Building Structures

Building Structures (ARC 2522/2523) Project 2 Part 2: Individual Component

Name :

Chin Jovi

ID

0317924

:

Tutor :

Ms. Ann See Peng

Quantity Dead Loads Acting on Structures A)

Slab Self Weight 







Bedroom Ground Floor First Floor Second Floor

: 0.125m × 24kN/m3 = 3.00kN/m2 : 0.11m × 24kN/m3 = 2.64kN/m2 : 0.10m × 24kN/m3 = 2.40kN/m2

Corridor Ground Floor First Floor Second Floor

: 0.125m × 24kN/m3 = 3.00kN/m2 : 0.11m × 24kN/m3 = 2.64kN/m2 : 0.10m × 24kN/m3 = 2.40kN/m2

Storage Ground Floor First Floor Second Floor

: 0.125m × 24kN/m3 = 3.00kN/m2 : 0.11m × 24kN/m3 = 2.64kN/m2 : 0.10m × 24kN/m3 = 2.40kN/m2

Study room Ground Floor First Floor Second Floor

: 0.125m × 24kN/m3 = 3.00kN/m2 : 0.11m × 24kN/m3 = 2.64kN/m2 : 0.10m × 24kN/m3 = 2.40kN/m2



Car Porch 0.125m × 24kN/m2 = 3kN/m



Stairwell Ground Floor First Floor Second Floor

: 0.125m × 24kN/m3 = 3.00kN/m2 : 0.11m × 24kN/m3 = 2.64kN/m2 : 0.10m × 24kN/m3 = 2.40kN/m2



Roof 0.3m × 24kN/m3 = 7.20kN/m2



Bathroom First Floor Second Floor

: 0.11m × 24kN/m3 = 2.64kN/m2 : 0.10m × 24kN/m3 = 2.40kN/m2

B)

Brick Wall Wall Height × Wall Thickness × Density

C)



Ground Floor (4.2m) i) 4.2m × 0.250m × 19kN/m3 = 19.950kN/m ii) 4.2m × 0.225m × 19kN/m3 = 17.955kN/m iii) 4.2m × 0.150m × 19kN/m3 = 11.970kN/m iv) 4.2m × 0.125m × 19kN/m3 = 9.975kN/m



First Floor (3.6m) i) 3.6m × 0.250m × 19kN/m3 = 17.100kN/m ii) 3.6m × 0.225m × 19kN/m3 = 15.390kN/m iii) 3.6m × 0.125m × 19kN/m3 = 8.550kN/m



Second Floor (3.4m) i) 3.4m × 0.250m × 19kN/m3 = 16.150kN/m ii) 3.4m × 0.225m × 19kN/m3 = 14.535kN/m iii) 3.4m × 0.125m × 19kN/m3 = 8.075kN/m

Beam Self Weight Beam Size × Concrete Density i) ii) iii) iv)

0.600 × 0.45m × 24kN/m = 6.48kN/m 0.225 × 0.45m × 24kN/m = 2.43kN/m 0.150 × 0.45m × 24kN/m = 1.62kN/m 0.125 × 0.45m × 24kN/m = 1.35kN/m

Quantity Live Loads Acting on Structures        

Bedroom Corridor Storage Study room Porch Stairwell Roof Bathroom

= 1.5kN/m2 = 1.5kN/m2 = 1.0kN/m2 = 1.5kN/m2 = 5.0kN/m2 = 2.0kN/m2 = 0.5kN/m2 = 2.0kN/m2

 

According to 4th Schedule of UBBL Live Load According to the Function of Space

Identifying One-Way or Two-Way Slab Ground Floor Plan Storage 3,200 ÷ 2,450 = 1.3 (< 2) [Two-Way Slab]

Corridor 2,450 ÷ 1,750 = 1.4 (< 2) [Two-Way Slab]

Study Room 4,950 ÷ 3,600 = 1.375 (< 2) [Two-Way Slab]

Bedroom 4,950 ÷ 3,400 = 1.46 (< 2) [Two-Way Slab]

Car Porch 9,450 ÷ 2,700 = 3.5 (> 2) [One-Way Slab]

Stairwell 5.550 ÷ 1.575 = 3.5 (< 2) [One-Way Slab]

Calculation of beam DB/1 Dead load of slab D-B/1-1b on beam DB/1 1 = 3kN/m2 Ă&#x2014; 3.4m Ă&#x2014; 2 = 5.1kN/m Total dead load = 5.1kN/m + 2.43kN/m + 19.95kN/m = 27.48N/m Live load of slab D-B/1-1b on beam DB/1 1 = 1.5kN/m2 Ă&#x2014; 3.4 Ă&#x2014; 2 = 2.55kN/m Ultimate load = [1.4(27,48) + 1.6(2.55)] kN/m = 34.15kN/m â&#x2C6;&#x2018; đ??šđ?&#x2018;&#x161; = 0 R1 = R1a = 1

4.95

1a

25 Ă&#x2014; 2.45 2

=30.63kN

(kN) 84.52

A1 = A2 1

= ( 2 Ă&#x2014; 2.475 Ă&#x2014; 84.52) kN/m = 104.59kN/m (+)

2.475 2.475

(m)

(-)

-84.52 (kN/m) 104.59

(m) 2.475

4.95

Calculation on beam B/1-1b Dead load of slab BD/1-1b on beam B/1-1b 1 2 = 3kN/m2 Ă&#x2014; 3.4 Ă&#x2014; Ă&#x2014; (triangle load factor) 2 3 = 3.4kN/m Dead load of slab A1-B/1-3 on beam B/1-1b 1 = 3kN/m2 Ă&#x2014; 2.7 Ă&#x2014; 2 = 4.05kN/m Total dead load = (3.4 + 4.05 + 2.43 + 19.95) kN/m = 29.83kN/m Live load of slab BD/1-1b on beam B/1-1b 1 2 = 1.5kN/m2 Ă&#x2014; 3.4 Ă&#x2014; Ă&#x2014; 2 3 = 1.7kN/m Live load of slab A1-B/1-3 on beam B/1-1b 1 = 5kN/m2 Ă&#x2014; 2.7 Ă&#x2014; 2 = 6.75kN/m Ultimate load = [1.4(29.83) + 1.6(1.7+6.75)] kN/m = 55.282kN/m

â&#x2C6;&#x2018; đ??šđ?&#x2018;&#x161; = 0 R1 = R1b = 1

3.4m

1b

55.282 Ă&#x2014; 3.4 2

=93.98kN

(kN) 93.98

A1 = A2 1

= ( 2 × 1.7 × 93.98) kN/m = 79.88kN/m (+)

1.7 1.7

(m)

(-)

-93.98

(kN/m)

79.88

(m) 1.7

3.4

Calculation on beam D/1b-2 Dead load of slab F-D2/1a-2 on beam D/1b-2 1 = 3kN/m2 Ă&#x2014; 1.575 Ă&#x2014; 2 = 2.363kN/m Dead load of slab D-B/1b-2 on beam D/1b-2 = 3kN/m2 Ă&#x2014; 3.6 Ă&#x2014;

1 2

Ă&#x2014;

2 3

= 3.6kN/m Total dead load = (2.363 + 3.6 + 1.62 + 11.97) kN/m = 19.55kN/m Live load of slab F-D2/1a-2 on beam D/1b-2 = 2kN/m2 Ă&#x2014; 1.575 Ă&#x2014;

1 2

= 1.575kN/m Live load of slab D-B/1b-2 on beam D/1b-2 1 2 = 1.5kN/m2 Ă&#x2014; 3.6 Ă&#x2014; Ă&#x2014; 2 3 = 1.8kN/m Ultimate load = [1.4(19.55) + 1.6(1.575+1.8)] kN/m = 32.77kN/m

â&#x2C6;&#x2018; đ??šđ?&#x2018;&#x161; = 0 R2 = R1b = 1b

3.6m

2

32.77 Ă&#x2014; 3.6 2

=58.99kN

(kN) 58.99

A1 = A2 1

= ( 2 × 1.8 × 58.99) kN/m = 53.09kN/m (+)

1.8 1.8

(m)

(-)

-58.99

(kN/m)

53.09

(m) 1.8

3.6

Calculation on beam DB/1b Dead load of slab DB/1-1b on beam DB/1b 1 = 3kN/m2 Ă&#x2014; 3.4 Ă&#x2014; 2 = 5.1kN/m Dead load of slab DB/1b-2 on beam DB/1b = 3kN/m2 Ă&#x2014; 3.6 Ă&#x2014;

1 2

= 5.4kN/m Total dead load = (5.1 + 5.4 + 1.62 + 11.97) kN/m = 24.09kN/m Live load of slab DB/1-1b on beam DB/1b = 1.5kN/m2 Ă&#x2014; 3.4 Ă&#x2014;

1 2

= 2.55kN/m Live load of slab DB/1b-2 on beam DB/1b 1 = 1.5kN/m2 Ă&#x2014; 3.6 Ă&#x2014; 2 = 2.7kN/m Ultimate load = [1.4(24.09) + 1.6(2.55 + 2.7)] kN/m = 42.126kN/m

â&#x2C6;&#x2018; đ??šđ?&#x2018;&#x161; = 0 Rd = Rb = D

4.95m

B

42.126 Ă&#x2014; 4.95 2

=104.26kN

(kN) 104.26

A1 = A2 1 =(2

× 104.26 × 2.475) kN/m

= 129.02kN/m (+)

1.8 1.8

(m) (-)

-104.26

(kN/m)

129.02

(m) 2.475

4.95

Calculation on beam D1-D/1a Total dead load = (1.62 + 11.97) kN/m = 13.59kN/m Ultimate load = [1.4(13.59)] kN/m = 19.026kN/m

â&#x2C6;&#x2018; đ??šđ?&#x2018;&#x161; = 0 Rd = Rd1 = D

1.575m

D1

19.023 Ă&#x2014; 1.575 2

=14.983kN

(kN) 14.983

A1 = A2 1 =(2

Ă&#x2014; 14.983 Ă&#x2014; 0.7875) kN/m

= 5.9kN/m (+)

0.7875 0.7875

(m)

(-)

-14.983

(kN/m)

5.9

(m) 0.7875

1.575

Calculation of beam D/1-1b Dead load of slab DB/1-1b on beam D/1-1b 1 2 = 3kN/m2 × 3.4m × × 2 3 = 3.4kN/m Dead load of slab DB/1-1b on beam D/1-1b 1 2 = 3kN/m2 × 1.75m × × 2 3 = 1.75kN/m Dead load of slab DB/1-1b on beam D/1-1b 1 = 3kN/m2 × 2.45m × 2 = 3.675kN/m Live load of slab DB/1-1b on beam D/1-1b 1 = 1.5kN/m2 × 3.6 × 2 = 2.7kN/m Live load of slab DB/1-1b on beam D/1-1b 1 2 = 1.5kN/m2 × 1.75 × × 2 3 = 0.875kN/m Live load of DB/1-1b on beam D/1-1b 1 = 1kN/m2 × 2.45m × 2 = 1.225kN/m

â&#x2018;

â&#x2018;Ą

â&#x2018;˘

3.4kN/m

â&#x2018;˘

â&#x2018;

â&#x2018;˘

â&#x2018;Ą

â&#x2018;˘

1.575kN/m

DB/1-1b 1.7kN/m

2.363kN/m D-D1/1a-2 1.62kN/m Beam self-weight 11.97kN/m Wall self-weight

Ultimate Load â&#x2018; -â&#x2018;Ą â&#x2018; -â&#x2018;Ą = [1.4(3.47 + 1.62 + 11.97) + 1.6(1.575)] kN/m = 26.404kN/m Ultimate Load â&#x2018;Ą-â&#x2018;˘ = [1.4(3.4 + 2.363 + 1.62 + 11.97) + 1.6(1.575 + 1.7)] kN/m = 32.334kN/m â&#x2018;˘

â&#x2018;

â&#x2018;Ą

â&#x2018;˘

30.63kN 32.334kN/m 26.404kN/m

R1 38.286kN/m 1.45m

63.05kN/m R2 1.95m

â&#x2C6;&#x2018; đ?&#x2018;&#x20AC; = 0 = (R2 Ă&#x2014; 3.4) + (38.286 Ă&#x2014; 0.725) + (14.983 Ă&#x2014; 1.45) + (63.05 Ă&#x2014; 2.425) (27.757+21.725+152.896) R2 = 3.4

= 59.523kN R1 = (38.286 + 14.983 + 63.05) тАУ 59.523 = 56.796kN ЁЭСе 3.527

=

1.95 63.05

ЁЭСе = 0.109 (kN) 54.59 18.51 3.527

A1

A2

(+)

(m) B

-59.528 1.45 Area A1 =

1

(-) 1.95

├Ч (56.796 + 18.51) ├Ч 1.45 2 = 54.599kN

Area A2 =

1

├Ч 0.109 ├Ч 3.527 2 = 0.192kN

Area A = 54.79kN Area B =

1

├Ч1.841 ├Ч 59.523 2 = 54.79kN

Column Analysis Calculation Column D3 Dead load calculation a) Beam = 1.62kN/m Ă&#x2014; (

2.475m + 2.45m + 1.225)

2

)

= 9.84kN b) Slab = [(1.575 x 1.075) + (0.875 x 1.075) + (1.225 x 0.875) + (1.225 x 1.575)] 3kN/m = 16.905kN c) Column

= =

(0.225m x 0.225m x 4.2) x 24kN/m 5.103kN

Live Load calculation a) Corridor F-D/4-3 = (1.575m x 1.075m) x 1.5kN/m2 = 2.54kN b) Corridor D-C/4-3 = (2.475m x 1.075m) x 1.5kN/m2 = 3.991kN c) Corridor D-C/3-2 = (1.225m x 2.475m) x 1.5kN/m2 = 4.547kN d) Corridor FD/2-3 = (1.225m x 1.575m) x 1.5kN/m2 = 2.894kN Ultimate Load 1.4(9.84 + 16.905 + 5.103) + 1.6(2.54 + 3.991 + 4.575 + 2.894) = 66.942kN

Column B/3

Ground Floor Dead load calculation a) Beam = 1.62kN/m × (1.6 + 1.225 + 1.35) = 6.764kN b) Slab = [(1.6 x 1.225) + (1.35 x 1.225) + (1.075 x 0.45)] 3kN/m = 12.293kN c) Column

= =

(0.225m x 0.225m x 4.2) x 24kN/m 5.103kN

Live Load calculation a) Corridor D-C/4-3 = (0.45m x 1.075m) x 1.5kN/m2 = 0.726kN b) Storage B-B1/2-3 = (1.6m x 1.225m) x 1kN/m2 = 1.96kN c) Car porch B-A1/1-3 = (1.35m x 1.225m) x 5kN/m2 = 8.269kN First Floor Dead load calculation d) Beam = 2.43kN/m × (1.6 + 1.225 + 1.35) = 10.145kN e) Slab = 2.64(1.6 x 1.225) + 7.2(1.35 x 1.225) = 17.081kN f) Column

= =

(0.225m x 0.225m x 3.6) x 24kN/m 4.374kN

g) Wall

=

17.1(1.6 + 1.35) = 0.867

Live Load calculation a) Study room B1-C1/2-3 = (1.6m x 1.225m) x 1.5kN/m2 = 2.94kN b) Roof A1-C1/2-3

= (1.35m x 1.225m) x 0.5kN/m2 = 0.867kN

Second Floor Dead load calculation a) Beam = 2.43kN/m Ă&#x2014; 1.6 = 3.888kN b) Slab = 7.2(1.1 x 1.05) = 8.316kN c) Column

= =

(0.225m x 0.225m x 3.4) x 24kN/m 4.131kN

d) Wall

=

16.15(1.6) = 25.84

Live Load calculation a) Roof C1-B1/3-4

= (1.1m x 1.05m) x 0.5kN/m2 = 0.578kN

Roof Dead load calculation a) Beam = 2.43kN/m Ă&#x2014; 1.6 = 3.888kN b) Slab = 7.2(1.1 x 1.225) = 9.702kN c) Column

= =

(0.225m x 0.225m x 1.99) x 24kN/m 2.918kN

Live Load calculation a) Roof C1-B1/3-4

= (1.1m x 1.225m) x 0.5kN/m2 = 0.674kN

Ultimate Load 1.4(6.764 + 12.293 + 5.103 + 10.145 + 17.081 + 4.374 + 50.445 + 3.888 + 8.316 + 4.131 + 25.84 + 3.888 + 9.702 + 2.418) + 1.6(0.726 + 1.96 + 8.269 + 2.94 + 0.867 + 0.578 + 0.674) = 230.143kN

Column D/1

Ground Floor Dead load calculation a) Beam = 2.43kN/m Ă&#x2014; (2.475 + 1.7) = 10.145kN b) Slab = (1.7 x 2.475) 3kN/m = 12.623kN c) Column

= =

(0.225m x 0.225m x 4.2) x 24kN/m 5.103kN

d) Wall

=

19.95(2.475) + 8.55(1.7) = 69.725kN

Live Load calculation a) Corridor D-C/4-3 = (2.475m x 1.7m) x 1.5kN/m2 = 6.311kN

First Floor Dead load calculation a) Beam = 1.35kN/m(1.7) + 2.43kN/m(2.475) = 8.309kN b) Slab = 2.64 x 2.475 x 1.7 = 11.108kN c) Column

= =

(0.225m x 0.225m x 3.6) x 24kN/m 4.374kN

d) Wall

=

17.1(2.475) + 8.55(1.7) = 56.858kN

Live Load calculation a) Corridor D-C/4-3 = (2.475m x 1.7m) x 1.5kN/m2 = 6.311kN Second Floor Dead load calculation a) Beam = 1.35kN/m(1.7) + 2.43 kN/m(2.475) = 8.309kN b) Slab = 2.4 x 2.6 x 1.7 = 10.608kN c) Column

= =

(0.225m x 0.225m x 3.4) x 24kN/m 4.131kN

d) Wall

=

16.15(1.7) + 5.7(2.6) = 42.275kN

Live Load calculation a) Corridor D-C/4-3 = (2.475m x 1.7m) x 1.5kN/m2 = 6.311kN Roof Dead load calculation a) Beam = 1.35kN/m(1.7) + 2.43kN/m(2.475) = 8.235kN b) Slab = 7.2(2.475 x 1.7) = 30.294kN

Live Load calculation a) 0.5m x 2.475m x

1.7kN/m2 = 2.104kN

Ultimate Load 1.4(10.145 + 12.623 + 5.103 + 69.725 + 8.309 + 11.108 + 4.374 + 56.858 + 8.309 + 10.608 + 4.131 + 42.275 + 8.235 + 30.294) + 1.6(6.311 + 6.311 + 6.311 + 2.104) = 428.595kN

Column C2/1C Dead load calculation a) Beam = 2.608kN/m(1.275 + 20225) + 1.35(2.475) = 13.252kN b) Slab = 7.2 x (2.225 + 4.7 + 1.575) x 2.796 x 0.3 = 87.912kN c) Column

= =

(0.225m x 0.125m x 1.99) x 24kN/m 1.343kN

d) Wall

=

19.95(2.475) + 8.55(1.7) = 69.725kN

Live Load calculation a) 0.5 x 4.4 x 2.775 = 6.105

Ultimate Load 1.4(13.252 + 87.712 + 1.343) + 1.6(6.105) = 153.278