Structure Analysis of Bungalow

BUILDING STRUCTURE (BLD61003) PROJECT 1 STRUCTURE ANALYSIS OF BUNGALOW TUTOR: MR. ADIB GROUP MEMBERS: GOH JYIA WHEY POH JIA JOU RUDY IRAWAN TAN WEI SEN WONG LOK XUAN

0324910 0327192 0328658 0324564 0325529

DESIGN BRIEF 1. Reinforced concrete beam 1.1 Dimensions : 0.2m (L) x 0.3 (W) 1.2 Density of reinforced concrete: 24 kN/m³ 1.3 Self weight of beam - Dimension x Density of reinforced concrete - (0.2x0.3)m2 x (24 kN/m³) - 1.44 kN/m 2. Reinforced concrete floor slab 2.1 Dimension: 0.15 (Thickness) 2.2 Density of reinforced concrete: 24 kN/m³ 2.3 Self weight of reinforced concrete floor slab - Dimension x Density of reinforced concrete - 0.15 x 24 kN/m³ - 3.6 kN/m2 3. Brick masonry wall 3.1 Dimensions : 0.15m (W) x 3.0m (H) 3.2 Density of brickwork: 19 3.3 Self weight of brick masonry wall - Dimension x Density of brickwork - (0.15 x 3.0)m2 x (19 kN/m3) - 8.55 kN/m 4. Reinforced concrete column 4.1 Dimension 0.3(W) x 0.3(L) x 3.0(H) 4.2 Density of reinforced concrete : 24 kN/m³ 4.3 Self weight of reinforced concrete column - Self weight of reinforced concrete column - Dimension x Density of reinforced concrete - 0.3m x 0.3m x 3.0m x 24 kN/m³ - 6.48kN 5. Roof 5.1 Dead load: 1.0 kN/m2 5.2 Live load: 0.5 kN/m2

LAUNDRY

WET KITCHEN

STORE ROOM

BEDROOM

BATHROOM

BEDROOM

DRY KITCHEN

BATHROOM

BATHROOM

DINING AREA

AV ROOM

LIVING ROOM

GROUND FLOOR PLAN 1:150

BATHROOM

BEDROOM

BEDROOM

BEDROOM

BATHROOM LIVING HALL

MASTER BEDROOM

OFFICE

BATHROOM

FIRST FLOOR PLAN 1:150

ROOF PLAN 1:150

GROUND FLOOR STRUCTURAL PLAN // BEAMS 1:150

FIRST FLOOR STRUCTURAL PLAN // BEAMS 1:150

ROOF STRUCTURAL PLAN 1:150

FOUNDATION PLAN 1:150

GROUND FLOOR STRUCTURAL PLAN // COLUMNS 1:150

FIRST FLOOR STRUCTURAL PLAN // COLUMNS 1:150

GROUND FLOOR LOAD DISTRIBUTION 1:150

FIRST FLOOR LOAD DISTRIBUTION 1:150

WONG LOK XUAN

0325529

BEAM ANALYSIS REPORT

FIRST FLOOR LOAD DISTRIBUTION 1:150

DEAD LOAD Beam E/4-6

6

4 7720

1.44 kN/m Beam self weight = 1.44kN/m

7.2 kN/m Dead load on slab C-E / 4-6 = 3.6 kN/m2 x (4/2) = 7.2 kN/m

7.29 kN/m Dead load on slab E-F / 4-6 = 3.6 kN/m2 x (4.05/2) = 7.29 kN/m

15.93 kN/m Total dead load of beam 4-6 = 1.44 + 7.2 + 7.29 = 15.93 kN/m

LIVE LOAD Beam E/4-6

6

4 7720

3 kN/m Live load on slab C-E/4-6 = 1.5 (4/2) = 3 kN/m

3.038 kN/m Live load on slab E-F / 4-6 = 1.5 (4/2) = 3.038 kN/m

Total live load of beam E/4-6 = 3 + 3.038 = 6.038 kN/m

6.038 kN/m

ULTIMATE LOAD Beam E/4-6

6

4 7720

22.302 kN/m Total dead load = 15.93 x 1.4 = 22.302 kN/m

9.661 kN/m Total live load = 6.038 x 1.6 = 9.661 kN/m

31.963 kN/m Ultimate load = 22.302 + 9.661 = 31.963 kN/m

REACTION FORCE

6

4

Beam E/4-6

7720 31.963 kN/m

∑m=0 =(Ra x 7.72) - [(31.963 x 7.72) x 3.86)] Ra=123.377 kN 3860 ∑fy=0 =Ra + Rb + (-31.963 x 7.72) =123.377 - 246.754 Rb=123.377 kN

3860 246.754 kN/m

Ra 123.377 kN

Rb 123.377 kN

123.377 kN

+

-123.377+123.377 = 0 kN

0kN

-

123.377- 246.754 = -123.377 kN

SHEAR FORCE DIAGRAM

Positive Area = 123.377 x 3.86 x ½ = 238.118 kNm

1

Negative Area = -123.377 x 3.86 x ½ = -238.118 kNm

2

238.118 kNm

(1)=(2) BENDING MOMENT DIAGRAM

DEAD LOAD Beam C-F/4

F

E

C 4000

4050

1.44 kN/m Beam self weight = 1.44kN/m

8.55 kN/m Brick wall self weight = 8.55 kN/m

2.322 kN/m Dead load on slab C-E/3-4 = 3.6 kN/m2 x (1.29/2) = 2.322 kN/m

Total dead load of beam C-E = 1.44 + 2.322 = 3.762 kN/m Total dead load of beam E-F = 1.44 + 8.55 = 9.99 kN/m

9.99 kN/m 3.762 kN/m

LIVE LOAD Beam C-F/4

4000

4050

0.9675 kN/m Live load on slab C-E/3-4 = 1.5 (1.29/2) = 0.9675 kN/m

Total live load of beam C-F/4 = 0.9675 kN/m

F

E

C

0.9675 kN/m

ULTIMATE LOAD Beam C-F/4

Total dead load of beam C-E = 3.762 x 1.4 = 5.267kN/m

F

E

C 4000

5.267 kN/m

4050 13.986 kN/m

Total dead load of beam E-F = 9.99 x 1.4 = 13.986kN/m

Total live load of beam C-E = 0.9675 x 1.6 = 1.548 kN/m

Total ultimate load of beam C-E = 5.267 + 1.548 = 6.815 kN/m Total ultimate load of beam E-F = 13.986kN/m

1.548kN/m

13.986 kN/m 6.815 kN/m

REACTION FORCE Beam C-F/4

F

E

C 4000

∑m=0 =(Ra x 8.05) - [(6.815 x 4) x 6.05)] + (-123.315 x 4.05) + [(-13.986 x 4.05) x 2.025] Ra=96.777 kN

4050

6.815 kN/m

13.986 kN/m

123.315 kN/m

∑fy=0 =96.777 + Rb + (-27.26) + (-123.315) + (- 56.642) Rb=110.441 kN

27.26 kN/m

56.642 kN/m

Ra 96.777 kN

Rb 110.441 kN

96.777 kN 96.777 kN - 27.26 = 69.549 kN

+ -110.411 + 110.411 = 0 kN

0kN

69.549 - 123.35 = -53.769 kN -53.769 - 56.643= 110.411 kN

SHEAR FORCE DIAGRAM Positive Area = [(96.777 + 69.549) x 4] x ½ = 332.652 kNm

332.652 kNm

Negative Area = [(-53.769 + (-110.411)) x 4.05] x ½ = -332.652 kNm BENDING MOMENT DIAGRAM

DEAD LOAD Beam F/4-6

6

4 7720

1.44 kN/m Beam self weight = 1.44kN/m

8.55 kN/m Brick wall self weight = 8.55 kN/m

7.29 kN/m Dead load on slab E-F/4-6 = 3.6 kN/m2 x (4.05/2) = 7.29 kN/m

Total dead load of beam C-E = 1.44 + 8.55 + 7.29 = 17.28 kN/m

17.28 kN/m

LIVE LOAD Beam F/4-6

6

4 7720

3.038 kN/m Live load on slab E-F/4-6 = 1.5 (4.05/2) = 3.038 kN/m

Total live load of beam F/4-6 = 3.038 kN/m

3.038 kN/m

ULTIMATE LOAD Beam F/4-6

Total dead load = 17.28 x 1.4 = 24.192 kN/m

Total live load = 3.038 x 1.6 = 4.861 kN/m

Ultimate load = 24.192 + 9.861 = 29.053 kN/m

6

4 7720

24.192 kN/m

4.861 kN/m

29.053 kN/m

REACTION FORCE

6

4

Beam F/4-6

7720 29.053 kN/m

∑m=0 =(Ra x 7.72) - [(29.053 x 7.72) x 3.86)] Ra=112.145 kN 3860 ∑fy=0 =Ra + Rb + (-29.053 x 7.72) =112.145 -224.290 Rb=112.145 kN

3860 224.289 kN/m

Ra 112.145 kN

Rb 112.145 kN

112.145 kN

0kN

+

-112.145 + 112.145 = 0 kN

112.145 - 224.289=-112.145 kN

Positive Area = 112.145 x 3.86 x ½ = 216.440 kNm

SHEAR FORCE DIAGRAM

216.440 kNm

Negative Area = -112.145 x 3.86 x ½ = -216.440 kNm

BENDING MOMENT DIAGRAM

DEAD LOAD Beam C-F/6

F

E

C 4000

4050

1.44 kN/m

1.44 kN/m

8.55 kN/m

8.55 kN/m

9.99 kN/m

9.99 kN/m

Beam self weight = 1.44kN/m

Brick wall self weight = 8.55 kN/m

Total dead load of beam C-F = 1.44 + 8.55 = 9.99 kN/m

ULTIMATE LOAD Beam C-F/6

Total dead load of beam C-E = 9.99 x 1.4 = 13.986 kN/m

F

E

C 4000

4050

13.986 kN/m

13.986 kN/m

13.986 kN/m

13.986 kN/m

Total dead load of beam E-F = 9.99 x 1.4 = 13.986kN/m

Total ultimate load of beam C-E = 13.986 kN/m Total ultimate load of beam E-F = 13.986kN/m

REACTION FORCE Beam C-F/6

F

E

C

∑m=0 =(Ra x 8.05) - [(13.986 x 4) x 6.05)] + (-123.315 x 4.05) + [(-13.986 x 4.05) x 2.025] Ra=118.334 kN

4000

4050

13.986 kN/m

13.986 kN/m

123.315 kN/m

∑fy=0 =118.334 + Rb + (-55.944) + (-123.315) + (- 56.643) Rb=117.868 kN

55.944 kN/m

56.643 kN/m

Ra 118.334 kN

Rb 117.868kN

118.334 kN 118.334- 55.944 =62.39 kN

+ -117.868 + 117.868 = 0 kN

0kN

62.39-123.315=-60.925kN -60.925- 56.643=-117.868 kN

SHEAR FORCE DIAGRAM Positive Area = [(118.334 + 62.39) x 4] x ½ = 361.448 kNm

361.448 kNm

Negative Area = [(-60.925 + (-117.868)) x 4.05] x ½ = -361.448 kNm BENDING MOMENT DIAGRAM

COLUMN ANALYSIS REPORT

GROUND FLOOR STRUCTURAL PLAN // COLUMNS 1:150

FIRST FLOOR STRUCTURAL PLAN // COLUMNS 1:150

COLUMN C5 Ground Floor Structure

Live Load Analysis

Slab

1.5 x (3.1 x 3.86) = 17.949 kN

Dead Load Analysis 3.6 x (7.1 x 3.86) = 98.661 kN

Brick Wall

-

8.55 x 3.86 = 33.003 kN

Beam self weight

-

1.44 x (3.1 + 3.86) = 10.022kN

Column self weight

-

6.48kN

Total

17.949

148.166 kN

Ultimate load = 1.4(148.166) + 1.6(17.949) = 236.15 kN

First Floor Structure

Live Load Analysis

Slab

1.5 x (7.1 x 3.86) = 41.109 kN

Dead Load Analysis 3.6 x (7.1 x 3.86) = 98.661 kN

Brick Wall

-

8.55 x (3.86 + 3.1) = 59.508 kN

Beam self weight

-

1.44 x (3.1 + 3.86 + 3.86) = 15.581kN

Column self weight

-

6.48kN

Total

41.109 kN

Ultimate load = 1.4(180.23) + 1.6(41.109) = 318.096 kN

180.23 kN

COLUMN C5 Roof Level Structure

Live Load Analysis

Roof

0.5 x (3.86 x 7.1) = 13.703 kN

Beam self weight

Total

13.703 kN

Ultimate load = 1.4(42.988) + 1.6(13.703) = 82.108 kN

Total column load for column C5 = 236.15 + 318.096 + 82.108 = 636.354 kN

Dead Load Analysis 1 x (3.86 x 7.1) = 27.406 kN 1.44 x (3.1 + 3.86 + 3.86) = 15.581kN 42.988 kN

COLUMN F6 Ground Floor Structure

Live Load Analysis

Dead Load Analysis

Slab

-

-

Brick Wall

-

-

Beam self weight

-

-

Column self weight

-

6.48kN

-

6.48 kN

Total Ultimate load = 1.4(6.48) + 1.6(0) = 9.072 kN

First Floor Structure

Live Load Analysis

Slab

1.5 x (4.05 x 3.86) = 23.450 kN

Dead Load Analysis 3.6 x (4.05 x 3.86) = 56.279 kN

Brick Wall

-

8.55 x (3.86 + 4.05) = 67.631 kN

Beam self weight

-

1.44 x (4.05 + 3.86 + 3.86) = 16.949 kN

Column self weight

-

6.48kN

Total

23.450 kN

Ultimate load = 1.4(147.339) + 1.6(23.450) = 243.795 kN

147.339 kN

COLUMN F6 Roof Level Structure

Live Load Analysis

Roof

0.5 x (3.86 x 4.05) = 7.817 kN

Beam self weight

Total

7.817 kN

Ultimate load = 1.4(27.023) + 1.6(7.817) = 50.339 kN

Total column load for column C5 = 9.072 + 243.795 + 50.339 = 303.206 kN

Dead Load Analysis 1 x (3.86 x 4.05) = 15.633 kN 1.44 x (4.05 + 3.86) = 11.390 kN 27.023 kN

POH JIA JOU

0327192

BEAM ANALYSIS REPORT

GROUND FLOOR LOAD DISTRIBUTION 1:150

DEAD LOAD Beam E/2-3

3

2 3310

1.44 kN/m Beam self weight = 1.44 kN/m

8.55 kN/m Brick wall self weight = 8.55 kN/m

Dead load on slab D-E/2-3 = 3.6 kN/m2 x (2/2) = 3.6 kN/m

Total dead load of beam E/2-3 = 1.44 + 8.55 + 3.6 = 13.59 kN/m

3.6 kN/m

13.59 kN/m

LIVE LOAD Beam E/2-3

3

2 3310

1.5 kN/m Live load on slab D-E/2-3 = 1.5 (2/2) = 1.5 kN/m

1.5 kN/m Total live load of beam E/2-3 = 1.5 kN/m

ULTIMATE LOAD Beam E/2-3

3

2 3310

19.026 kN/m Ultimate dead load = 13.59 x 1.4 = 19.026 kN/m

2.4 kN/m Ultimate live load = 1.5 x 1.6 = 2.4 kN/m

21.426 kN/m Ultimate load = 19.026 + 2.4 = 21.426 kN/m

3

2

REACTION FORCE

3310

Beam E/2-3

21.426 kN/m ∑m=0 =[(21.426 x 3.31) x 1.655)] - (Rb x 3.31) Rb = 35.46 kN 1655

∑fy=0 =Ra + 35.46 - 70.92 Ra=35.46 kN

1655 70.92 kN/m

Ra 35.46 kN

Rb 35.46 kN

35.46 kN

Positive Area = 35.46 x 1.655 x ½ = 29.343 kNm

+

-35.46 +35.46 = 0 kN

0kN

Negative Area = -35.46 x 1.655 x ½ = -29.343 kNm

35.46 - 70.92 = -35.46 kN

SHEAR FORCE DIAGRAM

29.343 kNm

BENDING MOMENT DIAGRAM

DEAD LOAD Beam D/2-3

3

2 3310

1.44 kN/m Beam self weight = 1.44 kN/m

8.55 kN/m Brick wall self weight = 8.55 kN/m

Dead load on slab C-D/2-3 = 3.6 kN/m2 x (2/2) = 3.6 kN/m

Dead load on slab D-E/2-3 = 3.6 kN/m2 x (2/2) = 3.6 kN/m

Total dead load of beam D/2-3 = 1.44 + 8.55 + 3.6 + 3.6 = 17.19 kN/m

3.6 kN/m

3.6 kN/m

17.19 kN/m

LIVE LOAD Beam D/2-3

3

2 3310

1.5 kN/m Live load on slab C-D/2-3 = 1.5 (2/2) = 1.5 kN/m

1.5 kN/m Live load on slab D-E/2-3 = 1.5 (2/2) = 1.5 kN/m

Total live load of beam D/2-3 = 1.5 + 1.5 = 3 kN/m

3 kN/m

ULTIMATE LOAD Beam D/2-3

3

2 3310

24.066 kN/m Total dead load = 17.19 x 1.4 = 24.066 kN/m

4.8 kN/m Total live load = 3 x 1.6 = 4.8 kN/m

28.866 kN/m Ultimate load = 24.066 + 4.8 = 28.866 kN/m

REACTION FORCE

6

4

Beam D/2-3

3310 28.866 kN/m

∑m=0 [(28.866 x 3.31) x 1.655)] - (Rb x 3.31)=0 Rb=47.773 kN 1655

∑fy=0 Ra + 47.773 - 95.546 = 0 Ra=47.773 kN

1655 95.546 kN/m

Ra 47.773 kN Positive Area = 47.773 x 1.655 x ½ = 39.532 kNm Negative Area = -47.773 x 1.655 x ½ = -39.532 kNm

Rb 47.773 kN

47.773 kN

+

-47.773 + 47.773 = 0 kN

0kN

47.773 - 95.546 = -47.773 kN

SHEAR FORCE DIAGRAM

39.532 kNm

BENDING MOMENT DIAGRAM

DEAD LOAD

E

D

C

Beam C-E/2

4000 2000

2000

1.44 kN/m Beam self weight = 1.44 kN/m

8.55 kN/m

Brick wall self weight = 8.55 kN/m

Dead load on slab C-E/1-2 = 3.6 kN/m2 x (4/2) x (2/3) = 4.8 kN/m

Total dead load beam C-D/2 = 1.44 + 8.55 + 4.8 = 14.79 kN/m beam D-E/2 = 1.44 + 8.55 + 4.8 = 14.79 kN/m

4.8 kN/m

14.79 kN/m

14.79 kN/m

LIVE LOAD

E

D

C

Beam C-E/2

4000 2000

2 kN/m

Live load on slab C-E/1-2 = 1.5 x (4/2) x (2/3) = 2 kN/m

Total live load beam C-D/2 = 2 kN/m beam D-E/2 = 2 kN/m

2000

2 kN/m

2 kN/m

ULTIMATE LOAD Beam C-E/2

Ultimate dead load beam C-D/2 = 14.79 x 1.4 = 20.706 kN/m

E

D

C

4000 2000

2000

20.706 kN/m

20.706 kN/m

3.2 kN/m

3.2 kN/m

beam D-E/2 = 14.79 x 1.4 = 20.706 kN/m

Ultimate live load beam C-D/2 = 2 x 1.6 = 3.2 kN/m beam D-E/2 = 2 x 1.6 = 3.2 kN/m

47.773 kN/m

Point load beam D/2-3 = 47.773 kN/m 47.773 kN/m Ultimate load beam C-D/2 = 20.706 + 3.2 = 23.906 kN/m beam D-E/2 = 20.706 + 3.2 = 23.906 kN/m

23.906 kN/m

23.906 kN/m

REACTION FORCE

E

D

C

Beam C-E/2

4000 2000

2000

47.773 kN/m 23.906 kN/m 23.906 kN/m

∑m=0 =[(23.906 x 2) x 1] + [47.773 x 2] + [(23.906 x 2) x 3)] - [Rb x 4] Rb=71.699 kN ∑fy=0 =Ra + 71.699 - 47.812 - 47.773 47.812 Ra=71.699 kN

47.773 kN/m 47.812 kN/m

47.812 kN/m

Ra 71.699 kN

Rb 71.699 kN

71.699 kN

Positive Area = [(71.699 + 23.887) x 2] x ½ = 95.586 kNm

71.699 - 47.812 = 23.887 kN

+

-71.698+71.699 = 0 kN

0kN

23.887 - 47.773= -23.886 kN

Negative Area = [(-71.698 + 23.886) x 2] x ½ = 95.584 kNm

-23.886 - 56.643= -71.698 kN

SHEAR FORCE DIAGRAM 95.58 kNm

BENDING MOMENT DIAGRAM

DEAD LOAD

E

D

C

Beam C-E/3

4000 2000

2000

1.44 kN/m Beam self weight = 1.44 kN/m

8.55 kN/m

Brick wall self weight = 8.55 kN/m

Total dead load beam C-D/3 = 1.44 + 8.55 = 9.99 kN/m beam D-E/3 = 1.44 + 8.55 = 9.99 kN/m

9.99 kN/m

9.99 kN/m

ULTIMATE LOAD Beam C-E/3

Ultimate dead load beam C-D/3 = 9.99 x 1.4 = 13.986 kN/m

E

D

C

4000 2000

2000

13.986 kN/m

13.986 kN/m

beam D-E/3 = 9.99 x 1.4 = 13.986 kN/m 47.773 kN/m

Point load beam D/2-3 = 47.773 kN/m Ultimate load beam C-D/2 = 13.986 kN/m beam D-E/2 = 13.986 kN/m

47.773 kN/m 13.986 kN/m

13.986 kN/m

REACTION FORCE

E

D

C

Beam C-E/3

4000 2000

2000

47.773 kN/m 13.986 kN/m 13.986 kN/m

∑m=0 =[(13.986 x 2) x 1] + [47.773 x 2] + [(13.986 x 2) x 3)] - [Rb x 4] Rb=51.859 kN ∑fy=0 =Ra + 51.859 - 27.972 - 47.773 27.972 Ra=51.859 kN

47.773 kN/m 27.972 kN/m

27.972 kN/m

Ra 51.859 kN

Rb 51.859 kN

51.859 kN

Positive Area = [(51.859 + 23.887) x 2] x ½ = 75.746 kNm Negative Area = [(-51.858 + 23.886) x 2] x ½ = 75.744 kNm

51.859 - 27.972 = 23.887 kN

+

-51.858 + 51.859 = 0 kN

0kN 23.887 - 47.773= -23.886 kN

-23.886 - 27.972 = -51.858 kN

SHEAR FORCE DIAGRAM 75.74 kNm

BENDING MOMENT DIAGRAM

DEAD LOAD

4

3

2

Beam C/2-4

4600 3310

1290

1.44 kN/m Beam self weight = 1.44 kN/m

8.55 kN/m Brick wall self weight = 8.55 kN/m

Dead load on slab C-D/2-3 = 3.6 kN/m2 x (2/2) = 3.6 kN/m

3.6 kN/m

5.52 kN/m Dead load on slab B-C/2-4 = 3.6 kN/m2 x (4.6/2) x (2/3) = 5.52 kN/m

Total dead load beam C/2-3 = 1.44 + 8.55 + 3.6 + 5.52 = 19.11 kN/m beam C/3-4 = 1.44 + 8.55 + 5.52 = 14.79 kN/m

19.11 kN/m

15.51 kN/m

LIVE LOAD

4

3

2

Beam C/2-4

4600 3310

1290

1.5 kN/m Live load on slab C-D/2-3 = 1.5 x (2/2) = 1.5 kN/m

2.3 kN/m Live load on slab B-C/2-4 = 1.5 x (4.6/2) x (2/3) = 2.3 kN/m

Total live load beam C/2-3 = 1.5 + 2.3 = 3.8 kN/m beam C/3-4 = 2.3 kN/m

3.8 kN/m

2.3 kN/m

ULTIMATE LOAD Beam C/2-4

Ultimate dead load beam C/2-3 = 19.11 x 1.4 = 26.754 kN/m

4

3

2 4600 3310 26.754 kN/m

1290 21.714 kN/m

beam C/3-4 = 15.51 x 1.4 = 21.714 kN/m

Ultimate live load beam C/2-3 = 3.8 x 1.6 = 6.08 kN/m

6.08 kN/m

beam C/3-4 = 2.3 x 1.6 = 3.68 kN/m

3.68 kN/m

51.859 kN/m

Point load beam C-E/3 = 51.859 kN/m Ultimate load beam C/2-3 = 26.754 + 6.08 = 32.834 kN/m beam C/3-4 = 21.714+ 3.68 = 25.394 kN/m

32.834 kN/m

51.859 kN/m 25.394 kN/m

REACTION FORCE

4

3

2 4600

Beam C/2-4

3310 1655

∑m=0 =[(32.834 x 3.31) x 1.655] + [51.859 x 3.31] + [(25.394 x 1.29) x 3.955)] - [Rb x 4.6] Rb=104.582 kN

1655

32.834 kN/m

∑fy=0 =Ra + 104.582 - 108.681 - 51.859 - 32.758 Ra=88.716 kN

1290 645 645

51.859 kN/m 25.394 kN/m

51.859 kN/m 32.758 kN/m

108.681 kN/m

Ra 88.716 kN

Rb 104.582 kN

88.716 kN

X : 3.31 = 19.965 : 19.965 + 88.716 108.681 X = 66.084 X = 0.608

+

X

0kN

-104.582 + 104.582= 0 kN

88.716 - 108.681 = -19.965 kN

Positive Area = [(3.31-0.608) x 88.716] x ½ = 119.853 kNm

-19.965 - 51.859 = -71.824 kN

-

-71.824 - 32.758 = -104.582 kN

Negative Area = [19.965 x 0.608 x ½] + [(71.824+104.582) x 1.29 x ½] = 119.851 kNm

SHEAR FORCE DIAGRAM 119.85 kNm

BENDING MOMENT DIAGRAM

COLUMN ANALYSIS REPORT

GROUND FLOOR STRUCTURAL PLAN // COLUMNS 1:150

FIRST FLOOR STRUCTURAL PLAN // COLUMNS 1:150

COLUMN E2 Ground Floor Structure

Live Load Analysis

Slab

1.5 x (4.995 x 2) = 14.985 kN

Dead Load Analysis 3.6 x (4.995 x 2) = 35.964 kN

Brick Wall

-

8.55 x (4.995 + 2) = 59.808 kN

Beam self weight

-

1.44 x (4.995 + 2) = 10.073kN

Column self weight

-

6.48kN

Total

14.985 kN

112.325 kN

Ultimate load = 1.4(112.325) + 1.6(14.985) = 181.231 kN

First Floor Structure

Live Load Analysis

Slab

1.5 x (4.995 x 2) = 14.985 kN

Dead Load Analysis 3.6 x (4.995 x 2) = 35.964 kN

Brick Wall

-

8.55 x (4.995 + 2) = 59.808 kN

Beam self weight

-

1.44 x (4.995 + 2) = 10.073kN

Column self weight

-

6.48kN

Total

14.985 kN

Ultimate load = 1.4(112.325) + 1.6(14.985) = 181.231 kN

112.325 kN

COLUMN E2 Roof Level Structure

Live Load Analysis

Roof

0.5 x (4.995 x 2) = 4.995 kN

Beam self weight

Total

4.995 kN

Ultimate load = 1.4(20.063) + 1.6(4.995) = 36.08 kN

Total column load for column E2 = 181.231 + 181.231+ 36.08 = 398.542 kN

Dead Load Analysis 1 x (4.995 x 2) = 9.99 kN 1.44 x (4.995 + 2) = 10.073kN 20.063 kN

COLUMN C4 Ground Floor Structure

Live Load Analysis

Slab

1.5 x [(4.18 x 3.1) + (1.01 x 2)]= 22.467 kN

Dead Load Analysis 3.6 x [(4.18 x 3.1) + (1.01 x 2)]= 53.921 kN

Brick Wall

-

8.55 x (4.18 + 2) = 52.839 kN

Beam self weight

-

1.44 x (4.18 + 5.1) = 13.363 kN

Column self weight

-

6.48kN

Total

22.467 kN

126.603 kN

Ultimate load = 1.4(126.603) + 1.6(22.467) = 213.191 kN

First Floor Structure

Live Load Analysis

Slab

1.5 x (5.1 x 4.18) = 31.977 kN

Dead Load Analysis 3.6 x (5.1 x 4.18) = 76.745 kN

Brick Wall

-

8.55 x (4.18 + 2) = 52.839 kN

Beam self weight

-

1.44 x (4.18 + 5.1+ 2) = 16.243 kN

Column self weight

-

6.48kN

Total

31.977 kN

Ultimate load = 1.4(152.307 ) + 1.6(31.977 ) = 264.393 kN

152.307 kN

COLUMN C4 Roof Level Structure

Live Load Analysis

Roof

0.5 x (5.1 x 4.18) = 10.659 kN

Beam self weight

Total

10.659 kN

Ultimate load = 1.4(37.561) + 1.6(10.659 ) = 69.64 kN

Total column load for column C4 = 213.191 + 264.393 + 69.64 = 547.224 kN

Dead Load Analysis 1 x (5.1 x 4.18) = 21.318 kN 1.44 x (4.18 + 5.1+ 2) = 16.243 kN 37.561 kN

TAN WEI SEN

0324564

BEAM ANALYSIS REPORT

FIRST FLOOR LOAD DISTRIBUTION 1:150

DEAD LOAD Beam B-C/A1

B1

B

2000

4200

1.44 kN/m Beam self weight = 1.44 kN/m

8.55 kN/m Brick wall self weight = 8.55 kN/m

Dead load on slab B-C/1-1A = 3.6 kN/m2 x (3.5/2) = 6.3 kN/m

Dead load on slab B-C/1A-2 = 3.6 kN/m2 x (1.89/2) = 3.402 kN/m

Total dead load of beam B-C/A1 = 1.44 + 8.55 + 6.3 + 3.402 = 19.692 kN/m

C

6.3 kN/m

3.402 kN/m

19.692 kN/m

LIVE LOAD Beam B-C/A1

B1

B

2000

4200

2.625 kN/m Live load on slab B-C/1-1A = 1.5 (3.5/2) = 2.625 kN/m

1.418 kN/m Live load on slab B-C/1A-2 = 1.5 (1.89/2) = 1.418 kN/m

Total live load of beam D/2-3 = 2.625 + 1.418 = 4.043 kN/m

C

4.403 kN/m

ULTIMATE LOAD Beam B-C/A1

B1

B

2000

4200

27.569 kN/m Total dead load = 19.692 x 1.4 = 27.569 kN/m

5.955 kN/m Total live load = 3.722 x 1.6 = 5.955 kN/m

33.524 kN/m Ultimate load = 27.569 + 5.955 = 33.524 kN/m

C

REACTION FORCE

6

4

Beam B-C/A1

6200 3100

3100 33.524 kN/m

∑m=0 =(33.524 x 6.2) x 3.1 - Rb(6.2) 0=644.331 - 6.2Rb Ra=103.924 kN

207.849kN/m

∑fy=0 =Ra + 103.924 - 207.849 Ra=103.924 kN

103.924 kN 103.924 kN

103.924 kN

0kN

Positive Area = 103.924 x 3.1 x ½ = 161.082 kNm

SHEAR FORCE DIAGRAM 161.082 kNm

- 103.924 kN

Negative Area = -103.924 x 3.1 x ½ = -161.082 kNm

BENDING MOMENT DIAGRAM

DEAD LOAD Beam B-C/1

B1

B

2000

4200

1.44 kN/m Beam self weight = 1.44 kN/m

8.55 kN/m Brick wall self weight = 8.55 kN/m

Dead load on slab B-C/1-1A = 3.6 kN/m2 x (3.5/2) = 6.3 kN/m Total dead load of beam B-C/1 = 1.44 + 8.55 + 6.3 = 16.29 kN/m

C

6.3 kN/m

16.29 kN/m

LIVE LOAD Beam B-C/1

B1

B 4200

2.625 kN/m Live load on slab B-C/1-1A = 1.5 (3.5/2) = 2.625 kN/m Total live load of beam B-C/1 = 2.625

C 2000

ULTIMATE LOAD Beam B-C/1

B1

B

2000

4200

22.806 kN/m Total dead load = 16.29 x 1.4 = 22.806 kN/m

4.2 kN/m Total live load = 2.625 x 1.6 = 4.2 kN/m

27.006 kN/m Ultimate load = 22.806 + 4.2 = 27.006 kN/m

C

REACTION FORCE

6

4

Beam B-C/1

6200 3100

3100 27.006 kN/m

∑m=0 =(27.006 x 6.2) x 3.1 - Rb(6.2) 0=519.055 - 6.2Rb Rb=83.719 kN

167.437 kN/m

∑fy=0 =Ra + 83.719 - 167.437 Ra=83.719 kN

83.719 kN 83.719 kN

83.719 kN

0kN

Positive Area = 83.719 x 3.1 x ½ = 129.764 kNm Negative Area = -83.719 x 3.1 x ½ = -129.764 kNm

- 83.719 kN SHEAR FORCE DIAGRAM 129.764 kNm

BENDING MOMENT DIAGRAM

DEAD LOAD Beam B-C/2

B1

B

2000

4200

1.44 kN/m Beam self weight = 1.44 kN/m

8.55 kN/m Brick wall self weight = 8.55 kN/m

Dead load on slab B-C/1A-2 = 3.6 kN/m2 x (1.89/2) = 3.402 kN/m

Total dead load of beam B-C/A1 = 1.44 + 8.55 + 3.402 = 13.392kN/m

C

3.402 kN/m

13.392 kN/m

LIVE LOAD Beam B-C/2

B1

B

2000

4200

1.418 kN/m Live load on slab B-C/1A-2 = 1.5 x (1.89/2) = 1.418 kN/m Total live load of beam B-C/2 =1.418 kN/m

C

1.418 kN/m

ULTIMATE LOAD Beam B-C/2

B1

B 4200

18.749 kN/m Total dead load = 13.392 x 1.4 = 18.749 kN/m

2.269 kN/m Total live load = 1.418 x 1.6 = 2.269 kN/m

21.018 kN/m Ultimate load = 18.749 + 2.269 = 21.018 kN/m

C 2000

REACTION FORCE

6

4

Beam B-C/2

6200 3100

3100 21.018 kN/m

∑m=0 =(21.018 x 6.2) x 3.1 - Rb(6.2) 0=403.967 - 6.2Rb Ra=65.156 kN

130.312kN/m

∑fy=0 =Ra + 65.156 - 130.312 Ra=65.156 kN

65..156 kN 65.156 kN

65.156 kN

0kN

Positive Area = 65.156 x 3.1 x ½ = 100.992 kNm Negative Area = -65.156 x 3.1 x ½ = -100.992 kNm

- 65.156 kN SHEAR FORCE DIAGRAM 100.992 kNm

BENDING MOMENT DIAGRAM

DEAD LOAD Beam C/1-2

1A

1

2 1890

3500

1.44 kN/m Beam self weight = 1.44 kN/m

8.55 kN/m Brick wall self weight = 8.55 kN/m

Dead load on slab B-C/1-1A = 3.6 kN/m2 x (3.5/2) x 2/3 = 4.2 kN/m

Dead load on slab C-E/1-2 = 3.6 kN/m2 x (4/2) = 3 kN/m Total dead load of beam 1-1A = 1.44 + 8.55 + 4.2 + 3 = 17.19 kN/m Total dead load of beam A1-2 = 1.44 + 8.55 + 3 = 12.99 kN/m

4.2 kN/m

3 kN/m

17.19 kN/m

12.99 kN/m

LIVE LOAD Beam C/1-2

1A

1

2 1890

3500

1.75 kN/m Live load on slab B-C/1-1A = 1.5 (3.5/2) x 2/3 = 1.75 kN/m

0.75 kN/m Live load on slab C-E/1-2 = 1.5 (4/2) = 0.75 kN/m

Total live load of beam 1/1A = 1.75 + 0.75 =2.5 kN/m

Total live load of beam 1A-2 = 0.75 kN/m

2.5 kN/m

0.75 kN/m

ULTIMATE LOAD Beam C/1-2

Ultimate dead load beam 1-1A = 17.19 x 1.4 = 24.066 kN/m

1A

1

2

3500

1890

24.066 kN/m

18.186 kN/m

beam 1-2 = 12.99 x 1.4 = 18.186 kN/m

Ultimate live load Beam 1-1A = 1.75 x 1.6 = 2.8 kN/m

2.8 kN/m

1.2 kN/m

beam 1-2 = 0.75 x 1.6 = 1.2 kN/m

26.866kN/m Total ultimate load of beam 1-1A = 24.066 +2.8 = 26.866 kN/m

Total ultimate load of beam 1A-2 = 18.186 + 1.2 = 19.386 kN/m

19.386 kN/m

REACTION FORCE

1A

1

Beam C/1-2

3500

26.866 kNm ∑m=0 =[(26.866 x 3.5) x 1.75] + [103.924 x 3.5] + [19.386 x 1.89 x(0.945+3.5) ] - [Rb x 5.39] 539Rb= 691.151 Rb= 128.228

2 1890

19.386 kNm

103.924 kNm 94.031 kNm

36.640 kNm

∑fy=0 =Ra + 128.228 - 94.031 - 103.924 - 36.640 Ra= 106.367 kN 106.367 kN

128.288 kN

106.367 kN

106.367 - 94.031 = 12.336 kN

+

-128.88kN + 128.88kN = 0 kN

0kN 12.336kN - 103.924 kN = -91.588kN

Positive Area = (106.367+12.336) x 3.5 x ½ = 207.73 kNm Negative Area = (-128.88+91.588) x 1.89 x ½ = -207.78 kNm

-91.588kN - 26.640kN = -128.88 kN

SHEAR FORCE DIAGRAM 207.78 kN

BENDING MOMENT DIAGRAM

COLUMN ANALYSIS REPORT

GROUND FLOOR STRUCTURAL PLAN // COLUMNS 1:150

FIRST FLOOR STRUCTURAL PLAN // COLUMNS 1:150

COLUMN B2 Ground Floor Structure

Live Load Analysis

Slab

1.5 x (5.35 x 4.995) = 40.085 kN

Brick Wall

-

Dead Load Analysis 3.6 x (5.35 x 4.995) = 96.204 kN 8.55 x(5.35+4.995+2.25) = 107.687 kN

Beam self weight

-

1.44 x (5.35+4.995+5.35) = 22.601kN

Column self weight

-

6.48kN

Total

40.085 kN

232.972kN

Ultimate load = 1.4(232.972) + 1.6(40.085) = 390.297kN

First Floor Structure

Live Load Analysis

Slab

1.5 x (5.35 x 4.995) = 40.085 kN

Dead Load Analysis 3.6 x (4.995 x 5.35) = 96.204kN

Brick Wall

-

8.55 x (4.995 + 5.35) = 88.450 kN

Beam self weight

-

1.44 x (5.35+4.995+5.35) = 22.610kN

Column self weight

-

6.48kN

Total

14.985 kN

Ultimate load = 1.4(213.744) + 1.6(14.985) = 323.218 kN

213.744 kN

COLUMN B2 Roof Level Structure

Live Load Analysis

Roof

0.5 x (4.995 x 5.35) = 13.362 kN

Beam self weight

Total

13.362 kN

Ultimate load = 1.4(49.324) + 1.6(13.362) = 90.433 kN

Total column load for column B2 = 390.297kN + 323.218kN + 90.433kN = 803.948 kN

Dead Load Analysis 1 x (4.995 x 5.35) = 26.723 kN 1.44 x (5.35+4.995+5.35) = 22.601kN 49.324 kN

COLUMN A4 Ground Floor Structure

Live Load Analysis

Slab

1.5 x (4.18 x 2.25)= 14.108kN

Dead Load Analysis 3.6 x (4.18 x 2.25)= 33.858 kN

Brick Wall

-

8.55 x (2.25+1.88+2.3) = 54.977 kN

Beam self weight

-

1.44 x ( 2.3+2.25+1.88 ) = 9.259 kN

Column self weight

-

6.48kN

Total

14.108 kN

104.574 kN

Ultimate load = 1.4(104.574) + 1.6(14.108) = 168.977 kN

First Floor Structure

Live Load Analysis

Slab

1.5 x (4.18 x 2.25) = 14.108 kN

Dead Load Analysis 3.6 x (4.18 x 2.25) = 33.858 kN

Brick Wall

-

8.55 x (2.3 + 1.88 + 2.3) = 54.977 kN

Beam self weight

-

1.44 x ( 2.3+2.25+1.88 ) = 9.259 kN

Column self weight

-

6.48kN

Total

14.108 kN

Ultimate load = 1.4(104.574 ) + 1.6(14.108 ) = 152.976 kN

104.574 kN

COLUMN A4 Roof Level Structure

Live Load Analysis

Roof

0.5 x (4.18 x 2.25) = 4.703 kN

Beam self weight

Total

4.703 kN

Ultimate load = 1.4(18.664) + 1.6(4.703 ) = 33.654 kN

Total column load for column A4 = 168.977 +152.976+33.654 = 355.607 kN

Dead Load Analysis 1 x (4.18 x 2.25) = 9.405 kN 1.44 x (4.18 + 2.25) = 9.259 kN 18.664 kN

GOH JYIA WHEY

0324910

BEAM ANALYSIS REPORT

FIRST FLOOR LOAD DISTRIBUTION 1:150

DEAD LOAD Beam A-B/1A

B

A 4500

1.44 kN/m Beam self weight = 1.44 kN/m

8.55 kN/m Brick wall self weight = 8.55 kN/m

Dead load on slab A-B/1-1A = 3.6 kN/m2 x (3.5/2) = 6.3 kN/m

Dead load on slab A-B/1A-2 = 3.6 kN/m2 x (1.89/2) = 3.402 kN/m

Total dead load of beam A-B/1A = 1.44 + 8.55 + 6.3 + 3.402 = 19.692 kN/m

6.3 kN/m

3.402 kN/m

19.692 kN/m

LIVE LOAD Beam A-B/1A

B

A 4500

2.63 kN/m Live load on slab A-B/1-1A = 1.5 (3.5/2) = 2.63 kN/m

1.42 kN/m Live load on slab A-B/1A-2 = 1.5 (1.89/2) = 1.42 kN/m

Total live load of beam A-B/1A = 2.63 + 1.42 = 4.05 kN/m

4.05 kN/m

ULTIMATE LOAD Beam A-B/1A

B

A 4500

27.57 kN/m Total dead load = 19.69 x 1.4 = 27.57 kN/m

6.48 kN/m Total live load = 4.05 x 1.6 = 6.48 kN/m

34.05 kN/m Ultimate load = 27.57 + 6.48 = 34.05 kN/m

REACTION FORCE

B

A

Beam A-B/1A

4500 34.05 kN/m

∑m=0 =(Ra x 4.5) - (153.23 x 2.25) Ra=76.615 kN ∑fy=0 =Ra + Rb + (34.05 x 4.5) Rb=76.615 kN

2250

2250 153.23 kN/m

Ra 76.615 kN

Rb 76.615 kN

76.615 kN

+ 0kN Positive Area = 76.615 x 2.25 x ½ = 86.192 kNm

SHEAR FORCE DIAGRAM

Negative Area = -76.615x 2.25 x ½ = -86.192 kNm

1

(1)=(2)

2

- 76.615 kN

86.192 kNm

BENDING MOMENT DIAGRAM

DEAD LOAD Beam A-B/1

B

A 4500

1.44 kN/m Beam self weight = 1.44 kN/m

8.55 kN/m Brick wall self weight = 8.55 kN/m

Dead load on slab A-B/1 = 3.6 kN/m2 x (3.5/2) = 6.3 kN/m

Total dead load of beam A-B/1A = 1.44 + 8.55 + 6.3 = 16.29 kN/m

6.3 kN/m

16.29 kN/m

LIVE LOAD Beam A-B/1

B

A 4500

2.63 kN/m Live load on slab A-B/1-1A = 1.5 (3.5/2) = 2.63 kN/m

2.63 kN/m Total live load A-B/1 = 2.63 kN/m

ULTIMATE LOAD Beam A-B/1

B

A 4500

22.806 kN/m Total dead load = 16.29 x 1.4 = 22.806 kN/m

4.208 kN/m Total live load = 2.63 x 1.6 = 4.208 kN/m

27.014 kN/m Ultimate load = 22.806 + 4.208 = 27.014 kN/m

REACTION FORCE

B

A

Beam A-B/1A

4500 27.014kN/m

∑m=0 =(Ra x 4.5) - (121.563 x 2.25) Ra=60.782 kN ∑fy=0 =Ra + Rb + (27.014 x 4.5) Rb=60.782 kN

2250

2250 121.563 kN/m

Ra 60.782 kN

Rb 60.782 kN

60.782 kN

+ 0kN Positive Area = 60.782 x 2.25 x ½ = 68.379 kNm

SHEAR FORCE DIAGRAM

Negative Area = -60.782 x 2.25 x ½ = -68.379 kNm

1

(1)=(2)

2

- 60.782 kN

68.379 kNm

BENDING MOMENT DIAGRAM

DEAD LOAD Beam A/1-2

2

1A

1 3500

1890

1.44 kN/m Beam self weight = 1.44kN/m

8.55 kN/m Brick wall self weight = 8.55 kN/m

4.2 kN/m Dead load on slab A/1-1A = 3.6 kN/m2 x (3.5/2) x 2/3 = 4.2 kN/m

14.19 kN/m Total dead load of beam A/1-1A = 1.44 + 8.55 + 4.2 = 14.19 kN/m Total dead load of beam A/1A-2 = 1.44 + 8.55 = 9.99 kN/m

9.99 kN/m

LIVE LOAD Beam A/1-2

Live load on slab A/1-1A = 1.5 (3.5/2) x 2/3 = 1.75 kN/m

Total live load of beam A/1-1A = 1.75 kN/m

2

1A

1 3500

1.75 kN/m

1.75 kN/m

1890

ULTIMATE LOAD Beam A/1-2

2

1A

1 3500 19.866 kN/m

1890 13.986 kN/m

Total dead load of beam A/1-1A = 14.19 x 1.4 = 19.866 kN/m Total dead load of beam A/1A-2 = 9.99 x 1.4 = 13.986 kN/m

Total live load of beam A/1-1A = 1.75 x 1.6 = 2.8 kN/m

2.8 kN/m

22.666 kN/m Total ultimate load of beam A/1-2 = 19.866 + 2.8 = 22.666 kN/m

13.986 kN/m

REACTION FORCE Beam A/1-2

3500

1890

22.666 kN/m

∑m=0 =(79.331 x 1.75) + (76.615 x 3.5 ) + ( 26.434 x 4.445 )-5.3Rb Rb=97.306 kN ∑fy=0 =Ra + 97.306 - 79.331 - 76.615 26.434 Ra=85.074 kN

2

1A

1

79.331 kN/m

13.986 kN/m

76.615 kN/m 26.434 kN/m

Ra 85.074 kN

Rb 97.306 kN

85.074 kN 85.074 - 79.331 =5.734 kN

+ -97.306 + 97.306 = 0 kN

0kN

5.734 - 76.615 =-70.872 kN -70.872 - 26.434 =-97.306 kN

Positive Area = (85.074 + 5.743) x 3.5 x ½ = 158.929 kNm

SHEAR FORCE DIAGRAM 1

158.929 kNm

Negative Area =(70.872 + 97.306 ) x 1.89 x ½ = -158.928 kNm 2 (1)=(2) BENDING MOMENT DIAGRAM

DEAD LOAD Beam A-B/1-2

Beam self weight = 1.44kN/m

Brick wall self weight = 8.55 kN/m

Dead load on slab A-B/1-1A = 3.6 kN/m2 x (3.5/2) x 2/3 = 4.2 kN/m

Dead load on slab B-C/1-1A = 3.6 kN/m2 x (3.5/2) x 2/3 = 4.2 kN/m

Total dead load of beam B/1-1A = 1.44 + 8.55 + 4.2 + 4.2 = 18.39 kN/m Total dead load of beam B/1A-2 = 1.44 + 8.55 = 9.99 kN/m

2

1A

1 3500

1890

1.44 kN/m

8.55 kN/m

4.2 kN/m

4.2 kN/m

18.39 kN/m

9.99 kN/m

LIVE LOAD

Beam A-B/1-2

3500

1.75 kN/m Live load on slab A-B/1-1A = 1.5 (3.5/2) x 2/3 = 1.75 kN/m Live load on slab B-C/1-1A = 1.5 (3.5/2) x 2/3 = 1.75 kN/m

2

1A

1

1.75 kN/m

Total live load of beam A-B/1-2 = 3.5 kN/m 3.5 kN/m

1890

ULTIMATE LOAD Beam A-B/1-2

2

1A

1 3500 25.746 kN/m

1890 13.986 kN/m

Total dead load of beam A-B/1-1A = 18.39 x 1.4 = 25.746 kN/m Total dead load of beam A-B/1A-2 = 9.99 x 1.4 = 13.986 kN/m

Total live load of beam A-B/1-1A = 3.5 x 1.6 = 5.6 kN/m

5.6 kN/m

31.346 kN/m Total ultimate load of beam A/1-1A = 25.746 + 5.6 = 31.346 kN/m Total ultimate load of beam A/1A-2 = 13.986 kN/m

13.986 kN/m

REACTION FORCE Beam A-B/1-2

3500

1890 13.986 kN/m

31.346 kN/m

∑m=0 0=(109.711 x 1.75) + (76.15 x 3.5) + (26.434 x 4.445) - 5.3Rb Rb=107.17 kN

∑fy=0 0= Ra + 107.17 - 109.711 - 76.615 26.434 Ra=105.59 kN

109.711 kN/m

76.615 kN/m 26.43 kN/m

Ra=105.59 kN/m X /3.5 = 4.121/ (105.59 + 4.121) X = 0.131 Positive Area = 105.59 x (3.5 - 0.131) x ½ = 177.841 kNm Negative Area = (0.131 x 4.121 x ½) + [(80.736 + 107.17)1.89 x ½] = 177.841 kNm

2

1A

1

Rb= 107.17 kN/m

105.59 kN

+

X

105.59 - 109.711 = -4.121 kN -4.121-76.615 = -80.736 kN

-

177.841 kNm -

107.17 kN

COLUMN ANALYSIS REPORT

GROUND FLOOR STRUCTURAL PLAN // COLUMNS 1:150

FIRST FLOOR STRUCTURAL PLAN // COLUMNS 1:150

COLUMN A2 Ground Floor Structure

Live Load Analysis

Slab

1.5 x (4.995 x 2.25) = 16.858 kN

Dead Load Analysis 3.6 x (4.995x2.25) = 40.459 kN

Brick Wall

-

8.55 x 9.495 = 81.182 kN

Beam self weight

-

1.44 x (9.495) = 13.673 kN

Column self weight

-

6.48kN

Total

16.858

141.794 kN

Ultimate load = 1.4(141.794) + 1.6(141.794) = 425.382 kN

First Floor Structure

Live Load Analysis

Slab

1.5 x (4.995 x 2.25) = 16.858 kN

Dead Load Analysis 3.6 x (4.995x2.25) = 40.459 kN

Brick Wall

-

8.5 x 7.245 = 61.945 kN

Beam self weight

-

1.44 x (9.495) = 13.673kN

Column self weight

-

6.48kN

Total

16.858

Ultimate load = 1.4(122.557) + 1.6(122.557) = 367.670 kN

122.557 kN

COLUMN A2 Roof Level Structure

Live Load Analysis

Roof

0.5 x (4.995 x 2.25) = 5.619 kN

Beam self weight

Total

5.619 kN

Ultimate load = 1.4(24.912) + 1.6(5.619) = 43.867 kN

Total column load for column A2 =43.867 + 425.382 + 367.670 = 836.919 kN

Dead Load Analysis 1 x (4.995 x 2.25) = 11.239 kN 1.44 x (2.3 + 2.695 + 2.25 + 2.25) = 13.673 kN 24.912 kN

COLUMN B1 Ground Floor Structure

Live Load Analysis

Slab

1.5 x (5.35 x 2.695) = 21.627 kN

Dead Load Analysis 3.6 x (5.35 x 2.695) = 51.906 kN

Brick Wall

-

8.55 x 8.045 = 68.785 kN

Beam self weight

-

1.44 x (8.045) = 11.585 kN

Column self weight

-

6.48kN

Total

21.627

138.756 kN

Ultimate load = 1.4(138.756) + 1.6(138.756) = 416.268 kN

First Floor Structure

Live Load Analysis

Slab

1.5 x (5.35 x 2.695) = 21.627 kN

Dead Load Analysis 3.6 x (5.35 x 2.695) = 51.906 kN

Brick Wall

-

8.55 x 8.045 = 68.785 kN

Beam self weight

-

1.44 x (8.045) = 11.585 kN

Column self weight

-

6.48kN

Total

21.627

Ultimate load = 1.4(138.756) + 1.6(138.756) = 416.268 kN

138.756 kN

COLUMN B1 Roof Level Structure

Live Load Analysis

Roof

0.5 x (5.35 x 2.695) = 7.209 kN

Beam self weight

Total

7.209 kN

Ultimate load = 1.4(26.003) + 1.6(7.209) = 47.939 kN

Total column load for column B1 = 416.268 + 416.268 + 47.939 = 880.475 kN

Dead Load Analysis 1 x (5.35 x 2.695) = 14.418 kN 1.44 x (2.25 + 3.1 + 2.695) = 11.585 kN 26.003 kN

RUDY IRAWAN

0328658

BEAM ANALYSIS REPORT

GROUND FLOOR LOAD DISTRIBUTION 1:150

DEAD LOAD Beam B1/1-1A

1A

1 3500

1.44 kN/m Beam self weight = 1.44 kN/m

8.55 kN/m Brick wall self weight = 8.55 kN/m

Dead load on slab B-B1/1-1A = 3.6 kN/m2 x (3.5/2) x 2/3 = 4.2 kN/m

Dead load on slab B1-C/1-1A = 3.6 kN/m2 x (2/2) = 3.6 kN/m

Total dead load of beam B1/1-1A = 1.44 + 8.55 + 4.2 + 3.6 = 17.79 kN/m

4.2 kN/m

3.6 kN/m

17.79 kN/m

LIVE LOAD

Beam B1/1-1A

1A

1 3500

1.75 kN/m Live load on slab B-B1/1-1A = 1.5 (3.5/2) x 2/3 = 1.75 kN/m

1.5 kN/m Live load on slab B1-C/1-1A = 1.5 (2/2) = 1.5 kN/m

Total live load of beam B1/1-1A = 1.75 + 1.5 = 3.25 kN/m

3.25 kN/m

ULTIMATE LOAD Beam B1/1-1A

1A

1 3500

24.9 kN/m Total dead load = 17.79 x 1.4 = 24.9 kN/m

5.2 kN/m Total live load = 3.25 x 1.6 = 5.2 kN/m

30.1 kN/m Ultimate load = 24.9 + 5.2 = 30.1 kN/m

REACTION FORCE

1A

1

Beam B1/1-1A

3500 30.1 kN/m

∑m=0 =[(30.1 x 3.5) x 1.75] - (Rb x 3.5) Rb=52.67 kN =52.7 kN 1750 ∑fy=0 =Ra + 52.7 + (-30.1 x 3.5) =52.67 - 105.35 Ra=52.68 kN =52.7 kN

1750 105.35 kN/m

52.7 kN

52.7 kN

52.7 kN

0kN

+ -

SHEAR FORCE DIAGRAM

Positive Area = 52.7 x 1.75 x ½ = 46.1125 kNm

1

Negative Area = -52.7 x 1.75 x ½ = 46.1125 kNm

2

- 52.7 kN

46.1125 kNm

(1)=(2) BENDING MOMENT DIAGRAM

DEAD LOAD Beam B-C/1

C

B1

B 4200

2000

1.44 kN/m Beam self weight = 1.44kN/m

8.55 kN/m Brick wall self weight = 8.55 kN/m

6.3 kN/m Dead load on slab B-B1/1-1A = 3.6 kN/m2 x (3.5/2) = 6.3 kN/m

Total dead load of beam B-B1 = 1.44 + 8.55 + 6.3 = 16.29 kN/m Total dead load of beam E-F = 1.44 + 8.55 = 9.99 kN/m

16.29 kN/m 9.99 kN/m

LIVE LOAD Beam B-C/1

B1

B 4200

2.625 kN/m Live load on slab B-C/1-1A = 1.5 (3.5/2) = 2.625 kN/m Total live load of beam B-C/1 = 2.625

C 2000

ULTIMATE LOAD Beam B-C/1

Total dead load of beam B-B1 = 16.29 x 1.4 = 22.8 kN/m

C

B1

B 4200 22.8 kN/m

2000

14 kN/m

Total dead load of beam B1-C = 9.99 x 1.4 = 13.986kN/m = 14 kN/m

Total live load of beam B-B1 = 2.625 x 1.6 = 4.2 kN/m

Total ultimate load of beam B-B1 = 22.8 + 4.2 = 27 kN/m Total ultimate load of beam B1-C = 14 kN/m

4.2 kN/m

27 kN/m

14 kN/m

REACTION FORCE Beam B-C/1

C

B1

B 4200

2000

27 kN/m

∑m=0 0=[(27x4.2)x2.1] + (52.7x4.2) + [(14x2)x5.2] - (Rb x 6.2) Rb=97.59 kN = 97.6 kN ∑fy=0 = Ra + 97.6 - (27x4.2) - (52.7) - (14x2) = Ra + 97.6 - 113.4 - 52.7 - 28 Ra=96.5 kN

113.4 kN/m

14 kN/m

52.7 kN/m 28 kN/m

Ra=96.5 kN/m X : 4.2 = 16.9 : 16.9 + 96.5 113.4X = 70.98 X = 0.625

Rb=97.6 kN/m

96.5 kN

Positive Area = 96.5 x (4.2 - 0.625) x ½ = 172.49 kNm = 172.5 kNm Negative Area = [0.625 x 16.9 x ½] + [(97.6+16.9+52.7) x 2 x ½] = 172.48 kNm = 172.5 kNm

4.2 - X

+

X

2 16.9 kN

52.7 kN

-

172.5 kNm -97.6 kN

DEAD LOAD Beam B-C/1A

C

B1

B 4200

2000

1.44 kN/m Beam self weight = 1.44kN/m

8.55 kN/m Brick wall self weight = 8.55 kN/m

6.3 kN/m Dead load on slab B-B1/1-1A = 3.6 kN/m2 x (3.5/2) = 6.3 kN/m

3.4 kN/m

Dead load on slab B-C/1A-2 = 3.6 kN/m x (1.89/2) = 3.4 kN/m

Total dead load of beam B-B1 = 1.44 + 8.55 + 6.3 + 3.4 = 19.69 kN/m Total dead load of beam B1-C = 1.44 + 8.55 + 3.4 = 13.39 kN/m

19.69 kN/m 13.39 kN/m

LIVE LOAD Beam B-C/1A

B1

B

C 2000

4200

2.625 kN/m Live load on slab B-B1/1-1A = 1.5 (3.5/2) = 2.625 kN/m

1.4175 kN/m Live load of beam B-C/1 = 1.5 x (1.89/2) = 1.4175

Total live load of beam B-B1 = 2.625 + 1.4175 = 4,0425 kN/m Total live load of beam B1-C = 1.4175 kN/m

4.0425 kN/m 1.4175 kN/m

ULTIMATE LOAD Beam B-C/1A

Total dead load of beam B-B1 = 19.69 x 1.4 = 27.566 kN/m = 27.6 kN/m

C

B1

B 4200

27.6 kN/m

2000

18.75 kN/m

Total dead load of beam B1-C = 13.39 x 1.4 = 18.746kN/m = 18.75 kN/m

Total live load of beam B-B1 = 4.0425 x 1.6 = 6.468 kN/m = 6.47 kN/m

6.47 kN/m 2.27 kN/m

Total live load of beam B1-C = 1.4175 x 1.6 = 2.268 kN/m = 2.27 kN/m

Total ultimate load of beam B-B1 = 27.6 + 6.47 = 34.07 kN/m Total ultimate load of beam B1-C = 18.75 + 2.27 = 21.02 kN/m

34.07 kN/m

21.02 kN/m

REACTION FORCE Beam B-C/1

C

B1

B 4200

2000

34.07 kN/m

∑m=0 0=[(34.07x4.2)x2.1] + (52.7x4.2) + [(21.02x2)x5.2] - (Rb x 6.2) Rb=119.4 kN

∑fy=0 = Ra + 119.428 - (34.07x4.2) - (52.7) (21.02x2) = Ra + 119.428 - 143.1 - 52.7 - 42.04 Ra=118.4 kN

143.1 kN/m

21.02 kN/m

52.7 kN/m 42.04 kN/m

Ra=118.4 kN/m X : 4.2 = 24.7 : 24.7 + 118.4 143.1X = 103.74 X = 0.725

Rb=119.4 kN/m

118.4 kN

Positive Area = 118.4 x (4.2 - 0.725) x ½ = 205.72 kNm = 206 kNm Negative Area = [0.725 x 24.7 x ½] + [(119.4+24.7+52.7) x 2 x ½] = 205.75 kNm = 206 kNm

4.2 - X

+

X

2 24.7 kN

52.7 kN

-

206 kNm -119.4 kN

DEAD LOAD Beam C/1-2

2

1A

1 3500

1890

1.44 kN/m Beam self weight = 1.44kN/m

8.55 kN/m Brick wall self weight = 8.55 kN/m

3.6 kN/m Dead load on slab B1-C/1-1A = 3.6 kN/m x (2/2) = 3.6 kN/m

7.2 kN/m

Dead load on slab C-E/1-2 = 3.6 kN/m x (4/2) = 7.2 kN/m

Total dead load of beam 1-1A = 1.44 + 8.55 + 3.6 + 7.2 = 20.79 kN/m Total dead load of beam 1A-2 = 1.44 + 8.55 + 7.2 = 17.19 kN/m

20.79 kN/m

17.19 kN/m

LIVE LOAD Beam B-C/1A

1A

1

2 1890

3500

1.5 kN/m Live load on slab B1-C/1-1A = 1.5 (2/2) = 1.5 kN/m

3 kN/m Live load of beam C-E/1-2 = 1.5 x (4/2) = 3kN/m

Total live load of beam B-B1 = 1.5 + 3 = 4,5 kN/m Total live load of beam B1-C = 3 kN/m

4.5 kN/m 3 kN/m

ULTIMATE LOAD Beam B-C/1A

Total dead load of beam 1-1A = 20.79 x 1.4 = 29.106 kN/m

2

1A

1 3500

29.106 kN/m

1890

24.066 kN/m

Total dead load of beam B1-C = 17.19 x 1.4 = 24.066 kN/m

Total live load of beam B-B1 = 4.5 x 1.6 = 7.2 kN/m

7.2 kN/m 4.8 kN/m

Total live load of beam B1-C = 3 x 1.6 = 4.8 kN/m

Total ultimate load of beam B-B1 = 29.106 +7.2 = 36.306 kN/m = 36.3 kN/m Total ultimate load of beam B1-C = 24.066 + 4.8 = 28.866 kN/m = 28.9 kN/m

36.3 kN/m

28.9 kN/m

REACTION FORCE Beam B-C/1

3500

1890

36.3 kN/m

∑m=0 0=[(36.3x3.5)x1.75] + (119.4x3.5) + [(28.9x1.89)x4.445] - (Rb x 5.39) Rb=163.8 kN

∑fy=0 = Ra + 163.8 - (34.07x4.2) - (52.7) (21.02x2) = Ra + 163.8 - 127.05 - 119.4 - 54.621 Ra=137.2 kN

2

1A

1

127.05 kN/m

28.9 kN/m

119.4 kN/m 54.621 kN/m

Ra=137.2 kN/m

Rb=163.8 kN/m

137.2 kN

Positive Area = (137.2 + 10.15) x 3.5 x ½ = 257.86 kNm = 258 kNm Negative Area = (109.25 + 163.8) x 1.89 x ½ = 258.03 kNm = 258 kNm

+ 10.15 kN

3.5

1.89 109.25 kN

258 kNm

-

-163.8 kN

COLUMN ANALYSIS REPORT

GROUND FLOOR STRUCTURAL PLAN // COLUMNS 1:150

FIRST FLOOR STRUCTURAL PLAN // COLUMNS 1:150

COLUMN C1 Ground Floor Structure

Live Load Analysis

Slab

1.5 x (2.695 x 5.1) = 20.617 kN

Dead Load Analysis 3.6 x (2.695 x 5.1) = 49.48 kN

Brick Wall

-

8.55 x (2.695+2.695+5.1) = 89.689 kN

Beam self weight

-

1.44 x (2.695+2.695+5.1) = 15.106 kN

Column self weight

-

6.48 kN

Total

20.617 kN

160.755 kN

Ultimate load = 1.4(160.755) + 1.6(20.617) = 258.0442 kN

First Floor Structure

Live Load Analysis

Slab

1.5 x (2.695 x 5.1) = 20.617 kN

Dead Load Analysis 3.6 x (2.695 x 5.1) = 49.48 kN

Brick Wall

-

8.55 x (2.695 + 5.1) = 66.647 kN

Beam self weight

-

1.44 x (2.695+5.1) = 11.248 kN

Column self weight

-

6.48kN

Total

20.617 kN

Ultimate load = 1.4(133.855) + 1.6(20.617) = 220.384 kN

133.855 kN

COLUMN C1 Roof Level Structure

Live Load Analysis

Roof

0.5 x (2.695 x 5.1) = 6.872 kN

Beam self weight

Total

6.872 kN

Ultimate load = 1.4(24.992) + 1.6(6.872) = 45.98 kN

Total column load for column C5 = 258.0442 + 220.352 + 45.98 = 524.376 kN

Dead Load Analysis 1 x (2.695 x 5.1) = 13.744 kN 1.44 x (2.695 + 5.1) = 11.248 kN 24.992 kN

COLUMN C2 Ground Floor Structure

Live Load Analysis

Slab

1.5 x (4.995 x 5.1) = 38.212 kN

Dead Load Analysis 3.6 x (4.995 x 5.1) = 91.7082 kN

Brick Wall

-

8.55 x (0.805+3.1+2+4.995+2.3) = 112.86 kN

Beam self weight

-

1.44 x (0.805+3.1+5.1+4.995+2.3) = 23.472 kN

Column self weight

-

6.48 kN

Total

38.212 kN

234.52 kN

Ultimate load = 1.4(234.52) + 1.6(38.212) = 389.47 kN

First Floor Structure

Live Load Analysis

Slab

1.5 x (4.995 x 5.1) = 38.212 kN

Dead Load Analysis 3.6 x (4.995 x 5.1) = 91.7082 kN

Brick Wall

-

8.55 x (3.1+4.995+2) = 86.31 kN

Beam self weight

-

1.44 x (3.1+4.995+5.1) = 19 kN

Column self weight

-

6.48kN

Total

38.212 kN

Ultimate load = 1.4(203.498) + 1.6(38.212) = 346.036 kN

203.498 kN

COLUMN C2 Roof Level Structure

Live Load Analysis

Roof

0.5 x (4.995 x 5.1) = 12.737 kN

Beam self weight

Total

12.737 kN

Ultimate load = 1.4(44.4745) + 1.6(12.737) = 82.6435 kN

Total column load for column C5 = 389.47 + 346.036 + 82.6435 = 818.1495 kN

Dead Load Analysis 1 x (4.995 x 5.1) = 25.4745 kN 1.44 x (3.1+4.995+5.1) = 19 kN 44.4745 kN