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![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](https://image.slidesharecdn.com/bstructurefinalc-180717180936/85/B-structure-final_c-4-320.jpg)
![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](https://image.slidesharecdn.com/bstructurefinalc-180717180936/85/B-structure-final_c-26-320.jpg)
![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](https://image.slidesharecdn.com/bstructurefinalc-180717180936/85/B-structure-final_c-29-320.jpg)
![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](https://image.slidesharecdn.com/bstructurefinalc-180717180936/85/B-structure-final_c-31-320.jpg)
![Shear Force Diagram
175.642kN – 82.29kN = 93.352kN
93.352kN – 129.93kN = -36.578kN
-36.578kN – 123.66kN = -160.238kN
-160.238kN + 160.238kN = 0
Bending Moment Diagram
+ve
Area = [3(175.642+93.352)]/2 = 430.491kNm
-ve
Area = [4.1(36.578+160.238)]/2 = 430.473kNm
175.642kN
-160.238kN
403.8kNm
(93.352-129.93)
(175.642-82.29)93.352kN
-36.578kN
3m 4.1m
-ve
+ve](https://image.slidesharecdn.com/bstructurefinalc-180717180936/85/B-structure-final_c-38-320.jpg)
![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](https://image.slidesharecdn.com/bstructurefinalc-180717180936/85/B-structure-final_c-41-320.jpg)
![Shear Force Diagram
183.9kN – 114.3kN = 69.644kN
69.644kN – 83.7kN = -14.056kN
-14.056kN – 157.496kN = -171.496kN
-171.496kN + 171.496kN = 0
Bending Moment Diagram
+ve
Area = [3(185.94+69.64)]/2 = 380.38kNm
-ve
Area = [4.1(14.056+171.496)]/2 = 380.381kNm
183.94kN
-171.496kN
380.376kNm
(69.644-83.7)
(183.94 –114.3)69.644kN
-14.056kN
3m 4.1m
-ve
+ve](https://image.slidesharecdn.com/bstructurefinalc-180717180936/85/B-structure-final_c-49-320.jpg)
![Shear Force Diagram
207.1228kN – 82.29kN = 124.8328kN
124.8324kN – 183.944kN = -59.1112kN
-59.1112kN – 124.6728kN = -183.784kN
-183.784kN + 183.784kN = 0
Bending Moment Diagram
+ve
Area = [3(124.8328+ 207.1228)]/2 = 497.9334kNm
-ve
Area = [4.1(183.784+59.1112)]/2 = 497.935kNm
3m 4.1m
207.1228kN
-183.784kN
(124.883-183.944)
(207.1228 – 82.29)124.8328kN
-59.1112kN
497.935kNm
-ve
+ve](https://image.slidesharecdn.com/bstructurefinalc-180717180936/85/B-structure-final_c-52-320.jpg)
![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](https://image.slidesharecdn.com/bstructurefinalc-180717180936/85/B-structure-final_c-54-320.jpg)
![Shear Force Diagram
88.53kN – 49.844kN = 38.686kN
38.686kN – 77.384kN = -38.738kN
-38.738kN – 49.844kN = -88.582kN
-88.582kN + 88.582kN = 0
Bending Moment Diagram
+ve
Area = [1.7(88.53+38.686)]/2 = 108.1136kNm
-ve
Area = [1.7(-38.738-88.582)]/2 = -108.222kNm
88.53kN
-88.582kN
108.1336kNm
(38.686-77.384)
(88.53-49.844)38.686kN
-38.738kN
1.7m 1.7m
-ve
+ve](https://image.slidesharecdn.com/bstructurefinalc-180717180936/85/B-structure-final_c-61-320.jpg)
![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](https://image.slidesharecdn.com/bstructurefinalc-180717180936/85/B-structure-final_c-65-320.jpg)
More Related Content
B structure final_c
- 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 secondassignment 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 UBBLFactor 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
- 5.
- 6. Ground Floor Plan Scale1:200 First Floor Plan Scale 1:200
- 7.
- 8.
- 9. Ground Floor Plan StructurePlan Scale 1:200 Foundation Plan Structure Plan Scale 1:200
- 10. Roof Plan Structure Plan Scale1:200 First Floor Plan Structure Plan Scale 1:200
- 11.
- 12. Ground Floor Plan LoadDistribution Path - Slab Scale 1:200 First Floor Plan Load Distribution Path - Slab Scale 1:200
- 13. COLUMN ANALYSIS 6TRIBUTARY AREAPLAN LOAD DISTRIBUTION PATH
- 14. Ground Floor Plan TributaryArea Plan Scale 1:200 First Floor Plan Tributary Area Plan Scale 1:200
- 15. Roof Plan Tributary AreaPlan Scale 1:200
- 16. Ground Floor Plan LoadDistribution Path - Column Scale 1:200 First Floor Plan Load Distribution Path - Column Scale 1:200
- 17. Roof Plan Load DistributionPath Scale 1:200
- 18.
- 19. WORK DISTRIBUTION Ground FloorStructural Plan First Floor Structural Plan Darren Tan Kang Zi Shan Lee Fei Syen Lee Shi Yin Ting Xiao Yao
- 20. KANG ZI SHAN0327605 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 SlabC-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 SHAN0327605 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 SlabE-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 SHAN0327605 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 SlabE-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 SHAN0327605 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 SlabF-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 forColumn 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 forColumn 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 SYEN0328008 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 loadon 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 SYEN0323008 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 loadon 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 forBeam 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 loadon 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
- 38. Shear Force Diagram 175.642kN– 82.29kN = 93.352kN 93.352kN – 129.93kN = -36.578kN -36.578kN – 123.66kN = -160.238kN -160.238kN + 160.238kN = 0 Bending Moment Diagram +ve Area = [3(175.642+93.352)]/2 = 430.491kNm -ve Area = [4.1(36.578+160.238)]/2 = 430.473kNm 175.642kN -160.238kN 403.8kNm (93.352-129.93) (175.642-82.29)93.352kN -36.578kN 3m 4.1m -ve +ve
- 39. LEE FEI SYEN0323008 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 loadon 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 forColumn 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 forColumn 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 YIN0324679 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 loadon 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 YIN0324679 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 loadon 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 YIN0324679 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 loadon 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
- 49. Shear Force Diagram 183.9kN– 114.3kN = 69.644kN 69.644kN – 83.7kN = -14.056kN -14.056kN – 157.496kN = -171.496kN -171.496kN + 171.496kN = 0 Bending Moment Diagram +ve Area = [3(185.94+69.64)]/2 = 380.38kNm -ve Area = [4.1(14.056+171.496)]/2 = 380.381kNm 183.94kN -171.496kN 380.376kNm (69.644-83.7) (183.94 –114.3)69.644kN -14.056kN 3m 4.1m -ve +ve
- 50. 5.04kN/m LEE SHI YIN0324679 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 loadon 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
- 52. Shear Force Diagram 207.1228kN– 82.29kN = 124.8328kN 124.8324kN – 183.944kN = -59.1112kN -59.1112kN – 124.6728kN = -183.784kN -183.784kN + 183.784kN = 0 Bending Moment Diagram +ve Area = [3(124.8328+ 207.1228)]/2 = 497.9334kNm -ve Area = [4.1(183.784+59.1112)]/2 = 497.935kNm 3m 4.1m 207.1228kN -183.784kN (124.883-183.944) (207.1228 – 82.29)124.8328kN -59.1112kN 497.935kNm -ve +ve
- 53. Column Calculation forColumn 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 forColumn 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 YAO0328663 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 loadon 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 YAO0328663 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 loadon 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 YAO0328663 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 loadon 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
- 61. Shear Force Diagram 88.53kN– 49.844kN = 38.686kN 38.686kN – 77.384kN = -38.738kN -38.738kN – 49.844kN = -88.582kN -88.582kN + 88.582kN = 0 Bending Moment Diagram +ve Area = [1.7(88.53+38.686)]/2 = 108.1136kNm -ve Area = [1.7(-38.738-88.582)]/2 = -108.222kNm 88.53kN -88.582kN 108.1336kNm (38.686-77.384) (88.53-49.844)38.686kN -38.738kN 1.7m 1.7m -ve +ve
- 62. TING XIAO YAO0328663 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 loadon 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 forColumn 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 forColumn 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