2/3)m

= 3.18 kN/m

= 8.55 kN/m

Total Dead Load

Beam (1 – 2a) = (1.44+4.86+7.2+8.55)kN/m

= 22.05 kN/m

Beam (2a – 4) = (1.44+4.86+3.18+8.55)kN/m

= 18.03 kN/m

Slab 1‐4/C1‐E = 6000/5850

Slab 1‐2a/E‐F = 5000/2875

Slab 2a‐4/E‐F = 5000/3125

Live Load

Slab 1-4/C1-E = 1.5kN/m² x (2.7/2)m

= 2.025 kN/m

Slab 1-2a/E-F = 1.5kN/m² x (4/2)m

= 3.0 kN/m

Slab 2a-4/E-F = 1.5kN/m² x (2.65/2)m

= 1.33 kN/m

Total Live Load

Beam (1 – 2a) = (2.03+3)kN/m

= 5.03 kN/m

Beam (2a – 4) = (2.03+1.33)kN/m

= 3.35 kN/m

Ultimate Load

Beam (1 – 2a) = 22.05kN/m(1.4) + 5.03kN/m(1.6)

= 38.91 kN/m

Beam (2a – 4) = 25.24kN/m(1.4) + 5.36kN/m(1.6)

= 13.4 kN/m

Reaction Force

M(A) = 0

(-67.53kN x 5.1 m) + (-198.44kN x 2.55m)

+ (-35.51kN x 6.425m) + R(F) x (7.75m) = 0

R(F) = 139.17 kN

ΣFy = 0

(-67.53kN) + (-198.44kN) + (-35.51kN)

+ 139.17kN + R(D) = 0

R(D) = 162.31kN

Load Diagram

Shear Force Diagram

Dead Load

= 1.44 kN/m

Slab 1-4/C1-E = (0.15m x 24kN/m³)kN/m² x (7.2x2.35/5.1)m

= 3.32 kN/m

Slab 2a-4/E-F = (0.15m x 24kN/m³)kN/m² x (4.77x2/3)m

= 3.18 kN/m

= 8.55 kN/m

Total Dead Load

Beam (D – E) = (1.44+3.32+8.55)kN/m

= 13.17 kN/m

Beam (E – F) = (1.44+3.18+8.55)kN/m

= 13.31 kN/m

Slab 1‐4/C1‐E = 6000/5850

Slab 2a‐4/E‐F = 5000/3125

Slab 4‐5/D‐F = 7775/2700

= 2.88 > 2 (One Way Slab)

Live Load

Slab 1-4/C1-E = 1.5kN/m² x (3x2.35/5.1)m

= 1.38 kN/m

Slab 2a-4/E-F = 1.5kN/m² x (1.98x2/3)m

= 1.33 kN/m

Ultimate Load

Beam (D – E) = 13.17kN/m(1.4) + 1.33kN/m(1.6)

= 20.56 kN/m

Beam (E – F) = 13.31kN/m(1.4) + 1.325kN/m(1.6)

= 20.84 kN/m

Reaction Force

M(F) = 0

(-54.48kN x 1.33m) + (-48.98kN x 3.83m)

+ (-67.53kN x 2.65m) + R(E) x (5m) = 0

R(E) = 87.7 kN

ΣFy = 0

(-54.48kN) + (-48.98kN) + (-67.53kN)

+ 87.7kN + R(A) = 0

R(A) = 83.29kN

Load Diagram

Shear Force Diagram

Column (D/4)

Dead Load

Concrete Beam Self-Weight = (0.3 x 0.2)m x 24kN/m³

= 1.44 kN/m²

Brick Wall Self-Weight = (3x0.15)m x 19kN/m³

= 8.55 kN/m²

Slab Self-Weight = 0.15m x 24kN/m³

= 3.6 kN/m²

Column = (0.3x0.3x0.3)m³ x 24kN/m³

= 6.48kN

Roof Level (assume flat roof)

Slab = 3.6kN/m² x (4.35x6.475)m

= 101.3985kN

Beam = 1.44kN/m² x (6.475+1.2+2.85)m

= 15.156kN

Live Load = 0.5kN/m² x (4.35x6.475)m

= 14.08kN

First Level (Dead Load)

Walls = (6.475+2.85)m x 8.55kN/m²

= 79.721kN

Slab = (4.35x6.475)m x 3.6kN/m²

= 28.166kN

Beam = (6.475+1.2+2.85)m x 1.44kN/m²

= 15.156kN

Total Dead Load = (79.728+28.17+15.156+6.48)kN

= 129.53kN

First Level (Live Load)

Master Bedroom = (2.85x5.2)m x 1.5kN/m²

= 22.23kN

Slab = (0.975x2.85)m x 2.0kN/m²

= 5.56kN

Beam = (1.2x6.475)m x 4.0kN/m²

= 31.08kN

Total Live Load = (22.23+5.56+31.08)kN

= 58.87kN

Ground Level (Dead Load)

Walls = (2.85+2.6+2.7+3)m x 8.55kN/m²

= 95.33kN

Slab = (4.35x6.475)m x 3.6kN/m²

= 101.4kN

Beam = (6.475+4.35+2.433+1.125+2.85)m x 1.44kN/m²

= 24.82kN

= 228.03kN

Ground Level (Live Load)

Corridor = [(4.35x2.3)m + (1.2x6.475)m] x 4.0kN/m²

= 71.1kN

Bathroom = (2.45x2)m x 2.0kN/m²

= 9.8kN

Guest Room = (2.85x1.125)m x 1.5kN/m²

= 4.81kN

Bedroom = (0.55x2.43)m x 1.5kN/m²

Total Live Load = (71.1+9.8+4.81+2)kN

= 87.71kN

= 474.11kN

Apply 1.4 factor = 663.76kN

= 160.66kN

*So Ultimate Load acting on column D/4 = 920.822kN

Column (A/1)

Dead Load

= 1.44 kN/m²

= 8.55 kN/m²

= 3.6 kN/m²

Column = (0.3x0.3x0.3)m³ x 24kN/m³

= 6.48kN

Slab = 3.6kN/m² x (3.15x2.525)m

= 28.6335kN

Beam = 1.44kN/m² x (3.15+2.525)m

= 8.172kN

Live Load = 0.5kN/m² x (3.15x2.525)m

= 3.98kN

Walls = (3.15+2.525)m x 8.55kN/m²

= 48.52kN

Slab = (3.15x2.525)m x 3.6kN/m²

= 28.63kN

Beam = (3.15+2.525)m x 1.44kN/m²

= 8.172kN

= 91.8kN

Bedroom = (3.15x2.552)m x 1.5kN/m²

= 11.931kN

Total Live Load = 11.931kN

Total Dead Load = 6.48kN

Total Live Load = 0kN

= 135.09kN

Total Live Load = (3.98+11.931)kN

= 15.91kN

*So Ultimate Load acting on column A/1 = 214.58kN

Column (E/6)

Dead Load

= 1.44 kN/m²

= 8.55 kN/m²

= 3.6 kN/m²

Column = (0.3x0.3x0.3)m³ x 24kN/m³

= 6.48kN

Slab = 3.6kN/m² x (5x3.875)m

= 69.75kN

Beam = 1.44kN/m² x (5+3.875+1.85)m

= 15.444kN

Live Load = 0.5kN/m² x (5x3.875)m

= 9.6875kN

Walls = (3.875+1.85+1.85)m x 8.55kN/m²

= 64.77kN

Slab = [(5x1.525)m + (2.35x2.15)m] x 3.6kN/m²

= 45.639kN

Beam = (3.875+5+1.85)m x 1.44kN/m²

= 15.4kN

= 132.3kN

Storage = (2x2.5)m x 2.5kN/m²

= 12.5kN

Gathering Space = (2x1.375)m x 4.0kN/m²

= 11kN

Total Live Load = (12.5+11)kN

= 23.5kN

Walls = (2.85+2.35)m x 8.55kN/m²

= 44.46kN

Slab = [(5x1.525)m + (2.35x2.15)m] x 3.6kN/m²

= 45.639kN

Beam = (3.875+1.85+2.85)m x 1.44kN/m²

= 12.348kN

= 108.93kN

Entrance = (3.725x2)m x 4.0kN/m²

= 29.8kN

Living Room = (3x1.375)m x 4.0kN/m²

= 16.5kN

= 46.3kN

= 326.454kN

= 79.4875kN

*So Ultimate Load acting on column E/6 = 584.22kN

LEONG YU SHI

Ground Floor Beam (2/C1-D)

Dead Load

= 1.44 kN/m

= 8.55 kN/m

= 5.31 kN/m

Slab 2-4/C1-D = (0.15m x 24kN/m³)kN/m² x (2.95/2 x 2/3)m

= 3.54 kN/m

= 13.84 kN/m

Live Load

Slab 1-2/C1-D = 1.5kN/m² x (2.95/2)m

= 2.21 kN/m

Slab 2-4/C1-D = 1.5kN/m² x (2.95/2 x 2/3)m

= 1.48 kN/m

= 3.685 kN/m

Slab 1‐2/C1‐D = 2950/2500

Slab 2‐4/C1‐D = 3500/2950

Ultimate Load

= 13.84kN/m(1.4) + 3.685kN/m(1.6)

= (19.38 + 5.896) kN/m

= 25.27 kN/m

Total Load

= 25.27kN/m x 2.95m

= 74.55 kN

Reaction Force

M(A) = 0

(-25.27kN/m x 2.95m x 1.475m) + R(B) x (2.95m) = 0

R(B) = 37.27 kN

ΣFy = 0

-74.55kN + 37.27kN + R(A) = 0

R(A) = 37.28kN

Load Diagram

Shear Force Diagram

Ground Floor Beam (3/B1-C1)

Dead Load

= 1.44 kN/m

= 8.55 kN/m

Slab 1-3/B1-C1 = (0.15m x 24kN/m³)kN/m² x (3/2 x 2/3)m

= 3.6 kN/m

= 5.4 kN/m

= 18.99 kN/m

Live Load

Slab 1-3/B1-C1 = 1.5kN/m² x (3/2 x 2/3)m

= 1.5 kN/m

Slab 3-4/B1-C1 = 1.5kN/m² x (3.0/2)m

= 2.25 kN/m

= 3.75 kN/m

Slab 1‐3/B1‐C1 = 3825/3000

Slab 3‐4/B1‐C1 = 3000/2175

Ultimate Load

= 18.99kN/m(1.4) + 3.75kN/m(1.6)

= (26.59 + 6.0) kN/m

= 32.59 kN/m

Total Load

= 32.59kN/m x 3.0m

= 97.77 kN

Reaction Force

M(A) = 0

(-32.59kN/m x 2.95m x 1.5m ) + R(B) x (3.0m) = 0

R(B) = 48.07 kN

ΣFy = 0

-97.77kN + 48.07kN + R(A) = 0

R(A) = 49.7kN

Load Diagram

Shear Force Diagram

Uniform Distribution Load

49.7kN – (32.59 x 3.0)kN = - 48.07kN

= ½ x 49.7kN x 1.5m

= 37.28 kNm

Ground Floor Beam (1-4/C1)

Dead Load

= 1.44 kN/m

= 6.89 kN/m

Slab 3-4/B1-C1 = (0.15m x 24kN/m³)kN/m² x (2.175/2 x 2/3)m

= 2.61 kN/m

Slab 1-2/C1-D = (0.15m x 24kN/m³)kN/m² x (2.5/2 x 2/3)m

= 3.00 kN/m

= 6.30 kN/m

= 8.55 kN/m

Total Dead Load

Beam (1 – 2) = (1.44 + 6.89 + 3.00 + 8.55)kN/m

= 19.88 kN/m

Beam (2 – 3) = (1.44 + 6.89 + 6.3 + 8.55)kN/m

= 23.18 kN/m

Slab 1‐3/B1‐C1 = 3825/3000

Slab 3‐4/B1‐C1 = 3000/2175

Slab 1‐2/C1‐D = 2950/2500

Slab 2‐4/C1‐D = 3500/2950

Beam (3 – 4) = (1.44 + 2.61 + 6.3 + 8.55)kN/m

= 18.9 kN/m

Live Load

Slab 1-3/B1-C1 = 1.5kN/m² x (3.825/2)m

= 2.87 kN/m

Slab 3-4/B1-C1 = 1.5kN/m² x (2.175/2 x 2/3)m

= 1.09 kN/m

Slab 1-2/C1-D = 1.5kN/m² x (2.5/2 x 2/3)m

= 1.25 kN/m

Slab 2-4/C1-D = 1.5kN/m² x (3.5/2)m

= 2.63 kN/m

Total Live Load

Beam (1 – 2) = (2.87 + 1.25)kN/m

= 4.12 kN/m

Beam (2 – 3) = (2.87 + 2.63)kN/m

= 5.5 kN/m

Beam (3 – 4) = (1.09 + 2.25)kN/m

= 2.45 kN/m

Ultimate Load

Beam (1 – 2) = 19.88kN/m(1.4) + 4.12kN/m(1.6)

= 34.42 kN/m

Beam (2 – 3) = 23.18kN/m(1.4) + 5.5kN/m(1.6)

= 41.25 kN/m

Beam (3 – 4) = 18.9kN/m(1.4) + 2.45kN/m(1.6)

= 30.38 kN/m

Reaction Force

M(A) = 0

(-34.42kN/m x 1.25m x 2.5m) + (-41.25kN/m x 1.325m x 3.825m)

+ (-30.38kN x 2.175m x 1.25m) + (-49.7kN x 1.91m)

+ (-37.27kN x 4.91m) + R(B) x (6.0m) = 0

R(B) = 112.86 kN

ΣFy = 0

-86.05kN + (-157.78kN) + (-66.08kN) + (-40.52kN)

+ (-37.27kN) + 112.86kN+ R(A) = 0

R(A) = 102.71kN

Load Diagram

Shear Force Diagram

First Floor Beam (2a/E-F)

Dead Load

= 1.44 kN/m

Slab 1-2/E-F = (0.15m x 24kN/m³)kN/m² x (5.0/2)m

= 9.0 kN/m

= 8.55 kN/m

= 27.99 kN/m

Live Load

Slab 1-2/C1-D = 1.5kN/m² x (5.0/2)m

= 3.75 kN/m

Slab 2-4/C1-D = 1.5kN/m² x (5.0/2)m

= 3.75 kN/m

= 7.50 kN/m

Slab 1‐2a/E‐F = 5000/2875

Slab 2a‐4/E‐F = 5000/3125

Ultimate Load

= 27.99kN/m(1.4) + 7.50kN/m(1.6)

= (39.19 + 12.0) kN/m

= 51.19 kN/m

Total Load

= 51.19kN/m x 5.0m

= 255.95 kN

Reaction Force

M(A) = 0

-51.19kN/m x 5m x 2.5m + R(B) x (5.0m) = 0

R(B) = 127.98 kN

ΣFy = 0

-255.95kN + 127.98kN + R(A) = 0

R(A) = 127.97kN

Load Diagram

Shear Force Diagram

Uniform Distribution Load

127.97kN – (51.19 x 5.0)kN = - 127.98kN

= ½ x 127.97kN x 2.5m

= 159.96 kNm

First Floor Beam (1-4/C1-F)

Dead Load

= 1.44 kN/m

Slab 1-4/C1-E = (0.15m x 24kN/m³)kN/m² x (5.85/2)m

= 10.53 kN/m

Slab 1-2a/E-F = (0.15m x 24kN/m³)kN/m² x (2.88/2x2/3)m

= 5.18 kN/m

Slab 2a-4//E-F = (0.15m x 24kN/m³)kN/m² x (3.13/2x2/3)m

= 5.63 kN/m

= 8.55 kN/m

Total Dead Load

Beam (1 – 2a) = (1.44+8.55+5.18+10.53)kN/m

= 25.7 kN/m

Beam (2a – 4) = (1.44+10.53+5.63+8.55)kN/m

= 26.15 kN/m

Slab 1‐4/C1‐E = 6000/5850

Slab 1‐2a/E‐F = 5000/2875

Slab 2a‐4/E‐F = 5000/3125

Live Load

Slab 1-4/C1-E = 1.5kN/m² x (5.85/2)m

= 4.39 kN/m

Slab 1-2a/E-F = 1.5kN/m² x (2.88/2x2/3)m

= 2.16 kN/m

Slab 2a-4//E-F = 1.5kN/m² x (3.13/2x2/3)m

= 2.35 kN/m

Total Live Load

Beam (1 – 2a) = (2.16+4.39)kN/m

= 6.55 kN/m

Beam (2a – 4) = (4.39+2.35)kN/m

= 6.74 kN/m

Ultimate Load

Beam (1 – 2a) = 25.7kN/m(1.4) + 6.55kN/m(1.6)

= 35.98 kN/m

Beam (2a – 4) = 26.15kN/m(1.4) + 6.74kN/m(1.6)

= 36.61 kN/m

Reaction Force

M(A) = 0

= 6Ra - ( 133.8 x 4.57 ) - ( 116.67 ) - ( 148.36 x 1.57)

= 6Ra – 611.47 – 116.67 – 232.93

= 6Ra – 961.07

Ra = 160.18kN

ΣFy = 0

= Ra + Rb – (133.8) – ( 37.28 ) – (148.36)

= 160.18 + Rb – 319.44

Rb = 159. 26

Load Diagram

Shear Force Diagram

First Floor Beam (4/D-F)

Dead Load

= 1.44 kN/m

Slab 1-4/C1-E = (0.15m x 24kN/m³)kN/m² x (6/2 x 2/3)m

= 14.4 kN/m

= 10.8 kN/m

Slab 4-5/D-F = (0.15m x 24kN/m³)kN/m² x (7.775/2)m

= 14.0 kN/m

= 8.55 kN/m

Total Dead Load

Beam (D – E) = (1.44+14.4+14.0+8.55)kN/m

= 38.39 kN/m

Beam (E – F) = (1.44+10.8+14.0+8.55)kN/m

= 35.19 kN/m

Slab 1‐4/C1‐E = 6000/5850

Slab 2a‐4/E‐F = 5000/3125

Slab 4‐5/D‐F = 7775/2700

= 2.88 > 2 (One Way Slab)

Live Load

Slab 1-4/C1-E = 1.5kN/m² x (6/2 x 2/3)m

= 3.0 kN/m

Slab 2a-4/E-F = 1.5kN/m² x (6.0/2)m

= 4.5 kN/m

Slab 4-5/D-F = 1.5kN/m² x (7.775/2)m

= 5.83 kN/m

Total Live Load

Beam (D – E) = (3 + 5.83)kN/m

= 8.83 kN/m

Beam (E – F) = (4.5 + 5.83)kN/m

= 10.33 kN/m

Ultimate Load

Beam (D – E) = 38.39kN/m(1.4) + 8.83kN/m(1.6)

= 67.85 kN/m

Beam (E – F) = 35.19kN/m(1.4) + 10.33kN/m(1.6)

= 65.79 kN/m

Reaction Force

M(A) = 0

(-72.67kN x 2.5m) + (-126.01kN)

+ (-65.79kN x 6.39m) + R(B) x (7.775m) = 0

R(B) = 61.23 kN

ΣFy = 0

(-67.85) + (-182.57kN) + (-126.01kN)

+ 61.23kN + R(A) = 0

R(A) = 64.5kN

Load Diagram

Shear Force Diagram

Column (F/6)

Dead Load

= 1.44 kN/m²

= 8.55 kN/m²

= 3.6 kN/m²

Column = (0.3x0.3x0.3)m³ x 24kN/m³

= 6.48kN

Slab = 3.6kN/m² x (2.65x2.15)m

= 20.511kN

Beam = 1.44kN/m² x (2.65+2.15)m

= 6.912kN

Live Load = 0.5kN/m² x (2.65X2.15)m

= 2.85Kn

Walls = (2.65+2.15)m x 8.55kN/m²

= 41.04kN

Slab = (2x2.5)m x 3.6kN/m²

= 18kN

Beam = (3.15+2.15)m x 1.44kN/m²

= 7.632kN

Total Dead Load = (41.04+18+7.632+6.48)kN

= 73.152kN

Stairs = (2x2.5)m x 1.5kN/m²

= 7.5kN

Walls = (2.65+2.15)m x 8.55kN/m²

= 41.04kN

Slab = (2x2.5)m x 3.6kN/m²

= 18kN

Beam = (3.15+2.15)m x 1.44kN/m²

= 7.5kN

Total Dead Load = (41.04+18+7.5+6.48)kN

= 73.152kN

Corridor = (2x2.5)m x 1.5kN/m²

= 71.1kN

= 173.727kN

= 17.85kN

*So Ultimate Load acting on column F/6 = 271.78kN

Column (D/5)

Dead Load

= 1.44 kN/m²

= 8.55 kN/m²

= 3.6 kN/m²

Column = (0.3x0.3x0.3)m³ x 24kN/m³

= 6.48kN

Slab = 3.6kN/m² x (3.375X6.475)m

= 78.67kN

Beam = 1.44kN/m² x (6.475+1.85+1.85)m

= 14.652kN

Live Load = 0.5kN/m² x (3.375X6.475)m

= 10.97kN

Walls = (6.475+1.875+1.875)m x 8.55kN/m²

= 87.424kN

Slab = [(2.025x2.6)m + (2.025x1.35)m + (3.875x1.35)m +

(2.025x2.75)m + (2.025x1.125)m] 3.6kN/m²

= 80.22kN

Beam = (6.475+1.85+1.85)m x 1.44kN/m²

= 14.652kN

= 188.776kN

Corridor = (6.475x1.35)m x 4.0kN/m²

= 34.965kN

Storage = (2.025x1.125)m x 2.5kN/m²

= 5.7kN

Gathering Space = (2.025x2.75)m x 4.0kN/m²

= 22.275kN

= 62.94kN

Walls = (2.45+1.875+0.975)m x 8.55kN/m²

= 47.61kN

Slab = [(2.6x1.35)m + (2.025x2.6)m + (3.875x1.35)m +

(2.025x3.895)m] 3.6kN/m²

= 78.67kN

Beam = (6.475+3.375)m x 1.44kN/m²

= 14.18kN

= 146.94kN

Corridor = [(16.475x1.35)m + (2.025x3.875)m] x 4.0kN/m²

= 429.04kN

= 429.042N

= 194.26kN

*So Ultimate Load acting on column D/5 = 911.479kN

Column (F/4)

Dead Load

= 1.44 kN/m²

= 8.55 kN/m²

= 3.6 kN/m²

Column = (0.3x0.3x0.3)m³ x 24kN/m³

= 6.48kN

Slab = 3.6kN/m² x (4.35x4.025)m

= 63.0315kN

Beam = 1.44kN/m² x (4.35+4.025)m

= 12.06kN

Live Load = 0.5kN/m² x (4.35x4.025)m

= 8.754kN

Walls = (3.725+4.35)m x 8.55kN/m²

= 69.041kN

Slab = [(1.35x3.875)m + (3.875x3m] x 3.6kN/m²

= 60.68kN

Beam = (4.35+4.025)m x 1.44kN/m²

= 12.06kN

= 148.261kN

Bathroom = (3x3.875)m x 2.0kN/m²

= 23.25kN

Corridor = (3.875x1.35)m x 4.0kN/m²

= 20.925kN

= 44.175kN

Walls = (3.725+2.85+0.9+2.35)m x 8.55kN/m²

= 84kN

Slab = [(1.675x2.05)m + (2.05x2.2)m + (0.95x3.875)m +

(1.35x3.875)] x 3.6kN/m²

= 60.68kN

Beam = (3.875+3.875+2.05+4.35)m x 1.44kN/m²

= 20.376kN

Total Dead Load = (84+60.68+20.376)kN

= 165.1kN

Entrance = (3.009x3.875)m x 1.5kN/m²

= 17.49kN

Living Room = (1.35x3.875)m x 4.0kN/m²

= 20.925kN

Total Live Load = (17.49 + 20.925)kN

= 38.415kN

= 388.45kN

Total Live Load = (8..754+44.175+38.415)kN

= 91.344kN

*So Ultimate Load acting on column F/4 = 690kN

7. Conclusion

At the end of this project, we have learnt about the proper method of calculation

for the analysis of load distribution in building structure. The analysis has helped us

in basic understanding on the design based on the placement of columns and the

load distribution of the structural system. Upon completing this project, we are able

to gain basic knowledge about the formulas used in calculating the load distribution

of a structure.

B structure

Education

Transcript of B structure

B structure report

Writing with Concord Parallel Structure Parallel structure for related ideas Parallel structure for opposites Review A Review B.

APPENDIX B : LOGICAL DATA MODEL / FUNCTIONAL STRUCTURE …

BTS3900 Hardware Structure 20100208 B V1.0

Structure and morphology of B acteria

b Structure of Life Subcellularcellularlevelsjao 120213070835 Phpapp02

Structure - hmhub-27-8.b-cdn.net

Board Structure, Performance and Organizational Structure: The … · Board Structure, Performance and Organizational Structure: The Case of Bank Holding Companies Renée B. Adams

Course structure B. Tech. Second year (Mechanical ...

WCDMA BTS3900 Hardware Structure-20100208-B

Data Structure - visionlab.engr.ccny.cuny.eduvisionlab.engr.ccny.cuny.edu/~fhu/Lecture17-B-Trees.pdf · Data Structure -Section FG Lecture 17 B-Trees and the Set Class Instructor:

B. Tech COURSE STRUCTURE

Programme Structure for Pg-b

Structure of the staphylococcal enterotoxin B vaccine ...

“The molecules of life” - Houston Independent School ... · Four levels of protein structure: A. Primary Structure B. Secondary Structure C. Tertiary Structure D. Quaternary Structure

Course Structure B. Tech. - Minerals and Metallurgical ...

Building Structure Project B Report

WCDMA DBS3900 Hardware Structure-20100208-B[1]

VII Atomic Structure and Quantum Theory B

Structure of B - ssbesitm.org Syllabus.pdf · Structure of B. B. A. ... The law of variable proportions and Laws of returns to scale. (c) ... 7 207 Growth & Structure of Industries