SCHOOL OF ARCHITECTURE, BUILDING & DESIGN BACHELOR OF SCIENCE (HONOURS) (ARCHITECTURE) MODULE : BUILDING STRUCTURES MODULE CODE NUMBER : (ARC 2522/2523) ASSIGNMENT : SKELETON DESIGN OF A R.C. BUILDING
GROUP MEMBERS : 1. TAN MIN CHUEN 0322938 2. CHANG HUEY YI 0322898 3. NG KWANG ZHOU 0322802 4. TEOH JUN XIANG 0322099 5. LIM WOO LEON 0322180 TUTOR : MS. ANN SEE PENG
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410 2000
1586
605
1086
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2095
1995
3968
2885
A 12
B 1895
11
13
10
1515 1605
F G
9
8
7
UP
SHOWER
725
D E
SHOWER
705
2305
C
6
2177
H 3
1680
I J 2307
4
K
1
GROUND FLOOR PLAN 1 : 150 1. CAR PORCH 2. FOYER 3. LIVING AREA 4. STORE ROOM 5. CORRIDOOR 6. BEDROOM 7. WASHROOM 8. WASHROOM 9. DINING ROOM 10. DRY KITCHEN 11. GYM ROOM 12. WET KITCHEN 13. LAUNDRY
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2
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3 45
6 7
8 9
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410 2000
1586
605
1086
805
1466
940
1800
2095
1995
A 2885
SHOWER
11
10
9
8
1895
B
1515
7
DN
1605
F G
6
725
D E
705
2305
C
2177
H 5
3
1680
I SHOWER
2307
J 4
K
2
FIRST FLOOR GROUND PLAN 1 : 150 1. WASHROOM 2. WASHROOM 3. BEDROOM 4. BEDROOM 5. GAME ROOM 6. STUDY AREA / LIBRARY 7. CORRIDOOR 8. BALCONY 9. MASTER BEDROOM 10. WALK-IN WARDROBE 11. WASHROOM
2
SHOWER
1
3968
1
2
3 45
6 7
8 9
10
11
12
13
410 2000
2885
A
1895
B
1515 1605
F G
725
D E
705
2305
C
2177
H
1680
I
2307
J K
3
ROOF PLAN 1 : 150
1586
605
1086
805
1466
940
1800
2095
1995
3968
2
1
3 45
8 9
6 7
10
12
11
13
410 2000
1586
605
1086
805
1466
940
1800
2885
A
1895
B
1515 1605
F G
725
D E
705
2305
C
2177
H
1680
I
2307
J K
1
GROUND FLOOR STRUCTURAL PLAN (BEAMS) 1 : 150
2095
1995
3968
1
2
3 45
6 7
8 9
10
11
12
13
410 2000
1586
605
1086
805
1466
940
2885
A
1895
B
1515 1605
F G
725
D E
705
2305
C
2177
H
1680
I
2307
J K
2
FIRST FLOOR STRUCTURAL PLAN (BEAMS) 1 : 150
1800
2095
1995
3968
1
2
3 45
6 7
8 9
10
11
12
13
410 2000
1586
2885
A
1895
B
1515 1605
F G
725
D E
705
2305
C
2177
H
1680
I
2307
J K
3
ROOF STRUCTURAL PLAN 1 : 150
605
1086
805
1466
940
1800
2095
1995
3968
1
2
3 45
6 7
8 9
10
11
12
13
410 2000
2885
A
1895
B
1515 1605
F G
725
D E
705
2305
C
2177
H
1680
I
2307
J K
1
FOUNDATION PLAN 1 : 150
1586
605
1086
805
1466
940
1800
2095
1995
3968
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3 45
2
6 7
8 9
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12
410 2000
1586
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1086
805
1466
940
1800
A
B C D E F G H I J K
1
GROUND FLOOR STRUCTURAL PLAN (COLUMNS) 1 : 150
2095
1995
3968
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3 45
2
6 7
8 9
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410 2000
1586
605
1086
805
1466
940
1800
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B C D E F G H I J K
2
FIRST FLOOR STRUCTURAL PLAN (COLUMNS) 1 : 150
2095
1995
3968
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3 45
6 7
8 9
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13
410 2000
1586
605
1086
805
1466
940
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2095
1995
3968
2885
A GYM ROOM 5.0KN/M2
1895
B
WET KITCHEN 3.0KN/M2
DRY KITCHEN 3.0KN/M2
1515
BATHROOM 2.0KN/M2
CORRIDOOR 3.0KN/M2
DINING 2.0KN/M2
UP
725 1605
F G
BATHROOM 2.0KN/M2
705
2305
C D E
BEDROOM 1.5KN/M2
2177
H
CORRIDOOR 2.0KN/M2 LIVING AREA 2.0KN/M2
1680
I
2307
J
STORE ROOM 5.0KN/M2
K
1
LAUNDRY 2 3.0KN/M
GROUND LIVELOAD PLAN 1 : 150
CORRIDOOR 2 2.0KN/M
FOYER 2 2.0KN/M
CAR PORCH 2.5KN/M2
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2885
A BATHROOM 2.0KN/M2
MASTER BEDROOM 1.5KN/M2
1895
B
WALK-IN CLOSET 1.5KN/M2
1515
STUDY AREA / LIBRARY 4.0KN/M2
DN
1605
F G
725
D E
705
2305
C
2177
H GAME ROOM 1.5KN/M2
BEDROOM 1.5KN/M2
1680
I
2307
J
BEDROOM 1.5KN/M2
K
2
FIRST FLOOR LIVE LOAD PLAN 1 : 150
BATHROOM 2.0KN/M2
BATHROOM 2.0KN/M2
BALCONY 1.5KN/M2
3968
Design brief 1. Density of materials a) Reinforced concrete: 24 kN/m3 b) Brick masonry: 19 kN/m3
2. Reinforced concrete beam a) Dimensions: 0.15m (W) x 0.35m (D) b) Density of reinforced concrete: 24 kN/m3 c) Self weight of beam = Dimension x density of reinforced concrete = (0.15 x 0.35)m2 x (24 kN/m3) = 1.26 kN/m
3. Reinforced concrete floor slab a) Dimension: 0.12m (Thickness) b) Density of reinforced concrete: 24 kN/m3 c) Self weight of reinforced concrete floor slab = Dimension x density of reinforced concrete = 0.12m x 24 kN/m3 = 2.88 kN/m2
4. Brick masonry wall a) Dimensions: 0.15m (W) x 3.5m (H) b) Density of brickwork: 19 kN/m3 c) Self weight of brick masonry wall = Dimension x density of brickwork = (0.15 x 3.5)m2 x (19 kN/m3) = 9.975 kN/m
5. Reinforced concrete column a) Dimension: 0.3m (W) x 0.3m (L) x 3.5m (H) b) Density of reinforced concrete: 24 kN/m3 c) Self weight of reinforced concrete column = Dimension x density of reinforced concrete = 0.3m x 0.3m x 3.5m x 24 kN/m3 = 7.56 kN
6. Roof a) Dead load: 1.0 kN/m2 b) Live load: 0.5 kN/m2
Teoh Jun Xiang 0322099
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3 45
6 7
8 9
10
11
12
13
410 2000
1586
605
1086
805
1466
940
1800
2885
A
1895
B
1515 1605
F G
725
D E
705
2305
C
2177
H
1680
I
2307
J K
GROUND FLOOR STRUCTURAL PLAN (BEAMS) 1 : 150
2095
1995
3968
BEAM ANALYSIS REPORT BY TEOH JUN XIANG
1 Beam 9-12/E Structure Slab 9-12/C-E Slab 9-12/E-G Wall Beam TOTAL
Dead Load Analysis 2.88 X (3.01/2) = 4.33 kN/m 2.88 X (2.24/2) = 3.23 kN/m 9.975 kN/m 1.26 kN/m 8.82 kN/m
Ultimate Load
=1.4DL + 1.6LL =1.4(38.82) + 1.6(3.01) =17.17 kN/m
RA= RB =17.17 X 5.89 X (1/2) =50.57 kN/m
Live Load Analysis 2.0 X (3.01/2) = 3.01 kN/m 0 (staircase considered void) — — 3.01 kN/m
2 Beam 9/C-G Structure Slab 9-12/C-E Slab 4-9/C-G Wall Beam TOTAL
Dead Load Analysis 2.88 X (3.01/2) X (2/3) = 2.89 kN/m 2.88 X (4.71/2) = 6.78 kN/m — 1.26 kN/m 12.37 kN/m
Ultimate Load
= 1.4DL + 1.6LL = 1.4(6.78 +2.89 +1.26) + 1.6(7.07) = 29.81 kN/m
Ultimate Load
= 1.4DL + 1.6LL = 1.4(6.78 + 1.26) + 1.6(7.07) = 22.57 kN/m
Live Load Analysis 2.0 X (3.01/2) X (2/3) = 2 kN/m 3.0 X (4.71/2) = 7.07 kN/m — — 9.07 kN/m
ΣMA = 0 0 = 89.75(1.505) +50.57(3.01) + 50.56(4.13) - RB(5.25) RB = (135.04 + 152.22 + 208.81) / 5.25 = 94.49 kN ΣFY = 0 0 = RA - 89.73 - 50.57 - 50.56 + 94.49 RA = 96.37 kN
3 Beam 12/C-G Structure Slab 9-12/C-E Wall Beam TOTAL
Ultimate Load
Dead Load Analysis 2.88 X (3.01/2) X (2/3) = 2.89 kN/m 9.975 kN/m 1.26 kN/m 14.125 kN/m
=1.4DL + 1.6LL =1.4(2.89 + 9.975 + 1.26) + 1.6(2) = 22.98 kN/m
ΣMA = 0 0 = 69.17(1.505) +50.57(3.01) - RB(6.25) RB = (104.10 + 152.22) / 5.25 = 48.82 kN ΣFY = 0 0 = RA - 69.17 - 50.57 + 48.82 RA = 70.92 kN
Live Load Analysis 2.0 X (3.01/2) X (2/3) = 2 kN/m — — 2 kN/m
4
Beam 7-11/C Structure Slab 9-12/C-E Slab 7-11/B-C Slab 4-9/C-G Wall Beam TOTAL
Dead Load Analysis 2.88 X (3.01/2) = 4.33 kN/m 2.88 X (1.9/2) = 2.74 kN/m 2.88 X (4.71/2) X (2/3) = 4.52 kN/m — 1.26 kN/m 12.85 kN/m
Ultimate Load
= 1.4DL + 1.6LL = 1.4(2.74 + 4.52 + 1.26) + 1.6(2.85 + 4.71) = 24.03 kN/m
Ultimate Load
= 1.4DL + 1.6LL = 1.4(2.74 + 4.33 + 1.26) + 1.6(2.85 + 3.01) = 11.04 kN/m
Live Load Analysis 2.0 X (3.01/2) = 3.01 kN/m 2.0 X (1.9/2) = 2.85 kN/m 3.0 X (4.71/2) X (2/3) = 4.71 kN/m — — 10.57 kN/m
ΣMA = 0 0 = 58.63(1.22) +96.37(2.44) + 43.06(4.39) - RB(6.34) RB = (71.53 + 235.14 + 189.03) / 6.34 = 78.19 kN ΣFY = 0 0 = RA - 58.63 -96.37 - 43.06 + 78.19 RA = 119.87 kN
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3 45
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410 2000
1586
605
1086
805
1466
940
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A
B C D E F G H I J K
GROUND FLOOR STRUCTURAL PLAN (COLUMNS) 1 : 150
2095
1995
3968
1
3 45
2
6 7
8 9
10
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13
12
410 2000
1586
605
1086
805
1466
940
1800
A
B C D E F G H I J K
FIRST FLOOR STRUCTURAL PLAN (COLUMNS) 1 : 150
2095
1995
3968
Column Analysis by Teoh Jun Xiang 1 Column 11A Structure
Dead Load Analysis Roof Level (3.6+2.03+2.48+2.18)m X 0.15m X Beam 0.35m X 24 kN/m³ = 13.34 kN (5.7X2.55)m² X 1 kN/m² = 14.54 kN Roof Column Self (0.3X0.3X3.5)m² X 24 kN/m³ = Weight 7.56 kN
Live Load Analysis ‐ (5.7X2.55)m² X 0.5 kN/m² = 7.27 kN ‐
Ultimate Load = 1.4(13.34+7.56+14.54) + 1.6(7.27) = 61.25 kN Structure
First Floor Level
Dead Load Analysis Live Load Analysis (3.6+2.03+2.48+2.18)m X 0.15m X Beam ‐ 0.35m X 24 kN/m³ = 13.34 kN Column Self (0.3X0.3X3.5)m² X 24 kN/m³ = ‐ Weight 7.56 kN [(3.6X2.48)m² X 0.12m X 24 kN/m³] + [(3.6X2.48)m² X 1.5 kN/m²] + Slab [(2.03X2.48)m² X 0.12m X 24 kN/m³] [(2.03X2.48)m² X 1.5 kN/m²] = = 40.21 kN 20.95 kN [(3.6+2.48+2.03)m² X 0.15m X 3.5m X Brick Wall ‐ 19 kN/m³] = 80.90 kN Ultimate Load = 1.4(13.34+7.56+40.21+80.90) + 1.6(20.95) + 61.25kN = 293.58 kN Structure
Ground Floor Level
Beam
Dead Load Analysis (3.6+2.03+2.48+2.18)m X 0.15m X 0.35m X 24 kN/m³ = 13.34 kN
Live Load Analysis ‐
[(3.6X2.48)m² X 0.12m X 24 kN/m³] + [(3.6X2.48)m² X 3.0 kN/m²] + Slab [(2.03X2.48)m² X 0.12m X 24 kN/m³] [(2.03X2.48)m² X 3.0 kN/m²]= = 40.21 kN 41.88 kN [(3.6+2.48)m² X 0.15m X 3.5m X 19 Brick Wall ‐ kN/m³] = 60.65 kN Ultimate Load = 1.4(13.34+40.21+60.65) + 1.6(41.88) + 293.58kN = 520.47 kN N = 0.45 fcu A 520.47kN = 0.45(30) A 520470 = 0.45(30) A A=38553.33 mm² Suggested column size is 300mmX300mm = 90000mm² Therefore, supposed column is able to bear the load from column 11A.
2 Column 11C Structure
Dead Load Analysis Live Load Analysis Roof Level (2.33+3.15+0.9)m X 0.15m X 0.35m X Beam ‐ 24 kN/m³ = 8.04 kN Roof (4.13X4.95)m² X 1 kN/m² = 20.44 kN (4.43X1.88)m² X 0.5 kN/m² =10.22 kN Column Self (0.3X0.3X3.5)m² X 24 kN/m³ = ‐ Weight 7.56 kN Ultimate Load = 1.4(8.04+7.56+20.44) + 1.6(10.22) = 66.81 kN Structure
First Floor Level
Dead Load Analysis Live Load Analysis (2.33+3.15+0.9)m X 0.15m X 0.35m X Beam ‐ 24 kN/m³ = 8.04 kN Column Self (0.3X0.3X3.5)m² X 24 kN/m³ = ‐ Weight 7.56 kN [(3.15X2.33)m² X 0.12m X 24 kN/m³] [(2.33X3.15)m² X 1.5 kN/m²] + + [(0.9X2.33)m² X 0.12m X 24 kN/m³] [(0.9X2.33)m² X 1.5 kN/m²] = 9.08 kN Slab = 27.0\19 kN [(2.33+3.15+0.9)m² X 0.15m X 3.5m X Brick Wall ‐ 19 kN/m³] = 63.64 kN Ultimate Load = 1.4(8.04+7.56+27.19+63.64) + 1.6(14.16) + 66.81N = 238.47 kN Structure
Ground Floor Level
Dead Load Analysis Live Load Analysis (2.25+3.23+3.23+1.05)m X 0.15m X Beam ‐ 0.35m X 24 kN/m³ = 12.30 kN [(0.38X3.23)m² X 0.12m X 24 kN/m³] [(0.38X3.23)m² X 3 kN/m²] + [(1.05X2.25)m² X 3 kN/m²] + + [(1.05X2.25)m² X 0.12m X 24 kN/m³] + [(1.87X3.23)m² X 0.12m X [(1.87X3.23)m² X 3 kN/m²] + Slab 24 kN/m³] + [(2.625X4.28)m² X 0.12m [(2.63X4.28)m² X 2 kN/m²]= 51.41kN X 24 kN/m³] = 60.11 kN (2.25+3.23+1.05)m² X 0.15m X 3.5m Brick Wall ‐ X 19 kN/m³ = 65.14 kN Ultimate Load = 1.4(12.3+60.11+65.14) + 1.6(51.41) + 238.47kN = 513.3 kN
N = 0.45 fcu A 513.3kN = 0.45(30) A 513300 = 0.45(30) A A=38022.22 mm² Suggested column size is 300mmX300mm = 90000mm² Therefore, supposed column is able to bear the load from column 11C.
Lim Woo Leon 0322180
2
1
3 45
8 9
6 7
10
12
11
13
410 2000
1586
605
1086
805
1466
940
1800
2885
A
1895
B
1515 1605
F G
725
D E
705
2305
C
2177
H
1680
I
2307
J K
GROUND FLOOR STRUCTURAL PLAN (BEAMS) 1 : 150
2095
1995
3968
BEAM ANALYSIS BY LIM WOO LEON
1 Beam 10/G-J Structure Slab 8-10/G-J Slab 10-12/G-J Wall Beam TOTAL
Dead Load Analysis 2.88 X (2.74/2) = 3.95 kN/m 2.88 X (2.29/2) = 3.3 kN/m 9.975 kN/m 1.26 kN/m 18.5 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(18.5) + 1.6(5.03) = 33.95 kN/m
RA= RB = (5.46X33.95)/2 = 92.68 kN
Live Load Analysis 2.0 X (2.74/2) =2.74 kN/m 2.0 X (2.29/2) = 2.29 kN/m — — 5.03 kN/m
2 Beam 9-12/G Structure Slab 9-12/E-G
Dead Load Analysis 2.88 X (2.2/2) = 3.17 kN/m
Slab 8-10/G-J
2.88 X (20174/2) X (2/3) = 2.63 kN/m
Slab 10-12/G-J Wall Beam TOTAL
2.88 X (2.29/2) X (2/3) = 2.2 kN/m 9.975 kN/m 1.26 kN/m 19.23 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(3.168+2.63+9.975+1.26) + 1.6(1.83) = 26.78 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(3.168+2.2+9.975+1.26) + 1.6(1.53) = 25.67 kN/m
Live Load Analysis 0 (staircase considered void) 2.0 X (2.74/2) X (2/3) = 1.83 kN/m 2.0 X (2.29/2) X (2/3) = 1.53 kN/m — — 3.36 kN/m
ΣMA = 0 0 = 48.2(0.9) +92.68(1.8) + 105.25(3.85) - RB(5.9) RB = (43.38+166.8+405.2) / 5.9 = 104.3 kN ΣFY = 0 0 = RA - 48.2-92.68-105.25+104.3 RA = 141.83 kN
3 Beam 9-12/J Structure
Dead Load Analysis
Slab 8-10/G-J
2.88 X (2.74/2) X (2/3) = 2.63 kN/m
Slab 10-12/G-J Slab 9-12/J-K Wall Beam TOTAL
2.88 X (2.29/2) X (2/3) = 2.2 kN/m 2.88 X (2.3/2) = 3.312 kN/m 9.975 kN/m 1.26 kN/m 19.38 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(2.63 + 3.31 + 9.975 + 1.26) + 1.6(1.83 + 2.3) = 30.66 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(2.2 + 3.312 + 9.975 + 1.26) + 1.6(1.53 + 2.3) = 29.58 kN/m
Live Load Analysis 2.0 X (2.74/2) X (2/3) = 1.83 kN/m 2.0 X (2.29/2) X (2/3) = 1.53 kN/m 2.88 X (2.3/2) = 2.3 kN/m — — 5.66 kN/m
ΣMA = 0 0 = 43.3(0.9) +92.68(1.8) + 125.87(3.85) - RB(5.9) RB = (38.97+166.82+48.46) / 5.9 = 117.01 kN ΣFY = 0 0 = RA - 43.3 - 92.68 - 125.87 + 117.01 RA = 144.84 kN
4
Beam 7-9/J
Structure Slab 4-8/G-J Slab 4-9/J-K Wall Beam TOTAL
Dead Load Analysis 2.88 X (3.76/2) X (2/3) = 3.61 kN/m 2.88 X (2.3/2) = 3.312 kN/m 9.975 kN/m 1.26 kN/m 18.16 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(18.16) + 1.6(4.81) = 33.12 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(3.312+9.975+1.26) + 1.6(2.3) = 24.05 kN/m
Live Load Analysis 2.0 X (3.76/2) X (2/3) = 2.51 kN/m 2.0 X (2.3/2) = 2.3 kN/m — — 4.81 kN/m
ΣMA = 0 0 = 48.7(0.735) + 107.13(1.47) + 22.61(1.94) - RB(2.41) RB = (35.8+157.48+43.86) / 2.41 = 110.81 kN ΣFY = 0 0 = RA - 48.7-107.13-22.61+110.81 RA = 67.63 kN
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410 2000
1586
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1086
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1466
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A
B C D E F G H I J K
GROUND FLOOR STRUCTURAL PLAN (COLUMNS) 1 : 150
2095
1995
3968
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3 45
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410 2000
1586
605
1086
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B C D E F G H I J K
FIRST FLOOR STRUCTURAL PLAN (COLUMNS) 1 : 150
2095
1995
3968
Column Analysis by Lim Woo Leon 1 Column 9G Structure
Dead Load Analysis Roof Level (3.7+2.7+1.3+2.85)m X 0.15m X Beam 0.35m X 24 kN/m³ = 13.3 kN [(4.2X4.6)+(1.1X2)]m² X1 kN/m² = Roof 21.52 kN (0.3X0.3X3.5)m² X 24 kN/m³ = Column Self Weight 7.56 kN
Live Load Analysis ‐ [(4.2X4.6)+(1.1X2)]m² X 0.5 kN/m² = 10.76 kN ‐
Ultimate Load = 1.4(13.3+21.52+7.56) + 1.6(10.76) = 76.55 kN Structure
First Floor Level
Dead Load Analysis (3.7+2.7+1.3+2.85)m X 0.15m X Beam 0.35m X 24 kN/m³ = 13.3 kN (0.3X0.3X3.5)m² X 24 kN/m³ = Column Self Weight 7.56 kN [(1.3X3.7)m² X 0.12m X 24 kN/m³] + [(2.7X1.3)m² X 0.12m X 24 kN/m³] + [(2.7X2.85)m² X 0.12m X 24 kN/m³] + Slab [(3.7X2.85)m² X 0.12m X 24 kN/m³] = 69.18 kN [(2.7+2.85)m² X 0.15m X 3.5m X 19 Brick Wall kN/m³] = 55.36 kN
Live Load Analysis ‐ ‐ [(1.3X3.7)m² X 1.5 kN/m²] + [(2.7X1.3)m² X 1.5 kN/m²] + [(2.7X2.85)m² X 1.5 kN/m²] = 24.01 kN ‐
Ultimate Load = 1.4(13.3+69.18+55.36+7.56) + 1.6(24.01) + 76.55kN = 318.03 kN Structure
Ground Floor Level
Dead Load Analysis (3.5+2.9+3+3.7+2.7+2.7)m X 0.15m X Beam 0.35m X 24 kN/m³ = 19.98 kN [(1.3X2.7)m² X 0.12m X 24 kN/m³] + [(2.7X2.7)m² X 0.12m X 24 kN/m³] + [(2.7X3.5)m² X 0.12m X 24 kN/m³] + [(3.7X3.5)m² X 0.12m X 24 kN/m³] + Slab [(2.25X3)m² X 0.12m X 24 kN/m³] + [((2.25X0.5)+(1.45X0.7))m² X 0.12m X 24kN/m³] = 121.2 kN (2.9)m² X 0.15m X 3.5m X 19 kN/m³ = Brick Wall 28.9 kN
Live Load Analysis ‐ [(1.3X2.7)m² X 2 kN/m²] + [(2.7X2.7)m² X 2 kN/m²] + [(2.7X3.5)m² X 2 kN/m²] + [(3.7X3.5)m² X 2 kN/m²] + [(2.25X3)m² X 0 kN/m²] + [((2.25X0.5)+(1.45X0.7))m² X 0 kN/m²] = 66.4 kN ‐
Ultimate Load = 1.4(19.98+121.2+28.9) + 1.6(66.4) + 318.03kN = 672.97 kN N = 0.45 fcu A 672.97kN = 0.45(30) A 672970 = 0.45(30) A A=49849.63 mm² Suggested column size is 300mmX300mm = 90000mm² Therefore, supposed column is able to bear the load from column 9G.
2 Column 9J Structure
Dead Load Analysis Roof Level (1.3+12.65+1.85+1.25)m X 0.15m X Beam 0.35m X 24 kN/m³ = 21.48 kN [(3.15X3.75) X 1 kN/m² = 11.8 kN Roof Column Self (0.3X0.3X3.5)m² X 24 kN/m³ = Weight 7.56 kN
Live Load Analysis ‐ [(3.15X3.75) X 0.5 kN/m² = 5.91 kN ‐
Ultimate Load = 1.4(21.48+11.8+75.6) + 1.6(5.91) = 66.63 kN Structure
First Floor Level
Dead Load Analysis (1.3+12.65+1.85+1.25)m X 0.15m X Beam 0.35m X 24 kN/m³ = 21.48 kN Column Self (0.3X0.3X3.5)m² X 24 kN/m³ = Weight 7.56 kN [(1.3X1.05)m² X 0.12m X 24 kN/m³] + [(1.85X2.65)m² X 0.12m X 24 kN/m³] + [(2.85X1.3)m² X 0.12m X 24 kN/m³] Slab + [(1.85X1.25)m² X 0.12m X 24 kN/m³] = 22.67 k N [(2.65+1.25+1.85+1.3)m² X 0.15m X Brick Wall 3.5m X 19 kN/m³] = 3.7 kN
Live Load Analysis ‐ ‐ [(1.3X1.05)m² X 1.5 kN/m²] + [(1.85X2.65)m² X 1.5 kN/m²] + [(1.3X2.95)m² X 1.5 kN/m²] + [(1.25X1.85)m² X 1.5 kN/m²] = 21.44 kN ‐
Ultimate Load = 1.4(21.48+7.56+22.67+3.7) + 1.6(21.44) + 66.63 kN = 178.51 kN Structure
Ground Floor Level
Dead Load Analysis (2.7+2.7+2.9+1.3+1.3)m X 0.15m X Beam 0.35m X 24 kN/m³ = 13.73 kN [(0.45X2.7)m² X 0.12m X 24 kN/m³] + [(2.7X2.7)m² X 0.12m X 24 kN/m³] + [(2.7X1.05)m² X 0.12m X 24 kN/m³] + Slab [(2.9X1.3)m² X 0.12m X 24 kN/m³] + [(1.3X1.3)m² X 0.12m X 24 kN/m³] = 48.4 kN (2.7+1.3+1.3)m² X 0.15m X 3.5m X 19 Brick Wall kN/m³ = 54.86 kN
Live Load Analysis ‐ [(0.45X2.7)m² X 2 kN/m²] + [(2.7X2.7)m² X 2 kN/m²] + [(2.7X1.05)m² X 2 kN/m²] + [(2.9X1.3)m² X 2 kN/m²] + [(1.3X1.3)m² X 2 kN/m²] = 33.6 kN ‐
Ultimate Load = 1.4(13.73+48.4+54.86) + 1.6(33.6) + 178.51 kN = 396.1 kN N = 0.45 fcu A 369.1kN = 0.45(30) A 396100 = 0.45(30) A A=2934.1 mm² Suggested column size is 300mmX300mm = 90000mm² Therefore, supposed column is able to bear the load from column 9J.
Ng Kwang Zhou 0322802
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1
3 45
6 7
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12
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410 2000
1586
605
1086
805
1466
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2885
A
1895
B
1515 1605
F G
725
D E
705
2305
C
2177
H
1680
I
2307
J K
GROUND FLOOR STRUCTURAL PLAN (BEAMS) 1 : 150
2095
1995
3968
BEAM ANALYSIS REPORT BY NG KWANG ZHOU
1 Beam 1-4/F Structure
Dead Load Analysis
Slab 1-4/D-F
2.88 X (2.2/2) = 3.2 kN/m
Slab 1-4/F-I Wall Beam TOTAL
2.88 X (4.19/2) X (2/3) = 4 kN/m 9.975 kN/m 1.26 kN/m 18.435 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(3.2 + 4 +9.975 + 1.26) + 1.6(2.2 + 2.1) = 32.7 kN/m
RA= RB = 32.7 X4.19 X (1/2) = 68 kN/m
Live Load Analysis 2.0 X (3.01/2) = 3.01 kN/m 1.5 X (4.19/2) X (2/3) = 2.1 kN/m — — 5.11 kN/m
(4.19/2) X 60kN = 125.7 kNm
2 Beam 8/G-J Structure
Dead Load Analysis
Slab 4-8/G-J
2.0 X (3.77/2) = 3.77 kN/m
Slab 8-10/G-J Wall Beam TOTAL
2.88 X (2.74/2) = 3.95 kN/m 9.975 1.26 kN/m 18.96 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(5.42 + 3.95 + 9.975 + 1.26) + 1.6(3.77 + 2.74) = 39.26 kN/m
RA= RB = 39.26 X 6.5 X (1/2) = 127.6 kN/m
(6.5/2) X 127.6 kN = 414.7 kNm
Live Load Analysis 2.88 X (3.77/2) = 5.42 kN/m 2.0 X (2.74/2) = 2.74 kN/m — — 8.16 kN/m
3 Beam 4-9/G Structure
Dead Load Analysis
Slab 4-9/C-G
2.88 X (4.7/2) X (2/3) = 4.5 kN/m
Slab 4-8/G-J
2.88 X (3.77/2) X (2/3) = 3.6 kN/m
Slab 8-10/G-J
2.88 X (2.74/2) X (2/3) = 2.63 kN/m
Wall Beam TOTAL
9.975 1.26 kN/m 21.97 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(4.5 + 3.6 + 9.975 + 1.26) + 1.6(3.13 + 2.51) = 36.1 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(4.5 +2.63 + 9.975 + 1.26) + 1.6(3.13 + 1.83) = 33.6 kN/m
ΣMA = 0 0 = 169.67(2.35) + 127.6(4.7) + 31.58(5.17) - RB(5.64) RB = (398.72 + 600 + 163.27) / 5.64 = 206 kN
Live Load Analysis 2.0 X (4.7/2) X (2/3) = 3.13 kN/m 2.0 X (3.77/2) X (2/3) = 2.51 kN/m 2.0 X (2.74/2) X (2/3) = 1.83 kN/m — — 7.47 kN/m
ΣFY = 0 0 = RA - 169.67 - 127.6 - 31.58 + 206 RA = 122.85 kN
4.7(122.85 + 46.82)/2 + 0.94(174.42 +206)/2 = 398.7 kNm + 178.8 kNm = 577.5 kNm
4 Beam4/E-H Structure
Dead Load Analysis
Slab 1-4/D-F
2.88 X (2.22/2) X (2/3) = 2.13 kN/m
Slab 4-9/C-G
2.88 X (4.7/2) = 6.77 kN/m
Slab 1-4/F-I
2.88 X (4.19/2) = 6 kN/m
Slab 4-8/G-J
2.88 X (3.76/2) = 5.4 kN/m
Wall Beam TOTAL
9.975 1.26 kN/m 31.54 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(6 + 5.4 + 9.975 + 1.26) + 1.6(3.14 + 3.76) = 42.73 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(6 + 6.77 + 9.975 + 1.26) + 1.6(3.14 + 4.7) = 46.14 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(2.13 + 6.77 + 9.975 + 1.26) + 1.6(1.48 + 4.7) = 38.08 kN/m
Live Load Analysis 2.0 X (2.22/2) X (2/3) = 1.48 kN/m 2.0 X (4.7/2) = 4.7 kN/m 1.5 X (4.19/2) = 3.14 kN/m 2.0 X (3.76/2) = 3.76 kN/m — — 13.08 kN/m
ΣMA = 0 0 RB = (54.696 + 196.56 + 65.562 + 292.25 + 175.644) / 3.825 = 205.15 kN ΣFY = 0 0 = RA - 68.37 - 122.85 - 33.45 - 125.7 - 57.12 + 205.15 RA = 202.34 kN
(202.34 + 133.97)(0.8)/2 + (11.12 + 22.33)(0.725)/2 = 134.5 + 12.126 = 146.63 kNm
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B C D E F G H I J K
GROUND FLOOR STRUCTURAL PLAN (COLUMNS) 1 : 150
2095
1995
3968
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FIRST FLOOR STRUCTURAL PLAN (COLUMNS) 1 : 150
2095
1995
3968
Column Analysis by Ng Kwang Zhou 1 Column 6A Structure
Dead Load Analysis Roof Level (3.53+2.85+2.4+2.42)m X 0.15m X Beam 0.35m X 24 kN/m³ = 14.09 kN (6.38X2.4)m² X 1 kN/m² = 15.312 kN Roof Column Self (0.3X0.3X3.5)m² X 24 kN/m³ = Weight 7.56 kN
Live Load Analysis ‐ (6.38X2.4)m² X 0.5 kN/m² = 7.66 kN ‐
Ultimate Load = 1.4(14.09+7.56+15.312) + 1.6(7.66) = 64 kN Structure
Dead Load Analysis First Floor (3.53+2.85+2.4+2.42)m X 0.15m X Beam Level 0.35m X 24 kN/m³ = 14.09 kN Column Self (0.3X0.3X3.5)m² X 24 kN/m³ = Weight 7.56 kN [(3.53X2.4)m² X 0.12m X 24 kN/m³] + [(2.1X2.4)m² X 0.12m X 24 kN/m³] + Slab [(0.75X2.4)m² X 0.12m X 24 kN/m³]= 44.09 kN [(3.53+2.85+2.4+2.4)m² X 0.15m X Brick Wall 3.5m X 19 kN/m³] = 111.52 kN
Live Load Analysis ‐ ‐ [(3.53X2.4)m² X 1.5 kN/m²] + [(2.1X2.4)m² X 1.5 kN/m²] +[(0.75X2.4)m² X 1.5 kN/m²]= 348.91 kN ‐
Ultimate Load = 1.4(14.09+7.56+44.09+111.52) + 1.6(22.97) + 64kN = 348.91 kN Structure
Ground Floor Level
Dead Load Analysis Live Load Analysis (3.53+2.85+2.4)m X 0.15m X 0.35m X ‐ Beam 24 kN/m³ = 11.06 kN [(2.55X2.4)m² X 0.12m X 24 kN/m³] + [(2.55X2.4)m² X 3 kN/m²] + Slab [(3.45X2.4)m² X 0.12m X 24 kN/m³]= [(3.45X2.4)m² X 5 kN/m²] = 59.76 kN 41.48 kN Brick Wall (3.3+2.4+2.7)m² X 0.15m X 3.5m X 19 ‐ Ultimate Load = 1.4(11.06+41.48+83.79) + 1.6(59.76) + 348.91kN = 635.39 kN
N = 0.45 fcu A 635.39kN = 0.45(30) A 635390 = 0.45(30) A A=47065.93 mm² Suggested column size is 300mmX300mm = 90000mm² Therefore, supposed column is able to bear the load from column 6A.
1 Column 7C Structure
Dead Load Analysis Live Load Analysis Roof Level (2.33+2.33+3.23+3.15+1.5+1.5+1.5)m ‐ Beam X 0.15m X 0.35m X 24 kN/m³ = 19.58 kN (6.45X3.9)m² X 1 kN/m² = 25.16 kN (6.45X3.9)m² X 0.5 kN/m² = 12.58 kN Roof Column Self (0.3X0.3X3.5)m² X 24 kN/m³ = ‐ Weight 7.56 kN Ultimate Load = 1.4(19.58+7.56+25.16) + 1.6(12.58) = 93.35 kN Structure
Dead Load Analysis Live Load Analysis First Floor (2.33+2.33+3.23+3.15+1.5+1.5+1.5)m Level Beam X 0.15m X 0.35m X 24 kN/m³ = 19.58 ‐ kN Column Self (0.3X0.3X3.5)m² X 24 kN/m³ = ‐ Weight 7.56 kN [(3.975X2.33)m² X 0.12m X 24 [(3.975X2.33)m² X 1.5 kN/m²] + kN/m³] + [(2.1X2.33)m² X 0.12m X 24 [(2.33X2)m² X 1.5 kN/m²] + kN/m³] + [(0.3X2.33)m² X 0.12m X 24 [(0.3X2.33)m² X 1.5 kN/m²] + kN/m³] + [(0.975X1.5)m² X 0.12m X [(0.975X1.5)m² X 1.5 kN/m²] + Slab 24 + [(12.48X1.5)m² X 0.12m X 24 [(2.48X1.5)m² X 4 kN/m²] + kN/m³] + [(2.4X1.5)m² X 0.12m X 24 [(2.4X1.5)m² X 1.5 kN/m²]= 48.41 kN kN/m³] + [(0.75X1.5)m² X 0.12m X 24 kN/m³] kN/m³] = 71.29 kN [(2.33+2.33+3.23+3.15+1.5+1.5)m² X Brick Wall ‐ 0.15m X 3.5m X 19 kN/m³] = 140 kN Ultimate Load = 1.4(19.58+7.56+71.29+140) + 1.6(48.4) + 93.35kN = 504.61 kN Structure
Ground Floor Level
Dead Load Analysis (3.15+3.15+2.33+3.68+1.5+1.5)m X Beam 0.15m X 0.35m X 24 kN/m³ = 19.29 kN [(0.45X3.15)m² X 0.12m X 24 kN/m³] + [(1.875X3.15)m² X 0.12m X 24 kN/m³] + [(0.75X1.5)m² X 0.12m X 24 kN/m³] + [(4.73X1.5)m² X 0.12m X 24 Slab + [(1.35X1.5)m² X 0.12m X 24 kN/m³] + [(3.68X2.33)m² X 0.12m X 24 kN/m³] = 75.28 kN (1.875+2.33+3.68+1.5)m² X 0.15m X Brick Wall 3.5m X 19 kN/m³ = 93.629 kN
Live Load Analysis ‐ [(0.45X3.15)m² X 3 kN/m²] + [(1.875X2.15)m² X 3 kN/m²] + [(0.75X1.5)m² X 2 kN/m²] + [(4.73X1.5)m² X 3 kN/m²] + [(1.35X1.5)m² X 2 kN/m²] + [(3.68X2.33)m² X 5 kN/m²]= 92.43 kN ‐
Ultimate Load = 1.4(19.29+7.56+75.28+93.62) + 1.6(92.43) + 504.61kN = 926.55 kN N = 0.45 fcu A 926.55kN = 0.45(30) A 926550 = 0.45(30) A A=68633.33 mm² Suggested column size is 300mmX300mm = 90000mm² Therefore, supposed column is able to bear the load from column 7C.
Tan Min Chuen 0322938
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3 45
6 7
8 9
10
11
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410 2000
1586
605
1086
805
1466
940
2885
A
1895
B
1515 1605
F G
725
D E
705
2305
C
2177
H
1680
I
2307
J K
FIRST FLOOR STRUCTURAL PLAN (BEAMS) 1 : 150
1800
2095
1995
3968
BEAM ANALYSIS REPORT BY TAN MIN CHUEN
1 Beam 3/A-C Structure Slab 1-3/A-C Slab 3-6/A-C Wall Beam TOTAL
Dead Load Analysis 2.88 X (3.6/2) = 5.16 kN/m 2.88 X (2.1/2) = 3 kN/m 9.975 kN/m 1.26 kN/m 19.4 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(19.4) + 1.6(5.18) = 35.4 kN/m
RA= RB = (35.4 X 4.78)/2 = 84.65 kN 84.65kN X (4.78/2) = 202.3 kNm
Live Load Analysis 2 X (3.6/2) = 3.6 kN/m 1.5 X (2.1/2) = 1.58kN/m — — 5.18kN/m
2 Beam 6/A-C Structure
Dead Load Analysis
Slab 3-6/A-C
2.88 X (2.1/2) = 3 kN/m
Slab 6-11/A-C Wall Beam TOTAL
2.88 X (4.78/2) X (2/3) = 4.59 kN/m 9.975 kN/m 1.26 kN/m 18.8 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(18.8) + 1.6(4) = 32.7 kN/m
RA= RB = 32.7 X 4.78 X (1/2) = 78.15 kN/m 78.15kN X 2.39m = 186.78 kNm
Live Load Analysis 1.5 X (2.1/2) = 1.58 kN/m 1.5 X (4.78/2) X (2/3)= 2.39 kN/m — — 4 kN/m
3 Beam 4/C-E Structure Slab 1-4/C-E Slab 4-7/C-G Wall Beam TOTAL
Dead Load Analysis 2.88 X (3/2) X (2/3) = 2.88 kN/m 2.88 X (2.3/2) = 3.31 kN/m 9.975 kN/m 1.26 kN/m 17.43 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(17.43) + 1.6(6.1) = 38.16 kN/m
RA= RB = 38.16 X 3 X (1/2) = 57.24 kN/m
57.24 kN x 1.5m = 85.86 kNm
Live Load Analysis 1.5 X (3/2) X (2/3) = 1.5 kN/m 4 X (2.3/2) = 4.6 kN/m — — 6.1kN/m
4
Beam 1-7/C Structure Slab 1-4/C-E
Dead Load Analysis 2.88 X (3/2) = 4.32 kN/m
Slab 1-3/A-C
2.88 X (2/3) X (3.586/2) = 3.44 kN/m
Slab 6-11/A-C Wall Beam
2.88 X (4.78/2) = 6.88 kN/m 9.975 kN/m 1.26 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(4.32 + 3.44 + 9.975 + 1.26) + 1.6(6 + 2.39) = 40 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(4.32 + 9.975 + 1.26) + 1.6(6) = 31.38 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(9.975 + 1.26) + 1.6(0) = 15.73 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(6.88 + 9.975 + 1.26) + 1.6(3.585) = 31.1 kN/m
Live Load Analysis 4 X (3/2) = 6 kN/m 2 X (2/3) X (3.586/2) = 2.39 kN/m 1.5 X (4.78/2) = 3.585 kN/m — —
ΣMA = 0 0 =143.44(1.79) + 84.65(3.586) + 18.828(3.586 + 0.3) +57.24(3.586 + 0.6) +
RB
- RB(3.586 + 0.6 + 1.5 + 0.8) = (256.76 + 303.55 + 73.17 + 239.6 + 116.49 + 444.36 + 151.42) / 6.49 = 249.77 kN
ΣFY = 0 0 = RA - 143.44 - 84.65 - 18.828 - 57.24 - 23.6 - 78.15 -24.88 + 249.77 RA = 181 kN
(37.56 kN + 181 kN) X 1.79m = 391.2 kNm
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410 2000
1586
605
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A
B C D E F G H I J K
GROUND FLOOR STRUCTURAL PLAN (COLUMNS) 1 : 150
2095
1995
3968
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3 45
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6 7
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410 2000
1586
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B C D E F G H I J K
FIRST FLOOR STRUCTURAL PLAN (COLUMNS) 1 : 150
2095
1995
3968
Column Analysis by Tan Min Chuen 1 Column 4H Structure
Dead Load Analysis Live Load Analysis Roof Level (5.55+2.1+2.33+2.2+4.58+1.5)m X Beam ‐ 0.15m X 0.35m X 24 kN/m³ = 23.1 kN (5.55X4.6)m² X 1 kN/m² = 25.53 kN (5.55X4.6)m² X 0.5 kN/m² = 12.8 kN Roof Column Self (0.3X0.3X3.5)m² X 24 kN/m³ = ‐ Weight 7.56 kN Ultimate Load = 1.4(23.1+25.53+7.56) + 1.6(12.8) = 99.15 kN Structure
Dead Load Analysis Live Load Analysis First Floor (5.55+2.1+2.33+2.2+4.58+1.5)m X Beam ‐ Level 0.15m X 0.35m X 24 kN/m³ = 23.1 kN Column Self (0.3X0.3X3.5)m² X 24 kN/m³ = ‐ Weight 7.56 kN [(5.55X4.58)m² X 0.12m X 24 kN/m³] [(5.55X4.58‐1.5X2.1)m² X 1.5 kN/m²] Slab = 73.3 kN + [(1.5X2.1)m² X 4 kN/m²] = 46.1 kN [(5.55+2.1+1.5+2.2+2.33)m² X 0.15m Brick Wall ‐ X 3.5m X 19 kN/m³] = 136.5 kN Ultimate Load = 1.4(23.1+7.56+73.3+136.5) + 1.6(46.1) + 99.15kN = 509.6 kN Structure
Ground Floor Level
Dead Load Analysis Live Load Analysis (4.2+0.13)m X 0.15m X 0.35m X 24 Beam ‐ kN/m³ = 5.46 kN [(4.2X3.3)m² X 0.12m X 24 kN/m³] = [(4.2X3.3)m² X 1.5 kN/m²] = 20.8 kN Slab 40 kN (4.03)m² X 0.15m X 3.5m X 19 kN/m³ Brick Wall ‐ = 28.9 kN Ultimate Load = 1.4(5.46+40+40.4) + 1.6(20.8) + 509.6kN = 663.1 kN
N = 0.45 fcu A 663.1kN = 0.45(30) A 663100 = 0.45(30) A A=49118.52 mm² Suggested column size is 300mmX300mm = 90000mm² Therefore, supposed column is able to bear the load from column 4H.
2 Column 7J Structure
Dead Load Analysis Roof Level (1.13+0.8)m X 0.15m X 0.35m X 24 Beam kN/m³ = 2.44 kN Roof (4.43X1.88)m² X 1 kN/m² = 8.33 kN Column Self (0.3X0.3X3.5)m² X 24 kN/m³ = Weight 7.56 kN
Live Load Analysis ‐ (4.43X1.88)m² X 0.5 kN/m² = 4.17 kN ‐
Ultimate Load = 1.4(2.44+8.33+7.56) + 1.6(4.17) = 32.34 kN Structure
First Floor Level
Dead Load Analysis Live Load Analysis (1.13+0.8)m X 0.15m X 0.35m X 24 Beam ‐ kN/m³ = 2.44 kN Column Self (0.3X0.3X3.5)m² X 24 kN/m³ = ‐ Weight 7.56 kN [(4.43X1.88)m² X 0.12m X 24 kN/m³] [(2.15X1.88)m² X 1.5 kN/m²] + Slab = 24.06 kN [(0.8X1.88)m² X 2 kN/m²] = 9.08 kN [(1.88)m² X 0.15m X 3.5m X 19 Brick Wall ‐ kN/m³] = 18.76 kN Ultimate Load = 1.4(2.44+7.56+24.06+18.76) + 1.6(9.08) + 32.34N = 120.82 kN Structure
Ground Floor Level
Dead Load Analysis Live Load Analysis (2.33X0.15X0.35)m X 0.15m X 0.35m Beam ‐ X 24 kN/m³ = 2.94 kN [(2.33X3.83)m² X 0.12m X 24 kN/m³] [(2.33X3.83)m² X 1.5 kN/m²] = Slab = 25.7 kN 13.4 kN (2.33)m² X 0.15m X 3.5m X 19 kN/m³ Brick Wall ‐ = 23.3 kN Ultimate Load = 1.4(2.94+25.7+23.3) + 1.6(13.4) + 120.82kN = 214.98 kN
N = 0.45 fcu A 214.98kN = 0.45(30) A 214980 = 0.45(30) A A=15924.45 mm² Suggested column size is 300mmX300mm = 90000mm² Therefore, supposed column is able to bear the load from column 7J.
Chang Huey Yi 0322898
1
2
3 45
6 7
8 9
10
11
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13
410 2000
1586
605
1086
805
1466
940
2885
A
1895
B
1515 1605
F G
725
D E
705
2305
C
2177
H
1680
I
2307
J K
FIRST FLOOR STRUCTURAL PLAN (BEAMS) 1 : 150
1800
2095
1995
3968
BEAM ANALYSIS REPORT BY CHANG HUEY YI
1 Beam 5/H-I Structure Slab 5-7/H-I Wall Beam TOTAL
Dead Load Analysis 2.88 X (1.9/2) = 2.74 kN/m 9.975 kN/m 1.26 kN/m 13.975 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(2.74 + 9.975 + 1.26) + 1.6(3.8) = 25.7 kN/m
RA= RB = 25.7 X 2.2 X (1/2) = 28.27 kN/m
Live Load Analysis 4.0 X (1.9/2) = 3.8 kN/m — — 3.8 kN/m
2 Beam 4.7/H Structure Slab 4-7/G-H Slab1-5/H-I Slab 5-7/H-I Wall Beam TOTAL
Dead Load Analysis 2.88 X (1.6/2) = 2.31 kN/m 2.88 X (2.2/2) = 3.17 kN/m 2.88 X (1.9/2) X (2/3) = 1.83 kN/m 9.975 1.26 kN/m 21.97 kN/m
Live Load Analysis 1.5 X (1.6/2) = 1.2 kN/m 1.5 X (2.2/2) = 1.65 kN/m 1.5 X (1.9/2) X (2/3) = 0.95 kN/m — — 7.47 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(2.31 + 3.17 + 9.975 + 1.26) + 1.6(1.2 + 1.65) = 28 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(2.31 + 1.83 + 9.975 + 1.26) + 1.6(1.2 + 0.95) = 25 kN/m
ΣMA = 0 0 = 12.5(0.205) + 28.27(0.41) + 27.5(0.96) - RB(1.51) RB = (2.36 + 11.6 + 26.4) / 1.51 = 26.8 kN ΣFY = 0 0 = RA - 11.5 - 28.27 - 27.5 + 26.8
RA = 40.47 kN
3 Beam 1-7/I Structure Slab 1-5/H-I Slab 5-7/H-I Slab 1-7/I-K Wall Beam TOTAL
Dead Load Analysis 2.88 X (2.2/2) = 3.17 kN/m 2.88 X (1.9/2) X (2/3) = 1.83 kN/m 2.88 X (4/2) = 5.76 kN/m 9.975 1.26 kN/m 22 kN/m
Live Load Analysis 1.5 X (2.2/2) = 1.65 kN/m 1.5 X (1.9/2) X (2/3) = 0.95 kN/m 1.5 X (4/2) = 3 kN/m — — 5.6 kN/m
1
Ultimate Load = 1.4DL + 1.6LL = 1.4(3.17 + 5.76 + 9.975 + 1.26) + 1.6(3 + 1.65) = 35.7 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(1.83 + 5.76 + 9.975 + 1.26) + 1.6(3 + 0.95) = 32.7 kN/m
ΣMA = 0 0 = 164.3(2.3) + 28.7(4.6) + 62.13(5.55) - RB(6.5) RB = (377.89 + 132.2 + 344.82) / 6.5 = 131.5 kN
ΣFY = 0 0 = RA - 164.3 - 28.7 - 62.13 + 131.5 RA = 123.63 kN
4 Beam 1/H-K
Structure Slab 1-7/I-K Wall Beam TOTAL
Dead Load Analysis 2.88 X (4/2) X (2/3) = 3.84 kN/m 9.975 1.26 kN/m 15.1 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(9.975 + 1.26) = 15.8 kN/m
Ultimate Load = 1.4DL + 1.6LL = 1.4(3.84 + 9.975 + 1.26) + 1.6(2 ) = 24.31 kN/m
ΣMA = 0 0 = 34.7(1.1) + 123.63(2.2) + 97.24(4.2) - RB(6.2) RB = (38.17 + 272 + 408.41) / 6.5 = 115.9 kN ΣFY = 0
Live Load Analysis 1.5 X (4/2) X (2/3) = 2 kN/m — — 2 kN/m
0 = RA - 34.76 - 123.6 - 97.24 + 115.9 RA = 139.7 kN
1
3 45
2
6 7
8 9
10
11
13
12
410 2000
1586
605
1086
805
1466
940
1800
A
B C D E F G H I J K
GROUND FLOOR STRUCTURAL PLAN (COLUMNS) 1 : 150
2095
1995
3968
1
3 45
2
6 7
8 9
10
11
13
12
410 2000
1586
605
1086
805
1466
940
1800
A
B C D E F G H I J K
FIRST FLOOR STRUCTURAL PLAN (COLUMNS) 1 : 150
2095
1995
3968
Column Analysis by Chang Huey Yi 1 Column 1C Structure
Dead Load Analysis Live Load Analysis Roof Level (3.23+2.25+1.58)m X 0.15m X 0.35m Beam ‐ X 24 kN/m³ = 8.9 kN (3.23X3.83)m² X 1 kN/m² = 12.4 kN (3.23X3.83)m² X 0.5 kN/m² = 6.2 kN Roof Column Self (0.3X0.3X3.5)m² X 24 kN/m³ = ‐ Weight 7.56 kN Ultimate Load = 1.4(8.9+12.4+7.56) + 1.6(6.2) = 50.33 kN Structure
Dead Load Analysis Live Load Analysis First Floor (3.23+2.25+1.58)m X 0.15m X 0.35m Beam ‐ Level X 24 kN/m³ = 8.9 kN Column Self (0.3X0.3X3.5)m² X 24 kN/m³ = ‐ Weight 7.56 kN [(3.23X3.83)m² X 0.12m X 24 kN/m³] [(3.23X1.58)m² X 4 kN/m²] + Slab = 35.63 kN [(3.23X2.25)m² X 2 kN/m²] = 34.95 kN [(3.23+3.83)m² X 0.15m X 3.5m X 19 Brick Wall ‐ kN/m³] = 70.43 kN Ultimate Load = 1.4(8.9+7.56+35.63+70.43) + 1.6(34.95) +50.33kN = 277.78 kN Structure
Ground Floor Level
Dead Load Analysis Live Load Analysis (2.83+2.25+1.58)m X 0.15m X 0.35m Beam ‐ X 24 kN/m³ = 8.4 kN [(2.83X3.83)m² X 0.12m X 24 kN/m³] [(2.83X1.58)m² X 2 kN/m²] + Slab = 31.22 kN [(2.83X2.25)m² X 5 kN/m²] = 40.8 kN (2.83+2.25+1.58)m² X 0.15m X 3.5m Brick Wall ‐ X 19 kN/m³ = 66.44 kN Ultimate Load = 1.4(8.4+31.22+66.44) + 1.6(40.8) + 277.78kN = 491.55 kN
N = 0.45 fcu A 491.55kN = 0.45(30) A 491500 = 0.45(30) A A=36407.41 mm² Suggested column size is 300mmX300mm = 90000mm² Therefore, supposed column is able to bear the load from column 4H.
2 Column 1K Structure
Dead Load Analysis Live Load Analysis Roof Level (3.23+3.08)m X 0.15m X 0.35m X 24 Beam ‐ kN/m³ = 7.96 kN Roof (3.23X3.08)m² X 1 kN/m² = 9.95 kN (3.23X3.08)m² X 0.5 kN/m² = 4.98 kN Column Self (0.3X0.3X3.5)m² X 24 kN/m³ = ‐ Weight 7.56 kN Ultimate Load = 1.4(7.96+9.95+7.56) + 1.6(4.98) = 43.63 kN Structure
Dead Load Analysis Live Load Analysis First Floor (3.23+3.08)m X 0.15m X 0.35m X 24 Beam ‐ Level kN/m³ = 7.96 kN Column Self (0.3X0.3X3.5)m² X 24 kN/m³ = ‐ Weight 7.56 kN [(3.23X3.08)m² X 0.12m X 24 kN/m³] [(3.23X3.08)m² X 2 kN/m²] = 19.9 kN Slab = 28.66 kN [(3.23X3.08)m² X 0.15m X 3.5m X 19 Brick Wall ‐ kN/m³] = 62.95 kN Ultimate Load = 1.4(7.96+28.66+7.56+62.95) + 1.6(19.9) + 43.63 kN = 225.5 kN Structure
Ground Floor Level
Dead Load Analysis (3+3+3.23)m X 0.15m X 0.35m X 24 Beam kN/m³ = 9.23 kN [(3X2.03)m² X 0.12m X 24 kN/m³] + [(1.2X1.2)m² X 0.12m X 24 kN/m³]= Slab 21.69 kN (3+1.2)m² X 0.15m X 3.5m X 19 Brick Wall kN/m³ = 41.9 kN
Live Load Analysis ‐ [(3X2.03)m² X 1.5 kN/m²] + [(1.2X1.2)m² X 5 kN/m²] = 16.34 kN ‐
Ultimate Load = 1.4(9.23+21.69+41.9) + 1.6(16.34) + 225.5kN = 353.6 kN N = 0.45 fcu A 353.6kN = 0.45(30) A 353600 = 0.45(30) A A=26192.6 mm² Suggested column size is 300mmX300mm = 90000mm² Therefore, supposed column is able to bear the load from column 1K.