BUILDING STUCTURE [ARC 2552] PROJECT 2: EXTENSION OF R.C. STRUCTURE
Cempaka Sari Villas & Twin Villas, Laman Cempaka
Name: Cheah Hoong Fei ID: 0311690 Tutor: Miss Norita
3D STRUCTURAL MODEL OF PROPOSAL EXTENSION
ROOF PLAN
EXTENSION PROPOSAL
GROUND FLOOR PLAN
FIRST FLOOR PLAN
EXTENSION PROPOSAL
GROUND FLOOR STRUCTURAL PLAN
FIRST FLOOR STRUCTURAL PLAN
LOAD DISTRIBUTION DIAGRAM
Load distribution on ground floor
Load distribution on first floor
QUANTITY DEAD LOADS ACTING ON
QUANTITY LIVE LOADS ACTING ON
STRCUTURE
STRUCTURE
GROUND FLOOR
GROUND FLOOR
Gym Room
Gym Room
Slab thickness = 150mm
4.0kN/m²
Slab self-weight = 0.15m x 24kN/m² = 3.6kN/m²
Store Room 1.0kN/m²
Store Room Slab thickness = 150mm Slab self-weight = 0.15m x 24kN/m² = 3.6kN/m²
Tea Room 2.0kN/m²
Tea Room Slab thickness = 150mm
FIRST FLOOR
Slab self-weight = 0.15m x 24kN/m²
Study Room
= 3.6kN/m²
2.0kN/m²
Brick Wall Wall Height x Thickness x Density
Corridor
3.6m x 0.15m x 19kN/m²
4.0kN/m²
=10.26kN/m² Living Area 2.0kN/m²
FIRST FLOOR Study Room Slab thickness = 150mm
(According to 4th schedule of UBBL for live
Slab self-weight = 0.15m x 24kN/m²
load according to the function of the space.)
= 3.6kN/m² Corridor Slab thickness = 150mm Slab self-weight = 0.15m x 24kN/m² = 3.6kN/m²
Living Area Slab thickness = 150mm Slab self-weight = 0.15m x 24kN/m² = 3.6kN/m² Brick Wall Wall Height x Thickness x Density 3.3m x 0.15m x 19kN/m² =9.41kN/m²
Beam Self-Weight (Assume that initial beam size 150mm x 300mm) Beam size x concrete density 0.15m x 0.3m x 2.4kN/m² = 1.08kN/m
IDENTIFY ONE WAY OR TWO WAY SLAB Indicating the distribution of load from slab to beam Ly = Longer side of slab Lx = Shorter side of slab When Ly/Lx > 2, it is a one way slab; When Ly/Lx < or = 2, it is a two way slab. Ground Floor
Ground Floor Plan showing type of slabs
Gym Room 6.50m รท 2.35m = 2.77 > 2 (One way slab) Store Room 6.50m รท 1.50m = 4.33 > 2 (One way slab) Tea Room 3.85m รท 3.35m = 1.15 < 2 (Two way slab)
First Floor
First Floor Plan showing type of slabs
Study Room 6.50m รท 2.35m = 2.77 > 2 (One way slab) Corridor 6.50m รท 1.50m = 4.33 > 2 (One way slab) Living Area 3.85m รท 3.35m = 1.15 < 2 (Two way slab)
BEAM ANALYSIS CALCULATION First Floor Beam, 1/A-B (i)
Carries self-weight – Dead load
(ii)
Slab – Deal load & Live load > A-B / 1-2 (One way)
(iii)
Brick wall – Dead load
Beam self-weight = Beam size x Concrete density = 0.15m x 0.3m x 24 kN/m³ = 1.08 kN/m Brick wall weight = Wall height x Thickness x Density = 3.3m x 0.15m x 19 kN/m³ = 9.41 kN/m
Dead load on slab A-B / 1-2 (One way slab) Load is transferred to beam 1/A-B in UDL form. Dead load from slab A-B / 1-2 = Dead load on slab x (Lx/2) = 3.6 kN/m² x (2.35m/2) = 4.23 kN/m
Total dead load on slab A-B / 1-2 = 1.08 kN/m + 9.41 kN/m + 4.23 kN/m = 14.72 kN/m
Total dead load diagram
Live load on slab A-B / 1-2 (One way slab) Load is transferred to beam 1/A-B in UDL form. Live load from slab A-B / 1-2 = Live load on slab x (Lx/2) = 2.0 kN/m² x (2.35m/2) = 2.35 kN/m
Total live load on slab A-B / 1-2 = 2.35 kN/m
Total live load diagram
Ultimate load Apply factor 1.4 and 1.6 to dead load and live load respectively. Dead load A-B = 14.72 kN/m x 1.4 = 20.61 kN/m Live load A-B = 2.35 kN/m x 1.6 = 3.76 kN/m Ultimate load A-B = 20.61 kN/m + 3.76 kN/m = 24.37 kN/m
Ultimate load diagram
Reaction Force ΣMA = 0 = RA (6.5) – 24.37(6.5)(6.5/2) = 6.5RA – 514.83 RA = 79.21kN ΣFY = 0 = RA + RB – 24.37(6.5) = 79.21 + RB – 158.41 RB = 79.2kN
Load diagram
Shear force diagram
Bending moment diagram Area of (+) = [79.2 x (6.5/2)] / 2 = 128.7kN Area of (-) = - [79.2 x (6.5/2)] / 2 = - 128.7kN 128.7kN + (- 128.7kN) = 0 Bending moment diagram
BEAM ANALYSIS CALCULATION First Floor Beam, 2/A-B (i)
Carries self-weight – Dead load
(ii)
Slab – Deal load & Live load > A-B / 1-2 (One way) > A-B / 2-3 (One way)
(iii)
Brick wall – Dead load
Beam self-weight = Beam size x Concrete density = 0.15m x 0.3m x 24 kN/m³ = 1.08 kN/m Brick wall weight = Wall height x Thickness x Density = 3.3m x 0.15m x 19 kN/m³ = 9.41 kN/m
Dead load on slab A-B / 1-2 (One way slab) Load is transferred to beam 1/A-B in UDL form. Dead load from slab A-B / 1-2 = Dead load on slab x (Lx/2) = 3.6 kN/m² x (2.35m/2) = 4.23 kN/m
Dead load from slab A-B / 2-3 = Dead load on slab x (Lx/2) = 3.6 kN/m² x (1.5m/2) = 2.7 kN/m
Total dead load on slab A-B / 1-3 = 1.08 kN/m + 9.41 kN/m + 4.23 kN/m + 2.7 kN/m = 17.42 kN/m
Total dead load diagram
Live load on slab A-B / 1-2 (One way slab) Load is transferred to beam 2/A-B in UDL form. Live load from slab A-B / 1-2 = Live load on slab x (Lx/2) = 2.0 kN/m² x (2.35m/2) = 2.35 kN/m
Live load from slab A-B / 2-3 = Live load on slab x (Lx/2) = 4.0 kN/m² x (1.5m/2) = 3 kN/m
Total live load on slab A-B / 1-3 = 2.35 kN/m + 3 kN/m = 5.35 kN/m
Total live load diagram
Ultimate load Apply factor 1.4 and 1.6 to dead load and live load respectively. Dead load A-B = 17.42 kN/m x 1.4 = 24.39 kN/m Live load A-B = 5.35 kN/m x 1.6 = 8.56 kN/m Ultimate load A-B = 24.39 kN/m + 8.56 kN/m = 32.95 kN/m
Ultimate load diagram
Reaction Force ΣMA = 0 = RA (6.5) – 32.95(6.5)(6.5/2) = 6.5RA – 696.09 RA = 107.09kN ΣFY = 0 = RA + RB – 32.95(6.5) = 107.09 + RB – 214.18 RB = 107.09kN
Load diagram
Shear force diagram
Bending moment diagram Area of (+) = [107.09 x (6.5/2)] / 2 = 174.02kN Area of (-) = - [107.09 x (6.5/2)] / 2 = - 174.02kN 174.02kN + (- 174.02kN) = 0
Bending moment diagram
BEAM ANALYSIS CALCULATION First Floor Beam, 3/A-B (i)
Carries self-weight – Dead load
(ii)
Slab – Deal load & Live load > A-B / 2-3 (One way)
(iii)
Brick wall – Dead load
Beam self-weight = Beam size x Concrete density = 0.15m x 0.3m x 24 kN/m³ = 1.08 kN/m Brick wall weight = Wall height x Thickness x Density = 3.3m x 0.15m x 19 kN/m³ = 9.41 kN/m
Dead load on slab A-B / 2-3 (One way slab) Load is transferred to beam 3/A-B in UDL form. Dead load from slab A-B / 2-3 = Dead load on slab x (Lx/2) = 3.6 kN/m² x (1.5m/2) = 2.7 kN/m
Total dead load on slab A-B / 1-3 = 1.08 kN/m + 9.41 kN/m + 2.7 kN/m = 13.19 kN/m
Total dead load diagram
Live load on slab A-B / 2-3 (One way slab) Load is transferred to beam 3/A-B in UDL form. Live load from slab A-B / 2-3 = Live load on slab x (Lx/2) = 4.0 kN/m² x (1.5m/2) = 3 kN/m
Total live load on slab A-B / 1-3 = 3 kN/m
Total live load diagram
Ultimate load Apply factor 1.4 and 1.6 to dead load and live load respectively. Dead load A-B = 13.19 kN/m x 1.4 = 18.47 kN/m Live load A-B = 3 kN/m x 1.6 = 4.8 kN/m Ultimate load A-B = 18.47 kN/m + 4.8 kN/m = 23.27 kN/m
Ultimate load diagram
Reaction Force ΣMA = 0 = RA (6.5) – 23.27(6.5)(6.5/2) = 6.5RA – 491.60 RA = 75.63kN ΣFY = 0 = RA + RB – 32.95(6.5) = 75.63 + RB – 151.26 RB = 75.63kN
Load diagram
Shear force diagram
Bending moment diagram Area of (+) = [75.63 x (6.5/2)] / 2 = 122.90kN Area of (-) = - [75.63 x (6.5/2)] / 2 = - 122.90kN 122.90kN + (- 122.90kN) = 0 Bending moment diagram
BEAM ANALYSIS CALCULATION Ground Floor Beam, 2/ A-B (i)
Carries self-weight – Dead load
(ii)
Slab – Deal load & Live load > A-B / 1-2 (One way) > A-B / 2-3 ( One way)
(iii)
Brick wall – Dead load
Beam self-weight = Beam size x Concrete density = 0.15m x 0.3m x 24 kN/m³ = 1.08 kN/m Brick wall weight = Wall height x Thickness x Density = 3.6m x 0.15m x 19 kN/m³ = 10.26 kN/m
Dead load on slab A-B / 2 (One way slab) Load is transferred to beam 2/A-B in UDL form. Dead load from slab A-B / 1-2 = Dead load on slab x (Lx/2) = 3.6 kN/m² x (2.35m/2) = 4.23 kN/m
Dead load from slab A-B / 2-3 = Dead load on slab x (Lx/2) = 3.6 kN/m² x (1.5m/2) = 2.7 kN/m
Total dead load on slab A-B / 1-3 = 1.08 kN/m + 10.26 kN/m + 4.23 kN/m + 2.7 kN/m = 18.27 kN/m
Total dead load diagram
Live load on slab A-B / 2 (One way slab) Load is transferred to beam 2/A-B in UDL form. Live load from slab A-B / 1-2 = Live load on slab x (Lx/2) = 4.0 kN/m² x (2.35m/2) = 4.7 kN/m
Live load from slab A-B / 2-3 = Live load on slab x (Lx/2) = 1.0 kN/m² x (1.5m/2) = 0.75 kN/m
Total live load on slab A-B / 1-3 = 4.7 kN/m + 0.75 kN/m = 5.45 kN/m
Total live load diagram
Ultimate load Apply factor 1.4 and 1.6 to dead load and live load respectively. Dead load A-B = 18.27 kN/m x 1.4 = 25.58 kN/m Live load A-B = 5.45 kN/m x 1.6 = 8.72 kN/m Ultimate load A-B = 25.58 kN/m + 8.72 kN/m = 34.3 kN/m
Ultimate load diagram
Reaction Force ΣMA = 0 = RA (6.5) – 34.3(6.5)(6.5/2) = 6.5RA – 724.59 RA = 111.48kN ΣFY = 0 = RA + RB – 34.3(6.5) = 111.48 + RB – 222.95 RB = 111.48kN
Load diagram
Shear force diagram
Bending moment diagram Area of (+) = [111.48 x (6.5/2)] / 2 = 181.16kN Area of (-) = - [111.48 x (6.5/2)] / 2 = - 181.16kN 181.16kN + (- 181.16kN) = 0 Bending moment diagram
BEAM ANALYSIS CALCULATION Ground Floor Beam B/1-3 (i)
Carries self-weight – Dead load
(ii)
Slab – Deal load & Live load > B-C / 1-3 (Two way)
(iii)
Brick wall – Dead load
Beam self-weight = Beam size x Concrete density = 0.15m x 0.3m x 24 kN/m³ = 1.08 kN/m Brick wall weight = Wall height x Thickness x Density = 3.6m x 0.15m x 19 kN/m³ = 10.26 kN/m
Dead Load on slab B-C/1-3 (two way slab) Load is transferred to beam B/1-3 in a trapezoidal form. Convert the trapezoidal load into UDL. Dead Load on slab B-C/1-3 = Dead Load on slab x (L/2) = 3.6kN/m² x (3.85m/2) = 6.93kN/m
Total dead load on slab A-B / 1-2 = 1.08 kN/m + 10.26 kN/m + 6.93kN/m = 18.27 kN/m
Total dead load on slab A-B / 2-3 = 1.08 kN/m + 6.93kN/m = 8.01 kN/m
Total dead load diagram
Live Load on slab B-C/1-3 (one way slab) Load is transferred to beam B/1-3 in a trapezoidal form. Convert the trapezoidal load into UDL. Live Load on slab B-C/1-3 = Live Load on slab x (L/2) = 2.0kN/m² x (3.58m/2) = 3.58kN/m Total Live Load on slab B-C/1-3 = 3.58kN/m
Total live load diagram
Ultimate Load Apply factor 1.4 & 1.6 to dead load and live load respectively. Dead load 1-2 = 18.27kN/m x 1.4 = 25.58kN/m Dead load 2-3 = 8.01kN/m x 1.4 = 11.21kN/m Live Load 1-3 = 3.58kN/m x 1.6 = 5.73kN/m Point Load 2 = 111.48kN Ultimate Load 1-2 = 25.58kN/m + 5.73kN/m = 31.31kN/m Ultimate Load 2-3 = 11.21kN/m + 5.73kN/m = 16.94kN/m Ultimate Load 2 = 111.48 kN
Ultimate load diagram
Reaction Force ΣMA = 0 = RA (3.85) – 31.31(2.35) [(2.35/2) + 1.5] – 111.48(1.5) – 16.94(1.5) (1.5/2) = 3.85RA – 196.82 – 167.22 – 19.08 3.85RA = - 383.12 RA = 99.51kN/m ΣFY = 0 = RA + RB – 31.31(2.35) – 111.48 – 16.94(1.5) = 99.51 + RB – 73.58 – 111.48- 25.41 99.51 + RB = 210.47 RB = 110.96kN/m
Load diagram
Shear force diagram
Bending Moment Diagram Area of (+) = (99.51 + 25.93)/2 x 2.35 = 147.39kN Area of (-) = - (85.55 + 110.96)/2 x 1.5 = - 147.38kN 147.39kN + (- 147.38) = 0.01
Bending moment diagram
BEAM ANALYSIS CALCULATION Ground Floor Beam, 3/B-C (i)
Carries self-weight – Dead load
(ii)
Slab – Deal load & Live load > B-C / 1-3 (Two way)
(iii)
Brick wall – Dead load
Beam self-weight = Beam size x Concrete density = 0.15m x 0.3m x 24 kN/m³ = 1.08 kN/m Brick wall weight = Wall height x Thickness x Density = 3.6m x 0.15m x 19 kN/m³ = 10.26 kN/m
Dead load on slab B-C / 1-3 (Two way slab) Load is transferred to beam 1/B-C in a triangular form. Dead load from slab B-C / 1-3 = Dead load on slab x (Lx/2) = 3.6 kN/m² x (3.85m/2) = 6.93 kN/m Convert triangular load to UDL by applying a factor of 2/3. Dead load on slab B-C / 1-3 = 6.93 kN/m x 2/3 = 4.62 kN/m
Total dead load on slab A-B / 1-3 = 1.08 kN/m + 10.26 kN/m + 4.62 kN/m = 15.96 kN/m
Total dead load diagram
Live load on slab B-C / 1-3 (Two way slab) Load is transferred to beam 3/A-B in a triangular form. Live load from slab B-C / 1-3 = Live load on slab x (Lx/2) = 2.0 kN/m² x (3.85m/2) = 3.86 kN/m
Convert triangular load to UDL by applying a factor of 2/3. Live Load on slab B-C/1-3 = 3.86kN/m x 2/3 = 2.57kN/m
Total Live Load on slab B-C/1-3 = 2.57kN/m
Total live load diagram
Ultimate load Apply factor 1.4 and 1.6 to dead load and live load respectively. Dead load B-C = 15.96 kN/m x 1.4 = 22.34 kN/m Live load B-C = 2.57 kN/m x 1.6 = 4.11 kN/m Ultimate load B-C = 22.34 kN/m + 4.11 kN/m = 26.45 kN/m
Ultimate load diagram
Reaction Force ΣMA = 0 = RA (3.35) – 26.45(3.35)(3.35/2) = 3.35 RA – 148.42 RA = 44.3 kN ΣFY = 0 = RA + RB – 26.45(3.35) = 44.3+ RB – 88.61 RB = 44.3 kN
Load diagram
Shear force diagram
Bending moment diagram Area of (+) = [44.3 x (3.35/2)] / 2 = 148.41kN Area of (-) = - [44.3 x (3.35/2)] / 2 = - 148.41kN 148.41kN + (- 148.41kN) = 0 Bending moment diagram
LOAD DISTRIBUTION DIAGRAM Indicating the distribution load from slab to column by using tributary area method.
Ground Floor Plan showing distribution load from slab to column
First Floor Plan showing distribution from slab to column
COLUMN ANALYSIS CALCULATION (TRIBUTARY AREA METHOD) To identify how much load would be transferred from slab to column First Floor Column 2C A/1
Area 3.25m x 1.93m = 6.27m²
Load 6.27m² x 2.0kN/m = 12.54kN (for Study Room)
2C A/3
3.25m x 1.93m = 6.27m²
6.27m² x 4.0kN/m = 25.08kN (for Corridor)
2C B/1
3.25m x 1.93m = 6.27m²
6.27m² x 2.0kN/m = 12.54kN (for Study Room)
1.68m x 1.93m = 3.24m²
3.24m² x 2.0kN/m = 6.48kN (for Living Area) Total: 12.54kN + 6.48kN = 19.02kN (for Study Room and Living Area)
2C B/3
3.25m x 1.93m = 6.27m²
6.27m² x 4.0kN/m = 25.08kN (for Corridor)
1.68m x 1.93m = 3.24m²
3.24m² x 2.0kN/m = 6.48kN (for Living Area) Total: 25.08kN +6.48kN = 31.56kN (for Corridor and Living Area)
2C C/1
1.68m x 1.93m = 3.24m²
3.24m² x 2.0kN/m = 6.48kN (for Living Area)
2C C/3
1.68m x 1.93m = 3.24m²
3.24m² x 2.0kN/m = 6.48kN (for Living Area)
Ground Floor Column 1C A/1
Area 3.25m x 1.93m = 6.27m²
Load 6.27m² x 4.0kN/m = 25.08kN (for Gym Room) 25.08kN + 12.54kN = 37.62kN
1C A/3
3.25m x 1.93m = 6.27m²
6.27m² x 1.0kN/m = 6.27kN (for Store Room) 6.27kN + 25.08kN = 31.35kN
1C B/1
3.25m x 1.93m = 6.27m²
6.27m² x 4.0kN/m = 25.08kN (for Gym Room)
1.68m x 1.93m = 3.24m²
3.24m² x 2.0kN/m = 6.48kN (for Tea Room) Total: 25.08kN + 6.48kN = 31.56kN (for Gym Room and Tea Room) 31.56kN + 19.02kN = 50.58kN
1C B/3
3.25m x 1.93m = 6.27m²
6.27m² x 1.0kN/m = 6.27kN (for Store Room)
1.68m x 1.93m = 3.24m²
3.24m² x 2.0kN/m = 6.48kN (for Tea Room) Total: 6.27kN +6.48kN = 12.75kN (for Store Room and Tea Room) 12.75kN + 31.56kN = 44.31kN
1C C/1
1.68m x 1.93m = 3.24m²
3.24m² x 2.0kN/m = 6.48kN (for Tea Room) 6.48kN + 6.48kN = 12.96kN
1C C/3
1.68m x 1.93m = 3.24m²
3.24m² x 2.0kN/m = 6.48kN (for Tea Room) 6.48kN + 6.48kN = 12.96kN
PLANS INDICATING LOAD DISTRIBUTION FROM SLAB TO COLUMN First floor plan
Ground floor plan
COLUMN ANALYSIS CALCULATION (TRIBUTARY AREA METHOD) To identify how much load would be transferred from slab to column Column A/3 Dead Load (i) Roof Flat roof slab Slab thickness = 200mm Slab self-weight = 0.2m x 24 kN/m³ = 4.8 kN/mᵌ Area = 3.25m x 1.93m = 6.27m² Dead Load of Flat Roof Slab = 4.8 kN/m² x 6.27m² = 30.1kN Beam self-weight = 0.15m x 0.3m x 24 kN/m³ x (6.27m²) = 6.77kN Total Dead Load of Roof = 30.1kN + 6.77kN = 36.87kN (ii) First floor Slab (Corridor) = 3.6 kN/m² x (3.25m x 1.93m) = 22.57kN Beam self-weight = 1.08 kN/m x (3.25m + 1.93m) = 5.59kN Brick wall = 9.41 kN/m x (3.25m + 1.93m) = 48.74kN Total Dead Load of First Floor = 22.57kN + 5.59kN + 48.74kN = 76.9kN
(iii) Ground Floor Slab (Store room) = 3.6 kN/m² x (3.25m x 1.93m) = 22.57kN Beam self-weight = 1.08 kN/m² x (3.25m + 1.93m) = 5.59kN Brick wall = 10.26 kN/m² x (3.25m + 1.93m) = 53.15kN Total Dead Load of Ground Floor = 22.57kN + 5.59kN + 53.15kN = 81.31kN TOTAL DEAD LOAD FROM ROOF TO FOUNDATION = 36.87kN + 76.9kN + 81.31kN = 195.08kN
Live Load (i) Roof Live load of flat roof slab = 0.5 kN/m² x 6.27m² = 13.14kN (ii) First Floor Slab (Corridor) = 4.0 kN/m² x (3.25m x 1.93m) = 4.0 kN/m² x 6.27m² = 25.08kN (iii) Ground Floor Slab (Store room) = 1.0 kN/m² x (3.25m x 1.93m) = 1.0 kN/m² x 6.27m² = 6.27kN
TOTAL LIVE LOAD FROM ROOF TO FOUNDATION = 13.14kN + 25.08kN + 6.27kN = 44.49kN Ultimate Load Dead load = 195.08kN x 1.4 = 273.11kN Live load = 44.49kN x 1.6 = 71.18kN 273.11kN + 71.18kN = 308.29kN Assumption fcu = 30 N/mm² (concrete strength) fy = 250 N/mm² (yield strength of steel) Ac = 150 x 150 = 22500 mm² (cross section of concrete column) Asc = 22500 mm² x 2% = 450 mm² (steel content in a column) N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (22500) + 0.8 (450) (250) = 360 000N = 360kN Conclusion N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (150 x 130) + 0.8 (150 x 130 x 2%) (250) = 234 000N + 78 000N = 312 000N = 321kN *The suitable size of column A/3 is 150mm x 100mm, which can sustain ultimate load of 308.28kN.
Column B/3 Dead Load (i) Roof Flat roof slab Slab thickness = 200mm Slab self-weight = 0.2m x 24 kN/mᵌ = 4.8 kN/mᵌ Area = (3.25m + 1.68m) x 1.93m = 9.51m² Dead Load of Flat Roof Slab = 4.8 kN/m² x 9.51m² = 45.65kN Beam self-weight = 0.15m x 0.3m x 24 kN/mᵌ x (9.51m²) = 10.27kN Total Dead Load of Roof = 45.65kN + 10.27kN = 55.92kN (ii) First floor Slab (Corridor) = 3.6 kN/m² x (3.25m x 1.93m) = 22.57kN Slab (Living area) = 3.6 kN/m² x (1.68m x 1.93m) = 11.67kN Beam self-weight = 1.08 kN/m x (4.93m + 1.93m) = 7.41kN Brick wall = 9.41 kN/m x (4.93m + 1.93m) = 64.55kN
Total Dead Load of First Floor = 22.57kN + 11.67kN + 7.41kN + 64.55kN = 106.2kN
(iii) Ground Floor Slab (Store room) = 3.6 kN/m² x (3.25m x 1.93m) = 22.57kN Slab (Tea room) = 3.6 kN/m² x (1.68m x 1.93m) = 11.67kN Beam self-weight = 1.08 kN/m² x (4.93m + 1.93m) = 7.41kN Brick wall = 10.26 kN/m² x (4.93m + 1.93m) = 70.38kN Total Dead Load of Ground Floor = 22.57kN + 11.67kN + 7.41kN + 70.38kN = 112.03kN TOTAL DEAD LOAD FROM ROOF TO FOUNDATION = 55.92kN + 106.2kN + 112.03kN = 274.15kN
Live Load (i) Roof Live load of flat roof slab = 0.5 kN/m² x 9.51m² = 4.76kN (ii) First Floor Slab (Corridor) = 4.0 kN/m² x (4.93m x 1.93m) = 4.0 kN/m² x 9.51m² = 38.04kN
Slab (Living area) = 2.0 kN/m² x (4.93m x 1.93m) = 2.0 kN/m² x 9.51m² = 19.02kN (iii) Ground Floor Slab (Store room) = 1.0 kN/m² x (4.93m x 1.93m) = 1.0 kN/m² x 9.51m² = 9.51kN Slab (Tea room) = 2.0 kN/m² x (4.93m x 1.93m) = 2.0 kN/m² x 9.51m² = 19.02kN
TOTAL LIVE LOAD FROM ROOF TO FOUNDATION = 4.76kN + 38.04kN + 19.02kN + 9.51kN + 19.02kN = 90.35kN Ultimate Load Dead load = 274.15kN x 1.4 = 383.81kN Live load = 90.35kN x 1.6 = 144.56kN 383.31kN + 144.56kN = 528.37kN Assumption fcu = 30 N/mm² (concrete strength) fy = 250 N/mm² (yield strength of steel) Ac = 150 x 150 = 22500 mm² (cross section of concrete column) Asc = 22500 mm² x 2% = 450 mm² (steel content in a column) N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (22500) + 0.8 (450) (250) = 360 000N = 360kN
Conclusion N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (150 x 225) + 0.8 (150 x 225 x 2%) (250) = 405 000N + 135 000N = 540 000N = 540kN *The suitable size of column A/3 is 150mm x 225mm, which can sustain ultimate load of 528.37kN.
Column C/3 Dead Load (i) Roof Flat roof slab Slab thickness = 200mm Slab self-weight = 0.2m x 24 kN/mᵌ = 4.8 kN/mᵌ Area = 1.68m x 1.93m = 3.24m² Dead Load of Flat Roof Slab = 4.8 kN/m² x 3.24m² = 15.55kN Beam self-weight = 0.15m x 0.3m x 24 kN/mᵌ x (3.24m²) = 3.5kN Total Dead Load of Roof = 15.55kN + 3.5kN = 19.05kN (ii) First floor Slab (Living area) = 3.6 kN/m² x (1.68m x 1.93m) = 11.66kN Beam self-weight = 1.08 kN/m x (1.68m + 1.93m) = 3.9kN Brick wall = 9.41 kN/m x (1.68m + 1.93m) = 33.97kN Total Dead Load of First Floor = 11.66kN + 3.9kN + 33.97kN = 49.53kN
(iii) Ground Floor Slab (Tea room) = 3.6 kN/m² x (1.68m x 1.93m) = 11.66kN Beam self-weight = 1.08 kN/m² x (1.68m + 1.93m) = 3.9kN Brick wall = 10.26 kN/m² x (1.68m + 1.93m) = 37.04kN Total Dead Load of Ground Floor = 11.66kN + 3.9kN + 37.04kN = 52.6kN TOTAL DEAD LOAD FROM ROOF TO FOUNDATION = 19.05kN + 49.53kN + 52.6kN = 121.18kN
Live Load (i) Roof Live load of flat roof slab = 0.5 kN/m² x (4.93m x 1.93m) = 4.76kN (ii) First Floor Slab (Living area) = 2.0 kN/m² x (4.93m x 1.93m) = 2.0 kN/m² x 9.51m² = 19.02kN (iii) Ground Floor Slab (Store room) = 2.0 kN/m² x (4.93m x 1.93m) = 2.0 kN/m² x 9.51m² = 19.02kN
TOTAL LIVE LOAD FROM ROOF TO FOUNDATION = 4.76kN + 19.02kN + 19.02kN = 42.8kN Ultimate Load Dead load = 121.18kN x 1.4 = 169.65kN Live load = 42.8kN x 1.6 = 68.48kN 169.65kN + 68.48kN = 238.13kN Assumption fcu = 30 N/mm² (concrete strength) fy = 250 N/mm² (yield strength of steel) Ac = 150 x 150 = 22500 mm² (cross section of concrete column) Asc = 22500 mm² x 2% = 450 mm² (steel content in a column) N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (22500) + 0.8 (450) (250) = 360 000N = 360kN Conclusion N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (150 x 100) + 0.8 (150 x 100 x 2%) (250) = 180 000N + 60 000N = 240 000N = 240kN *The suitable size of column A/3 is 150mm x 100mm, which can sustain ultimate load of 238.13kN.
Column
Ultimate Load
Suitable Column Size
A/1
359.11kN
150mm x 150mm
A/3
308.25kN
150mm x 100mm
B/1
472.35kN
175mm x 175mm
B/3
528.37kN
150mm x 225mm
C/1
214.77kN
120mm x 120mm
C/3
238.13kN
150mm x 100mm
Roof layout plan indicating load transfer from slab to column
References Adib, M. R. (2014). Lecture Slides: Beams Part 2. Retrieved 19 June 2014 from https://times.taylors.edu.my/pluginfile.php/1712919/mod_resource/content/1/Beams.pdf Ann, S. P. (2014). Part 1: Frame It Up. Retrieved 19 June from http://www.powtoon.com/p/euyoG1UdTcD Ann, S. P. (2014). Part 2: Quantify Loads. Retrieved 19 June from http://www.powtoon.com/p/dyVdvydgVOY/ Ann, S. P. (2014). Part 3: Distributing Load from Slab to Beam. Retrieved 19 June from http://www.powtoon.com/p/eQ0DDLd4PWg/ Ann, S. P. (2014). Part 3: Distributing Load from Slab to Beam. Retrieved 19 June from http://www.powtoon.com/p/eQ0DDLd4PWg/ Ann, S. P. (2014). Lecture Slides: Load Path. Retrieved 19 June from https://times.taylors.edu.my/pluginfile.php/1748482/mod_resource/content/1/L6%20-%2 0LOAD%20PATHS%20LECTURE%20-%20BUILDING%20STRUCTURES.pdf Ann, S. P. (2014). Lecture Slides: Reaction Force. Retrieved 19 June from https://times.taylors.edu.my/pluginfile.php/1712916/mod_resource/content/1/Reaction%2 0Force.pdf MDC Legal Advisers. (2006). Uniform Building By-Laws. Malaysia : MDC Publishers. Retrieved 19 June from http://www.scribd.com/doc/30457115/13282147- UniformBuildingby-Laws