Hb structure

NG HONG BIN 0319735
Individual Components (NG HONG BIN 0319735)
STRUCTURAL GROUND FLOOR PLAN
I had assigned to
1. To analysis minimum 6 beams (each beam must subject to different types of load, i.e. UDL from
one or more than one slabs, beam with point load(s) or combination of UDL and PL)
2. To analysis minimum 3 columns (from roof to foundation level)

NG HONG BIN 0319735
Beam Analysis Calculation
1. Ground Floor Beam, C/1-2
Total Dead Load Diagram
Dead load on Brick Wall
Brick Self Weight
= Wall height x thickness x density
= 3m x 0.15m x 19kN/m³
=8.55kN/m
Dead load on slab B-C/1-2 (two way slab)
Load is transferred to beam C/1-2 in a triangular form.
Convert the triangle load into UDL.
Dead load from slab D-F/3-4
=Dead load on slab x (Lx/2) x 2/3
= 3.6kN/m²x (2m/2) x 2/3
= 2.4kN/m
Dead load on C-D/1-4 (one way slab)
Load is transferred to beam C/1-2 in one direction.
Convert the load into UDL.
Dead load from slab C-D/1-4
= Dead load on slab x (Lx/2)
= 3.6kN/m²x (3m/2)
= 5.4kN/m
Dead load on Concrete Beam
Beam Self Weight
= Beam size x concrete density
= 0.15m x 0.3m x 24kN/m³
= 1.08kN/m
Total Dead Load
Total for beam D/1-3
= 8.55 + 2.4 + 5.4 + 1.08
= 17.43kN/m

NG HONG BIN 0319735
Total Live Load Diagram
Live load on slab B-C/1-4 (two way slab)
Load is transferred to beam C/1-2 in a triangular direction.
Live load from slab B-C/1-2
= Live load on slab x (Lx/2) x 2/3
= 1.5kN/m²x (2m/2) x 2/3
= 1kN/m
Live load on slab C-D/1-4 (one way slab)
Load is transferred to beam C/1-2 in one direction.
Live load from slab C-D/1-4
= Live load on slab x (Lx/2)
= 1.5kN/m²x (3m/2)
= 2.25kN/m
Total Live Load
Total for beam C/1-2
= 1+ 2.25
= 3.25kN/m
Total Ultimate Load Diagram
Total Ultimate Dead Load
Apply factor of 1.4 to dead load
Ultimate Dead load for beam C/1-2
= 17.43kN/m x 1.4
= 24.4kN/m
Total Ultimate Live Load
Apply factor of 1.6 to live load
Ultimate Live load for beam C/1-2
= 3.25kN/m x 1.6
= 5.2kN/m
Total Ultimate load
Combining ultimate dead load & ultimate live load
Ultimate load for beam C/1-2
= 24.4 + 5.2
= 29.6kN/m

NG HONG BIN 0319735
Total Load Diagram
Load Diagram
∑M1 =0
= -2m (R2y) +
29.6kN/m(2m)(2m/2)
2m R2y = 59.2kN/m
R2y = 29.6kN
∑Fy =0
= R1y + R2y – 29.6(2)
R1y = 29.6kN
Shear Force Diagram
At point 1, there is a 29.6kN force
acting upwards (+ve).
At middle of the beam there is no
point load. Hence, UDL was
converted into PL only for
calculation of reaction forces.
29.6kN/m x 1 = 29.6kN
29.6kN – 29.6kN = 0kN
acting downwards (-ve).
0kN – 29.6kN = -29.6kN
Bending Moment Diagram
At point 1, there is only a line so no
area = 0kN
At middle of the beam = Area of
triangle between 1 and middle
= 29.6kN x 1m x 0.5
= 14.8kN/m
At point 2 = Area of triangle (+ve) +
Area of triangle (-ve)
= 14.8kN + -29.6kN x 1m x 0.5
= 0kN/m

NG HONG BIN 0319735
2. Ground Floor Beam, D/1-3
Brick Self Weight
= 3m x 0.15m x 19kN/m³
=8.55kN/m
Load is transferred to beam D/1-3 in one direction.
= 3.6kN/m²x (3m/2)
= 5.4kN/m
Dead load on slab D-F/1-3 (two way slab)
Load is transferred to beam D/1-3 in a trapezium form.
Convert the trapezium load into UDL.
= 3.6kN/m²x (5.3m/2)
= 9.54kN/m
Beam Self Weight
= 0.15m x 0.3m x 24kN/m³
= 1.08kN/m
Total Dead Load
= 8.55 + 5.4 + 9.54 + 1.08
= 24.57kN/m

NG HONG BIN 0319735
Live load on slab C-D/1-4 (one way slab)
Load is transferred to beam D/1-3 in one direction. Convert
the load into UDL.
= 1.5kN/m²x (3m/2)
= 2.25kN/m
Live load on slab D-F/1-3 (two way slab)
Live load from slab D-F/1-3
= 1.5kN/m²x (5.3m/2)
= 3.98kN/m
Total Live Load
= 2.25 + 3.98
= 6.23kN/m
Ultimate Dead load for beam D/1-3
= 24.57kN/m x 1.4
= 34.4kN/m
Ultimate Live load for beam D/1-3
= 6.23kN/m x 1.6
= 9.97kN/m
Total Ultimate load
Ultimate load for beam D/1-3
= 34.4 + 9.97
= 44.37kN/m

NG HONG BIN 0319735
Total Load Diagram
Load Diagram
∑M1 =0
= -5.3m (R3y) +
44.37kN/m(5.3m)(5.3m/2)
5.3m R3y = 623.18kN/m
R3y = 117.58kN
∑Fy =0
= R1y + R3y – 44.37(5.3)
= R1y + 117.58 – 235.16
-R1y = -117.58kN
R1y = 117.58kN
Shear Force Diagram
At middle of the beam there is no point
load. Hence, UDL was converted into
PL only for calculation of reaction
forces.
44.37kN/m x 2.65 = 117.58kN
117.58kN – 117.58kN = 0kN
0kN – 117.58kN = -117.58kN
area = 0kN
= 117.58kN x 2.65m x 0.5
= 155.79kN/m
= 155.79kN + -117.58kN x 2.65m x 0.5
= 0kN/m

NG HONG BIN 0319735
3. Ground Floor Beam, D-F/3
Brick Self Weight
= 3m x 0.15m x 19kN/m³
=8.55kN/m
Load is transferred to beam D-F/3 in a triangular form.
= 3.6kN/m²x (4m/2) x 2/3
= 4.8kN/m
Dead load on D-F/3-4 (two way slab)
Load is transferred to beam D-F/3 in trapezium
direction. Convert the trapezium load into UDL.
= 3.6kN/m²x (3m/2)
= 5.4kN/m
Beam Self Weight
= 0.15m x 0.3m x 24kN/m³
= 1.08kN/m
Total Dead Load
Total for beam D-F/3
= 8.55 + 4.8 + 5.4 + 1.08
= 19.83kN/m

NG HONG BIN 0319735
Load is transferred to beam D-F/3 in a triangular form.
=Live load on slab x (Lx/2) x 2/3
= 1.5kN/m²x (4m/2) x 2/3
= 2kN/m
Live load on D-F/3-4 (two way slab)
Load is transferred to beam D-F/3 in trapezium direction.
= 1.5kN/m²x (3m/2)
= 2.25kN/m
Total Live Load
Total for beam D-F/3
= 2+ 2.25
= 4.25kN/m
Ultimate Dead load for beam D-F/3
= 19.83kN/m x 1.4
= 27.76kN/m
Ultimate Live load for beam D-F/3
= 4.25kN/m x 1.6
= 6.8kN/m
Total Ultimate load
Ultimate load for beam D-F/3
= 27.76 + 6.8
= 34.56kN/m

NG HONG BIN 0319735
Total Load Diagram
Load Diagram
∑MD =0
= -4m (RFy) +
34.56kN/m(4m)(4m/2)
4m RFy = 276.48kN/m
RFy = 69.12kN
∑Fy =0
= RDy + RFy – 34.56(4)
RDy = 69.12kN
Shear Force Diagram
At point D, there is a 69.12kN force
At middle of the beam there is no point
load. Hence, UDL was converted into
PL only for calculation of reaction
forces.
34.56kN/m x 2 = 69.12kN
69.12kN – 69.12kN = 0kN
At point F, there is a 69.12kN force
0kN – 69.12kN = -69.12kN
area = 0kN
At middle of the beam = Area of triangle
between D and middle
= 69.12kN x 2m x 0.5
= 69.12kN/m
At point F = Area of triangle (+ve) +
= 69.12kN + -69.12kN x 2m x 0.5
= 0kN/m

NG HONG BIN 0319735
4. Ground Floor Beam, F/3-4
Brick Self Weight
= 3m x 0.15m x 19kN/m³
=8.55kN/m
Load is transferred to beam D/3-4 in a triangular form.
= 3.6kN/m²x (3m/2) x 2/3
= 3.6kN/m
Beam Self Weight
= 0.15m x 0.3m x 24kN/m³
= 1.08kN/m
Total Dead Load
= 8.55 + 3.6 + 1.08
= 13.23kN/m

NG HONG BIN 0319735
Load is transferred to beam D/3-4 in a triangular form. Convert
the triangle load into UDL.
= 1.5kN/m²x (3m/2) x 2/3
= 1.5kN/m
Ultimate Dead load for beam F/3-4
= 13.23kN/m x 1.4
= 18.52kN/m
Ultimate Live load for beam F/3-4
= 1.5kN/m x 1.6
= 2.4kN/m
Total Ultimate load
Ultimate load for beam F/3-4
= 18.52 + 2.4
= 20.92kN/m

NG HONG BIN 0319735
Total Load Diagram
Load Diagram
∑M3 =0
= -3m (R4y) +
20.92kN/m(3m)(3m/2)
3m R4y = 94.14kN/m
R4y = 31.38kN
∑Fy =0
= R3y + R4y – 20.92(3)
R3y = 31.38kN
Shear Force Diagram
At middle of the beam there is no
point load. Hence, UDL was
converted into PL only for calculation
of reaction forces.
20.92kN/m x 1.5 = 31.38kN
31.38kN – 31.38kN = 0kN
0kN – 31.38kN = -31.38kN
area = 0kN
= 31.38kN x 1.5m x 0.5
= 23.54kN/m
= 23.54kN + -31.38kN x 1.5m x 0.5
= 0kN/m

NG HONG BIN 0319735
5. Ground Floor Beam, C-F/1
Brick Self Weight
= 3m x 0.15m x 19kN/m³
=8.55kN/m
Load is transferred to beam C-F/1 in a triangular form.
= Dead load on slab x (Lx/2) x 2/3
= 3.6kN/m²x (4m/2) x 2/3
= 4.8kN/m
Beam Self Weight
= 0.15m x 0.3m x 24kN/m³
= 1.08kN/m
Total Dead Load
Total for C-D
= 8.55kN/m + 1.08kN/m
= 9.63kN/m
Total for D-F
= 8.55kN/m + 4.8kN/m + 1.08kN/m
= 14.43kN/m

NG HONG BIN 0319735
= 1.5kN/m²x (4m/2) x 2/3
= 2kN/m
Ultimate Dead load for C-D
= 9.63kN/m x 1.4
= 13.48kN/m
Ultimate Dead load for D-F
= 14.43kN/m x 1.4
= 20.2kN/m
Ultimate Live load for D-F
= 2kN/m x 1.6
= 3.2kN/m
Total Ultimate load
Ultimate load for C-D
= 13.48kN/m
Ultimate load for D-F
= 20.2kN/m + 3.2kN/m
= 23.4kN/m

NG HONG BIN 0319735
Total Load Diagram
Load Diagram
∑MC =0
= -7m (RFy) +
13.48kN/m(3m)(3m/2)
+117.58kN/m x 3m +
23.41kN/m x 4m[(3m + (4/2)]
7m RFy = 881.4kN/m
RFy = 125.91kN
∑Fy =0
= RCy + RFy – 117.58kN
– 13.48kN/m(3m) –
23.41kN/m(4m)
RCy = 125.71kN
Shear Force Diagram
At point C, there is a 125.71kN
force acting upwards (+ve).
UDL was converted to PL only
for calculation of reaction
forces.
13.48kN/m x 3m = 40.44kN
125.71kN – 40.44kN = 85.27kN
At point D, there is a 117.58kN
force acting downwards (-ve).
85.27kN – 117.58kN
= -32.31kN
UDL was converted to PL only
for calculation of reaction
forces.
23.4kN/m x 4m = 93.6kN
-32.31kN – 93.6kN
= -125.91kN

NG HONG BIN 0319735
At point C, there is only a line so no area = 0kN/m
At point D = Area of trapezium between C and D
= (125.71 + 85.27) x 3 x 0.5
= 316.47kN/m
At point F = Area of trapezium between D and F
= (32.31 + 125.91) x 4 x 0.5
= 316.45kN/m
316.47kN/m - 316.45kN/m = 0.02kN/m ≈0

NG HONG BIN 0319735
To analyse beam C-F/4, we need to find the PL which comes from both direction which
are beam D/3-4 and beam D/4-5 respectively.
Ground Floor Beam, D/3-4
Brick Self Weight
= 3m x 0.15m x 19kN/m³
=8.55kN/m
the load into UDL.
= 3.6kN/m²x (3m/2)
= 5.4kN/m
= 3.6kN/m²x (3m/2) x 2/3
= 3.6kN/m
Beam Self Weight
= 0.15m x 0.3m x 24kN/m³
= 1.08kN/m
Total Dead Load
= 8.55 + 5.4 + 3.6 + 1.08
= 18.63kN/m`

NG HONG BIN 0319735
Live load on C-D/1-4 (one way slab)
the load into UDL.
= 1.5kN/m²x (3m/2)
= 2.25kN/m
= 1.5kN/m²x (3m/2) x 2/3
= 1.5kN/m
Total Live Load
= 2.25 + 1.5
= 3.75kN/m
= 18.63kN/m x 1.4
= 26.08kN/m
= 3.75kN/m x 1.6
= 6kN/m
Total Ultimate load
= 26.08 + 6
= 32.08kN/m

NG HONG BIN 0319735
Total Load Diagram
Load Diagram
∑M3 =0
= -3m (R4y) +
32.08kN/m(3m)(3m/2)
3m R3y = 144.36kN/m
R4y = 48.12kN
∑Fy =0
= R3y + R4y – 32.08(3)
= R3y + 117.58 – 235.16
R3y = 48.12kN

NG HONG BIN 0319735
Ground Floor Beam, D/4-5
Brick Self Weight
= 3m x 0.15m x 19kN/m³
=8.55kN/m
Dead load on C-D/4-5 (two way slab)
= 3.6kN/m²x (3m/2)
= 5.4kN/m
Beam Self Weight
= 0.15m x 0.3m x 24kN/m³
= 1.08kN/m
Total Dead Load
= 8.55 + 5.4 + 1.08
= 15.03kN/m`
Live load on C-D/4-5 (two way slab)
= 1.5kN/m²x (3m/2)
= 2.25kN/m

NG HONG BIN 0319735
= 15.03kN/m x 1.4
= 21.04kN/m
= 2.25kN/m x 1.6
= 3.85kN/m
Total Ultimate load
= 21.04 + 3.85
= 24.89kN/m
Total Load Diagram
Load Diagram
∑M4 =0
= -5m (R5y) +
24.89kN/m(5m)(5m/2)
5m R5y = 311.13kN/m
R5y = 62.22kN
∑Fy =0
= R4y + R5y – 24.89(5)
R4y = 62.22kN
Hence, PL on beam C-F/4 = PL from beam D/3-4 + PL from beam D/4-5
= 48.12kN + 62.22kN
= 110.34kN

NG HONG BIN 0319735
Brick Self Weight
= 3m x 0.15m x 19kN/m³
=8.55kN/m
Load is transferred to beam C-F/4 in a trapezium form.
= 3.6kN/m²x (3m/2)
= 5.4kN/m
Dead load on C-D/4-5 (two way slab)
Load is transferred to beam C-F/4 in a triangular form.
= Dead load on slab x (Lx/2) x 2/3
= 3.6kN/m²x (3m/2) x 2/3
= 3.6kN/m
Beam Self Weight
= 0.15m x 0.3m x 24kN/m³
= 1.08kN/m
Total Dead Load
Total for C-D
= 8.55kN/m + 3.6kN/m +1.08kN/m
= 13.23kN/m
Total for D-F
= 8.55kN/m + 5.4kN/m + 1.08kN/m
= 15.03kN/m

NG HONG BIN 0319735
Load is transferred to beam C-F/4 in a trapezium form. Convert
the trapezium load into UDL.
= 1.5kN/m²x (3m/2)
= 2.25kN/m
Live load on C-D/4-5 (two way slab)
Load is transferred to beam C-F/4 in a triangular form. Convert
the triangle load into UDL.
= 1.5kN/m²x (3m/2) x 2/3
= 1.5kN/m
Ultimate Dead load for C-D = 13.23kN/m x 1.4
= 18.52kN/m
Ultimate Dead load for D-F = 15.03kN/m x 1.4
= 21.04kN/m
Ultimate Live load for C-D = 1.5kN/m x 1.6
= 2.4kN/m
Ultimate Live load for D-F = 2.25kN/m x 1.6
= 3.6kN/m
Total Ultimate load
Ultimate load for beam C-D = 18.52 + 2.4
= 20.92kN/m
Ultimate load for beam D-F = 21.04 + 3.6
= 24.64kN/m

NG HONG BIN 0319735
Total Load Diagram
Load Diagram
∑MC =0
= -7m (RFy) +
20.92kN/m(3m)(3m/2)
+110.34kN/m x 3m + 24.64kN/m x
4m[(3m + (4/2)]
7m RFy = 917.96kN/m RFy =
131.14kN
∑Fy =0
= RCy + RFy – 110.34kN –
20.92kN/m(3m) – 24.64kN/m(4m)
RCy = 140.52kN
Shear Force Diagram
At point C, there is a 140.52kN
force acting upwards (+ve).
UDL was converted to PL only for
20.92kN/m x 3m = 62.76kN
140.52kN – 62.76kN = 77.76kN
At point D, there is a 110.34kN
force acting downwards (-ve).
77.76kN – 110.34kN
= -32.58kN
UDL was converted to PL only for
24.64kN/m x 4m = 98.56kN
-32.58kN – 98.56kN
= -131.14kN

NG HONG BIN 0319735
At point C, there is only a line so no area = 0kN/m
At point D = Area of trapezium between C and D
= (140.52 + 77.76) x 3 x 0.5
= 327.42kN/m
At point F = Area of trapezium between D and F
= (32.58 + 131.14) x 4 x 0.5
= 327.44kN/m
327.42kN/m – 327.44kN/m = 0.02kN/m ≈0

NG HONG BIN 0319735
Column Analysis Calculation
Tributary Area Method (Live Load Only)
To determine 3 columns: C5, C6, E6
Structural Ground Floor Plan
(Showing Distribution of load from slab to column)
Based on the UBBL, it states that all rooms in Bungalow are using the live load factor of
1.5kN/m²except for car porch which is 2.5kN/m²
Column Area Live Load
GF C5 (2.5m x 3.5m) + (2.35m x 4m) = 18.15m² 18.15m²x 1.5kN/m²
= 27.23kN
GF C6 4m x 2.35m = 9.4m² 9.4m²x 1.5kN/m²= 14.1kN
CF E6 3.5m x 2.35m = 8.23m² 8.23m²x 1.5kN/m²= 12.35kN

NG HONG BIN 0319735
Structural First Floor Plan
1.5kN/m².
FF C5 4.85m x 4m = 19.4m² 19.4m²x 1.5kN/m²
= 29.1kN
FF C6 2m x 2.35m = 9.4m² 9.4m²x 1.5kN/m²
= 14.1kN
FF E6 2m x 2.35m = 4.7m² 4.7m²x 1.5kN/m²= 7.05kN

NG HONG BIN 0319735
Structural Roof Plan
1.5kN/m²but assumed live load for roof is taken as 0.5kN/m²and 1.0kN/m²as dead
load given by lecturer. There is no live load on roof floor plan.
FF C5 4.85m x 4m = 19.4m²= 19.4m² 19.4m²x 0kN/m²= 0kN
FF C6 4m x 2.35m= 9.4m² 9.4m²x 0kN/m²= 0kN
FF E6 2m x 2.35m = 4.7m² 4.7m²x 0kN/m²= 0kN

NG HONG BIN 0319735
Tributary Area Method
Column C5
Determine the load acting on column C5
Dead load
Roof Level
Dead Load
Slab 19.4m²x 1.0kN/m²= 19.4kN
Roof beam (4m + 4.85m) x 1.08kN/m = 9.56kN
Total 28.96kN
First Floor
Dead Load
Walls (4.85m + 8m + 2.35m + 2m) x 8.55kN/m = 147.06kN
Slabs 19.4m²x 3.6kN/m²= 69.84kN
Beams (8m + 4.85m + 2.35m) x 1.08kN/m = 16.42kN
Columns 0.3m x 0.4m x 3m x 24kN/m³= 8.64kN
Total 241.96kN
Ground Floor
Dead Load
Walls 2.35m x 8.55kN/m = 20.09kN
Slabs 18.15m²x 3.6kN/m²= 65.34kN
Beams (4.85m + 4m) x 1.08kN/m = 9.56kN
Total 103.63kN
Total Dead Load 28.96 + 241.96 + 103.63 = 374.55N
Apply 1.4 Factor 374.55kN x 1.4 = 524.37kN

NG HONG BIN 0319735
Live load
First Floor
Live Load
Slabs 19.4m²x 1.5kN/m²= 29.1kN
Ground Floor
Live Load
Slabs 18.15m²x 1.5kN/m²= 27.23kN
Total Live Load 29.1 + 27.23 = 56.33kN
Total Ultimate Dead load + Ultimate Live load
524.37 + 90.13 = 614.5kN
Hence, the ultimate load acting on column C5 is 614.5kN.

NG HONG BIN 0319735
Column C6
Determine the load acting on column C6
Dead load
Roof Level
Dead Load
Slab 9.4m²x 1.0kN/m²= 9.4kN
Total 16.26kN
First Floor
Dead Load
Walls (2.35m + 2.35m + 4m) x 8.55kN/m = 74.39kN
Beams (2.35m + 2.35m + 4m) x 1.08kN/m = 9.4kN
Total 126.27kN
Ground Floor
Dead Load
Walls (2.35m + 4m) x 8.55kN/m = 54.29kN
Beams (2.35m + 4m) x 1.08kN/m = 6.86kN
Total 103.63kN
Total Dead Load 16.26 + 126.27 + 103.63 = 246.16kN

NG HONG BIN 0319735
Live load
First Floor
Live Load
Ground Floor
Live Load
344.62 + 45.12 = 389.74kN
Hence, the ultimate load acting on column C5 is 389.74kN

NG HONG BIN 0319735
Column E6
Determine the load acting on column E6
Dead load
Roof Level
Dead Load
Slab 4.7m²x 1.0kN/m²= 4.7kN
Total 9.4kN
First Floor
Dead Load
Walls (2m + 2.35m) x 8.55kN/m = 37.19kN
Beams (2m + 2.35m) x 1.08kN/m = 4.3kN
Total 67.45kN
Ground Floor
Dead Load
Walls (3.5m + 2.35m) x 8.55kN/m = 50.02kN
Slabs 8.23m²x 3.6kN/m²= 65.34kN
Beams (3.5m + 2.35m) x 1.08kN/m = 6.32kN
Total 94.61kN
Total Dead Load 9.4 + 67.45 + 94.61 = 171.46kN

NG HONG BIN 0319735
Live load
First Floor
Live Load
Ground Floor
Live Load
Slabs 8.23m²x 1.5kN/m²= 12.35kN
240.04 + 31.04 = 271.08kN
Hence, the ultimate load acting on column C5 is 271.08kN.

Hb structure

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