This document outlines a group project to analyze the structural components of a two-storey bungalow. The group was tasked with designing the bungalow floor plans using preset geometric shapes and ensuring certain room requirements were met. They then had to produce structural drawings and individually analyze specific beams and columns based on the design. Calculations were shown for several beams, applying formulas to determine dead loads, live loads, reaction forces, shear forces, and bending moments. The analyses followed the prescribed process and provided the necessary structural information and calculations.
Ring or circular rafts can be used for cylindrical structures such as chimneys, silos, storage tanks, TV-towers and other structures. In this case, ring or circular raft is the best suitable foundation to the natural geometry of such structures. The design of circular rafts is quite similar to that of other rafts.
Explains in detail about the planning and designing of a G + 2 school building both manually and using software (STAAD Pro).
With the reference with this we could design a building of a school with 2 blocks and G + 2 building.
Structural Analysis of a Bungalow Reportdouglasloon
Taylor's University Lakeside Campus
School of Architecture, Building & Design
Bachelor of Science (Hons) in Architecture
Building Structures (ARC 2523 / BLD 60103)
Project 2: Structural Analysis of a Bungalow
Static and Dynamic Behavior of Reinforced Concrete Framed Building: A Compara...IOSR Journals
Reinforced concrete frame buildings are most common type of construction in urban India, which is subjected to several types of forces during their life time such as static forces and dynamic forces due to wind and earthquakes. The static loads are constant with time, while dynamic loads are time varying, causing considerable inertia effects .It depends mainly on location of building, importance of its use and size of the building. Its consideration in analysis makes the solution more complicated and time consuming and its negligence may sometimes becomes the cause of disaster during earthquake.
So it is growing interest in the process of designing civil engineering structures capable to withstand dynamic loads . The behavior of building under dynamic forces depends upon its mass and stiffness properties, whereas the static behavior is solely dependent upon the stiffness characteristics.
Ring or circular rafts can be used for cylindrical structures such as chimneys, silos, storage tanks, TV-towers and other structures. In this case, ring or circular raft is the best suitable foundation to the natural geometry of such structures. The design of circular rafts is quite similar to that of other rafts.
Explains in detail about the planning and designing of a G + 2 school building both manually and using software (STAAD Pro).
With the reference with this we could design a building of a school with 2 blocks and G + 2 building.
Structural Analysis of a Bungalow Reportdouglasloon
Taylor's University Lakeside Campus
School of Architecture, Building & Design
Bachelor of Science (Hons) in Architecture
Building Structures (ARC 2523 / BLD 60103)
Project 2: Structural Analysis of a Bungalow
Static and Dynamic Behavior of Reinforced Concrete Framed Building: A Compara...IOSR Journals
Reinforced concrete frame buildings are most common type of construction in urban India, which is subjected to several types of forces during their life time such as static forces and dynamic forces due to wind and earthquakes. The static loads are constant with time, while dynamic loads are time varying, causing considerable inertia effects .It depends mainly on location of building, importance of its use and size of the building. Its consideration in analysis makes the solution more complicated and time consuming and its negligence may sometimes becomes the cause of disaster during earthquake.
So it is growing interest in the process of designing civil engineering structures capable to withstand dynamic loads . The behavior of building under dynamic forces depends upon its mass and stiffness properties, whereas the static behavior is solely dependent upon the stiffness characteristics.
DESIGN AND ANALYSIS OF EARTH-QUAKE RESISTANT FOR MULTI-STORIED BUILDING ON A ...Ijripublishers Ijri
his project named as “DESIGN OF EARTH-QUAKE RESISTANT MULTI-STORIED RCC BUILDING ON A SLOPING
GROUND” involves the analysis of simple 2-D frames of varying floor heights and varying no of bays using a very popular
software tool STAAD Pro. Using the analysis results various graphs were drawn between the maximum axial force,
maximum shear force, maximum bending moment, maximum tensile force and maximum compressive stress being
developed for the frames on plane ground and sloping ground. The graphs used to drawn comparison between the two
cases and the detailed study of “SHORT COLOUMN EFFECT” failure was carried up. In addition to that the detailed
study of seismology was undertaken and the feasibility of the software tool to be used was also checked. Till date many
such projects have been undertaken on this very topic but the analysis were generally done for the static loads i.e. dead
load, live load etc, but to this the earthquake analysis or seismic analysis is to be incorporated. To create a technical
knowhow, two similar categories of structures were analyzed, first on plane ground and another on a sloping ground.
Then the results were compared. At last the a structure would be analyzed and designed on sloping ground for all possible
load combinations pertaining to IS 456, IS 1893 and IS 13920 manually.
Building Structure - Structural Analysis of a bungalowLovie Tey
In a group of 3, we are to design a 2 storey bungalow which consists of the following components.
1. 1 master bedroom with attached bathroom
2. Minimum 3 bedrooms
3. 2 bathrooms
4. Kitchen
5. Living Hall
6. Dining Area
7. 1 Store room.
We are to compile an A4 report which consists of;
- All floor plans ( Ground Floor Plans, First Floor and Roof Plan )
- Structural plans
- Design Brief
- Beam analysis report
- COlumn ANalysis Report
2137ad - Characters that live in Merindol and are at the center of main storiesluforfor
Kurgan is a russian expatriate that is secretly in love with Sonia Contado. Henry is a british soldier that took refuge in Merindol Colony in 2137ad. He is the lover of Sonia Contado.
2137ad Merindol Colony Interiors where refugee try to build a seemengly norm...luforfor
This are the interiors of the Merindol Colony in 2137ad after the Climate Change Collapse and the Apocalipse Wars. Merindol is a small Colony in the Italian Alps where there are around 4000 humans. The Colony values mainly around meritocracy and selection by effort.
Explore the multifaceted world of Muntadher Saleh, an Iraqi polymath renowned for his expertise in visual art, writing, design, and pharmacy. This SlideShare delves into his innovative contributions across various disciplines, showcasing his unique ability to blend traditional themes with modern aesthetics. Learn about his impactful artworks, thought-provoking literary pieces, and his vision as a Neo-Pop artist dedicated to raising awareness about Iraq's cultural heritage. Discover why Muntadher Saleh is celebrated as "The Last Polymath" and how his multidisciplinary talents continue to inspire and influence.
Hadj Ounis's most notable work is his sculpture titled "Metamorphosis." This piece showcases Ounis's mastery of form and texture, as he seamlessly combines metal and wood to create a dynamic and visually striking composition. The juxtaposition of the two materials creates a sense of tension and harmony, inviting viewers to contemplate the relationship between nature and industry.
1. BUILDING STRUCTURE II (ARC2213)
PROJECT II: STRUCTURAL ANALYSIS OF A BUNGALOW
TUTOR: MR ADIB
GROUP MEMBERS:
DARREN TAN YONG TEE (0323398)
KANG ZHI SHAN (0327605)
LEE SHI YIN (0324679)
LEE FEISYEN (0323008)
TING XIAO YAO (0328663)
2. TABLE OF CONTENTS
1. INTRODUCTION TO PROJECT
2. DESIGN BRIEF
2.1 CALCULATION FORMULA
2.2 SPECIFICATIONS
3. ARCHITECTURAL DRAWINGS
3.1 ROOF PLAN
3.2 FIRST FLOOR PLAN
3.3 GROUND FLOOR PLAN
4. STRUCTURAL DRAWINGS
4.1 ROOF PLAN
4.2 FIRST FLOOR PLAN
4.3 GROUND FLOOR PLAN
4.4 PAD FOUNDATION PLAN
5. SLAB ANALYSIS : LOAD DISTRIBUTION PATH
5.1 FIRST FLOOR
5.2 GROUND FLOOR
6. COLUMN ANALYSIS: LOAD DISTRIBUTION PATH
6.1 ROOF
6.2 FIRST FLOOR
6.3 GROUND FLOOR
7. INDIVIDUAL CALCULATIONS
7.1 BEAM ANALYSIS
7.2 COLUMN ANALYSIS
8. CONCLUSION
9. REFERENCES
3. For the second assignment of the module Building Structure I, we were sorted into
groups of three, and tasked with a series of tasks that would challenge us with the ability
to produce a complete documentation of our process from designing a structural system
and being able to identify and calculate the structural components in it.
The task were sorts into two parts – group and individual. As a group, we are required to
design a two-storey bungalow using a combination of geometrical shapes with fixed
dimensions. These two shapes would serve as the outline of our ground and first floors,
after which we would be required to sort out the interior spaces and placement of
columns, beams, etc.
Though the outline of our floor plans was preset, it was expected that we would choose
one from category A, and one from category B, thus testing out our ability to analyze the
suitability of certain shapes – and their dimension – in relation to one another.
Image 1.1 The two Floor Plans from category A and B gives on the project brief.
There was a set spatial program, consisting of a minimum of 4 bedrooms ( inclusive of one
master bedroom), three bath rooms ( inclusive of one attached bathroom), a kitchen,
living hall, dining area and store room. Remaining and additional spaces were left to our
liberty, as well as the considerations towards the staircase and outdoor porch.
Our two-storey bungalow consists of all of the previously stated requirements. Our
geometrical shapes are selected so that when they overlay, all of the previously stated
requirements. Our geometrical shapes are selected so that when they overlay, all of the
main lines in their proper dimension’s overlap, making the alignment neater and easier for
positioning of columns. This also caused less complications when it came to arranging the
gridlines and analyzing where the beams would run. Proceeding from the design phase,
we were asked to analyze 4 beams and 2 columns each. These would be taken from our
design itself, and would be applied with the use of formulas.
INTRODUCTION
TO PROJECT1
1.5m 1.8m
1.1m 0.4m
1.8m
0.9m
0.9m
1.4m
1.4m 0.4m
0.9m
0.5m
4. 2.1 CALCULATION FORMULA
UBBL Factor
Density of RC (reinforced concrete) = 24kN/m3
Density of Brick = 19kN/m3
Live Load in House = 15kN/m3
Assumption
ALL BEAM DIMENSIONS ARE FIXED AT 300mm x 400mm
ALL COLUMN ARE FIXED AT 300mm x 300mm
ALL SLAB THICKNESS ARE FIXED AT 150mm
ALL WALL THICKNESS ARE FIXED AT 200mm, HEIGHT AT 3000mm
Note: x-axis (right), y-axis (up), moment (clockwise) is positive
Slab System
Ly = Longer side of slab When Ly/ Lx > 2 (one way slab system)
Lx = Shorter side of slab When Ly/ Lx <2 or = 2 (two way slab system)
Beam Calculations
Beam self weight = material density x size of beam
Dead load on slab = material density x thickness x Lx/2 one way / two way trapezoidal
= [ material density x thickness x Lx/2 ]x 2/3 two way triangular slab
Brick wall self weight = material density x thickness x height
Live load on slab = UBBL live load factor x Lx/2 one way/ two way trapezoidal slab
= [ UBBL live load factor x Lx/2 ] x 2/3 two way triangular slab
Ultimate load = ( Total dead load x 1.4) + (Total live load x 1.6)
Reaction force =
=
Column Calculation
Brick wall self weight = material density x thickness x height x total length of walls in tributary area
Slab self weight = material density x thickness x area of tributary area
Beam self weight = material density x size of column x height of column
Live load on slab = (Total dead load x 1.4) + ( Total live load x 1.6)
Capacity of concrete (N) = 0.4fcuAc + 0.8 fyAsc
DESIGN
BRIEF2
= capacity of concrete
= concrete strength (N/mm2)
= cross section of concrete column
= yield strength of steel ( N/mm2)
= steel content in a column
19. WORK DISTRIBUTION
Ground Floor Structural Plan
First Floor Structural Plan
Darren Tan
Kang Zi Shan
Lee Fei Syen
Lee Shi Yin
Ting Xiao Yao
20. KANG ZI SHAN 0327605
BEAM ANALYSIS
Beam Calculation for C3-E3
Dead Load
Slab Self Weight:
0.15m x 24kN/m3 = 3.6kN/m2
Beam Self Weight:
(0.3m x 0.4m) x 24kN/m3 = 2.88kN/m
Dead Load on Slab C-E/3-5:
3.6kN/m2 x (3.4m/2) = 6.12kN/m
Total Dead Load:
2.88kN/m + 6.12kN/m = 9kN/m
Beam Self Weight
C E
3.4m
2.88kN/m
6.12kN/m
Dead Load on
Slab C-E/3-5
9kN/m
TOTAL DEAD LOAD
21. Live Load on
Slab C-E/3-5
2.55kN/m
C E
3.4m
Live Load
Live Load on Slab C-E/3-5:
1.5kN/m2 x (3.4m/2) = 2.55kN/m
Total Live Load:
2.55kN/m
Ultimad Load
Ultimate Load
= (total dead load X 1.4) + (total live load X 1.6)
= (9kN/m x 1.4) + (2.55kN/m x 1.6)
= 12.6kN/m + 4.08kN/m
= 16.68kN/m
Reaction Force
∑ Mc = 0
0 = (16.68kN/m x 3.4m) x 1.7m - (Re x 3.4m)
3.4mRe = 96.4104 kN/m
Re = 28.356kN
∑ Fy = 0
0 = Rc + 28.356kN + (-16.68kN/m x 3.4m)
Rc = 28.356kN
Shear Force Diagram
Bending Moment Diagram
+ve
Area = (28.356kN x 1.7m)/2 = 24.1026kNm
-ve
Area = (-28.356kN x 1.7m)/2 = -24.1026kNm
2.55kN/m
TOTAL LIVE LOAD
ULTIMADE LOAD
16.68kN/m
C E
3.4m
Rc Re
16.68kN/m
C E
3.4m
28.356kN 28.356kN
Rc Re
1.7m 1.7m
(28.356 – 56.712)
28.356kN
-28.356kN
24.1026kNm
22. KANG ZI SHAN 0327605
Beam Calculation for F1-F2
Dead Load
Slab Self Weight:
0.15m x 24kN/m3 = 3.6kN/m2
Beam Self Weight:
(0.3m x 0.4m) x 24kN/m3 = 2.88kN/m
Brick Wall Self Weight:
3m x 0.2m x 19kN/m3 = 11.4kN/m
Dead Load on Slab E-F/1-2:
3.6kN/m2 x (1.7m/2) = 3.06kN/m
Dead Load on Slab F-G/1-2:
3.6kN/m2 x (3m/2) x 2/3 = 3.6kN/m
Total Dead Load:
2.88kN/m + 11.4kN/m + 3.06kN/m + 3.6kN/m
= 20.94kN/m
Beam Self Weight
1 2
3m
2.88kN/m
11.4kN/m
Brick Wall
Self Weight
3.06kN/m
TOTAL DEAD LOAD
Dead Load on
Slab E-F/1-2
3.6kN/m
Dead Load on
Slab F-G/1-2
20.94kN/m
23. Live Load on
Slab E-F/1-2
1.275kN/m
3m
Live Load
Live Load on Slab E-F/1-2:
1.5kN/m2 x (1.7m/2) = 1.275kN/m
Live Load on Slab F-G/1-2:
1.5kN/m2 x (3m/2) x 2/3 = 1.5kN/m
Total Live Load:
1.275kN/m + 1.5kN/m = 2.775kN/m
Ultimad Load
Ultimate Load
= (total dead load X 1.4) + (total live load X 1.6)
= (20.94kN/m x 1.4) + (2.775kN/m x 1.6)
= 29.316kN/m + 4.44kN/m
= 33.756kN/m
Reaction Force
∑ M1 = 0
0 = (33.756kN/m x 3m) x 1.5m - (R2 x 3m)
3mR2 = 151.902 kN/m
R2 = 50.634kN
∑ Fy = 0
0 = R1 + 50.634kN + (-33.756kN/m x 3m)
R1 = 50.634kN
Shear Force Diagram
Bending Moment Diagram
+ve
Area = (50.634kN x 1.5m)/2 = 37.9755kNm
-ve
Area = (-50.634kN x 1.5m)/2 = -37.9755kNm
1.5kN/m
TOTAL LIVE LOAD
ULTIMADE LOAD
33.756kN/m
3m
R1 R2
33.756kN/m
3m
50.634kN 50.634kN
R1 R2
1.5m 1.5m
(50.634 – 101.268)
50.634kN
-50.634kN
37.9755kNm
1 2
Live Load on
Slab F-G/1-2
2.775kN/m
1 2
1 2
24. KANG ZI SHAN 0327605
Beam Calculation for E2-G2
Dead Load
Slab Self Weight:
0.15m x 24kN/m3 = 3.6kN/m2
Beam Self Weight:
(0.3m x 0.4m) x 24kN/m3 = 2.88kN/m
Brick Wall Self Weight:
3m x 0.2m x 19kN/m3 = 11.4kN/m
Dead Load on Slab E-F/1-2:
3.6kN/m2 x (1.7m/2) x 2/3 = 2.04kN/m
Dead Load on Slab F-G/1-2:
3.6kN/m2 x (3m/2) = 5.4kN/m
Dead Load on Slab E-G/2-3:
3.6kN/m2 x (4.1m/2) = 7.38kN/m
Total Dead Load:
For E-F
2.88kN/m + 11.4kN/m + 2.04kN/m + 7.38kN/m
= 23.7kN/m
For F-G
2.88kN/m + 5.4kN/m + 7.38kN/m
= 15.66kN/m
Beam Self Weight
3.3m
2.88kN/m
11.4kN/m
Brick Wall
Self Weight
2.04kN/m
TOTAL DEAD LOAD
Dead Load on
Slab E-F/1-2
5.4kN/m
Dead Load on
Slab F-G/1-2
E GF
1.7m
7.38kN/m
Dead Load on
Slab E-G/2-3
23.7kN/m 15.66kN/m
25. Live Load on
Slab E-F/1-2
0.85kN/m
Live Load
Live Load on Slab E-F/1-2:
1.5kN/m2 x (1.7m/2) x 2/3 = 0.85kN/m
Live Load on Slab F-G/1-2:
1.5kN/m2 x (3m/2) = 2.25kN/m
Live Load on Slab E-G/1-2:
1.5kN/m2 x (4.1m/2) = 3.075kN/m
Total Live Load:
For E-F
0.85kN/m + 3.075kN/m = 3.925kN/m
For F-G
2.25kN/m + 3.075kN/m = 5.325kN/m
Ultimad Load
Ultimate Load for E-F
= (23.7kN/m x 1.4) + (3.925kN/m x 1.6)
= 33.18kN/m + 6.28kN/m
= 39.46kN/m
Ultimate Load for F-G
= (15.66kN/m x 1.4) + (5.325kN/m x 1.6)
= 21.924kN/m + 8.52kN/m
= 30.44kN/m
2.25kN/m
TOTAL LIVE LOAD
ULTIMADE LOAD
39.46kN/m
Re Rg
Live Load on
Slab F-G/1-2
3.925kN/m
3.3m
E GF
1.7m
3.3m
E GF
1.7m
3.075kN/m
Live Load on
Slab E-G/1-2
5.325kN/m
30.44N/m
26. Reaction Force
∑ Me = 0
0 = (-Rg x 5m) + [(39.46kN/m x 1.7m) x 0.8m]
+ (50.634kN x 1.7m)
+ [(30.44kN/m x 3.3m) x 3.35m]
5Rg = 57.0197 + 86.0778 + 336.5142
Rg = 95.9223kN
∑ Fy = 0
0 = Re - 67.082 - 50.634 - 100.452 + 95.9223
Re = 122.2457kN
Shear Force Diagram
X/3.3 = 4.5297/(4.5297+95.9223)
100.452X = 14.948
X = 0.148
Bending Moment Diagram
+ve Area:
[(122.2457 + 55.1637) x 1.7/2] + (4.5297 x 0148/2)
= 150.798 + 0.3357
= 151.3309kNm
-ve Area:
(-95.9223) x (3.3-0.148)/2
= -95.9223 x 1.576
= -151.17kNm
-95.9223kN
151kNm
122.2457kN 95.9223kN
39.46kN/m
Re Rg
3.3m
E GF
1.7m
30.44N/m
50.634kN
122.2457kN
55.1637kN
4.5297kNX
3.3
4.5297
95.9223
27. KANG ZI SHAN 0327605
Beam Calculation for G1-G3
Dead Load
Slab Self Weight:
0.15m x 24kN/m3 = 3.6kN/m2
Beam Self Weight:
(0.3m x 0.4m) x 24kN/m3 = 2.88kN/m
Brick Wall Self Weight:
3m x 0.2m x 19kN/m3 = 11.4kN/m
Dead Load on Slab F-G/1-2:
3.6kN/m2 x (3m/2) x 2/3 = 3.6kN/m
Dead Load on Slab E-G/2-3:
3.6kN/m2 x (4.1m/2) x 2/3 = 4.92kN/m
Total Dead Load:
For 1-2
2.88kN/m + 11.4kN/m + 3.6kN/m
= 17.88kN/m
For F-G
2.88kN/m + 11.4kN/m + 4.92kN/m
= 19.2kN/m
Beam Self Weight
4.1m
2.88kN/m
11.4kN/m
Brick Wall
Self Weight
3.6kN/m
TOTAL DEAD LOAD
Dead Load on
Slab F-G/1-2
4.92kN/m
Dead Load on
Slab E-G/2-3
1 32
3m
17.88kN/m 19.2kN/m
28. Live Load on
Slab F-G/1-2
1.5kN/m
Live Load
Live Load on Slab F-G/1-2:
1.5kN/m2 x (3m/2) x 2/3 = 1.5kN/m
Live Load on Slab E-G/2-3:
1.5kN/m2 x (4.1m/2) x 2/3 = 2.05kN/m
Total Live Load:
For 1-2 = 1.5kN/m
For F-G = 2.05kN/m
Ultimad Load
Ultimate Load for 1-2
= (17.88kN/m x 1.4) + (1.5kN/m x 1.6)
= 25.032kN/m + 2.4kN/m
= 27.432kN/m
Ultimate Load for 2-3
= (19.2kN/m x 1.4) + (2.05kN/m x 1.6)
= 26.88kN/m + 3.28kN/m
= 30.16kN/m
2.05kN/m
TOTAL LIVE LOAD
ULTIMADE LOAD
27.43kN/m
R1 R3
Live Load on
Slab E-G/2-3
3.925kN/m
4.1m
1 32
3m
4.1m
1 32
3m
5.325kN/m
30.16N/m
29. Reaction Force
∑ M1 = 0
0 = (-R3 x 7.1m) + [(27.432kN/m x 3m) x 1.5m]
+ (95.9223kN x 3m)
+ [(30.416kN/m x 4.1m) x 5.05m]
7.1R3 = 123.44 + 287.77 + 624.4628
R3 = 145.87kN
∑ Fy = 0
0 = R1 - 82.296 - 95.9223 - 123.656 + 145.87
R1 = 156.0043kN
Shear Force Diagram
Bending Moment Diagram
+ve Area:
(156.0043 + 73.7083) x 3/2]
= 344.5689kNm
-ve Area:
(-145.87 - 22.214) x 4.1/2
= -344.5722kNm
-145.87kN
344kNm
156.0043kN 145.87kN
27.43kN/m
R1 R2
4.1m
1 32
3m
30.16N/m
95.9223kN
156.0043kN
73.7083kN
-22.214kN
30. Column Calculation for Column G1
Dead Load
Roof
Beams = (2.5 + 3.55)(0.3)(0.4) x 24 =17.424kN
First Floor
Beams = (2.5 + 3.55)(0.3)(0.4) x 24 = 18.288kN
Slabs = (2.5 x 3.55) x 0.15 x 24 = 31.95kN
Walls = (2.5 + 3.55)(0.2)(3) x 19 = 68.97kN
Column = (0.3 x 0.3 x 3) x 24 = 6.48kN
Ground Floor
Beams = (2.5 + 3.55)(0.3)(0.4) x 24 = 18.288kN
Slabs = (2.5 x 3.55) x 0.15 x 24 = 31.95kN
Walls = (2.5 + 3.55)(0.2)(3) x 19 = 68.97kN
Column = (0.3 x 0.3 x 3) x 24 = 6.48kN
Total dead load = 268.8kN
Live Load
First Floor
Slab = (2.5 x 3.55 x 1.5) = 13.3125kN
Ground Floor
Slab = (2.5 x 3.55 x 1.5) = 13.3125kN
Total live load = 26.625kN
Ultimate Load
Ultimate load =(total dead load x 1.4) +
(total live load x 1.6)
= (268.8 x 1.4) + (26.625 x 1.6)
= 376.32 + 42.6
= 368.2218kN
COLUMN ANALYSIS
Kang Zi Shan 0327605
Roof tributary area plan
First floor tributary area plan
Ground floor tributary area plan
31. Column Calculation for Column E3
Dead Load
Roof
Beams = (3.55+1.7+3.45+2.5)(0.3)(0.4) x 24
= 32.256kN
First Floor
Beams = (3.55+1.7+3.45+2.5)(0.3)(0.4) x 24
= 32.256kN
Slabs = [(2.5 x 3.45)+(3.55 x 2.5)+(1.7 x 3.45)] x 24
= 84.114kN
Walls = (3.55+2.5)(0.2)(3)x 19
= 68.97kN
Column = (0.3 x 0.3 x 3) x 24
= 6.48kN
Ground Floor
Beams = (3.55+1.7+3.45+2.5)(0.3)(0.4) x 24
= 32.256kN
Slabs = (3.55+3.45)(1.7+2.5)(0.15) x 24
= 105.84kN
Walls = (3.55+3.45+2.5)(0.2)(3) x 19
= 108.3kN
Column = (0.3 x 0.3 x 3) x 24
= 6.48kN
Total dead load = 476.952kN
Live Load
First Floor
Slab = (5.865+8.625+8.875) x 1.5 = 35.0475kN
Ground Floor
Slab = (7 x 4.2) x 1.5 = 44.1kN
Total live load = 79.1475kN
Ultimate Load
Ultimate load =(total dead load x 1.4) +
(total live load x 1.6)
= (476.952 x 1.4) + (79.1475 x 1.6)
= 667.7328 + 126.636
= 794.3688kN
Roof tributary area plan
First floor tributary area plan
Ground floor tributary area plan
Kang Zi Shan 0327605
32. LEE FEI SYEN 0328008
BEAM ANALYSIS
Beam Calculation for Beam A-C/1
Dead Load
Slab self weight
0.15m X 24kN/m3 = 3.6kN/m2
Beam self weight
(0.3m X 0.4m) X 24kN/m3 = 2.88kN/m
Brick wall self weight
3m X 0.2m X 19kN/m3 = 11.4kN/m
Dead load on slab A-C/1-2
3.6kN/m3 X (3m/2) = 5.4kN/m
Total dead load =
2.88kN/m + 11.4kN/m + 5.4kN/m
= 19.68kN/m
A C
Beam self
weight
2.88kN/m
11.4kN/m
Brick wall
self weight
Dead load
slab A-C/1-2
5.4kN/m
19.68kN/m
TOTAL DEAD LOAD
33. Live Load
Live load on slab A-C/1-2
1.5 X (3m/2) = 2.25kN/m
Total live load = 2.25kN/m
Ultimate load
Ultimate load = (total dead load X 1.4) +
(total live load X 1.6)
= (19.68kN/m X 1.4) + (2.25kN/m X 1.6)
= 31.152kN/m
Reaction force
∑ Ma = 0
= (31.15kN/m X 5.6m)(2.8) – 5.6 Rc
= 448.432kN – 5.6 Rc
5.6Rc = 448.432kN
Rc = 87.22kN
∑ Fy = 0
= Ra – 174.44kN + 87.22kN
= Ra – 87.22kN
Ra = 87.22kN
Shear force diagram
Bending moment diagram
Area = 87.22 X 2.8 / 2 = 122.108kNm
A C
5.6m
TOTAL LIVE LOAD:
Live load slab
A-C/1-2
2.25kN/m
A C
5.6m
ULTIMATE LOAD
31.152kN/m
A C
5.6m
2.8m 2.8m
Rc
87.22kN
Ra
87.22kN
31.152kN/m
122.108kNm
87.22kN
-87.22kN
(87.22 – 174.44)
34. LEE FEI SYEN 0323008
Beam Calculation for Beam A-C/2
Dead Load
Slab self weight
0.15m X 24kN/m3 = 3.6kN/m2
Beam self weight
(0.3m X 0.4m) X 24kN/m3 = 2.88kN/m
Brick wall self weight
3m X 0.2m X 19kN/m3 = 11.4kN/m
Dead load on slab A-B/2-3
3.6kN/m3 X (3m/2) = 5.4kN/m
Dead load on slab B-C/2-3
3.6kN/m3 X (4.1m/2) = 7.38kN/m
Total dead load =
2.88kN/m + 11.4kN/m + 5.4kN/m + 7.38kN/m
= 27.06kN/m
A C
5.6m
Beam self
weight
2.88kN/m
11.4kN/m
Brick wall
self weight
Dead load
slab A-C/1-2
5.4kN/m
7.38kN/m
27.06kN/m
TOTAL DEAD LOAD
Dead load
slab A-C/2-3
35. Live Load
Live load on slab A-C/1-2
1.5 X (3m/2) = 2.25kN/m
Live load on slab A-C/2-3
1.5 X (4.1m/2) = 3.075kN/m
Total live load = 2.25kN/m + 3.075kN/m
= 5.325kN/m
Ultimate load
Ultimate load = (total dead load X 1.4) +
(total live load X 1.6)
= (27.06kN/m X 1.4) + (5.325kN/m X 1.6)
= 46.404kN/m
Reaction force
∑ Ma = 0
= (46.404kN/m X 5.6m)(2.8) – 5.6 Rc
= 727.61kN – 5.6 Rc
5.6Rc = 727.61kN
Rc = 129.93 kN
∑ Fy = 0
= Ra – 259.86kN + 129.93kN
= R2 – 129.93kN
Ra = 129.93kN
Shear force diagram
Bending moment diagram
Area = 129.93 X 2.8 / 2 = 181.9kNm
181.9kNm
129.93kN
-129.93kN
(129.93 – 259.86)
A C
5.6m
Live load slab
A-C/1-2
2.25kN/m
A C
5.6m
ULTIMATE LOAD
46.404kN/m
TOTAL LIVE LOAD
Live load slab
A-C/2-3
3.075kN/m
5.325kN/m
A C
5.6m
46.404kN/m
2.8m 2.8m
Rc
129.93kN
Ra
129.93kN
36. 3.6kN/m
Beam Calculation for Beam A/1-3
Dead Load
Slab self weight
0.15m X 24kN/m3 = 3.6kN/m2
Beam self weight
(0.3m X 0.4m) X 24kN/m3 = 2.88kN/m
Brick wall self weight
3m X 0.2m X 19kN/m3 = 11.4kN/m
Dead load on slab A-C/1-2
3.6kN/m3 X (3m/2) X 2/3 = 3.6kN/m
Dead load on slab A-C/2-3
3.6kN/m3 X (4.1m/2) X 2/3 = 4.92kN/m
Total dead load
For 1-2
2.88 + 11.4 + 3.6 = 17.88kN/m
For B-C
2.88 + 11.4 + 4.92 = 19.2kN/m
LEE FEI SYEN 0323008
1 3
Beam self
weight
Brick wall
self weight
4.92kN/m
Dead load
slab A-C/1-2
2
3m 4.1m
2.88kN/m
11.4kN/m
Dead load
slab A-C/2-3
17.88kN/m 19.2kN/m
37. 31Live Load
Live load on slab A-C/1-2
1.5 X (3m/2) X 2/3 = 1.5kN/m
Live load on slab A-C/2-3
1.5 X (4.1m/2) X (2/3) = 2.05kN/m
Ultimate load
Ultimate load = (total dead load X 1.4) +
(total live load X 1.6)
For 1-2
= (17.88kN/m X 1.4) + (1.5kN/m X 1.6)
= 27.43kN/m
For B-C
= (19.2kN/m X 1.4) + (2.05kN/m X 1.6)
= 30.16kN/m
Reaction force
∑ M1 = 0
= (27.43 X 3)(1.5)+(30.16 X 4.1)(5.05)+(129.93)(3) -
7.1 R3
= 123.435 + 624.463 + 389.79 – 7.1 R3
7.1R3 = 1137.687kN
R3 = 160.238kN
∑ Fy = 0
= R1 – 82.29 – 129.93 – 123.66 + 160.238
= Ra – 175.642
R1 = 175.642kN
TOTAL LIVE LOAD
1.5kN/m
2.05kN/m
Live load slab
A-C/1-2
Live load slab
A-C/2-3
2
3m 4.1m
3.65kN/m 3.65kN/m
321
27.43kN/m 30.16kN/m
3m 4.1m
321
27.43kN/m 30.16kN/m
3m 4.1m
129.93kN/m
175.642kN
R1
160.238kN
R3
ULTIMATE LOAD
39. LEE FEI SYEN 0323008
Beam Calculation for Beam A-E/2
Dead Load
Slab self weight
0.15m X 24kN/m3 = 3.6kN/m2
Beam self weight
(0.3m X 0.4m) X 24kN/m3 = 2.88kN/m
Brick wall self weight
3m X 0.2m X 19kN/m3 = 11.4kN/m
Dead load on slab C-E/1-2
3.6kN/m3 X (3m/2) = 5.4kN/m
Total dead load =
2.88kN/m + 11.4kN/m + 5.4kN/m
= 19.68kN/m
C E
3.4m
Beam self
weight
2.88kN/m
11.4kN/m
Brick wall
self weight
Dead load
slab C-E/1-2
5.4kN/m
19.68kN/m
TOTAL DEAD LOAD
40. Live Load
Live load on slab C-E/1-2
1.5 X (3m/2) = 2.25kN/m
Total live load = 2.25kN/m
Ultimate load
Ultimate load = (total dead load X 1.4) +
(total live load X 1.6)
= (19.67kN/m X 1.4) + (2.25kN/m X 1.6)
= 31.152kN/m
Reaction force
∑ Mc = 0
= (31.152kN/m X 3.4m)(1.7) – 3.4 Re
= 180.059kN – 3.4 Re
3.4Re = 180.059kN
Re = 52.958 kN
∑ Fy = 0
= Rc – 105.916 kN + 52.958kN
= Rc – 52.958kN
Rc = 52.958kN
Shear force diagram
Bending moment diagram
Area = 52.958 X 1.7 / 2 = 45.014kNm
45.014kNm
52.958kN
-52.958kN
(52.958 – 105.916)
C E
3.4m
Live load slab
C-E/1-2
2.25kN/m
C E
3.4m
ULTIMATE LOAD
31.152kN/m
C E
3.4m
31.152kN/m
1.7m 1.7m
Re
52.958kN
Rc
52.958kN
41. Column Calculation for Column C1
Dead Load
Roof
Beams = (2.8+1.7+3.55+2.8+1.7)(0.3)(0.4) X 24
=36.144kN
First Floor
Beams = (2.8+1.7+3.55+2.8+1.7)(0.3)(0.4) X 24
= 36.144kN
Slabs = [(2.8X3.55)+(3X1.7)] X 0.15 X 24
= 54.144kN
Walls = (3.55+2.8+1.7+2.8+1.7)(0.2)(3) X 19
= 143.07kN
Column = (0.3 X 0.3 X 3) X 24 = 6.48kN
Ground Floor
Beams = (2.8+1.7+3.55+2.8+1.7)(0.3)(0.4) X 24
= 36.144kN
Slabs = (4.5X3.55) X 0.15 X 24 = 57.51kN
Walls = (3.55+2.8+1.7+2.8+1.7)(0.2)(3) X 19
= 143.07kN
Column = (0.3 X 0.3 X 3) X 24 = 6.48kN
Total dead load = 519.186kN
Live Load
First Floor
Slab = [(2.8X3.55) + (3X1.7)] X 1.5 = 22.56kN
Ground Floor
Slab = (4.5X3.55) X 1.5 = 23.96kN
Total live load = 46.52kN
Ultimate Load
Ultimate load =(total dead load X 1.4) +
(total live load X 1.6)
= (519.186 X 1.4) + (46.52 X 1.6)
= 801.292kN
COLUMN ANALYSIS
LEE FEI SYEN 0323008
Roof tributary area plan
First floor tributary area plan
Ground floor tributary area plan
42. Column Calculation for Column G3
Dead Load
Roof
Beams = (2.5+3.55+3.45)(0.3)(0.4) X 24
= 27.36kN
First Floor
Beams = (2.5+3.55+3.45)(0.3)(0.4) X 24
= 27.36kN
Slabs = (2.5 X 7) X 0.15 X 24
= 63kN
Walls = (2.5+3.45+3.55)(0.2)(3)X 19
= 108.3kN
Column = (0.3 X 0.3 X 3) X 24
= 6.48kN
Ground Floor
Beams = (2+2.5+3.45+3.55)(0.3)(0.4) X 24
= 33.12kN
Slabs = (4.5 X 7) X 0.15 X 24
= 113.4kN
Walls = (2+2.5+3.55+3.45)(0.2)(3) X 19
= 131.1kN
Column = (0.3 X 0.3 X 3) X 24
= 6.48kN
Total dead load = 516.6kN
Live Load
First Floor
Slab = (2.5 X 7) X1.5 = 26.25kN
Ground Floor
Slab = (4.5 X 7) X 1.5 = 47.25kN
Total live load = 73.5kN
Ultimate Load
Ultimate load =(total dead load X 1.4) +
(total live load X 1.6)
= (516.6 X 1.4) + (73.5 X 1.6)
= 840.84kN
Roof tributary area plan
First floor tributary area plan
Ground floor tributary area plan
43. LEE SHI YIN 0324679
BEAM ANALYSIS
Beam Calculation for Beam A-C/1
Dead Load
Slab self weight
0.15m X 24kN/m3 = 3.6kN/m2
Beam self weight
(0.3m X 0.4m) X 24kN/m3 = 2.88kN/m
Brick wall self weight
3m X 0.2m X 19kN/m3 = 11.4kN/m
Dead load on slab A-C/1-2
3.6kN/m3 X (3m/2) = 5.4kN/m
Total dead load =
2.88kN/m + 11.4kN/m + 5.4kN/m
= 19.68kN/m
A C
5.6m
Beam self
weight
2.88kN/m
11.4kN/m
Brick wall
self weight
Dead load
slab A-C/1-2
5.4kN/m
19.68kN/m
TOTAL DEAD LOAD
44. Live Load
Live load on slab A-C/1-2
1.5 X (3m/2) = 2.25kN/m
Total live load = 2.25kN/m
Ultimate load
Ultimate load = (total dead load X 1.4) +
(total live load X 1.6)
= (19.68kN/m X 1.4) + (2.25kN/m X 1.6)
= 31.152kN/m
Reaction force
∑ MA = 0
= (31.15kN/m X 5.6m)(2.8) – 5.6 Rc
= 448.432kN – 5.6 Rc
5.6Rc = 448.432kN
Rc = 87.22kN
∑ Fy = 0
= Ra – 174.44kN + 87.22kN
= Ra – 87.22kN
Ra = 87.22kN
Shear force diagram
Bending moment diagram
Area = 87.22 X 2.8 / 2 = 122.108kNm
122.108kNm
A C
5.6m
TOTAL LIVE LOAD:
Live load slab
A-C/1-2
2.25kN/m
A C
5.6m
ULTIMATE LOAD
31.152kN/m
A C
5.6m
87.22kN
-87.22kN
(87.22 – 174.44)
2.8m 2.8m
Rc
87.22kN
Ra
87.22kN
31.152kN/m
45. LEE SHI YIN 0324679
Beam Calculation for Beam B/2-3
Dead Load
Slab self weight
0.15m X 24kN/m3 = 3.6kN/m2
Beam self weight
(0.3m X 0.4m) X 24kN/m3 = 2.88kN/m
Brick wall self weight
3m X 0.2m X 19kN/m3 = 11.4kN/m
Dead load on slab A-B/2-3
3.6kN/m3 X (2.8m/2) = 5.04kN/m
Dead load on slab B-C/2-3
3.6kN/m3 X (2.8m/2) = 5.04kN/m
Total dead load =
2.88kN/m + 11.4kN/m + 5.04kN/m + 5.04kN/m
= 24.36kN/m
2 3
4.1m
Beam self
weight
2.88kN/m
11.4kN/m
Brick wall
self weight
Dead load
slab A-B/2-3
5.04kN/m
5.04kN/m
24.36kN/m
TOTAL DEAD LOAD
Dead load
slab B-C/2-3
46. Live Load
Live load on slab A-B/2-3
1.5 X (2.8m/2) = 2.1kN/m
Live load on slab B-C/2-3
1.5 X (2.8m/2) = 2.1kN/m
Total live load = 2.1kN/m + 2.1kN/m
= 4.2kN/m
Ultimate load
Ultimate load = (total dead load X 1.4) +
(total live load X 1.6)
= (24.36kN/m X 1.4) + (4.2kN/m X 1.6)
= 40.824kN/m
Reaction force
∑ M2 = 0
= (40.824kN/m X 4.1m)(2.05) – 4.1 R3
= 343.13kN – 4.1 R3
4.1R3 = 343.13kN
R3 = 83.7N
∑ Fy = 0
= R2 – 167.38kN + 83.7kN
= R2 – 83.68kN
R2 = 83.68kN
Shear force diagram
Bending moment diagram
Area = 83.7 X 2.05 / 2 = 85.79kNm
85.79kNm
83.68kN
-83.68kN
(83.68 – 167.38)
2 3
4.1m
Live load slab
A-B/2-3
2.1kN/m
2 3
4.1m
ULTIMATE LOAD
40.824kN/m
TOTAL LIVE LOAD
Live load slab
B-C/2-3
2.1kN/m
4.2kN/m
2 3
4.1m
40.824kN/m
2.05m 2.05m
R3
83.68kN
R2
83.68kN
47. LEE SHI YIN 0324679
Beam Calculation for Beam A-C/2
Dead Load
Slab self weight
0.15m X 24kN/m3 = 3.6kN/m2
Beam self weight
(0.3m X 0.4m) X 24kN/m3 = 2.88kN/m
Brick wall self weight
3m X 0.2m X 19kN/m3 = 11.4kN/m
Dead load on slab A-C/1-2
3.6kN/m3 X (3m/2) = 5.4kN/m
Dead load on slab A-B/2-3
3.6kN/m3 X (2.8m/2) X 2/3 = 3.36kN/m
Dead load on slab A-B/2-3
3.6kN/m3 X (2.8m/2) X 2/3 = 3.36kN/m
Total dead load
For A-B
2.88 + 11.4 + 5.4 + 3.36 = 23.04kN/m
For B-C
2.88 + 11.4 + 5.4 + 3.36 = 23.04kN/m
A C
Beam self
weight
Brick wall
self weight
Dead load
slab A-C/1-2
3.36kN/m
3.36kN/m
TOTAL DEAD LOAD
Dead load
slab A-B/2-3
B
3m 4.1m
2.88kN/m
11.4kN/m
5.4kN/m
Dead load
slab B-C/2-3
23.04kN/m 23.04kN/m
48. CA
Live Load
Live load on slab A-C/1-2
1.5 X (3m/2) = 2.25kN/m
Live load on slab A-B/2-3
1.5 X (2.8m/2) X (2/3) = 1.4kN/m
Live load on slab B-C/2-3
1.5 X (2.8m/2) X (2/3) = 1.4kN/m
Total live load
For A-B
2.25 + 1.4 = 3.65kN/m
For B-C
2.25 + 1.4 = 3.65kN/m
Ultimate load
Ultimate load = (total dead load X 1.4) +
(total live load X 1.6)
For A-B
= (23.04kN/m X 1.4) + (3.65kN/m X 1.6)
= 38.1kN/m
For B-C
= (23.04kN/m X 1.4) + (3.65kN/m X 1.6)
= 38.1kN/m
Reaction force
∑ MA = 0
= (38.4X 3)(1.5)+(38.4 X 4.1)(5.05)+(83.7)(3) – 7.1 Rc
= 171.45 + 795.072+ 251.1 – 7.1 Rc
7.1Rc = 1217.62kN
Rc = 171.496kN
∑ Fy = 0
= Ra – 114.3 – 83.7 – 157.44 + 171.496
= Ra – 183.944
Ra = 183.944kN
Live load slab
A-C/1-2
TOTAL LIVE LOAD
1.4kN/m
1.4kN/m
Live load slab
A-B/2-3
Live load slab
B-C/2-3
B
3m 4.1m
2.25kN/m
3.65kN/m 3.65kN/m
CBA
38.1kN/m 38.1kN/m
3m 4.1m
CBA
38.1kN/m 38.1kN/m
3m 4.1m
83.7kN/m
183.944kN
Ra
171.496kN
Rc
ULTIMATE LOAD
50. 5.04kN/m
LEE SHI YIN 0324679
Beam Calculation for Beam A/1-2
Dead Load
Slab self weight
0.15m X 24kN/m3 = 3.6kN/m2
Beam self weight
(0.3m X 0.4m) X 24kN/m3 = 2.88kN/m
Brick wall self weight
3m X 0.2m X 19kN/m3 = 11.4kN/m
Dead load on slab A-C/1-2
3.6kN/m3 X (3m/2) X 2/3 = 3.6kN/m
Dead load on slab A-B/2-3
3.6kN/m3 X (2.8m/2) = 5.04kN/m
Total dead load
For 1-2
2.88 + 11.4 + 3.6 = 17.88kN/m
For 2-3
2.88 + 11.4 + 2.52 = 19.32kN/m
1 3
Beam self
weight
Brick wall
self weight
Dead load
slab A-C/1-2
TOTAL DEAD LOAD
Dead load
slab A-B/2-3
2
3m 4.1m
2.88kN/m
11.4kN/m
3.6kN/m
17.88kN/m 19.32kN/m
51. Live Load
Live load on slab A-C/1-2
1.5 X (3m/2) X (2/3)= 1.5kN/m
Live load on slab A-B/2-3
1.5 X (2.8m/2) = 2.1kN/m
Total live load
For 1-2 = 1.5kN/m
For 2-3 = 2.1kN/m
Ultimate load
Ultimate load = (total dead load X 1.4) +
(total live load X 1.6)
For 1-2
= (17.88kN/m X 1.4) + (1.5kN/m X 1.6)
= 27.43kN/m
For 2-3
= (19.32kN/m X 1.4) + (2.1kN/m X 1.6)
= 30.408kN/m
Reaction force
∑ M1 = 0
= (27.43X 3)(1.5)+(30.408 X 4.1)(5.05)+(183.944)(3) –
7.1 R3
= 123.435 + 551.832 + 629.5976 – 7.1 R3
7.1R3 = 1304.8646kN
R3 = 183.784kN
∑ Fy = 0
= R1 – 82.29 – 183.944 -124.6728 + 183.784
= R1 – 207.1228
R1 = 207.1228kN
31
Live load slab
A-C/1-2
TOTAL LIVE LOAD
1.5kN/m
2.1kN/m
Live load slab
A-B/2-3
2
3m 4.1m
1.5kN/m 2.1kN/m
321
27.43kN/m 30.408kN/m
3m 4.1m
321
27.43kN/m 30.408kN/m
3m 4.1m
183.944kN/m
207.1228kN
R1
183.784kN
R3
ULTIMATE LOAD
53. Column Calculation for Column A1
Dead Load
Roof
Beams = (3.55 + 2.8)(0.3)(0.4) X 24 =18.288kN
First Floor
Beams = ( 3.55+ 2.8)(0.3)(0.4) X 24 = 18.288kN
Slabs = (3.55 X 2.8 X 0.15) X 24 = 35.784kN
Walls = (3.55+2.8)(0.2)(3) X 19 = 72.39kN
Column = (0.3 X 0.3 X 3) X 24 = 6.48kN
Ground Floor
Beams = ( 3.55+ 2.8)(0.3)(0.4) X 24 = 18.288kN
Slabs = (3.55 X 2.8 X 0.15) X 24 = 35.784kN
Walls = (3.55+2.8)(0.2)(3) X 19 = 72.39kN
Column = (0.3 X 0.3 X 3) X 24 = 6.48kN
Total dead load = 284.172kN
Live Load
First Floor
Slab = (3.5 X 2.8 X 0.15) = 14.7kN
Ground Floor
Slab = (3.5 X 2.8 X 0.15) = 14.7kN
Total live load = 29.4kN
Ultimate Load
Ultimate load =(total dead load X 1.4) +
(total live load X 1.6)
= (284.172 X 1.4) + (29.4 X 1.6)
= 444.881kN
COLUMN ANALYSIS
LEE SHI YIN 0324679
Roof tributary area plan
First floor tributary area plan
Ground floor tributary area plan
54. Column Calculation for Column C3
Dead Load
Roof
Beams = (2.8+1.7+3.45+3.5)(0.3)(0.4) X 24
=18.288kN
First Floor
Beams = (2.8+1.7+3.45+3.5)(0.3)(0.4) X 24
=18.288kN
Slabs = [(6.95 x 2.8)+(1.7 x 3.45] X 24
= 91.17kN
Walls = (2.8+3.45+3.5)(0.2)(3)X 19
= 72.39kN
Column = (0.3 X 0.3 X 3) X 24
= 6.48kN
Ground Floor
Beams = (2.8+1.7+3.45+3.5)(0.3)(0.4) X 24
=18.288kN
Slabs = (6.95 X 4.2 X 0.15) X 24
= 105.084kN
Walls = (2.8+3.45+3.5)(0.2)(3) X 19
= 111.15kN
Column = (0.3 X 0.3 X 3) X 24
= 6.48kN
Total dead load = 530.442kN
Live Load
First Floor
Slab = [(6.95 x 2.8)+(1.7 x 3.45)] X1.5 = 37.9875kN
Ground Floor
Slab = (6.95 x 4.2) X 1.5 = 43.785kN
Total live load = 81.7725kN
Ultimate Load
Ultimate load =(total dead load X 1.4) +
(total live load X 1.6)
= (530.442 X 1.4) + (81.7725 X 1.6)
= 873.4548kN
Roof tributary area plan
First floor tributary area plan
Ground floor tributary area plan
55. TING XIAO YAO 0328663
BEAM ANALYSIS
Beam Calculation for Beam C5-C6
Dead Load
Slab self weight
0.15m X 24kN/m3 = 3.6kN/m2
Beam self weight
(0.3m X 0.4m) X 24kN/m3 = 2.88kN/m
Brick wall self weight
3m X 0.2m X 19kN/m3 = 11.4kN/m
Dead load on slab A-C/5-6
3.6kN/m3 X (4m/2) X 2/3 = 4.8kN/m
Dead load on slab D-E/5-6
3.6kN/m3 X (1.7m/2) = 3.06kN/m
Total dead load =
2.88kN/m + 11.4kN/m + 4.8kN/m + 3.06kN/m
= 22.14kN/m
5 6
4m
Beam self
weight
2.88kN/m
11.4kN/m
Brick wall
self weight
Dead load
slab A-C/5-6
4.8kN/m
22.14kN/m
TOTAL DEAD LOAD
Dead load
slab D-E/5-6
3.06kN/m
56. Live Load
Live load on slab A-C/5-6
1.5 X (4m/2) X 2/3 = 2 kN/m
Live load on slab D-E/5-6
1.5 X (1.7m/2) = 1.275 kN/m
Total live load = 3.275kN/m
Ultimate load
Ultimate load = (total dead load X 1.4) +
(total live load X 1.6)
= (22.14kN/m X 1.4) + (3.275kN/m X 1.6)
= 36.236kN/m
Reaction force
∑ MA = 0
= (36.236kN/m X 4m)(2) – 4R6
= 448.432kN – 4R6
4R6 = 448.432kN
R6 = 72.472kN
∑ Fy = 0
= R5 – 144.944kN + 72.472kN
= R5 – 72.472kN
R5 = 72.472kN
Shear force diagram
Bending moment diagram
Positive Area = 72.472 X 2 / 2 = 72.472kNm
Negative Area = -72.472 X 2 / 2 = -72.472kNm
72.472kNm
5 6
4m
TOTAL LIVE LOAD:
Live load slab
A-C/5-6 , D-E/5-6
3.275kN/
m
5 6
4m
ULTIMATE LOAD
36.236kN/m
5 6
4m
72.472kN
-72.472kN
(72.472-144.944=-72.472)
2m 2m
Rc
72.472kN
R5
72.472kN
36.236kN/m
57. TING XIAO YAO 0328663
Beam Calculation for Beam D/5-6
Dead Load
Slab self weight
0.15m X 24kN/m3 = 3.6kN/m2
Beam self weight
(0.3m X 0.4m) X 24kN/m3 = 2.88kN/m
Brick wall self weight
3m X 0.2m X 19kN/m3 = 11.4kN/m
Dead load on slab C-D/5-6
3.6kN/m3 X (1.7m/2) = 0.85kN/m
Dead load on slab D-E/5-6
3.6kN/m3 X (1.7m/2) = 0.85kN/m
Total dead load =
2.88kN/m + 11.4kN/m + 0.85kN/m + 0.85kN/m
= 15.98kN/m
5 6
4m
Beam self
weight
2.88kN/m
11.4kN/m
Brick wall
self weight
Dead load
slab C-D/5-6
0.85kN/m
0.85kN/m
15.98kN/m
TOTAL DEAD LOAD
Dead load
slab D-E/5-6
58. Live Load
Live load on slab C-D/5-6
1.5 X (1.7m/2) = 5.1kN/m
Live load on slab D-E/5-6
1.5 X (1.7m/2) = 5.1kN/m
Total live load = 5.1kN/m + 5.1kN/m
= 10.2kN/m
Ultimate load
Ultimate load = (total dead load X 1.4) +
(total live load X 1.6)
= (15.98kN/m X 1.4) + (10.2kN/m X 1.6)
= 38.692kN/m
Reaction force
∑ M2 = 0
= (38.692kN/m X 4m)(2) – 4 R6
= 309.536kN – 4 R6
4R6 = 309.536kN
R6 = 77.384N
∑ Fy = 0
= R5 – 154.768kN + 77.384kN
R5 = 77.384kN
Shear force diagram
Bending moment diagram
Positive Area = 77.384 X 2 / 2 = 77.384kNm
Negative Area = -77.384 X 2 / 2 = -77.384kNm
77.384kNm
77.384kN
-77.384kN
(77.384-154.768=-
77.384)
5 6
4m
Live load slab
C-D/5-6
5.1kN/m
5 6
4m
ULTIMATE LOAD
38.692kN/m
TOTAL LIVE LOAD
Live load slab
D-E/5-6
5.1kN/m
10.2kN/m
5 6
4m
38.692kN/m
2m 2 m
R6
77.384kN
R5
77.384kN
59. TING XIAO YAO 0328663
Beam Calculation for Beam C-E/6
Dead Load
Slab self weight
0.15m X 24kN/m3 = 3.6kN/m2
Beam self weight
(0.3m X 0.4m) X 24kN/m3 = 2.88kN/m
Brick wall self weight
3m X 0.2m X 19kN/m3 = 11.4kN/m
Dead load on slab C-D/6
3.6kN/m3 X (3m/2) = 5.4kN/m
Dead load on slab D-5/6
3.6kN/m3 X (3m/2) = 5.4kN/m
Total dead load
For C-D/6
2.88 + 11.4 + 0.85= 15.13kN/m
For D-E/6
2.88 + 11.4 + 0.85= 15.13kN/m
C E
Beam self
weight
Brick wall
self weight
5.4kN/m
5.4kN/m
TOTAL DEAD LOAD
Dead load
slab A-B/2-3
D
1.7
m
1.7m
2.88kN/m
11.4kN/m
Dead load
slab B-C/2-3
15.13kN/m 15.13kN/m
60. EC
Live Load
Live load on slab C-D/6
1.5 X (1.7m/2) = 5.1kN/m
Live load on slab D-E/6
1.5 X (1.7m/2) = 5.1kN/m
Total live load
For C-D/6
=5.1kN/m
For D-E/6
=5.1kN/m
Ultimate load
Ultimate load = (total dead load X 1.4) +
(total live load X 1.6)
For C-D/6
= (15.13kN/m X 1.4) + (5.1kN/m X 1.6)
= 29.342kN/m
For D-E/6
= (15.13kN/m X 1.4) + (5.1kN/m X 1.6)
= 29.342kN/m
Reaction force
∑ MA = 0
= (29.342X 1.7)2.55+(29.342 X 1.7)0.85+(77.384X1.7)–
3.4 Rc
= 127.1022+42.39919+131.5528– 3.4Rc
3.4Rc = 301.05419kN
Rc = 88.54535kN
∑ Fy = 0
= RE+88.5435-49.844-49.844-77.384
RE = 88.53kN
TOTAL LIVE LOAD
5.1kN/m
5.1kN/m
Live load slab
C-D/6
Live load slab
C-D/6
D
3m 4.1m
5.1kN/m 5.1kN/m
EDC
29.342kN/m 29.342kN/m
1.7m 1.7m
EDC
29.342kN/
m
29.342kN/
m
1.7m 1.7m
77.384kN/m
88.53kN
RE
88.54535kN
RC
ULTIMATE LOAD
62. TING XIAO YAO 0328663
Beam Calculation for Beam C-E/2
Dead Load
Slab self weight
0.15m X 24kN/m3 = 3.6kN/m2
Beam self weight
(0.3m X 0.4m) X 24kN/m3 = 2.88kN/m
Brick wall self weight
3m X 0.2m X 19kN/m3 = 11.4kN/m
Dead load on slab C-E/1-2
3.6kN/m3 X (3m/2) = 4.5kN/m
Dead load on slab D-E/2-3
3.6kN/m3 X (3m/2) X (2/3) = 3.6kN/m
Total dead load =
2.88kN/m + 11.4kN/m + 4.5kN/m + 3.6kN/m
= 22.38kN/m
E C
3.4m
Beam self
weight
2.88kN/m
11.4kN/m
Brick wall
self weight
Dead load
slab C-D/5-6
4.5kN/m
3.6kN/m
22.38kN/m
TOTAL DEAD LOAD
Dead load
slab D-E/5-6
63. Live Load
Live load on slab C-E/1-2
1.5 X (2m/2) = 1.5kN/m
Live load on slab C-E/2-3
1.5 X (2m/2) X 2/3 = 1kN/m
Total live load = 1.5kN/m + 1kN/m
= 2.5kN/m
Ultimate load
Ultimate load = (total dead load X 1.4) +
(total live load X 1.6)
= (22.38kN/m X 1.4) + (2.5kN/m X 1.6)
= 35.332kN/m
Reaction force
∑ M2 = 0
= (35.332kN/m X 3.4m)(2) – 3.4RC
RC = 60.0644N
∑ Fy = 0
= RE – 120.1288kN + 60.0644kN
RE = 60.0644kN
Shear force diagram
Bending moment diagram
Positive Area = 60.0644 X 1.7 / 2 = 51.05474kNm
Negative Area = -60.0644 X 1.7 / 2 = -
51.05475kNm
51.05474kNm
60.0644kN
-60.0644kN
(60.0644-120.1288=-60.0644)
E C
3.4m
Live load slab
C-E/1-2
1.5kN/m
E C
3.4m
ULTIMATE LOAD
35.332kN/m
TOTAL LIVE LOAD
Live load slab
C-5/2-3
1kN/m
2.5kN/m
E C
3.4m
35.332kN/m
1.7m 1.7 m
RC
60.0644kN
RE
60.0644kN
64. Column Calculation for Column E6
Dead Load
Roof
Beams = (1.7 + 2)(0.3)(0.4) X 24 =10.656kN
First Floor
Beams = ( 1.7+ 2)(0.3)(0.4) X 24 = 10.656kN
Slabs = (1.7 X 2 X 0.15) X 24 = 12.24kN
Walls = (1.7+2)(0.2)(3) X 19 = 42.18kN
Column = (0.3 X 0.3 X 3) X 24 = 6.48kN
Ground Floor
Beams = ( 1.7+ 2)(0.3)(0.4) X 24 = 10.656kN
Slabs = (1.7 X 2 X 0.15) X 24 = 12.24kN
Walls = (1.7+2)(0.2)(3) X 19 = 42.18kN
Column = (0.3 X 0.3 X 3) X 24 = 6.48kN
Total dead load = 153.768kN
Live Load
First Floor
Slab = (1.7 X 2 X 1.5) = 6.12kN
Ground Floor
Slab = (1.7 X 2 X 1.5) = 6.12kN
Total live load = 12.24kN
Ultimate Load
Ultimate load =(total dead load X 1.4) +
(total live load X 1.6)
= (153.768 X 1.4) + (12.24 X 1.6)
= 215.7552kN
COLUMN ANALYSIS
TING XIAO YAO 0328663
Roof tributary area plan
First floor tributary area plan
Ground floor tributary area plan
65. Column Calculation for Column E5
Dead Load
Roof
Beams = (2+1.7+3.45+2.5)(0.3)(0.4) X 24
=27.792kN
First Floor
Beams = (2+1.7+3.45+2.5)(0.3)(0.4) X 24
=27.792kN
Slabs = [(2.5 x 3.45)+(3.45 x 1.7)+(2X1.7)] X 24
X0.15
= 64.404kN
Walls = (2+1.75+3.45)(0.2)(3)X 19
= 133.722kN
Column = (0.3 X 0.3 X 3) X 24
= 6.48kN
Ground Floor
Beams = (2+1.7+3.45+2.5)(0.3)(0.4) X 24
=27.792kN
Slabs = [(2.5 x 3.45)+(3.45 x 1.7)+(2X1.7)] X 24
X0.15
= 64.404kN
Walls = (2+1.75+3.45)(0.2)(3)X 19
= 133.722kN
Column = (0.3 X 0.3 X 3) X 24
= 6.48kN
Total dead load = 492.588kN
Live Load
First Floor
Slab = [(2.5 x 3.45)+(1.7 x 3.45)+(2X1.7)] X1.5 =
26.835kN
Ground Floor
Slab = [(2.5 x 3.45)+(1.7 x 3.45)+(2X1.7)] X1.5 =
26.835kN
Total live load = 53.67kN
Ultimate Load
Ultimate load =(total dead load X 1.4) +
(total live load X 1.6)
= (492.588 X 1.4) + (53.67 X 1.6)
= 775.4952kN
Roof tributary area plan
First floor tributary area plan
Ground floor tributary area plan
