Structural Analysis of A Bungalow | Building Structures

BSC(HONS) IN ARCHITECTURE BUILDING STRUCTURES (BLD61003)

STRUCTURAL ANALYSIS OF A BUNGALOW

TUTOR : MR. MOHAMED RIZAL MOHAMED GROUP MEMBERS PAVITRA YOGANATHAN CELINE PACHECO MERCY CHIDINMA NKATHA OGBONNA REYSHMI RATCHANIYA MASHRUK ASAD

0332425 0333005 0333261 0329773 0322188

CONTENT 1.0 Architectural Plans 2.0 Design Brief 3.0 Structural Plans 4.0 Tributary Area Diagrams 5.0 Load Distribution Diagrams 6.0 Report by Pavitra Yoganathan 7.0 Report by Chidinma Nkatha 8.0 Report by Celine Pacheco 9.0 Report by Reyshmi Ratchaniya 10.0 Report by Mashruk Asad

1.0 Architectural Plans

GROUND FLOOR PLAN SCALE 1:200

FIRST FLOOR PLAN SCALE 1:200

ROOF PLAN SCALE 1:200

2.0 Design Brief 1.

Density of materials a. Reinforced concrete: 24kN/m³ b. Brick masonry: 19kN/m³

2.

Reinforced concrete beam a. Dimensions: 0.2m (W) x 0.3m (D) b. Density of reinforced concrete: 24kN/m³ c. Self weight of beam = Dimension x Density of reinforced concrete = (0.2 x 0.3)m² x (24kN/m³) = 1.44 kN/m²

3.

Reinforced concrete floor slab a. Dimensions: 0.12m (thickness) b. Density of reinforced concrete: 24kN/m³ c. Self weight of reinforced concrete floor slab = Dimension x Density of reinforced concrete floor slab = 0.12m x 24kN/m³ = 2.88kN/m²

4.

Brick masonry wall a. Dimensions: 0.15m (W) x 3m (H) b. Density of brickwork: 19kN/m³ c. Self weight of brick masonry wall = Dimension x Density of brickwork = (0.15 x 3)m² x (19kN/m³) = 8.55kN/m

5.

Reinforced concrete column a. Dimensions: 0.3m (W) x 0.3m (L) x 3m (H) b. Density of reinforced concrete: 24kN/m³ c. Self weight of reinforced concrete column = Dimension x Density of reinforced concrete = (0.3 x 0.3 x 3)m x (24 kN/m³) = 6.48kN

UBBL Live Load: 1.5kN/m Ultimate Load Dead Load: 1.4kN Live Load: 1.6kN

3.0 Structural Plans

GROUND FLOOR- STRUCTURAL PLAN SCALE 1:200

FIRST FLOOR- STRUCTURAL PLAN SCALE 1:200

ROOF- STRUCTURAL PLAN SCALE 1:200

1

2

A

B C

D

FOUNDATION PLAN SCALE 1:200

3

4 5

6

Pavitra Chidinma Celine Reyshmi Mashruk

4.0 Tributary Area Diagrams

Ground floor

First floor

Scale is 1:200

roof

5.0 Load Distribution Diagrams

GROUND FLOOR (COLUMN LOAD DISTRIBUTION) SCALE 1:150

GROUND FLOOR (BEAM LOAD DISTRIBUTION) SCALE 1:150

FIRST FLOOR (COLUMN LOAD DISTRIBUTION) SCALE 1:150

FIRST FLOOR (BEAM LOAD DISTRIBUTION) SCALE 1:150

6.0 Report by Pavitra Yoganathan Beams: Beam D-E/3 and Beam D/3-4 Columns: Column B6 and Column D3

BEAM D-E/ 3 - UDL

FIRST FLOOR PLAN

Beam Calculation for D-E/ 3

5

3 6495.2 mm

Dead Load Beam Self Weight = 1.44kN/m2 ( beam size = 200 x 300 )

1.44 kN/m

Beam self-weight

8.55 kN/m

Brick Wall Self Weight = 8.55kN/m2 ( wall height = 3000 mm )

Brick wall weight

9.35 kN/m

Dead Load on Slab F/3-5 = Slab Weight x (Lx/2) x (2/3) = 2.88 kN/m2 x (6.4952/2) m = 9.353 kN/m Total Dead Load on Beam F/3-5 = 1.44 kN/m + 8.55 kN/m + 9.353 kN/m = 19.34 kN/m

Slab F/3-5

19.34 kN/m

Total Dead load

Live Load 6495.2 mm

Live load on Slab F/3-5 =1.5 kN/m2 x (6.4952/2) = 4.87 kN/m

4.87 kN/m

Slab F/3-5

4.87 kN/m

Total Live Load on Beam F/3-5 = 4.87 kN/m

Total Live load

Ultimate Loads Ultimate Dead Load = 19.34 kN/m x 1.4 = 27.076 kN/m

6495.2 mm

34.868 kN/m

Ultimate Live Load = 4.87 kN x 1.6 = 7.79 kN/m

Total Ultimate Load

Total Ultimate Load = Total ultimate dead load + Total ultimate live load = 27.076 + 7.79 = 34.868 kN/m

Reaction Forces Point Load on Beam F/3-5 = Ultimate Load x Distance = 34.868 x 6.4952 = 226.47 kN /m ΣMA = 0 =6.4952(RA) – (226.27 x 3.2476) 0 = 6.4952 RA – 735.48 RA = 735.48/ 6.4952 RA = 113. 235 kN ΣFy = 0 = 113.235 – (34.868 x 6.4952) + RB R B = 113.235

6495.2 mm

226.47 kN/m

RA

RB

Shear Force Diagram = 113.235 kN – ( 34.868 x 6.4952)kN = - 113.235 kN = 113.235 kN + ( -113.235 kN ) = 0

6495.2 mm

113.235 kN +ve -ve -113.235 kN

Bending Diagram 183.87 kN

POSITIVE AREA 113.235 x 3.2476 x ½ = 183.87kN NEGATIVE AREA 113.235 x 3.2476 x ½ = 183.87kN

BEAM D/ 3-4 - COMBINATION

FIRST FLOOR PLAN

Beam Calculation for D/3-4 D

D’

E

3995.2 mm

Dead Load Beam Self Weight = 1.44kN/m2 ( beam size = 200 x 300 )

2338.5 mm 1656.7 mm

1.44 kN/m

Beam self-weight

8.55 kN/m

Brick Wall Self Weight = 8.55kN/m2 ( wall height = 3000 mm )

Brick wall weight

2.245 kN/m

Dead Load on Slab D’-E/2-3 = Slab Weight x (Lx/2) x (2/3) = 2.88 kN/m2 x ( 2.3385/2) x (2/3) = 2.245 kN/m

Slab D’-E/2-3

3.835 kN/m

Dead Load on Slab D-E/3-4 = 2.88 kN/m2 x (3.9952/2) x (2/3) = 3.835 kN/m Total Dead Load on Beam D’-E = 1.44 kN/m + 2.245 + 3.835 + 8.55 = 16.07 kN/m

Slab D-E/3-4

16.07 kN/m

13.83 kN/m

Total Dead load

Total Dead Load on Beam D-D’ = 1.44 kN/m + 8.55 + 3.835 kN/m = 13.83 kN/m 2338.5 mm

Live Load Live load on Slab D’-E/ 2-3 = 1.5 kN/m2 x (2.3385/2 ) x (2/3) = 1.169 kN/m Live load on Slab D-E/ 3-4 = 1.5 kN/m2 x ( 3.9952/2) x (2/3) = 1.9976 kN/m

1.6567 mm

1.169 kN/m

Slab D’-E/2-3

1.9976 kN/m

Slab D-E/3-4

D

D’

E

3995.2 mm 2338.5 mm 1.6567 mm

Total Live Load for D’-E = 1.16925 kN/m + 1.9976 kN/m = 3.17 kN/m

1.169 kN/m

Total live load

Total live load for D-D’ = 1.9976 kN/m

Ultimate load Ultimate dead load at D’-E = 16.07 x 1.4 = 22.498 = 22.5 kN/m

D

D’

E 2338.5 mm

27.568 kN/m

1.6567 mm

22.558 kN/m

Total ultimate load

Ultimate dead load at D’-D = 13.83 kN/m x 1.4 = 19.362 kN/m Ultimate live load at D’-E = 3.17 x 1.6 = 5.07 kN/m Ultimate live load at D-D’ = 1.9976 x 1.6 = 3.1962 kN/m Total ultimate load at D’-E = 22.498 + 5.07 = 27.568 kN/m Total ultimate load at D-D’ = 19.362 + 3.1962 = 22.558 kN/m

Calculation for point load of beam (D’/2-3)

2

3 4300 mm

Dead load Beam Self Weight = 1.44kN/m2 ( beam size = 200 x 300 )

1.44 kN/m

Beam self-weight

8.55 kN/m

Brick Wall Self Weight = 8.55kN/m2 ( wall height = 3000 mm ) Dead load on slab D-D’/2-3 = 2.88 Kn/m2 x 4.3/2 = 6.192 kN/m

Brick wall weight

6.192 kN/m

Slab D-D’/2-3

6.192 kN/m

Dead on slab D’-E/2-3 = 6.192 kN/m Slab D’-E/2-3

Total dead load on beam D’/2-3 = ( 6.192 + 6.192 ) kN/m + 8.55 kN/m + 1.44 kN/m = 22.374 kN/m

22.374 kN/m

Total Dead load

Live load 4300 mm

Live load on slab D-D’/2-3 = 1.5 Kn/m2 x 4.3/2 = 3.225 kN/m

3.225 kN/m

Slab D-D’/2-3

Live load on slab D’-E/2-3 = 1.5 x 4.3/2 = 3.225 kN/m

6.45 kN/m

Total Live load

Total live load D’/2-3 = ( 3.225 + 3.225 ) kN/m = 6.45 kN/m

Ultimate load Total ultimate dead load = 22.374 kN/m x 1.4

4300 mm

Total ultimate live load = 6.45 kN/m x 1.6 = 10.32 kN/m

41.64 kN/m

Total Ultimate Load

Total ultimate load = (31.324 + 10.32 ) kN/m = 41.64 kN/m 4300 mm

Reaction force

179.05 kN/m

ΣMA = 0 = 4.3 (RA) – ( 41.64 x 4.3 ) ( 4.3/2 ) = 4.3 (RA) – 384.99 RA = 89.53 kN

RA

ΣFy = 0 = 89.53 – ( 179.052 ) = 89.53 kN ~ POINT LOAD FOR COMBINATION BEAM

D

D’

E 2338.5 mm

1.6567 mm 89.53kN

27.568 kN/m

22.558 kN/m

Total ultimate load

RB

Reaction force Load diagram ∑MA = 0 = 3.9952 RA + [ - 64.47 ( 2.826 ) ] + [ 37.37 ( 0.828 ) ] + [ - 89.53 ( 1.657 ) ] = 3.9952 RA + [ - 182.19 ] + [ - 30.94 ] + [ - 148.35 ] 3.9952 RA = 361.48 RA = 90.47 = 90.5 kN ∑FY = 0 = 90.5 + Rb + ( - 64.47 ) + ( - 89.53 ) + ( -37.37 ) = 90.5 + Rb – 191.37 Rb = 100.87 kN

Shear Force = 90.5 – 64.47 = 26.03 kN = 26.03 – 89.53 = ( - 63. 5 ) kN

D

D’

E 3995.2 2338.5 mm 1.169

1.169

27.568 kN/m

1656.7 mm 0.828

0.828

22.558 kN/m

Total ultimate load

Bending moment diagram · POSITIVE AREA Area of triangle = ( 89.53 – 26.03 ) x 2.3385 x½ = 74.25 Area of rectangle = 26.03 x 2.3385

3995.2 mm

90.5 kN

= 60.871

26.08 kN

+ve

0

TOTAL POSITIVE AREA -63.5 kN

= 74.25 + 60.871

-100.87 kN 135.12 kNm2

= 135.12 kNm2

0

NEGATIVE AREA Area of triangle = ( 100.87 - 63.5 ) x 1.6567 x½ = 30.95 Area of rectangle = 63.5 x 1.6567 = 105.2 kN TOTAL NEGATIVE AREA = 30.95 + 105.2 = 136.15 kNm2

-ve

COLUMN B6 - EXTERIOR

FIRST FLOOR PLAN

Dead load acting on column B6 Roof weight = (3.1 x 2.6)m2 x 1.0 kN/m2 = 8.06 kN Roof beam = ( 3.1 + 2.6 )m x 1.44 kN/m = 8.208 kN

Total dead load = (8.06 + 8.208 ) = 16.268 = 16.3 kN

Total live load = 3.1 m x 2.6 m x 0.5 kN/m2 = 4.03 kN

First floor Concrete slab = 2.6 X 3.1 X 2.88 kN/m2 = 23.21 kN Beam self weight = ( 4.2 + 2.6 + 1.4 ) x 1.44 kN/m = 11.808 kN

Column self weight = 0.3 x 0.3 x 3 x 24 kN/m2 = 6.48 kN

Brick wall weight = ( 4.2 m + 2.6 m + 1.4 m ) x 8.55 kN/m2 = 54.72 kN

Ground floor Concrete slab = 2.5 m x 2.6 m x 2.88 kN/m2 = 6.5 kN Beam self weight = ( 1.1 m + 2.6 m + 1.4 m ) x 1.44 kN/m = 7.344 kN Column self-weight = ( 0.3 m x 0.3 m x 3 m ) x 24 kN/m2 = 6.48 kN Brick wall weight = ( 1.1 m x 2.6 m x 1.4 m ) x 8.55 kN/m = 43.605 kN TOTAL DEAD LOAD = 176.447 kN APPLYING 1.4 DEAD LOAD FACTOR THUS , 176.447 x 1.4 = 247.03 kN

Live load acting on column B6

First floor COncrete slab = 2.6 m x 3.1 m x 1.5 kN/m2 = 21.06 kN

Ground floor Concrete slab = 2.5 m x 2.6 x 1.50 kN/m2 = 9.75 kN

TOTAL LIVE LOAD = 34.84 kN APPLYING 1.6 LIVE LOAD FACTOR = 34.84 kN x 1.6 = 55.744 kN TOTAL ULTIMATE LOAD = TOTAL DEAD LOAD + TOTAL LIVE LOAD = 247.03 + 55.744 kN = 302.77 kN

COLUMN D3 - INTERIOR

FIRST FLOOR PLAN

Dead load acting on column D3 Roof weight = ( 5.65 X 4.65 ) m2 x 1.0 kN/m2 = 75.66 kN Roof beam = ( 5.65 + 4.65 ) x 1.44 kN/m = 14.83 kN Total dead load = ( 75.66 + 14.83 ) kN = 90.5 kN Total live load = ( 5.65 x 4.65 ) m2 x 0.5 kN/m2 = 13.14 kN

First floor Concrete slab = ( 5.65 m x 4.65 m ) x 2.88 kN/m2 = 75. 66 kN Beam self weight = ( 5.65 + 4.65 + 2.25 ) X 1.44 = 18.072 kN

Column self weight = 0.3 m x 0.3 m x 3 m x 24 kN/m2 = 6.48 kN

Brick wall weight = ( 2.15 + 2.5 + 2.25 ) x 8.55 = 78.23 kN

Ground floor Concrete slab = ( 5.65 m x 2.5 m ) x 2.88 kN/m2 = 40.68 kN Beam self weight = ( 5.65 + 2.5 + 2.5 + 2.5 ) x 1.44 kN/m = 18.94 kN Column self weight = 0.3 x 0.3 x 0.3 m x 24 kN/m3 = 6.48 kN Brick wall weight = ( 2.5 + 2.5 + 2.5 + 5.3 ) x 8.55 kN/m = 109.44 kN Total dead load = 178.442 + 90.5 + 175.54 = 444.552 kN

Live load First floor Concrete slab = 5.65 m x 4.65 m x 1.50 kN/m2 = 38.78 kN

Ground Floor TOTAL LIVE LOAD = 73.1075 kN APPLYING 1.6 LIVE LOAD FACTOR = 116.97 kN kN TOTAL ULTIMATE LOAD = 116.97 + 444.552 = 561.52 kN

7.0 Report by Chidinma Nkatha Beams: A/2-3 and 2/A-B Columns:A3 and B3

BEAM A/2-3 UNIFORMLY DISTRIBUTED LOAD

Beam calculation for beam A/2-3 4500mm

Dead load.

1.44kN/m

Beam Self Weight = 1.44kN/m2 (beam size = 200 x 300) Beam self weight

Brick Wall Self Weight = 8.55kN/m2 (wall height = 3000 mm) Dead load on slab A/2-3 Trapezoidal area formula 2 way slab =2.88kN/m x (4.5/2) =6.48 kN/m

8.55kN/m

Brick wall self weight

6.48kN/m Total dead load of beam =1.44+8.55+6.48 =16.47 kN/m Dead load on slab A/2-3

16.47kN/m

Total dead load of beam

Live load.

Live load on slab A/2-3 Trapezoidal area formula 2 way slab =1.5KN/m x(4.5/2) =3.375 kN/m

3.375KN/m

Live load on slab A/2-3

3.375 Total live load on beam A/2-3 =3.375kN/m

Total live load on beam A/2-3

28.46kN/m

Ultimate load Total ultimate dead load Total dead load x1.4 =16.47x1.4 =23.06kN/m

Total ultimate load

Total ultimate live load Total live load x1.4 =3.375 x1.6 =5.40kN/m Total ultimate load Ultimate dead load +Ultimate live load =23.06kN/m+5.40kN/m =28.46kN/m

Reaction force Load diagram.

288.14

Point Load on Beam A/2-3 = Ultimate Load x Distance =28.46x4.5 =128.07 ΣMA = 0 =4.5( RA ) +(-128.07X2.25) =4.5RA -288.14 4.5RA = 288.14 RA=64.03 =0 ΣMA =64.03-(28.45X4.5)+RB RB=64.03

RA

RB

Shear force -64.03=64.03-(28.46x4.5) -64.03=64.03-128.07 -64.03=-64.03 =64.03-64.03 =0kN

64.03

+VE

-VE

-64.03

64.03kN Bending moment diagram Positive area =64.03x2.5x1/2 =80.04 Negative area=64.03x2.5x1/2 =80.04

Beam 2/A-B COMBINATION

Beam calculation for beam 2/A-B

3900mm 1.44kN/m

2300mm

Dead load.

Beam Self Weight = 1.44kN/m (beam size = 200 x 300) 8.55kN/m

Brick Wall Self Weight = 8.55kN/m (wall height = 3000 mm) Dead load on slab 2/A-A’ Triangular area formula 2 way slab =2.88kN/m x3.9/2 x2/3 =3.74kN/m

3.74kN/m

Dead load on slab 2/A’-B Triangular area formula 2 way slab =2.88kN/mx2.3/2x2/3 =2.21kN/m

2.21kN/m

Total dead load for 2/A-A’ =1.44+8.55+3.74 =13.74kN/m Total dead load for slab 2/A’-B =1.44+8.55+2.21 =12.20kN/m

13.74kN/m

12.20kN/m

Live load

1.95kN/m

Live load on slab 2/A-A’ Triangular area formula 2 way slab =1.50x3.9/2x2/3 =1.95kN/m Live load on slab 2/A’-B Triangular area formula 2 way slab =1.5x2.3/2x2/3 =1.15kN/m

1.15kN/m

1.95kN/m

Ultimate load.

Total dead load at 2/A-A’ =Total dead load x1.4 =13.74X1.4 =19.23kN/m Total dead load at 2/A’-B =Total dead load x1.4 =12.20x1.4 =17.08kN/m Total live load at 2/A-A’ =Total live load x1.6 =1.95kN/mx1.6 =3.12kN/m Total live load at 2/A’-B =Total live load x1.6 =1.15x1.6 =1.84kN/m

1.15kN/m

Ultimate load on 2A-A’ =Ultimate dead load+ultimate live load =19.23+3.12 =22.35kN/m

18.92kN/m

22.35kN/m

Ultimate load on 2A’-B =Ultimate dead load+ultimate live load =17.08+1.84 =18.92kN/m 79.379kN Load diagram. ΣMA = 0 Point load at 2A-A’ = Ultimate Load x Distance =22.35X3.9 =87.17kN Point load at 2A’-B = Ultimate Load x Distance =18.92X2.3 =43.52kN

3900

6200

22.35kN/m

Let RA be the reference point ΣM =( Ma)+(-Mb)=0

2300 18.92kN/m

79.38kN 87.17kN

Ma=Mb =(87.17kN x 1.95)+ (79.38x3.9)+ (43.52x6.2) =(6.2xRB)

43.52kN

0.9kN/m

=169.98+83.28+269.82=6.2RB RB=84.37kN Σf=0 Σf up =Σf down RA+RB=43.52kN+79.38+87.17 RA+84.37=210.07 RA=125.7kN

RA 125.7kN

RB 84.37kN

Reaction force 125.7 Shear force diagram =125.7-87.17 =38.53

38.53

=38.53-79.37 =-40.84 -40.84

=-40.84-43.52 =-84.37

-84.37

Bending moment diagram Area =½ (125.7+38.53)x3.9 =320.24 Area =½ (40.84+84.37)x2.3 =143.99

320.24

143.99

COLUMN A3 PERIMETER.

Tributary area method load analysis on column A3 Dead load Roof Roof beams =(2.25+2.80+3.1)X1.44 kN/m =11.74kN/m Roof weight =(2.250+2.8)x3.1 x 1.0 =8.15kN/m Level 1 Concrete slab =(2.25+2.80)x3.1 x 2.88 =45.08kN/m Concrete beams =(2.250+2.8+3.1)x1.44 =11.74kN/m Brick wall =(2.250+2.8+3.1)x8.55 =69.68kN/m Column =(0.3x0.3x0.3)x2.4 =6.48 Ground level Concrete slab =(2.25+2.80)x3.1 x 2.88 =45.08kN/m Concrete beams =(2.250+2.8+3.1)x1.44 =11.74kN/m Brick wall =(2.250+2.8+3.1)x8.55 =69.68kN/m Column =(0.3x0.3x0.3)x2.4 =6.48 Total dead load =285.04

2250 2800

Roof structure

First floor structure

Ground floor structure

Live load.

Roof Roof live load =(2.250+2.8)x3.1 x 0.5 =7.83kN/m Level 1 =(2.25+2.80)x3.1 x 1.5 =23.48kN/m

Level 2 =(2.25+2.80)x3.1 x 1.5 =23.48kN/m

Total live load =54.8kN/m Ultimate dead load =total dead load x 1.4 =285.04x1.4 =399.06kN/m Ultimate live load =total live load x1.6 =54.8x1.6 =87.67kN/m Total ultimate load =total dead load+total live load =399.06+87.67 =486.73kN/m

Column B3 INTERNAL

Tributary area method load analysis on column B3 Dead load

Level 1 Concrete slab =(5x4.51)x2.88kN/m =64.94kN/m Concrete beams =(5.0+4.51)x1.44 =13.70kN/m Brick walls =(5.0+4.51)x8.55 =81.31kN/m Column =(0.3x0.3x0.3) =6.48kN/m Ground level Concrete slab =(5x4.51)x2.88kN/m =64.94kN/m Concrete beams =(5.0+4.51)x1.44 =13.70kN/m Brick walls =(2.16+4.51)x8.55 =57.03kN/m Column =(0.3x0.3x0.3) =6.48kN/m Total dead load =340.73kN/m

2164

4510

Roof Roof beams =(2.16+4.51)X1.44kN/m =9.60kN/m Roof weight =(5.0x4.51)x1.0kN/m =22.55kN/m

Roof structure

First floor structure

Ground floor structure.

Live load.

Roof Roof live load =(5.0x4.51)x0.5 =11.28kN/m Level 1 Concrete slab =(5x4.51)x1.5 =33.83kN/m Ground level.

Concrete slab =(5x4.51)x1.5 =33.83kN/m Total live load =78.93kN/m Ultimate dead load =340.73x1.4 =477.02kN/m Ultimate live load =78.93x1.6 =126.30kN/m Total ultimate load =ultimate dead load+ultimate live load =477.02+126.30 =603.3kN/m

8.0 Report by Celine Pacheco Beams: D/3-5 & C/3-5 Columns: C6 & B4

Beam Distribution

FIRST FLOOR PLAN BEAM C/3-5 BEAM D/3-5

Beam calculation for beam D/3-5 3

Dead Load

6800mm

5

1.44kN/m

Beam Self Weight = 1.44kN/m2 ( beam size = 200 x 300 )

Beam Self Weight

8.55kN/m

Brick Wall Self Weight = 8.55kN/m2 ( wall height = 3000 mm )

Brick Wall Self Weight

9.792kN/m

Dead Load on Slab D/3-5 (Trapezoidal area formula on two way slab) = Slab Weight x (Lx/2) = 2.88 kN/m2 x (6.8/2) m = 9.792kN/m

Dead Load on Slab D/3-5

19.782kN/m

Total Dead Load on Beam D/3-5 = 1.44 kN/m + 8.55 kN/m + 9.792 kN/m = 19.782kN/m

Live Load Live load on Slab D/3-5 =1.5 kN/m2 x (6.8/2) = 5.1 kN/m

Total Live Load on Beam D/3-5 = 5.1 kN/m

Total Dead load D/3-5

3

6800mm

5.1kN/m

Live Load on Slab D/3-5

5.1kN/m

Total Live load D/3-5

5

Ultimate Loads

3

Ultimate Dead Load =total dead load x 1.4 = 19.782 kN/m x 1.4 = 27.69 kN/m

6800mm

5

27.69kN/m

Ultimate Dead Load

8.162kN/m

Ultimate Live Load =total dead load x 1.6 = 5.1 kN x 1.6 = 8.16 kN/m

Ultimate Live Load

35.85kN/m

Total Ultimate Load = Total ultimate dead load + Total ultimate live load = 27.66+8.16 = 35.85 kN/m Point Load on Beam = Ultimate Load x Distance = 35.85 x 6.8 = 243.78 kN /m

Total Ultimate Load

3

6800mm

5

243.78kN/m

Reaction Forces ΣMA = 0 =6.8(RA) – (243.78 x 3.4) 0 = 6.8 RA – 828.852 RA = 828.852/ 6.8 RA = 121.89 kN ΣFy = 0 = 121.89 – (35.85 x 6.8) + RB R B = 121.89 kN

RA =121.89 kN

RB

=121.89 kN

6800mm

Shear Force Diagram = 121.89 kN – ( 35.85 x 6.8)kN = - 121.89 kN = 121.89 kN + ( -121.89kN ) = 0

121.89kN

(+)

-121.89N + 121.89kN = 0kN

0 kN

0 kN

121.89kN - 243.78kN = -121.89kN

(-)

-121.89kN

Bending Diagram 6800mm

Positive Area: =(121.89 x 3.4) / 2 = 207.213kN Negative Area: =(121.89 x 3.4) / 2 = 207.213kN Positive Area = Negative Area = 0 kN

207.213kN

0 kN

0 kN

Beam calculation for beam C/3-5 5

4

3

6800mm

5600mm

1200mm

Dead Load 1.44kN/m

Beam Self Weight = 1.44kN/m2 ( beam size = 200 x 300 ) Beam Self Weight

8.55kN/m

Brick Wall Self Weight = 8.55kN/m2 ( wall height = 3000 mm ) Brick Wall Self Weight

Dead Load on Slab C/3-4 (Trapezoidal area formula on two way slab) = Slab Weight x (Lx/2) = 2.88 kN/m2 x (5.6/2) m = 8.064kN/m

Dead Load on Slab C/4-5 (Trapezoidal area formula on two way slab) = Slab Weight x (Lx/2) = 2.88 kN/m2 x (1.2/2) m = 1.728kN/m Total Dead Load on Beam C/3-4 = 1.44 kN/m + 8.55 kN/m + 8.064 kN/m = 18.054kN/m

8.064kN/m

Dead Load on Slab C/3-4

1.728kN/m

Dead load on slab C/4-5

18.054kN/m

Total dead load

Total Dead Load on Beam C/4-5 = 1.44 kN/m + 8.55 kN/m + 1.728kN/m = 11.728kN/m

11.728kN/m

Beam calculation for beam C/3-5 5

4

3

6800mm

5600mm

Live Load Live load on Slab C/3-4 =1.5 kN/m2 x (5.6/2) = 4.2 kN/m

1200mm

4.2kN/m

Live Load on Slab C/3-4 0.9kN/m

Live load on Slab C/4-5 =1.5 kN/m2 x (1.2/2) = 0.9 kN/m Total Live Load on Beam C/3-4 = 4.2 kN/m

Live load on slab C/4-5

4.2kN/m

0.9kN/m

Total Live Load on Beam C/4-5 = 0.9kN/m Total dead load

Ultimate Loads Ultimate Dead Load C/3-4 =total dead load x 1.4 = 18.054 kN/m x 1.4 = 25.2756kN/m Ultimate Live Load C/3-4 =total dead load x 1.6 = 4.2 kN x 1.6 = 6.72 kN/m Total Ultimate Load C/3-4 = Total ultimate dead load + Total ultimate live load = 25.2756.6.72 = 26.7156 kN/m Ultimate Dead Load C/4-5 =total dead load x 1.4 = 11.728 kN/m x 1.4 = 16.4192 kN/m Ultimate Live Load C/4-5 =total dead load x 1.6 = 0.9 kN x 1.6 = 1.44 kN/m Total Ultimate Load C/4-5 = Total ultimate dead load + Total ultimate live load = 16.4192 + 1.44 = 17.8592 kN/m

5

4

3

6800mm

5600mm

26.7156kN/m

1200mm

17.8592kN/m

Total ultimate load

Calculate Point Load on Beam A’-C/4 A’

Dead Load Beam Self Weight = 1.44kN/m2 ( beam size = 200 x 300 )

4935mm

C

1.44kN/m

Beam Self Weight 8.55kN/m

Brick Wall Self Weight = 8.55kN/m2 ( wall height = 3000 mm ) Brick Wall Self Weight

4.7376kN/m

Dead Load on Slab A’-C/4 (Triangle area formula on two way slab) = Slab Weight x (Lx/2) x 2/3 = 2.88 kN/m2 x (4.935/2) x 2/3 = 4.7376kN/m

Dead Load on Slab A’-C/4

14.7276kN/m

Total Dead Load on Beam A’-C/4 = 1.44 kN/m + 8.55 kN/m + 4.7376/kN/m = 14.7276kN/m

Total Dead load A’-C/4

A’

Live Load Live load on Slab A’-C/4 =1.5 kN/m2 x (4.935//2) x 2/3 = 2.4675kN/m

4935mm

2.4675kN/m

Live Load on Slab A’-C/4

2.4675kN/m

Total Live Load on Beam A’-C/4 = 2.4675 kN/m

Total Live load A’-C/4

C

Ultimate Loads

A’

Ultimate Dead Load A’-C/4 =total dead load x 1.4 = 14.7276 kN/m x 1.4 = 20.62 kN/m

C

4935mm

20.62kN/m

Ultimate Dead Load

Ultimate Live Load A’-C/4 =total dead load x 1.6 = 2.4675 kN x 1.6 = 3.95kN/m

3.95kN/m

Ultimate Live Load

24.57kN/m

Total Ultimate Load A’-C/4 = Total ultimate dead load + Total ultimate live load = 20.62 + 3.95 = 24.57 kN/m

Total Ultimate Load

Point Load on Beam A’-C/4 = Ultimate Load x Distance = 24.57 x 4.935 = 121.25 kN /m Reaction Forces A’

ΣMA = 0

4935mm

c’

121.25kN/m

=4.935(RA) – (121.25 x 2.4675) 0 = 4.935 RA – 299.184 RA = 299.184/ 4.935 RA = 60.62kN ΣFy = 0 = 60.62 –(4.935 x 24.57) + RB R B = -60.62kN

RA =60.62 kN

RB

=60.62 kN

Reaction Forces

4

3 5600 mm

Point Load on Beam C/3-4 = 26.7156 x5.6 = 149.60kN

5 1200mm

60.62kN 26.7156 kN/m

17.8592 kN/m

Total ultimate load

Point Load on Beam C/4-5 = 17.8592 x 1.2 = 21.43kN ΣFy = ΣF(up) = ΣF(down) R1 + R2 = ΣLoad ΣLoad = (149.6+ 21.43+60.62) = 231.65kN Taking R1 as reference point, ΣM = 0 R2 (6.8) = [(149.60)(2.8 + 0.6 + 0.6) + (60.62) (0.6+0.6) + (21.43(0.6)] R2 = 100.59kN When R2 = 100.59kN, ΣLoad = 231.65 R1 + R2 = ΣLoad R1 + 100.59 = 231.65 R1= 131.06kN

4

3 5600 mm

5 1200mm

60.62kN 149.60 kN/m

21.43 kN/m

Shear Diagram 131.06 kN

6800mm

149.6-131.06=18.54kN/m

(+)

18.54 kN 0 kN

0 kN (-)

-42.08 kN

18.54 -60.62=-42.08kN

100.59 kN

Bending Diagram 6800mm

Positive Area: =(0.5 x 42.08 x 112.52) + (18.54 x 5.6) = 418.88kN Negative Area: =(100.59-42.08) x 1.2 x 0.5 +(42.08 x 1.2) = 85.6kN

418.88kN 85.6 kN

0 kN

0 kN

Column Distribution

FIRST FLOOR PLAN INTERNAL COLUMN B4 EXTERNAL COLUMN C6

Tributary area method load analysis on column B4 Dead load Roof ●

●

Roof beams =(2.8+3.1+1.2+1.4+1.4+1.4)X1.44 kN/m =16.27kN/m Roof Dead load =(2.8+3.1+1.2+1.4+1.4+1.4) x 1.0 =11.3kN/m

Ground floor ● Concrete slab =2.325 x 5.4x 2.88 =36.16kN/m ● Beams =(2.8 +1.2+ 1.4+1.35 +1.35+1.4) x1.44 =13.68kN/m ● Brick wall =(1.2+1.4+1.4+1.35)x8.55 =45.74kN/m ● Column =(0.3x0.3x0.3)x2.4 =6.48kN/m

Roof

Ground Floor

First floor ● Concrete slab =4.5 x 5.4 x 2.88 =69.98kN/m ● Beams =(2.8+3.1+1.2+1.4+1.4+1.4)x1.44 =16.27kN/m ● Brick wall =(2.8+1+2.6)x8.55 =54.72kN/m ● Column =(0.3x0.3x0.3)x2.4 =6.48kN/m First Floor

Total dead load = 277.08kN/m

Live load Roof Roof live load =(2.8+3.1+1.2+1.4+1.4+1.4) x 0.5 =5.65kN/m Ground floor ● Concrete slab =2.325 x5.4 x 1.5 =55.28kN/m First Floor ● Concrete slab =4.5x5.4 x 1.5 =36.45kN/m Total live load =60.93kN/m Ultimate Loads Ultimate Dead Load =total dead load x 1.4 = 277.08kN/m x 1.4 = 387.912kN/m Ultimate Live Load =total dead load x 1.4 = 36.45 kN x 1.6 = 58.32kN/m Total Ultimate Load = Total ultimate dead load + Total ultimate live load =277.08+ 58.32 = 335.4kN/m

Tributary area method load analysis on column C6 Dead load Roof ●

●

Roof beams =(1.4+2)X1.44 kN/m =4.896kN/m Roof dead load =(1.4 +2) x 1.0 =3.40kN/m Roof

Ground floor ● Concrete slab =(2+1.4)x 2.88 =9.792kN/m ● Beams =(2+1.4)x1.44 =4.896kN/m ● Brick wall =(2+1.4)x8.55 =29.07kN/m ● Column =(0.3x0.3x0.3)x2.4 =6.48kN/m First floor ● Concrete slab =0x 2.88 =0kN/m ● Beams =(2+1.4)x1.44 =4.986kN/m ● Brick wall =(2+1.4)x8.55 =29.07kN/m ● Column =(0.3x0.3x0.3)x2.4 =6.48kN/m Total dead load = 98.976kN/m

Ground Floor

First Floor

Live load Roof Roof live load =(2+1.4)x 0.5 =1.7kN/m Ground floor ● Concrete slab =(2+1.4) x 1.5 =5.1kN/m First Floor ● Concrete slab =(2+1.4) x 1.5 =5.1kN/m

Total live load =11.9kN/m Ultimate Loads Ultimate Dead Load =total dead load x 1.4 = 98.976kN/m x 1.4 = 138.5664 kN/m Ultimate Live Load =total dead load x 1.4 = 11.9 kN x 1.6 = 19.04kN/m Total Ultimate Load = Total ultimate dead load + Total ultimate live load =138.5664+19.04 = 157.6064 kN/m

9.0 Report by Reyshmi Ratchaniya Beams: Beam A/4-6 | Beam B/4-6 Columns: Column A4 | Column C3

Beam Distribution Beam A/4 - 6 and Beam B/ 4 - 6

FIRST FLOOR PLAN

Beam Calculation for Beam A/4-6 Dead Load Beam Self Weight = 1.44kN/m2 Brick Wall Self Weight = 8.55kN/m2

5200 mm

1.44 kN/m

Beam self-weight

Dead Load on Slab A/4-6 = Slab Weight x (Lx/2) x (2/3) = 2.88 x (5.2/2) x (2/3) = 4.99kN/m

8.55 kN/m

Brick wall weight

4.99 kN/m

Total Dead Load on Beam A/4-6 = (1.44 + 8.55 + 4.99) kN/m = 14.98kN/m

Slab A/4-6

14.98 kN/m

Total Dead load

Live Load Slab A/4-6 = Live Load (UBBL) x (Lx/2) x (2/3) = 1.5 x (5.2/2) x (2/3) = 2.6kN/m Total Live Load on Beam = 2.6kN/m

5200 mm

2.6 kN/m

Slab A/4-6

2.6 kN/m

Total Live load

Ultimate Loads Ultimate Dead Load = 14.98 x 1.4 = 20.97kN/m

5200 mm

25.13 kN/m

Ultimate Live Load = 2.6 x 1.6 = 4.16kN/m

Total Ultimate Load

Total Ultimate Load = 20.97 + 4.16 = 25.13kN/m

Reaction Forces Point Load on Beam A/4-6 = Ultimate Load x Distance = 25.13 x 5.2 = 130.68kN

5200 mm

130.68 kN/m

ΣFy = 0, ΣF(up) = ΣF(down) R1 + R2 = ΣLoad R1 + R2 = 130.68kN R1 = 65.34kN

Taking R1 as reference point, ΣM = 0 (R1)(5.2) = (130.68)(5.2/2) R1 = 65.34kN R1+ R2 = ΣLoad = 130.68kN R2 = 130.68 - 65.34 = 65.34kN

R2 = 65.34kN

Shear Diagram 65.34kN

(+)

-65.34kN + 65.34kN = 0kN

0 kN

0 kN

65.34kN - 130.68kN = -65.34kN

(-)

-65.34kN

Bending Diagram 84.94kN

0 kN

Positive Area: (65.34 x 2.6) / 2 = 84.94kN Negative Area: (65.34 x 2.6) / 2 = 84.94kN Positive Area = Negative Area = 0 kN

0 kN

Beam Calculation for Beam B/4-6 4

5

6

1200mm

Dead Load

4000mm

1.44 kN/m

Beam Self Weight = 1.44kN/m2 Brick Wall Self Weight = 8.55kN/m2

Beam self-weight

Dead Load on Slab B4 - B5 = Slab Self Weight x (Lx/2) = 2.88 x (1.2/2) = 1.73kN/m

8.55 kN/m

Brick wall weight

1.73 kN/m

Dead Load on Slab B5 - B6 = Slab Self Weight x (Lx/2) = 2.88 x (4/2) = 5.76kN/m

5.76 kN/m

Total Dead Load on Beam B/4-5 = (1.44 + 8.55 + 1.73) = 11.72kN/m

15.75 kN/m

11.72 kN/m

Total Dead Load on Beam B/5-6 = (1.44 + 8.55 + 5.76) = 15.75kN/m 4

Live Load

5 1200mm

6 4000mm

0.9 kN/m

Slab B/4-6 = Live Load (UBBL) x (Lx/2) = 1.5 x (1.2/2) = 0.9kN/m Slab B/5-6 = Live Load (UBBL) x (Lx/2) = 1.5 x (4/2) = 3kN/m

3 kN/m

0.9 kN/m

Ultimate Loads 4

5

6

1200mm

Ultimate Dead Load on Beam B/4-5 = Total Dead Load x 1.4 = 11.72 x 1.4 = 16.41kN/m

4000mm

16.41kN/m

22.05 kN/m

Ultimate Dead Load on Beam B/5-6 = 15.75 x 1.4 = 22.05kN/m 1.44 kN/m

Ultimate Live Load on Beam B/4-5 = Total Live Load x 1.6 = 0.9 x 1.6 = 1.44kN/m

4.8kN/m

Ultimate Live Load on Beam B/5-6 = 3 x 1.6 = 4.8kN/m

Ultimate Loads On: - Beam B/4-5 = Ultimate Dead Load + Ultimate Live Load = 16.41 + 1.44 = 17.85kN/m

4

5 1200mm

6 4000mm

17.85kN/m

26.85kN/m

- Beam B/5-6 = 22.05 + 4.8 = 26.85kN/m

Reaction Forces Point Load on Beam B/4-5 = Ultimate Load on Beam B/4-5 x Distance = 17.85 x 1.2 = 21.42kN Point Load on Beam B/5-6 = 26.85 x 4 = 107.4kN

4

5 1200mm

17.85 kN/m

6 4000mm 26.85 kN/m

Point Load on Beam B/4-6 = 44.7 x 5.2 = 232.44kN ΣFy = ΣF(up) = ΣF(down) R1 + R2 = ΣLoad ΣLoad = (232.44 + 21.42 + 107.4) = 361.26kN Taking R1 as reference point, ΣM = 0 R2 (5.2) = [(21.42)(0.6 + 2 + 2) + (232.44) (2 + 2) + (107.4)(2)] R2 = 239.06kN When R2 = 239.06kN, ΣLoad = 361.26 R1 + R2 = ΣLoad R1 + 239.06 = 361.26 R1 = 122.2kN

232.44 kN/m 21.42 kN/m

R1 = 122.2kN

107.4 kN/m

R1 = 239.06kN

Shear Diagram 239.06 kN 239.06 kN - 21.42 kN = 217.64 kN 217.64 kN (+)

0 kN

0 kN

-14.9 kN

(-)

217.64 kN - 232.44 kN = -14.9 kN

-122.2 kN

Bending Diagram 274 kN

0 kN

Positive Area = (239.06 + 217.64) x 1.2 x 1/2 = 274.02kN Negative Area = (-122.2 - 14.8) x 4 x ½ = -274kN ∴ Positive Area = Negative Area (difference of 0.02 = 0) Bending Moment Diagram: 274.02 - 274 = 0.02

0 kN

Column Distribution Column A4 and Column C3

FIRST FLOOR PLAN

Column Calculation for Column A4 Dead Load on Column A4 Roof Roof beams for column A4 = (2.125 + 2.8 + 2.6) x 1.44 = 10.84kN First Floor Concrete Slab = 2.125 x 5.4 x 2.88 = 33.05kN Beam self weight = (2.125 + 2.8 + 2.6) x 1.44 = 10.84kN Ground Floor

Column self weight = 0.3 x 0.3 x 3 x 24 = 6.48kN Brick wall weight = (2.8 + 2.6) x 8.55 = 46.17kN Ground Floor Concrete Slab = 2.125 x 5.4 x 2.88 = 33.05kN First Floor

Beam self weight = (2.125 + 2.8 + 2.6) x 1.44 = 10.84kN Column self weight = 0.3 x 0.3 x 3 x 24 = 6.48kN Brick wall weight = (2.8 + 2.6) x 8.55 = 46.17kN ∴ Total dead load = 203.92kN Apply 1.4 dead load factor = 285.49kN

Roof

Live Load on Column A4 First Floor Corridor Concrete slab = 2.125 x 2.8 x 4 = 23.8kN First Floor Bedroom Concrete Slab = 2.125 x 2.6 x 1.5 = 8.29kN Ground Floor (Living Area) Concrete Slab = 2.125 x 2.8 x 4 = 23.8kN Ground Floor (Bedroom) Concrete Slab = 2.125 x 2.6 x 1.5 = 8.29kN ∴Total Live Load = 64.18kN Apply 1.6 live load factor = 102.69

Total Ultimate Load = 285.49 + 102.69 = 338.18kN

Column Calculation for Column C3 Dead Load on Column C3 Roof Roof beams for column C3 = (5.65 + 3.9) x 1.44 = 13.75kN First Floor Concrete Slab = 5.65 x 3.9 x 2.88 = 63.46kN Beam self weight = (5.65 + 3.9) x 1.44 = 13.75kN

Ground Floor

Column self weight = 6.48kN Brick wall weight = (3.4 + 3.9) x 8.55 = 62.42kN Ground Floor Concrete Slab = 5.65 x 3.9 x 2.88 = 63.46kN

First Floor

Beam self weight = (5.65 + 3.9) x 1.44 = 13.75kN Column self weight = 6.48kN Brick wall weight = (2.25 + 2.25 + 3.05) x 8.55 = 66.69kN ∴ Total dead load = 310.24kN Apply 1.4 dead load factor = 434.34kN

Roof

Live Load on Column C3 First Floor Concrete slab = 5.65 x 3.9 x 1.5 = 33.05kN Ground Floor Concrete Slab = 5.65 x 3.9 x 1.5 = 33.05kN ∴Total Live Load = 66.11kN Apply 1.6 live load factor = 105.77kN

Total Ultimate Load = 434.34 + 105.77 = 540.11kN

10.0 Report by Mashruk Asad Beams: C/2-3 & B-C/3 Columns: C2 & F5

Beam calculation for beam 9 / 2-3

Beam self weight= 1.44 Beam-Self-Weight = beam size x density of material = 0.2m x 0.3m x 24kN/m3 = 1.44kN/m Brick Wall-Weight = beam size x density of material = 0.15m x 3m x 19kN/m3 = 8.55kN/m2 Slab 8-9/1-3 Dead load on slab = slab self weight x (Lx / 2) = 2.88kN/m2 x (4.1952m/2) = 6.04 kN/m

Brick Wall-Weight= 8.55

Dead load on slab= 6.04kN/m

Total dead load on slab= 16.03kN/m Total dead load on beam 9’/1-3 =1.44+8.55+6.04 =16.03 kN/m Live Load Live Load Slab 9’ /2-3 Live Load (UBB) x (Lx/2) =1.5kN/m2 x (4.1952m/2) = 3.15kN/m

3.15kN/m

Ultimate Dead Load =Total Dead Load X 1.4 =16.03kN/m x 1.4 =22.44 kN/m

22.44 kN/m

Ultimate Live Load =Total Live Load x 1.6 =3.15 KN/m x 1.6 =5.04 kN/m

5.04kN/m

Ultimate Dead Load

Ultimate Live Load

Ultimate Load Beam 9/1-3 =Ultimate Dead Load + Ultimate Live Load = 22.44kN/m + 5.04KN/m =27.48kN/m

Reaction Forces Load Diagram ∑MA = 0 = 4m RA – [(27.48kN/m x 4m)( 4m/2)]

27.48kN/m x 4m = 109.92kN

0 = 4m RA – 219.84kN/m RA = 219.84 / 4 (kN) RA = 54.96 ∑Fy = 0 = 54.96 -109.92 + RB RB = 54.96 kN

Shear Force 54.96 kN – (109.92kN) = -54.96 kN

Bending Moment Diagram Positive Area: 54.96 x 2 x ½ = 54.96 Negative Area: 54.96 x 2 x ½ = 54.96

54.96kN

Beam Calculation for beam 8-9 / 3 Dead Load Beam-Self-Weight = beam size x density of material = 0.2m x 0.3m x 24kN/m3 = 1.44kN/m

Brick Wall-Weight = beam size x density of material = 0.15m x 3m x 19kN/m3 = 8.55kN/m2

1.44kN/m

Beam Self Weight

8.55kN/m

Brick Wall Self Weight

3.62kN/m

Slab 8-9 / 3 Dead load on slab =2.88kN/m2 x ( 2.5152/2)m =3.62kN/m

Brick Wall Self Weight

13.61 kN/m

Total dead load on beam 8-9 / 3 =1.44+8.55+3.62 =13.61 kN/m Total Dead load D/3-5

1.89kN/m Live Load on Slab 8-9 /3 Live Load (UBB) x (Lx/2) =1.5kN/m2 x 2.5152m/2 =1.89kN/m

Live Load on Slab

19.05kN/m Ultimate Dead Load =Total Dead Load X 1.4 =13.61kN/m x 1.4 =19.05kN/m

Ultimate Dead Load

3.02kN/m Ultimate Live Load =Total Live Load x 1.6 =1.89KN/m x 1.6 =3.02kN/m

Ultimate Live Load

149.08 kN Point Load from beam 8-9’/ 3 = Total Ultimate Load = Ultimate Dead Load + Ultimate Live Load =19.05kN/m + 3.02KN/m = 22.07kN/m Point Load from beam 8-9’ / 3 = 66.21kN/m Reaction Forces ΣMA = 0 =3.02(RA) – (66.21 x 3.4) 0 = 3.02 RA – 225.114 RA = 225.114/ 3.02 RA = 74.54 kN ΣFy = 0 = 74.54 – (66.21 x 6.8) + RB R B = 74.54 kN

Point Load

RA

R B = 74.54 kN

Shear Force Diagram 74.54-150.01= -75.47

= 74.54kN – ( 22.07 x 6.8)kN = - 74.54 kN = 74.54 kN + ( -74.54kN ) = 0

Bending Diagram Positive Area: =(74.54 x 3.4) / 2 = 126.72kN Negative Area: =(74.54 x 3.4) / 2 = 126.72kN Positive Area = Negative Area = 0 kN

0kN

126.72kN

0kN

Column Distribution Tributary area method load analysis on column C2 Roof Level Dead Load Roof Weight = [ (4.496 / 2 ) + 2.216 ] x (3.502 + 3.438 ) m2 x 1.0kN/m2 = 30.98kN Roof Beam = { (4.496 / 2 ) + 2.216 ] x (4.464 x2) + 3.502 + 3.438} m x 1.08 kN/m = 21.959kN Total Dead Load = (30.98 + 21.959) kN = 52.939kN Live Load (Roof) = { (4.496 / 2 ) + 2.216 ] x (3.502 + 3.438 ) m2 x 0.5kN/m2 = 15.49kN

Roof Plan

First Floor Dead Load Brick Wall = [ (4.496 / 2 ) + 2.216 x 2 + (2.216 x 2) +1.722+ 0.656 m] x 8.55kNm = 134.56kN Beam = { [ (4.496 /2) + 2.216 ] x 2 + 3.438} m x 1.08kN/m = 13.355kN Slab = { [ (4.496 / 2) + 2.216 ] x 3.438 } m2 x 3.6kN/m2 = 55.25kN Column Self-Weight = 0.225m 0.225m x 3m x 24kN/m3 = 3.645kN/m

First Floor Plan

Total Dead Load = (134.56 + 13.355 + 55.25 + 3.645) kN = 206.81kN Live Load (Slab) = { [ (4.496 / 2) + 2.216 ] x 3.438 } m2 x 1.5kN/m2 = 23.02kN Ground Floor Dead Load Brick Wall = [ (4,496 / 2) + 2.216 + (2.216 x 2) + 3.438 m x 8.55kN/m =105.456kN Beam = { [ (4.496 / 2) + 2.216 ] x 3 + 3.502 + 3.438 } m x 1.08kN/m = 21.959kN Slab = { [ 94.496 / 2) + 2.216 ] x (3.502 + 3.438) } m2 x 3.6kN/m = 111.53kN Column Self-Weight = 0.225m x 0.225m x 3m x 24kN/m3 =3.645kN/m Total Dead Load = {105.456 + 21.959 + 111.53 + 3.645) kN = 242.59kN Live Load (Slab) = { [ (4.496 / 2) + 2.216 ] x (3.502 + 3.438} m2 x 1.5kN/m2 = 46.47kN Ultimate Load Ultimate Dead Load = (52.939 + 206.81 + 242.59) kN x 1.4 = 703.275kN Ultimate Live Load = (15.49 +23.02 + 46.47) kN x 1.6 = 135.968kN Ultimate Load = Ultimate Dead Load + Ultimate Live Load = 703.275kN + 135.968kN

Ground Floor Plan

Tributary area method load analysis on column F5

Roof Level Dead Load Roof Weight = [ (4.496 / 2) x 3.474 } m2 x 1.0kN/m2 = 7.809kN Roof Beam = [ (4.496 / 2) x 2 + 3.474 ] m x 1.08kN/m = 8.608kN Total Dead Load = (7.809 + 8.608) kN = 16.417kN

Roof Plan

Live Load (Roof) = [ (4.496 / 2) x 2 + 3.474 ] m x 0.5kN/m = 3.905kN First Floor Dead Load Brick Wall = [ 1.428 + (4.496 / 2) ] m x 8.55kN/m = 50.65kN Beam = [ ( 4.496 / 2) x 2 + (1.428 x 2) + 3.474 ] m x 1.08kN/m =11.692 Slab = { [ 1.428 + (4.496 / 2)] x 3.474 } m2 x 3.6kN/m2 = 45.974kN Column Self-Weight = 0.225m x 0.225m x 3m x 24kN/m3 = 3.645kN/m

First Floor Plan

Total First Floor Dead Load = (50.65 + 11.692 + 45.974 + 3.645) kN = 111.961kN Live Load (Slab) ={ [ 1.428 + (4.496 / 2}] x 3.474 ] m2 x 1.5kN/m2 =19.156kN Ground Floor Dead Load Brick Wall = [ (4.496 / 2) x 2 ] m x 8.55kN/m = 38.441kN Beam = { [ 4.496 / 2) x 2 ] + 3.474 } m = 8.608kN Slab = { [ 4.496 / 2) x 3.474 ] m2 x 3.6kN/m2 Column Self-Weight = 0.225 m x 0.225m 3m x 24kN/m = 3.657kN/m Live Load Slab = [ (4.496 / 2) x 3.474 ] m2 x 1.5kN/m2 = 11.714kN Ultimate Load Ultimate Dead Load = (16.417 + 111.961 + 78.808)kN x 1.4 = 290.06kN Ultimate Live Load = (3.905 + 19.156 + 11.714) kN x 1.6 = 55.64kN Ultimate Load =Ultimate Dead Load + Ultimate Live Load = (290.06 + 55.6) kN

Ground Floor Plan