Integrated Design Project (ECC 584) : Ir. Khairul Anuar Bin Kamaruddin
Integrated Design Project (ECC 584) : Ir. Khairul Anuar Bin Kamaruddin
Integrated Design Project (ECC 584) : Ir. Khairul Anuar Bin Kamaruddin
(ECC 584)
Ir. KHAIRUL ANUAR BIN KAMARUDDIN SUPERVISOR LECTURER : Ir. Dr. OH CHAI LIAN
INTRODUCTION
STRUCTURAL WORKS
• DESIGN USING ESTEEM
• MANUAL CALCULATION
• DETAILING
• COMPARISON RESULT
INFRASTRUCTURE WORKS
• EARTHWORKS
• SEWERAGE SYSTEM
• DRAINAGE SYSTEM
• WATER SUPPLY SYSTEM
PROJECT MANAGEMENT
• TAKING OFF
• BQ
• ESTIMATION
• GANTT CHART
• S CURVE
OBJECTIVE
To define and formulate solution to complex design problem.
To apply design standard with the consideration of real world constraint in particular to
the environmental responsibilities of professional engineer and matter related to
economic, legislation, safety and health, ethical, cultural and societal.
To justify with informed reasoning and consideration on consequent responsibilities to
the society.
To accommodate the concept of sustainable in the project design.
To practice effective engineering management in project design.
To demonstrate leadership skill, ability to work independently and in a team through
project design, presentation and defense of project findings.
PROJECT INTRODUCTION
ORGANIZATION
CHART
PROJECT
MANAGER
IZZUREN NAJIHAH BINTI MUHAMMAD JAMIL
STRUCTURAL
MANAGER
NUR SYARMINE DAYANA BINTI ABAS
Structural Drawing
Key plan of each floor
Master key plan
Superstructure
Substructure External structure
Beam
Foundation Earthwork
Column
Water Supply System
Slab Drainage System
Sewerage System
Retaining Wall
Esteem Manual
Software Calculation
ESTEEM DESIGN
BUILDING INFORMATION:
10 STOREY HOSPITAL
BUILDING
2) LOADING CALCULATION
3) MOMENT CALCULATION
4) COEFFICIENT METHOD
DEFLECTION CHECK
CRACK CHECKING
L/dallow > L/dactual
fs=
(pass)
1. CHOOSE BEAM LOCATION
Self weight +
brickwall
Self weight +
finishes
ELEMENTS MANUAL
CALCULATION
Beam size 300 x 600 mm
Deflection 14.754
BEAM DESIGN RESULT COMPARISON
BEAM SIMPLY SUPPORTED
FLOOR NO: 1ST
GRID LINE : (R/14-23)
ELEMENTS MANUAL
CALCULATION
Beam size 300 x 600 mm
Max. moment
(mid-span) 505.565 KNm
Deflection 14.621
DETAILING FOR CONTINUOS BEAM FROM
MANUAL CALCULATION
SLAB DESIGN
SLAB CALCULATION
Msx = (βsx)(n)(lx2)
Deflection
• Table for basic span/effective depth ratio
• Table for tension reinforcement modification
factor
• (L/d)limit is maximum allowable deflection
• (L/d)actual is actual deflection
• Adequate if (L/d)actual < (L/d)limit
SLAB DESIGN RESULT CALCULATION
ONE WAY SLAB
FLOOR NO: 3 GRID LINE : (C-V1/2-
3)
MANUAL
ELEMENTS CALCULATIO
N
MANUAL
ELEMENTS CALCULATION
SHORT SPAN LONG SPAN
287 mm²
As provide (mid-span) 287 mm²
(H8-175 mm) (H8-200
mm)
SLAB DETAIL DRAWING
LOAD TRANSFER
COLUMN CLASSIFICATION
MOMENT DETERMINATION
COLUMN DESIGN
1. LOAD TRANSFER i) Select specific column
ii) Determine amount of load transfer to the
Roof Trusses column, from:
a. Beam self-weight
b. Slab self weight
Every floor c. Imposed load at slab
d. Column self-weight
Basement
Column
n =Cumulative from beam self-weight +
2. ULTIMATE AXIAL
LOAD,N
slab self-weight + imposed load + s
exerted to the slab and the column
self-weight
3. COLUMN
CLASSIFICATION
4. MOMENT
DETERMINATION
Moment imperfection
4. COLUMN DESIGN
As 2347.83 mm2
Location = Level
3
DESIGN DATA
Tread = 265mm
Riser = 168mm
Flight thickness = 321 mm
Number of riser = 12 Nos
Height of landing = 12 x 168 = 2016 ~
2.02m
LOAD CALCULATION :
Load on landing:
Load on flight:
Selfweight = 3.75 KN/
Selfweight = 8.025 KN/
Permanent load = 1 KN/
Permanent load = 1 KN/
Gk = 4.75 KN/
Gk = 9.025 KN/
Qk = 3 KN/
Qk = 3 KN/
Design action = 10.91
Design action = 16.684 KN/
KN/
ANALYSIS
◦
F = 16.684(3.18)+10.91(2.05)
= 75.42 KN/m
M=
= 39.44 KN/m
DESIGN STEPS
◦
1) Main reinforcement
actual = 30.76
allowable = 38.38
actual < allowable
OK!
4) Cracking
Sact
=125mm
Smin =
10mm
◦
◦ = 35 N/mm2
◦ = 460 N/mm2
◦ = 25 mm
◦Cover, = 75 mm
◦Column = 1300X1300 mm
◦Pile size = 600 mm diameter
◦Type of pile = Prestressed spun pile
FOUNDATION CALCULATION
48.00
46.00
44.00
42.00 Proposed
40.00 level
38.00 Existing
36.00 level
34.00
Interv Proposed
Existing Level
al Level
Cross section B-B 20 38.75 41.37
40 40 41.37
60 40.25 41.37
80 41 41.37
100 41.25 41.37
120 41.75 41.37
140 41.75 41.37
160 42 41.37
180 41.75 41.37
200 40.5 41.37
220 40.5 41.37
240 42.5 41.37
260 43.25 41.37
280 43.25 41.37
300 44 41.37
320 44.25 41.37
46
44
42
Existing
40 level
38 Proposed
level
36
Sample calculation
Cut/Fill = {[(EA1-PA1)+(EA2-EP2)+(EB1-PB1)+(EB2-PB2)]/4} X
20 X 20
= {[(44.50-41.37)+(44.00-41.37)+(43.25-41.37)+(42.75-
41.37)]/4} X20 X 20
= 902m3
Notes; Cut = positive answer
Fill = negative answer
RESULT
Total Area 16.30 Acres
Manual Saliran
Surface drains are designed to remove Mesra Alam
excess runoff from the land which (MSMA) 2012
would otherwise cause localized
flooding.
Outlet
Pipe to Existing main drainage flow
RL = 43
Slope = 1 : 1000
Length of pipe = 282.77 m
DRAINAGE DESIGN STEPS
◦ Overland Flow Time, to ◦ Drain Flow Time, td
◦ Horton roughness,n = 0.015 (Paved) Table 2.2 ◦ Manning’s roughness, n = 0.015 (Lined Drain- concrete smooth
finishing) Table 2.3
◦ Overland sheet flow path length, L
◦ Length of reach, L
◦ Slope of overland surface, S = 1 : 1000
◦ Hydraulic Radius, R
Tc = to (overland) + td (drain)
◦ Average Rainfall Intensity, I ◦ Runoff Coefficient,C
-The values adopted for runoff coefficient
were based on the ultimate development.
(Table 2.5)
Q=
DRAINAGE DESIGN RESULT
Take D1;
Length = 57.27
m
Area = 0.129
ha
◦
◦ Capacity of Pipe, Qcapacity > Qpeak
(0.316 > )
Therefore, OK
SEWERAGE
DESIGN
SEWERAGE DESIGN CRITERIA
1) Population
-The total number rooms units in 10 storey hospital in UiTM Puncak
Alam, 297 units of bed.
3) Peak Flow
-The peak flow factor to compute peak sewage flow is taken as 4.325
liter/sec.
4) Sewer Materials
-The materials used for sewer shall be consider of the following:-
225mm Ø to 250mm Ø Type: Vitrified Clay Pipes
Total PE = 3859.4 PE
SEWERAGE DESIGN CALCULATION RESULT
Proposed Vitrified Clay Pipe with 225 mm diameter
Criteria:
Average Daily Flow = 225 liters/ day/ person
Total PE = 3859.4 Person Equivalent
Average Flow On Line = 10.051 liters/second
Peak Flow On Line = 4.05 liters/second
Capacity of Pipe, Q > Cumulative Design Flow
( 45.0 liter/second > 4.05 liter/second), Therefore,
OK
SEWERAGE DETAIL DRAWING
LOCATION OF MANHOLE
ROAD WORK
DESIGN
PREPARED BY:
NURFARHANA BINTI HUSSIN
2016218052
INTRODUCTION
Based on the site plan the drawing and calculation of road and
drainage have been proposed.
DESIGN GUIDELINE
CONVENTIONAL FLEXIBLE
GRANULAR BASE
Layer Thickness
Bituminous Surface 50 mm
Course (AC 10 or
AC14)
Bituminous Binder 190 mm
Course/Road base
(AC28)
Crushed Aggregate 200 mm
Roadbase
Granular Sub-Base 200 mm
Subgrade -
WATER SUPPLY
SYSTEM
DEFINITION
Existing
Tapping
Pipe
LAYOUT PROPOSED PIPE
CALCULATION RESULT
Peak demand requirement (from tap-off point to suction tank)
Peak flow demand
Design for water mains peak factor = 1.2
Peak flow = Average flow x Peak factor
Average flow = = 8.02 l/s
Peak flow = 8.02 x 1.2 = 9.62 l/s
= 9.62 x 10-3 m3/s
Length of pipe = 497m
Using pipe diameter = 200mm
Pressure head available from tapping point to domestic suction tank (TWL)
= Pressure heads tapping point – TWL - hf
= 65 – 44.97 – 0.001
= 20.03 m > 4.5 m – Okay
Head loss/m length < 2 m / 1000 m
= (0.001) / 497
= 2.01 x 10-6 m /m < 2x10-3 m/m – Okay
CALCULATION RESULT
Firefighting requirement (from tap-off point to suction tank).
It is required by Fire Department that three (3) no of hydrant
is in operation.
◦ flow rate for three (3) no of fire hydrant
The Total pipe length from tapping point to domestic suction tank=
= 1370litre/minutes 497m
Tapping point pressure head = 65 m ODL
Average flow rate Assume plinth depth = 0.6 m
= 1(Average domestic daily demand) + Fire flow Proposed bottom level = 41.37 m
= (1)(8.02) + 3() Water height =3m
Proposed TWL = 41.37 + 0.6 + 3
= 76.52 l/s
= 44.97 m
= 0.08 m3/s
Pressure head available from tapping point to domestic suction
3 nos of hydrant are used with 1370 litre/minute tank (TWL)
used at the same time = Pressure heads tapping point – TWL - hf
Fire flow is dominant flow = 76.52 l/s = 0.08 m 3/s = 65 – 44.97 – 0.051
= 19.98 m > 7.5 m – Okay
hf = (10.7 x Qpeak1.85)/(C1.85 x D 4.87) Head loss/m length < 15 m / 1000 m
= = (0.051) / 497
= 0.051 m = 1.026 x 10-4 m /m < 0.015 m/m – Okay
CALCULATION RESULT
Check velocity of water, V
V= Q/A
D = 200 mm
A= 0.03 m2
Based on peak flow
V = 9.62 x 10-3 / 0.03 = 0.32 m/s
Based on fire flow
V = 0.08 / 0.03 = 2.67 m/s
Minimum velocity = 0.32 m/s > 0.3 m/s - Okay
Maximum velocity = 2.67 > 2 m/s – Okay (at pump station)
CALCULATION RESULT
Tank size design
For domestic suction tank For
fire hydrant suction tank
For 1 day storage For 1 hour operation
1/3 of demand should be tank full volume Capacity of 3 nos hydrant
size =3x
Average daily demand = 247 m3/hr
= 692.73 m3/day
1/3 x 247m3/hr = 82.33 m3
Assume height =3m
1/3 x 692.73 m3/day = 230.91 m3 Area of tank = 82.33/3
Assume height = 3 m = 27.44 m2
Area tank = 230.91/3
= 76.97 m2 Using standard size of FRP tank 1.0 m x 1.0 m
Proposed size 6 m (long) x 6 m (width) x
3 m (height)
Use standard FRP tank size 1.0 m x 1.0 m
Proposed size 9 m(long) x 9
m(width) x 3 m(height)
PROJECT
MANAGEMENT
PROJECT MANAGEMENT:
TAKING OFF
FOUNDATION DETAIL DRAWING
SCOPE OF TAKING OFF QUANTITIES
1. Structure
2. Infrastructure
NOTES : Architecture’s works, M & E
works are not included in IDP
1. Structure
• Concrete
• Reinforcement/BRC
• Formwork
• Painting
• Piling
• Excavation
2. Infrastructure
• Earthwork
• Water supply system
• Sewerage system
• Drainage system
PROJECT MANAGEMENT:
BQ
BILL OF QUANTITIES (B.Q)/ESTIMATION;
A PRELIMINARIES 1,947,370.00