Building Structures Final Compilation

SCHOOL OF ARCHITECTURE, BUIDLING AND DESIGN
BACHELOR OF SCIENCE (HONS) IN ARCHITECTURE
Building Structures (ARC 2522/2523 )
Project 2: Structural Analysis Of A Bungalow
PREPARED BY:
CHONG HAO FOONG 0322343
FOO JI SUN 0323550
TEOH ZHE KHAI 0322905
TEH WEI HONG 0323743
TANG FU HONG 0323092

GROUND FLOOR PLAN SCALE 1:200
ARCHITECTURE DRAWING

FIRST FLOOR PLAN SCALE 1:200
ARCHITECTURE DRAWING

LIVE LOAD PLAN

LOWER GROUND FLOOR PLAN SCALE 1:200
STRUCTURAL PLAN

STRUCTURAL PLAN

ROOF PLAN SCALE 1:200
STRUCTURAL PLAN

LOAD DISTRIBUTION PLAN
LOAD DISTRIBUTION PLAN

DESIGN BRIEF
1.1 CALCULATION FORMULA
Slab System
Ly = Longer side of slab When Ly/Lx > 2 (One way slab system)
Lx = Shorter side of slab When Ly/Lx < 2 (Two way slab system)
Beam Calculation
Beam self weight = Material Density x Beam Size
= 24 kN/m3
x [ 0.3m x 0.2m ]
= 1.44 kN/m
Dead load on slab = Beam self weight x Thickness x Lx/2 One way/ Two way slab trapezoidal shape
= [ Beam self weight x Thickness x Lx/2 ] x 2/3 Two way triangular shape
+Brick wall self weight = Material Density x Thickness x Height
= 19 kN/m3
x 0.15m x 3m
= 8.55 kN/m
Live load on slab = UBBL live load factor x Lx/2 One way/ Two way slab trapezoidal shape
= [ UBBL live load factor x Lx/2 ] x 2/3 Two way triangular shape
Ultimate load = [ Total dead load x 1.4 ] + [ Total live load x 1.6 ]
Reaction force = ∑M = 0
= ∑M = Force x Perpendicular Distance
Column Calculation
Brick wall self weight = Material Density x Thickness x Total length of walls in tributary area
Slab self weight = Material Density x Thickness x Area of tributary area
Beam self weight = Material Density x Beam Size x Total length of beams in tributary area
Column self weight = Material Density x Column size x Column height
Live load on slab = UBBL live load factor x Area space within tributary area
Ultimate load = [ Total dead load x 1.4 ] + [ Total live load x 1.6 ]

BEAM ANALYSIS

Beam Calculation (C2-D2)
Dead load
Slab self weight :
0.15m x 24kN/m3
= 3.6kN/m2
Beam self weight :
(0.2mx0.3m) x 24kN/m3
= 1.44kN/m
Brick wall self weight :
3m x 0.2m x 19kN/m3
= 11.4kN/m
Dead load on slab C-D/1-2 :
3.6 x (3.9/2) x 2/3 = 4.68kN/m
3.6 x (2.7/2) = 4.86kN/m
Total dead load :
4.68+4.86+1.44+11.4 = 22.38kN/m
+ +

Live load
Live load on slab C-D/1-2 :
1.5 x (3.9/2) x 2/3 = 1.95kN/m
Live load on slab C-D/2-3
3 x (2.7/2) = 4.05kN/m
Total live load :
1.95+4.05 = 6kN/m
Ultimate load
Ultimate load :
(Total dead load x 1.4) + (Total live load x 1.6)
= (22.38 x 1.4) + (6 x 1.6)
= 40.932kN/m
Reaction Force
Moment :
Force x Distance :
40.932 x 3.925 = 160.66kN
∑M = 0
0 = (160.66 x 1.9625) - Rd (3.925)
= 315.29 - Rd (3.925)
Rd = 315.29/3.925
= 80.33kN
Shear Force
Rc = 0 =∑F
0 = Rc - 160.66 + 80.33
Rc = 80.33kN
Bending Moment
(80.33 x 1.96)/2 = 78.72kN

Dead load
Slab self weight :
0.15m x 24kN/m3
= 3.6kN/m2
Beam self weight :
(0.2mx0.3m) x 24kN/m3
= 1.44kN/m
3m x 0.2m x 19kN/m3
= 11.4kN/m
3.6 x (3.9/2) x 2/3 = 4.71kN/m
Dead load on slab -:
- = -
Total dead load :
4.71+1.44+11.4 = 17.55kN/m
+ +

Live load
2 x (3.9/2) x 2/3 = 2.617 kN/m
Live load on slab -
- = -
Total live load :
2.617 = 2.617kN/m
Ultimate load
Ultimate load :
= (17.55 x 1.4) + (2.617 x 1.6)
= 28.76kN/m
Reaction Force
Moment :
Force x Distance :
28.76 x 3.9 = 112.16 kN
∑M = 0
0 = (112.16 x 1.95) - Rd (3.9)
= 218.71- Rd (3.9)
Rd = 218.71/3.9
= 56.08kN
Shear Force
Rc = 0 =∑F
0 = Rc - 112.16 + 56.08
Rc = 56.08kN
Bending Moment
(56.08 x1.95)/2 = 54.68kN

Beam Calculation (A2-C2)
Dead load
Slab self weight :
0.15m x 24kN/m3
= 3.6kN/m2
Beam self weight :
(0.2mx0.3m) x 24kN/m3
= 1.44kN/m
3m x 0.2m x 19kN/m3
= 11.4kN/m
Dead load on slab A-C/1-2 :
3.6 x (4.63/2) x = 8.33kN/m
3.6 x (2.7/2) = 4.86kN/m
Total dead load :
8.33+4.86+1.44+11.4 = 26.03kN/m
+ +

Live load
Live load on slab A-C/1-2 :
1.5 x (4.63/2) = 3.47kN/m
Live load on slab A-C/2-3
2 x (2.7/2) = 2.7kN/m
Total live load :
3.47+2.7 = 6.17kN/m
Ultimate load
Ultimate load :
= (26.03 x 1.4) + (6.17 x 1.6)
= 46.312kN/m
Reaction Force
Moment :
Force x Distance :
46.312 x 4.925 = 228.1kN
∑M = 0
0 = (228.1 x 2.4625) - Rd (4.925)
= 561.7 - Rd (4.925)
Rd = 561.7/4.925
= 114.05kN
Shear Force
Rc = 0 =∑F
0 = Rc - 228.1+114.05
Rc = 114.05
Bending Moment
(114.05 x 2.46)/2 = 140.28kN

Beam Calculation (C1-C2)
Dead load
Slab self weight :
0.15m x 24kN/m3
= 3.6kN/m2
Beam self weight :
(0.2mx0.3m) x 24kN/m3
= 1.44kN/m
3m x 0.2m x 19kN/m3
= 11.4kN/m
3.6 x (4.6/2) x 2/3 = 5.55kN/m
3.6 x (3.9/2) = 7.065kN/m
Total dead load :
5.55+7.065+1.44+11.4 = 25.46kN/m

Live load
1.5 x (4.6/2) x 2/3 = 2.31kN/m
1.5 x (3.93/2) = 2.94kN/m
Total live load :
2.31+2.94 = 5.25kN/m
Ultimate load
Ultimate load :
= (25.46 x 1.4) + (5.25 x 1.6)
= 44.04kN/m
Reaction Force
Moment :
Force x Distance :
44.04 x 4.625 = 203.69kN
∑M = 0
0 = (203.69 x 2.3125) - Rd (4.625)
= 471.02 - Rd (4.625)
Rd = 471.02/4.625
= 101.84kN
Shear Force
Rc = 0 =∑F
0 = Rc - 203.69 + 101.84
Rc = 101.84kN
Bending Moment
(101.84 x 2.31)/2 = 117.76kN

COLUMN ANALYSIS
COLUMN 2A
Roof
Dead Load
Beam = (1.35 + 2.31 + 2.46) x 0.2 x 0.3 x 24
= 8.81 kN
Live Load
Slab = (2.46 x 3.66) x 0.5
= 4.5 kN
Ultimate Load
= (8.81 x 1.4) + (4.5 x 1.6)
= 19.54kN
First Floor
Dead Load
Slab = (3.66 x 2.46) x 0.15 x 24
= 32.41
Beam = (3.66 + 2.46) x 24 x 0.2 x 0.3
= 8.81
Wall = (3.66 + 2.46) x 0.2 x 19 x 3
= 69.77
Column = 0.2x 0.2x 3x 24
= 2.88
Total Dead Load
= 32.41 + 12.81 + 69.77 + 2.88
= 113.87 kN
Live Load
Slab A = 2.31 x 2.46 x 1.5
= 8.52
Slab B = 1.35 x 2.46 x 2
= 6.64
Total Live Load
= 8.52 + 6.64
= 15.16 kN
Ultimate Load
= (113.87 x 1.4) + (15.16 x 1.6)
= 159.42 + 24.26
= 183.68kN

Ground Floor
Dead Load
Slab = (3.66 x 2.46) x 0.15 x 24
= 32.41
Beam = (3.66 + 2.46) x 24 x 0.2 x 0.3
= 8.81
Wall = (3.66 + 2.46) x 0.2 x 19 x 3
= 69.77
Column = 0.2x 0.2x 3x 24
= 2.88
Total Dead Load
= 32.41 + 12.81 + 69.77 + 2.88
= 113.87 kN
Live Load
Slab A = 2.31 x 2.46 x 1.5
= 8.52
Slab B = 1.35 x 2.46 x 2
= 6.64
Total Live Load
= 8.52 + 6.64
= 15.16 kN
Ultimate Load
= (113.87 x 1.4) + (15.16 x 1.6)
= 159.42 + 24.26
= 183.68kN
Total Ultimate Load
= 19.54 + 183.68 + 183.68
= 386.90kN

COLUMN C1
Roof
Dead Load
Beam = (2.31 + 4.42) x 0.2 x 0.3 x 24
= 9.69 kN
Live Load
Slab = (2.31 x 4.42) x 0.5
= 5.11 kN
Ultimate Load
= (9.69 x 1.4) + (5.11 x 1.6)
= 21.74kN
First Floor
Dead Load
Slab = (2.31 x 4.42) x 0.15 x 24
= 36.76
Beam = (2.31 + 4.42) x 24 x 0.2 x 0.3
= 9.69
Wall = (2.31 + 4.42) x 0.2 x 19 x 3
= 76.72
Column = 0.2x 0.2x 3x 24
= 2.88
Total Dead Load
= 36.76 + 9.69 + 76.72 + 2.88
= 126.05 kN
Live Load
Slab A = 2.46 x 2.31 x 1.5
= 8.52
Slab B = 2.31 x 1.96 x 2
= 9.06
Total Live Load
= 8.52 + 9.06
= 17.58kN
Ultimate Load
= (126.05 x 1.4) + (17.58 x 1.6)
= 176.47 + 28.12
= 204.59kN

Ground Floor
Dead Load
Slab = (2.31 x 4.42) x 0.15 x 24
= 36.76
Beam = (2.31 + 4.42) x 24 x 0.2 x 0.3
= 9.69
Wall = (2.31 + 4.42) x 0.2 x 19 x 3
= 76.72
Column = 0.2x 0.2x 3x 24
= 2.88
Total Dead Load
= 36.76 + 9.69 + 76.72 + 2.88
= 126.05 kN
Live Load
Slab A = 2.31 x 2.46 x 1.5
= 8.52
Slab B = 1.96 x 2.31 x 1.5
= 6.79
Total Live Load
= 8.52 + 6.79
= 15.31 kN
Ultimate Load
= (126.05 x 1.4) + (15.31 x 1.6)
= 176.47 + 24.49
= 200.96kN
Total Ultimate Load
= 21.74+ 204.59 + 200.96
= 427.29kN

BEAM ANALYSIS
FOO JI SUN 0323550

BEAM ANALYSIS
FOO JI SUN 0322550
Beam Calculation (D3-E3)
Dead load
Slab self weight :
0.15m x 24kN/m3
= 3.6kN/m2
Beam self weight :
(0.2mx0.3m) x 24kN/m3
= 1.44kN/m
Dead load on slab 2-3/D-E :
3.6 x (2.7/2) = 4.86kN/m
3.6 x (4/2) x (2/3) = 4.8kN/m
Total dead load :
4.86 + 4.8 + 1.44 = 11.1kN/m
+ +

Live load
Live load on slab 2-3/D-E :
3 x (2.7/2) = 4.05kN/m
3 x (4/2) x (2/3) = 4kN/m
Total live load :
4.05 + 4 = 8.05kN/m
Ultimate load
Ultimate load :
= (11.1 x 1.4) + (8.05 x 1.6)
= 28.42kN/m
Reaction Force
Moment :
Force x Distance :
28.42 x 4 = 113.68kN
∑M = 0
0 = Rd (4) + (-113.68 x 2)
= 4Rd - 227.36
Rd = 227.36/4
= 56.84kN
Shear Force
Rc = 0 =∑F
0 = Rc - 113.68 + 56.84
Rc = 56.84kN
Bending Moment
(56.84 x 2)/2 = 56.84kN

FOO JI SUN 0322550
Beam Calculation (F3a-F4)
Dead load
Slab self weight :
0.15m x 24kN/m3
= 3.6kN/m2
Beam self weight :
(0.2mx0.3m) x 24kN/m3
= 1.44kN/m
3m x 0.2m x 19kN/m3
= 11.4kN/m
Dead load on slab 3a-4/E-F :
3.6 x (4.1/2) x (2/3) = 4.92kN/m
Total dead load :
4.92 + 1.44 + 11.4 = 14.91kN/m

Live load
Live load on slab 3a-4/E-F :
1.5 x (4.1/2) x (2/3) = 2.05kN/m
Total live load :
= 2.05kN/m
Ultimate load
Ultimate load :
= (14.91 x 1.4) + (2.05 x 1.6)
= 24.18kN/m
Reaction Force
Moment :
Force x Distance :
24.18 x 4.1 = 99.14kN
∑M = 0
0 = Rd (4.1) + (-99.14 x 2.05)
= 4.1Rd - 203.23
Rd = 203.23/4
= 49.57kN
Shear Force
Rc = 0 =∑F
0 = Rc - 99.14 + 49.57
Rc = 49.57kN
Bending Moment
(49.57 x 2.05)/2 = 50.8kN

FOO JI SUN 0322550
Beam Calculation (E3a-F3a)
Dead load
Slab self weight :
0.15m x 24kN/m3
= 3.6kN/m2
Beam self weight :
(0.2mx0.3m) x 24kN/m3
= 1.44kN/m
3m x 0.2m x 19kN/m3
= 11.4kN/m
Dead load on slab 2-3a/E-F :
3.6 x (4.9/2) = 8.82kN/m
3.6 x (4.1/2) = 7.38kN/m
Total dead load :
8.82 + 7.38 + 1.44 + 11.4 = 11.1kN/m
+ +

Live load
Live load on slab 2-3a/E-F :
2 x (4.9/2) = 4.9kN/m
1.5 x (4.1/2) = 3.08kN/m
Total live load :
4.9 + 3.08 = 8.05kN/m
Ultimate load
Ultimate load :
= (4.9 x 1.4) + (3.08 x 1.6)
= 49.44kN/m
Reaction Force
Moment :
Force x Distance :
49.44 x 6 = 296.64kN
∑M = 0
0 = Rd (6) + (-296.64 x 3)
= 6Rd - 889.92
Rd = 889.92/6
= 148.32kN
Shear Force
Rc = 0 =∑F
0 = Rc - 296.64 + 148.32
Rc = 148.32kN
Bending Moment
(148.32 x 3)/2 = 222.48kN

Beam Calculation (E3-E4)
Dead load
Slab self weight :
0.15m x 24kN/m3
= 3.6kN/m2
Beam self weight :
(0.2mx0.3m) x 24kN/m3
= 1.44kN/m
3m x 0.2m x 19kN/m3
= 11.4kN/m
3.6 x (4/2) = 7.2kN/m
Dead load on slab 2-3a/E-F :
3.6 x (4.9/2) x (2/3) = 5.88kN/m
3.6 x (4.1/2) x (2/3) = 4.92kN/m
Total dead load :
Slab 3-4/D-E & 2-3a/E-F = 7.2 + 5.88 + 1.44 + 11.4 = 23.07kN/m
Slab 3-4/D-E & 3a-4/E-F = 7.2 + 4.92 + 1.44 + 11.4 = 22.11kN/m

Live load
3 x (4/2) = 6kN/m
Live load on slab 2-3a/E-F:
2 x (4.9/2) = 4.9kN/m
1.5 x (4.1/2) = 3.08kN/m
Total live load :
Slab 3-4/D-E & 2-3a/E-F = 6 + 4.9 = 10.9kN/m
Slab 3-4/D-E & 3a-4/E-F = 6 + 3.08 = 9.08kN/m
Ultimate load
Ultimate load 3-4/D-E & 2-3a/E-F :
= (23.07 x 1.4) + (10.9x 1.6)
= 49.74kN/m
Ultimate load 3-4/D-E & 3a-4/E-F :
= (22.11 x 1.4) + (9.08 x 1.6)
= 45.53kN/m

Point Load from Beam E3a-F3a
= 148.32kN
Reaction Force
∑M = 0
0 = Rd (6.3) + (-49.74 x 2.2 x 5.2) + (-148.32 x 4.1) + (-45.53 x 4.1 x 2.05)
= 6.3Rd + (-1559.81)
Rd = 1559.81/6.3
= 247.6kN
Shear Force
Rc = 0 =∑F
0 = Rc + 247.6 + (-49.74 x 2x2) + (-148.32) + (-45.53 x 4.1)
Rc = 196.82
Bending Moment
(415.77 x 2.2)/2 = 424.35kN
(206.97 x 4.1)/2 = 424.3kN
(42)/2 = 424.3kN

COLUMN ANALYSIS
FOO JI SUN 0322550
COLUMN E5
Roof
Dead Load
Beam = 5.1 x 0.2 x 0.3 x 24kN/m3
= 7.34 kN
Live Load
Slab = 3 x 2.1 x 0.5kN/m2
= 3.15 kN
Ultimate Load
= (7.34 x 1.4) + (3.15 x 1.6)
= 15.32kN
First Floor
Dead Load
Slab = 3 x 2.1 x 0.15 x 24kN/m3
= 22.68kN
Beam = 5.1 x 0.2 x 0.3 x 24kN/m3
= 7.34kN
Wall = 3 x 3 x 0.15 x 19kN/m3
= 25.65kN
Column = 3 x 0.2 x 0.2 x 24kN/m3
= 2.88kN
∑Dead Load = 22.68 + 7.34 + 2.88 + 25.65
= 58.55kN
Live Load
Slab = 3 x 2.1 x 1.5kN/m2
= 9.45kN
Ultimate Load
= (58.55 x 1.4) + (9.45 x 1.6)
= 97.09kN

Ground Floor
Dead Load
Slab = 5 x 2.1 x 0.15 x 24kN/m3
= 37.8kN
Beam = 7.1 x 0.2 x 0.3 x 24kN/m3
= 10.22kN
Wall = 5 x 3 x 0.15 x 19kN/m3
= 42.75kN
Column = 3 x 0.2 x 0.2 x 24kN/m3
= 2.88kN
Total Dead Load
= 37.8 + 10.22 + 42.75 + 2.88
= 93.65kN
Live Load
Slab = 5 x 2.1 x 1.5kN/m2
= 15.75kN
Ultimate Load
= (93.65 x 1.4) + (15.75 x 1.6)
= 156.31kN
Total Ultimate Load
= 97.09 + 156.31 + 15.32
= 268.72kN

FOO JI SUN 0322550
COLUMN D4
Roof
Dead Load
Beam = 9.2 x 0.2 x 0.3 x 24kN/m3
= 13.25kN
Live Load
Slab = 5 x 4 x 0.5kN/m2
= 10.4kN
Ultimate Load
= (13.25 x 1.4) + (10.4 x 1.6)
= 35.2kN
First Floor
Dead Load
Slab = 14.6m2
x 0.15 x 24kN/m3
= 52.56kN
Beam = 9.2 x 0.2 x 0.3 x 24kN/m3
= 13.25kN
Wall = 6.1 x 3 x 0.15 x 19kN/m3
= 52.16kN
Column = 3 x 0.2 x 0.2 x 24kN/m3
= 2.88kN
∑Dead Load = 52.56 + 13.25 + 2.88 + 52.16
= 120.85kN
Live Load
Slab 1 = 2.1 x 2 x 2kN/m2
= 8.4kN
Slab 2 = 2.1 x 2 x 1.5kN/m2
= 6.3kN
Slab 3 = 3.1 x 2 x 3kN/m2
= 18.6kN
∑Live Load = 8.4 + 6.3 + 18.6
= 33.3kN

Ultimate Load
= (120.85 x 1.4) + (33.3 x 1.6)
= 222.47kN
Ground Floor
Dead Load
Slab = 14.6m2
x 0.15 x 24kN/m3
= 52.56kN
Beam = 9.2 x 0.2 x 0.3 x 24kN/m3
= 13.25kN
Wall = 5.1 x 3 x 0.15 x 19kN/m3
= 43.6kN
Column = 3 x 0.2 x 0.2 x 24kN/m3
= 2.88kN
Total Dead Load
= 52.56 + 13.25 + 43.6 + 2.88
= 112.29kN
Live Load
Slab 4 = 3.1 x 2 x 2kN/m2
= 12.4kN
Slab 5 = 2.1 x 4 x 3kN/m2
= 25.2kN
Total Live Load
= 12.4 + 25.2
= 37.6kN
Ultimate Load
= (12.29 x 1.4) + (37.6 x 1.6)
= 217.37kN
Total Ultimate Load
= 35.2 + 222.47 + 217.37
= 475.04kN

BEAM ANALYSIS

Dead load
Slab self weight :
0.15m x 24kN/m3
= 3.6kN/m2
Beam self weight :
(0.2mx0.3m) x 24kN/m3
= 1.44kN/m
3.6 x (4.93/2) = 8.874kN/m
3.6 x (3.93/2) = 7.074kN/m
Total dead load :
8.874+7.074+1.44 = 17.388kN/m

Live load
2 x (4.93/2) = 4.93kN/m
2 x (3.93/2) = 3.93kN/m
Total live load :
4.93 +3.93 = 8.86kN/m
Ultimate load
Ultimate load :
= (17.388 x 1.4) + (8.86 x 1.6)
= 38.516kN/m
Reaction Force
Moment :
Force x Distance :
38.516 x 6.3 = 242.65kN
∑M = 0
0 = (242.65 x 3.15) - R4 (6.3)
R4 = 764.35/6.3
= 121.33kN
Shear Force
R3 = 0 =∑F
0 = R3 -242.65 + 121.33
R3 = 121.33kN
Bending Moment
(121.33 x 3.15)/2 = 191.09kN

Dead load
Slab self weight :
0.15m x 24kN/m3
= 3.6kN/m2
Beam self weight :
(0.2mx0.3m) x 24kN/m3
= 1.44kN/m
3m x 0.2m x 19kN/m3
= 11.4kN/m
3.6 x (4.93/2) X 2/3 = 5.91kN/m
3.6 x (4.23/2) = 7.608kN/m
Total dead load :
5.91+7.608+1.44+11.4 = 26.36kN/m

Live load
2 x (4.93/2) x 2/3 = 3.28kN/m
4 x (4.23/2) = 8.45kN/m
Total live load :
3.28 + 8.45 = 11.73kN/m
Ultimate load
Ultimate load :
= (26.36 x 1.4) + (11.73 x 1.6)
=55.665kN/m
Reaction Force
Moment :
Force x Distance :
55.665 x 4.925 = 274.15kN
∑M = 0
0 = (274.15 x 2.4625) - RC(4.925)
RC = 675.1/4.925
= 137.1kN
Shear Force
RA = 0 =∑F
0 = RA - 274.15 + 137.1
RA = 137.1kN
Bending Moment
(137.1 x 2.4625)/2 = 168.77kN

Beam Calculation (C4-5)
Dead load
Slab self weight :
0.15m x 24kN/m3
= 3.6kN/m2
Beam self weight :
(0.2mx0.3m) x 24kN/m3
= 1.44kN/m
3m x 0.2m x 19kN/m3
= 11.4kN/m
3.6 x (4.23/2) X 2/3 = 5.07kN/m
3.6 x (3.93/2) = 7.07kN/m
Total dead load :
5.07+7.07+1.44+11.4 = 24.98kN/m

Live load
4 x (4.23/2) x 2/3 = 5.63kN/m
3 x (3.93/2) = 5.89kN/m
Total live load :
5.63 + 5.89 = 11.52kN/m
Ultimate load
Ultimate load :
= (24.98 x 1.4) + (11.52 x 1.6)
=53.404kN/m
Reaction Force
Moment :
Force x Distance :
53.404 x 4.225 = 225.63kN
∑M = 0
0 = (225.63 x 2.11) - R5(4.225)
R5 = 476.08/4.225
= 112.815kN
Shear Force
R4 = 0 =∑F
0 = R4 - 225.63 + 112.815
R4 = 112.815kN
Bending Moment
112.815 x 2.11 = 238.04kN

Dead load
Slab self weight :
0.15m x 24kN/m3
= 3.6kN/m2
Beam self weight :
(0.2mx0.3m) x 24kN/m3
= 1.44kN/m
3m x 0.2m x 19kN/m3
= 11.4kN/m
3.6 x (3.93/2) X 2/3 = 4.716kN/m
Total dead load :
4.716+1.44+11.4 = 17.556kN/m

Live load
3 x (3.93/2) X 2/3 = 3.93kN/m
Ultimate load
Ultimate load :
= (17.556 x 1.4) + (3.93 x 1.6)
= 30.86kN/m
Reaction Force
Moment :
Force x Distance :
30.86 x 3.925 = 121.13kN
∑M = 0
0 = (121.13 x 1.9625) - RD(3.925)
RD = 237.72/3.925
= 60.57kN
Shear Force
RC = 0 =∑F
0 = RC - 121.13 - 60.57
RC = 60.57kN
Bending Moment
60.57 x 1.9625 = 118.86kN

COLUMN ANALYSIS
Roof
Dead Load
Beam = (4.425x5.2625) x 0.2 x 0.3 x 24
= 13.95 kN
Live Load
Slab = (4.425x5.2625) x 0.5
= 11.64 kN
Ultimate Load
= (13.95 x 1.4) + (11.64 x 1.6)
= 38.15kN/m
First Floor
Dead Load
Slab = [(5.2625x1.9625) + (2.4625 X 1.9)] x 0.15 x 24
= 54.07 kN
Beam = (4.425+5.2625) x 0.2 x 0.3 x 24
= 13.95 kN
Wall = (2.4625+2.1125+1.9625) x 0.15 x 19 x 3
= 74.53 kN
Column = 0.2 x 0.2 x 3 x 24
= 2.88 kN
∑Dead Load = 54.07 + 13.95+ 74.53 + 2.88
=145.43 kN
Live Load
Slab = 2.4625 x 1.9 x 1.5
= 7.02 kN/m
Slab = 1.9625 x 3.15 x 1.5
= 9.27 kN/m
Slab = 1.9625 x 2.1125 x 2
= 8.29 kN/m

Ultimate Load
= (145.43 x 1.4) + (24.58 x 1.6)
= 242.93 kN/m
Ground Floor
Dead Load
Slab = (4.425 x 5.2625) x 0.15 x 24
= 83.83
Beam = (4.425 + 5.2625) x 24 x 0.2 x 0.3
= 13.95
Wall = (2.4625 + 2.1125) x 0.2 x 19 x 3
= 5.2155
Column = 0.2x 0.2x 3x 24
= 2.88
Total Dead Load
= 83.83 + 13.95 + 5.2155 + 2.88
= 105.87 kN/m
Live Load
Slab = 4.425 x 3.15 x 2
= 27.88
Slab = 2.1125 x 2.4625 x 4
= 208.08
Slab = 1.9625 x 2.1125 x 3
= 12.44
Total = 248.4
Ultimate Load
= (105.87 x 1.4) + (248.4 x 1.6)
= 545.66kN/m
Total Ultimate Load
= 38.15 + 242.93 + 545.66
= 826.74kN/m

Roof
Dead Load
Beam = (3.9625+2.1125) x 0.2 x 0.3 x 24
= 8.75 kN
Live Load
Slab = (3.9625x2.1125) x 0.5
= 4.185 kN
Ultimate Load
= (8.75 x 1.4) + (4.185 x 1.6)
= 18.95kN/m
First Floor
Dead Load
Slab = (3.9625x2.1125) x 0.15 x 24
= 30.13 kN
Beam = (3.9625+2.1125) x 0.2 x 0.3 x 24
= 8.75 kN
Wall = (3.9625+2.1125) x 0.2 x 19 x 3
= 95.43 kN
Column = 0.2 x 0.2 x 3 x 24
= 2.88 kN
∑Dead Load = 30.13 + 8.75+ 95.43 + 2.88
=137.19 kN
Live Load
Slab = 1.9625 x 2.1125 x 2
= 8.29 kN/m
Slab = 2.1125 x 2 x 2
= 8.45 kN/m
Ultimate Load
= (137.19 x 1.4) + (16.74 x 1.6)
= 218.85 kN/m
Ground Floor
Dead Load
Slab = (3.9625 x 2.1125) x 0.15 x 24
= 30.13
Beam = (3.9625 + 2.1125) x 24 x 0.2 x 0.3
= 8.75

Wall = 3.9625 x 0.2 x 3 x 24
=45.17
Column = 0.2x 0.2x 3x 24
= 2.88
Total Dead Load
= 30.13 + 8.75 + 45.17 + 2.88
= 86.93 kN/m
Live Load
Slab = 2.1125 x 1.9625 x 4
= 16.58
Slab = 2.1125 x 2 x 3
= 12.67
Total = 29.25
Ultimate Load
= (86.93 x 1.4) + (29.25 x 1.6)
= 168.5kN/m
Total Ultimate Load
= 18.95 + 218.85 + 168.5
= 406.3kN/m

BEAM ANALYSIS
Dead load
Slab self weight :
0.15m x 24kN/m3
= 3.6kN/m2
Beam self weight :
(0.2mx0.3m) x 24kN/m3
= 1.44kN/m
3m x 0.15m x 19kN/m3
= 8.55kN/m
Dead load on slab C-D/1-3
3.6 x (3.9/2) x 2/3 = 4.68kN/m
3.6 x (3.9/2) x 2/3 = 4.68kN/m
Total dead load :
4.68+4.68+1.44+8.55 = 19.35kN/m

Live load
1.5 x (3.9/2) x 2/3 = 1.95kN/m
2 x (3.9/2) = 2.60kN/m
Total live load:
1.95+2.60 = 4.55kN/m
Ultimate load
Ultimate load:
= (19.35 x 1.4) + (4.55 x 1.6)
= 34.34kN/m
Reaction Force
Moment:
Force x Distance:
34.34 x 3.9 = 133.93kN
∑M = 0
0 = (133.93 x 1.95) - Rd (3.9)
= 261.16 - Rd (3.9)
Rd = 261.16/3.9
= 66.96kN
Shear Force
Rc = 0 =∑F
0 = Rd + Rc + (-34.34) (3.9)
= 66.96 + Rc + (-34.34) (3.9)
Rc = 66.96kN
Bending Moment
(66.96 x 1.95) /2 = 65.29kN

Dead load
Slab self weight :
0.15m x 24kN/m3
= 3.6kN/m2
Beam self weight :
(0.2mx0.3m) x 24kN/m3
= 1.44kN/m
3m x 0.15m x 19kN/m3
= 8.55kN/m
Dead load on slab A-C/2-3
3.6 x (2.7/2) = 4.86kN/m
3.6 x (4.9/2) x 2/3 = 5.88kN/m
Total dead load :
4.86+5.88+1.44+8.55 = 20.73kN/m

Live load
1.5 x (2.7/2) = 2.70kN/m
2 x (4.9/2) x 2/3 = 3.27kN/m
Total live load:
2.70+3.27 = 5.97kN/m
Ultimate load
Ultimate load:
= (20.73 x 1.4) + (5.97 x 1.6)
= 38.57kN/m
Reaction Force
Moment:
Force x Distance:
38.57x 4.9 = 188.99kN
∑M = 0
0 = (188.99 x 2.45) - Rd (4.9)
= -463.03 - Rd (4.9)
Rd = 463.03/4.9
= 94.5kN
Shear Force
Rc = 0 =∑F
0 = Rd + Rc + (-38.57) (4.9)
= 94.5+ Rc + (-38.57) (4.9)
Rc = -94.5kN
Bending Moment
(94.5 x 2.45) /2 = 115.76kN

Dead load
Slab self weight :
0.15m x 24kN/m3
= 3.6kN/m2
Beam self weight :
(0.2mx0.3m) x 24kN/m3
= 1.44kN/m
3m x 0.15m x 19kN/m3
= 8.55kN/m
3.6 x (2.7/2) = 4.86kN/m
3.6 x (4.6/2) = 8.28kN/m
Total dead load :
4.86+8.28+1.44+8.55 = 23.13kN/m

Live load
1.5 x (4.6/2) = 3.45kN/m
2 x (2.7/2) = 2.70kN/m
Total live load:
2.70+3.45 = 6.15kN/m
Ultimate load
Ultimate load:
= (23.13 x 1.4) + (6.15 x 1.6)
= 36.39kN/m
Reaction Force
Moment:
Force x Distance:
36.39 x 4.9 = 178.31kN
∑M = 0
0 = (178.31 x 2.45) - Rd (4.9)
= 436.86 - Rd (4.9)
Rd = 436.86/4.9
= 89.16kN
Shear Force
Rc = 0 =∑F
0 = Rd + Rc + (-36.39) (4.9)
= 89.16 + Rc + (-36.39) (4.9)
Rc = -89.16kN
Bending Moment
(89.16 x 2.45) /2 = 109.22kN

Beam Calculation (1C-3C)
Dead load
Slab self weight:
0.15m x 24kN/m3
= 3.6kN/m2
Beam self weight:
(0.2mx0.3m) x 24kN/m3
= 1.44kN/m
Brick wall self weight:
3m x 0.15m x 19kN/m3
= 8.55kN/m
3.6 x (4.6/2) x 2/3 = 5.52kN/m
3.6 x (3.9/2) = 7.02kN/m
Total dead load:
7.02+5.52+1.44+8.55 = 22.53kN/m

Live load
1.5 x (4.6/2) x 2/3 = 2.30kN/m
1.5 x (3.9/2) = 2.93kN/m
Total live load:
2.30+2.93 = 5.23kN/m
Ultimate load
Dead load
22.53 x 1.4 = 31.54
17.01 x 1.4 =1.40
Live load
5.23 x 1.6 = 8.37
2.93 x 1.6 =4.69
Reaction Force
Moment:
∑M = 0
0 = Ra(7.3)+ (-39.91)(4.6)(5) + (-89.16)(2.7) + (-2.7)(1.35)
-7.3 Ra = -1262.54
Ra = 172.95kn
∑y =0
0 =Ra+ Rb + (-39.91x 4.6)+(-89.16) + (-28.5 x 2.7)
= -176.75

Shear Force
(172.95) - (39.91)(46) =-10.64
Bending Moment
(area of +ve) - (area of -ve) = 0
1/2 x 4.33 x 172.95
=374
(I/2 x 0.27 x 10.64) + ( 1/2 x 176.75 + 99.8 x 2.7)
= 373.3
Conclusion : area of positive = area of negative
4.6
172.95
10.64
X = 4.6
10.64 = 183.59
X = (4.6 x 10.64 )/183.59
X = 0.27
x

COLUMN ANALYSIS
Roof
Dead Load
Beam = (5x4.5) x 0.2 x 0.3 x 24
= 13.68 kN
Live Load
Slab = (5x4.5) x 0.5
= 11.25 kN
Ultimate Load
= (13.68 x 1.4) + (11.25 x 1.6)
= 37.15kN
First Floor
Dead Load
Slab = (4.5x5) x 0.15 x 24
= 81 kN
Beam = (4.5+5) x 0.2 x 0.3 x 24
= 13.68 kN
Wall = (4.5+5) x 0.15 x 19 x 3
= 81.23 kN
Column = 0.2 x 0.2 x 3 x 24
= 2.88 kN
∑Dead Load = 81 + 13.68 + 81.23 + 2.88
=178.79 kN
Live Load
Slab = 4.5x 5x 1.5
= 33.75 kN
Ultimate Load
= (178.79 x 1.4) + (33.75 x 1.6)
= 304.31kN

Ground Floor
Dead Load
Slab = (2 x 1.35) x 0.15 x 24
= 9.72
Beam = (2 + 1.35) x 24 x 0.2 x 0.3
= 4.82
Wall = (2 + 1.35) x 0.15 x 19 x 3
= 28.64
Column = 0.2x 0.2x 3x 24
= 2.88
Total Dead Load
= 9.72 + 4.82 + 28.64 + 2.88
= 46.06 kN
Live Load
Slab = 2x 1.35 x 1.5
= 4.05
Ultimate Load
= (46 x 1.4) + (4.05 x 1.6)
= 70.88kN
Total Ultimate Load
= 70.88 + 304.31 + 37.15
= 412.34kN

Roof
Dead Load
Beam = (4.5+4.4) x 0.2 x 0.3 x 24
= 12.82 kN
Live Load
Slab = (4.5x4.5) x 0.5
= 9.9 kN
Ultimate Load
= (12.82 x 1.4) + (9.9 x 1.6)
= 33.79kN
First Floor
Dead Load
Slab = (4.4 x 4.5) x 0.15 x 24
= 71.28
Beam = (4.4 + 4.5) x 24 x 0.2 x 0.3
= 12.81
Wall = (4.4 + 4.5) x 0.15 x 19 x 3
= 76.10
Column = 0.2x 0.2x 3x 24
= 2.88
Total Dead Load
= 71.28 + 12.81 + 76.10 + 2.88
= 163.07 kN
Live Load
Slab A = 1.35 x 4.4 x 1.5
= 8.91
Slab B = 3.15 x 4.4 x 3
= 41.58
Total Live Load
= 8.91 + 41.58
= 50.49 kN
Ultimate Load
= (163.07 x 1.4) + (50.49 x 1.6)
= 228.30 + 80.78
= 70.88kN

Ground Floor
Dead Load
Slab = (6.8x 4.4) x 0.15 x 24
= 107.71 kN
Beam = (6.8+ 4.4+ 2.45) x 0.2 x 0.3 x 24
= 19.66 kN
Wall = (6.8+ 4.4+ 2.45) x 0.15 x 19 x 3
= 116.71 kN
Column = 0.2 x 0.2 x 3 x 24
= 2.88 kN
∑Dead Load = 107.71 + 19.66 + 166.71 + 2.88
= 246.96 kN
Live Load
Slab A = 2.45x 3.65x 1.5
= 13.41 kN
Slab B = 3.15x 2.45x 2
= 15.44 kN
Slab C = 3.65 x 1.95 x 1.5
= 10.68 kN
Slab D = 1.95 x 3.15 x 2
= 12.29 kN
Ultimate Load
= (246.96 x 1.4) + (51.82 x 1.6)
= 428.66kN
Total Ultimate Load
= 428.66 + 33.79 + 309.08
= 771.53kN

Beam Calculation (C3-C4)
Dead Load
Slab self weight :
0.15m x 24kN/m3
= 3.6kN/m2
Beam self weight :
(0.2mx0.3m) x 24kN/m3
= 1.44kN/m
3m x 0.15m x 19kN/m3
= 8.55kN/m
3.6 x (4.3/2) = 7kN/m
Total dead load :
1.44+8.55+7 = 16.99kN/m
Live Load
2 x (3.9/2) = 3.9kN/m
Total live load :
3.9 = 3.9kN/m
Load Distribution Plan
For First Floor Plan
Structural Plan

Ultimate load
Ultimate load :
= (16.99 x 1.4) + (3.9 x 1.6)
= 30.02kN/m
Reaction Force
Moment :
Force x Distance :
30.02 x 4.2 = 126.08kN
∑M = 0
0 = 126.08 + Rb + (-30.02)(4.2)
Ra = 126.08 - 63.04
= 63.04kN
Shear Force
Rb = 0 =∑F
0 = 63.04 + Rb + (-30.02)(4.2)
Rb = 63.04kN
Bending Moment
(63.04 x 2.1)/2 = 66kN
(63.04 x 2.1)/2 = 66kN

Dead load
Dead Load
Slab self weight :
0.15m x 24kN/m3
= 3.6kN/m2
Beam self weight :
(0.2mx0.3m) x 24kN/m3
= 1.44kN/m
3m x 0.15m x 19kN/m3
= 8.55kN/m
3.6 x (3.9/2) x (2/3) = 4.68kN/m
Total dead load :
1.44+8.55+4.68 = 14.67kN/m
Live Load
2 x (3.9/2) x (2/3) = 2.6kN/m
Total live load :
2.6 = 2.6kN/m
Structural Plan

Ultimate load
Ultimate load :
= (14.67 x 1.4) + (2.6 x 1.6)
= 24.7kN/m
Reaction Force
Moment :
Force x Distance :
24.7 x 3.9 = 96.33kN
∑M = 0
0 = Ra(3.9) + (-24.7)(3.9)(1.95)
Ra = 187.84/3.9
= 48.17kN
Shear Force
Rd = 0 =∑F
0 = 48.17 + Rb + (-24.7)(3.9)
Rd = 48.16kN
Bending Moment
(48.17 x 1.95)/2 = 47kN
(48.16 x 1.95)/2 = 47kN

Beam Calculation For Point Load (A3’-B3’)
Dead load
Slab self weight :
0.15m x 24kN/m3
= 3.6kN/m2
Beam self weight :
(0.2mx0.3m) x 24kN/m3
= 1.44kN/m
Dead load on slab 3’-4/A-B :
3.6 x (1.8/2) = 3.24kN/m
Total dead load :
1.44 + 3.24 = 4.68kN/m
Live load
Live load on slab 3’-4/A-B :
2 x (1.8/2) = 3.24kN/m
Total live load :
3.24 =3.24kN/m
Structural Plan

Ultimate load
Ultimate load :
= (4.68 x 1.4) + (3.24 x 1.6)
= 11.8kN/m
Reaction Force
∑M = 0
0 = Ra (4.9) + (-11.8 x 4.9 x 2.45)
= 4.9Ra + (-141.659)
Ra = 141.659/4.9
= 28.9kN
Shear Force
Rb = 0 =∑F
0 = 28.9 + Rb + (-11.8)(4.9)
Rb = 28.9kN
Point Load from Beam A3’-B3’ = 28.9kN
Dead Load
Slab self weight :
0.15m x 24kN/m3
= 3.6kN/m2
Beam self weight :
(0.2mx0.3m) x 24kN/m3
= 1.44kN/m
Dead load on slab A-B/3’-4 :
3.6 x (1.8/2) = 3.24kN/m
Dead load on slab B-C/3-4 :
3.6 x (3.9/2) = 7.02kN/m

Live Load
Live load on slab A-B/3’-4 :
2 x (1.8/2) x 2/3 = 1.2kN/m
Live load on slab B-C/3-4 :
2 x (3.9/2) = 3.9kN/m
Reaction Force
∑M = 0
0 = Ra (6.3) + (-18.08)(4.5)(4.05) + (-28.9)(1.8) + (-24.54)(1.8)(0.9)
Ra = 421.281/6.3
= 66.87kN
Shear Force
Rb = 0 =∑F
0 = 66.87 + Rb + (-18.08)(4.5) + (-28.9) + (-24.54)(1.8)
Rb = 87.6kN
Bending Moment
(66.87)(45.08)/2 = 124kN
[(14.49)(0.8) + (43.39 + 87.6)(1.8)]/2 = 124kN

Beam Calculation For
Point Load (4B) = 87.6kN (From the previous calculation)
Beam Calculation For (4A-4C)
Dead load
Slab self weight :
0.15m x 24kN/m3
= 3.6kN/m2
Beam self weight :
(0.2mx0.3m) x 24kN/m3
= 1.44kN/m
Dead load on slab 3’-4/A-B :
3.6 x (1.8/2) = 3.24kN/m
Brick Wall Self Weight :
0.15 x 3 x 19 = 8.55kN/m
Live load
Live load on slab 3’-4/A-B :
2 x (1.8/2) = 1.8kN/m
Structural Plan

Reaction Force
∑M = 0
0 = Ra (4.9 + 3.9) + (-21.4)(4.9)(6.35) + (-87.6)(3.9) +
(-13.98)(3.9)(1.95)
Ra = 1113.82/8.8
= 126.57kN
Shear Force
Rb = 0 =∑F
0 = 126.57 + Rb + (-21.4)(4.9) + (-87.6) + (-13.98)(3.9)
Rb = 120.78kN
Bending Moment
(126.57 + 21.71)(2.9)/2 = 363kN
(120.4 + 65.87)(3.9)/2 = 363kN 126.57

COLUMN ANAYLSIS
TANG FU HONG
Dead load acting on column 5C
Tributary area method load analysis on Column 5C
Roof Beams : (2 + 2.1)(0.2)(0.3)(24) = 5.9kN
First
Floor
Beams (Roof) : (2.5 + 2.1)(0.2)(0.3)(24) =
6.6kN
Beams (First Floor) : (2.1+2)(0.2)(0.3)(24) =
5.9kN
Slabs : (2.1 x 2)(0.15)(24) = 15.12 kN
Walls : (2.1 + 2)(0.15)(19)(3) = 35.06kN
Columns : (0.2)(0.2)(3)(24) = 2.88kN
Ground
Floor
Beams : (4.5+2.1)(0.2)(0.3)(24) = 9.5kN
Slabs : (4.5 x 2.1)(0.15)(24) = 45.36 kN
Walls : (2.5 + 2.1 + 2)(0.15)(19)(3) = 56.43kN
Columns : (0.2)(0.2)(3)(24) = 2.88kN
Live load acting on column 5C
Roof
First
Floor
Ground
Floor
Slab : (2 x 2.1)(0.5) = 2.1kN
Slab (Roof) : (2.5 x 2.1)(0.5) = 21.625kN
Slab (First Floor) : (2 x 2.1)(2) = 8.4kN
Slab : (4.5 x 2.1)(3) = 28.35kN
Total Dead Load = 185.63kN
Apply 1.4 Dead Load Factor = 259.88kN
Total Live Load = 41.48kN
Apply 1.6 Live Load Factor = 66.36kN
Total Ultimate Load = 326.24kN

Dead load acting on column 4A
Live load acting on column 4A
Tributary area method load analysis on Column 4A
Roof Beams : (3.2 + 2.5)(0.2)(0.3)(24) = 8.2kN
First
Floor
Beams (Roof) : (2.5 + 2.5 + 2.1)(0.2)(0.3)(24)
= 10.2kN
Beams (First Floor) : (3.2 + 2.5)(0.2)(0.3)(24)
= 8.2kN
Slabs : (2.5 x 2.5)(0.15)(24) = 22.5kN
Columns : (0.2)(0.2)(3)(24) = 2.88kN
Ground
Floor
Beams : (3.2 + 2.5+2.1)(0.2)(0.3)(24) = 11.2kN
Slabs : (5.3 x 2.5)(0.15)(24) = 47.7kN
Walls : (3.2 + 2.1 + 1.9)(0.15)(19)(3) =
61.56kN
Columns : (0.2)(0.2)(3)(24) = 2.88kN
Roof
First
Floor
Ground
Floor
Slab : (2 x 2.1)(0.5) = 2.1kN
Slab (Roof) : (2.5 x 2.1)(0.5) = 21.625kN
Slab (First Floor) : (2 x 2.1)(2) = 8.4kN
Slab : (4.5 x 2.1)(3) = 28.35kN
Total Dead Load = 175.32kN
Apply 1.4 Dead Load Factor = 245.45kN
Total Live Load = 52.88kN
Apply 1.6 Live Load Factor = 84.6kN
Total Ultimate Load = 330.05kN

Building Structures Final Compilation

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Building Structures Final Compilation