Completed Idp Report PDF
Completed Idp Report PDF
Completed Idp Report PDF
1.0 INTRODUCTION................................................................................................................ 7
2.1 INTRODUCTION.......................................................................................................... 24
2.8 CONCLUSION...............................................................................................................36
3.1.1 INTRODUCTION................................................................................................... 39
3.1.4 CALCULATION.....................................................................................................44
3.2.2 INTRODUCTION................................................................................................... 52
3.3.1 INTRODUCTION................................................................................................... 62
3.3.4 CALCULATION.....................................................................................................66
3.4.1 INTRODUCTION................................................................................................... 75
5.0 CONCLUSION.................................................................................................................109
PRELIMINARY
Integrated design project is earlier exposure to the civil engineering students before
entering the real situation in engineer field through capstone design projects. This practice
involved dealing with designing structure components and infrastructure work designs.
Additionally, this practice also involved a parts of project management. All these practices
comprise theory, tools and technique of engineering design and creative problem solving as well
as design issues in civil engineering.
This semester, our group had been assigned to design 10 stories of Hospital Universiti
Teknologi Mara (UiTM), Puncak Alam Selangor. All structural components that had been
designed were slabs, beams, columns, pile cap and staircase. Besides that, the project
requirement comprises with infrastructure design such as earthwork, drainage system, sewerage
system, water supply system and road design. Therefore, by fulfilling these design requirement,
it helps students to enhance the ability of students to make realistic assumption in performing
structure designs whilst improving their design skills and enhancing fundamental knowledge for
student.
On the other hand, students also have been exposed to project management practice
including taking off structural elements, bill of quantities, estimation and project planning.
Therefore, these practices trained students to manage estimation of the project due to the budget
constraint. It is important aspect to the client and for the tender. Hence, all these requirements
needed were an earlier exposure to the students in preparing themselves in the construction
industry.
OBJECTIVES
Permanent Address : NO 256 Apartment Suria, Jalan Suria, Bandar Baru City, 41000
Terengganu, Terengganu.
Age : 36 years
Permanent Address : No. 24, Jalan Meranti, Taman Impian Ehsan, Balakong, 43300
Seri Kembangan.
Age : 37 years
Permanent Address :Block 1b, T.04, U.04, Jalan P9g/7, Precint 9, Putrajaya, W.
Persekutuan, 62250
Skills : Sidra
Permanent Address :Lot. 1546, Kampung Sungai Machang Hilir, 71750 Lenggeng,
The Project includes a 10 stories hospital consists of 400 beds and commercial area;
approximately 16.3 acres of permanent open space with active greenbelts; parks; and recreational,
social, and community amenities. The dedicated open space composes approximately 44% of the
Project site. The Project is located in Universiti Teknologi Mara (UiTM), Puncak Alam Selangor.
The Project is approximately 0.5 miles to the east of Persiaran E1/1, and about 1 miles north of
Bandar Puncak Alam (See Figure 1.1 below)
Our project is categorized as commercial premises since the project constructed provide
services and intended to generate profits.
a) Slab
Slab is a very important structural element where it is constructed to provide flat, and
useful surface. It is a horizontal structural component, with top and bottom surfaces parallel or
near so. Slab behaves like bending element as a beam. Generally, the design of a slab is almost
similar to the design of the beam. The slab provides a horizontal surface and usually supported
by columns, beam or walls. Furthermore, slab can be categorized into two main types which is
one-way slab and two-way slab. One-way slab is the basic and common type of slab design.
One-way slab is the basic and common type of slab design. Moreover, one-way slab is supported
by two opposite side and bending occurs in one direction only. While, two-way slabs are
supported on four sides and bending occurs in two directions. One-way slab is design as
rectangular beam placed side by side.
However, slab supported by four sides may assume as one-way slab when rotation of the
length to the width of the two perpendicular sides exceed 2. Two-way slabs carry the load to two
directions and bending moment in each direction is less than bending moment of one-way slab.
Thus, two-way slab has less deflection than one-way slab and the calculation is more complex
for the two-way slab.
b) Beam
Beam is a structural element that primarily resists loads applied laterally to the beam's
axis. Its mode of deflection is primarily by bending. The loads applied to the beam result in
reaction forces at the beam's support points. Beam can be classified as a member that mainly
subjected to the flexural and it is essential to focus on the analysis of the bending moment, shear
and deflection. When the bending moment acts on the beam, bending strain is produced. The
resisting moment is developed by the internal stresses. Under positive moment, compressive
strains are produced on the top of the beam and tensile strain at the bottom of the beam. Concrete
is a poor material for tensile and it is not suitable for flexural member itself. The tension side of
the beam would fail before compression side failure when beam is subjected to bending moment
without reinforcement. Therefore, steel reinforcement is placed on the tensile side. The steel
reinforcement resists all the tensile bending stress because the tensile strength of the concrete is
zero when crack develop. In the Ultimate Strength Design (UDS), a rectangular stress block is
assumed. The design of beam is initiates by the calculation of moment strength controlled by
column and steel. The most common shape of concrete beam is single reinforced beam,
rectangular beam, doubly reinforced beam, T-shaped beam, spandrel beam and joist.
c) Column
The function of column is to transfer the load from slabs to beam and from the beam to
foundation as well as soils. Column support the primarily axial load and in some cases also
bending moments. The combination of axial loads and bending moments defined the
characteristics of the column and calculation method. A column subjected to large axial force
and minor moment is design mainly for axial load and the moment produce a small effect. A
column is subjected to significant bending moment designed for the combined effect. Reinforced
concrete columns are categorized into five main cross-sections which are rectangular tied column,
rectangular spiral column, round tied column, round spiral column and column geometry.
d) Foundation
Foundation is the lowest part of building structure and also known as substructure element. A
foundation is a structure that transfers the load to the earth. Foundation is generally categorizes
into two which are shallow foundation and deep foundation.
Shallow foundation
A shallow foundation is a type of foundation which transfers building loads to the earth
very near to the surface, rather than to a subsurface layer or a range depth as does a deep.
Shallow foundation includes spread footing, mat- slab, slab-on-grade, pad foundation,
rubble trench foundation and earth bag foundation.
Deep foundation
A deep foundation is used to transfer the load of a structure down through the upper weak
layer of topsoil to the stronger layer of subsoil below. There are different types of deep
foundation including impact driven piles, drilled shafts, caissons, helical piles, geo-piers
and earth stabilized columns. The naming conventions for different types of footings vary
different engineers.
e) Staircase
Stairs are the system of steps that allows the passage of people and objects from one level
to another level. The staircase is built according to the basic rules and the principles intended to
make them safe to use. The rules, governed by building codes, stipulate the permissible height of
risers and width of threads, placement of handrails and similar concern. The staircase also can
made from timber, concrete and sometimes steel or stone aluminium and with the modern
technology and materials even glass. There are many different types of staircase that differing
their materials, construction method and the general shape of the design.
1.3.2 INFRASTRUCTURAL DESIGN
a) Earthwork
Earthwork consist of all necessary site clearing and grubbing, excavation and backfill for
structures and trenches, site grading, grassing and restoration, as well as related work as shown
on the plans. All earthwork shall be confined to the construction area and shall be done in an
approved manner with proper equipment.
Roads make a crucial contribution to economic development and growth and bring
important social benefits. In addition, providing access to employment, social, health and
education services makes a road network crucial in fighting against poverty.
Drainage systems can be defined as subsurface and surface. Surface drains are designed
to remove excess runoff from the land which would otherwise cause localized flooding.
c) Sewerage
e) Water supply
A water supply system is system of engineered hydrologic and hydraulic component. A water
supply system includes:
A drainage basin
A raw water collection point
1.3.3 CONSTRUCTION MANAGEMENT
a) Bill of Quantities
The bill of quantities is a document prepared by quantity surveyor that provides project
specific measured quantities of the items of work identified by the drawings and specifications in
the tender documentation.
b) Project Planning
Project planning is part of project management, which relates to the use of schedules to
plan and subsequently report progress within the project environment. Project planning is often
used to organize different areas of a project, including project plans, workloads and the
management of teams and individuals.
1.4 ARCHITECTURAL
PLAN
1.5 DESIGN CRITERIA
Eurocode
Eurocode : Basic of structural design
BS EN 1990:2002
Eurocode 1 : Actions on structures
BS EN 1991-1-1:2002
Part1-1 : General actions- Densities, sellf-
1. Design Code weight, imposed loads for buildings.
Eurocode 2 : Design of concrete structures
BS EN 1992-1-1:2005
Part 1-1 : General rules and rules for buildings
Eurocode 3 : Design of steel structures
BS EN 1993-1-1:2005
Part 1-1: General rules and rules for buildings
2.1 INTRODUCTION
The following list of design codes and procedures are used for this design and the necessary
calculation may be found later in this report.
Eurocode
Eurocode : Basic of structural design
BS EN 1990:2002
Eurocode 1 : Actions on structures
BS EN 1991-1-1:2002
Part1-1 : General actions- Densities, sellf-weight,
1. Design Code imposed loads for buildings.
Eurocode 2 : Design of concrete structures
BS EN 1992-1-1:2005
Part 1-1 : General rules and rules for buildings
Eurocode 3 : Design of steel structures
BS EN 1993-1-1:2005
Part 1-1: General rules and rules for buildings
As= 0. ͺ h݂
h th
As’ 0. ͺ h
Check d’/d
If d’/d ≤ 0.171
h th
As= 0. ͺ h ݂ h
+ th
Where,
fsc= 700
x= 0.
resistance of
= 0.0ͳ5hͳ th
the concrete,
00
Vrdc k= + ≤ 2.0 d in mm
tt
pl= ≤ 0.02
If VEd≤VRd,max (Ø=45o)
Ø=0.5h th
0. th
50
Deflection If ρ ≤ ρo
2.2.2.1.4 4.
Control ͳ
l/d= + .5 th + ͳ. th ….. (equation 1)
Refence: BS
EN 1992-1-1:
2004 Section if ρ ≥ ρo
7.4.1
l/d = + .5 th + th ………..(equation 2)
Where:
l/d is limit span/depth
K is the factor to take into account the different structural
systems
ρo is the reference reinforcement ratio = 10-3 th
ρ is the required tension reinforcement ration at mid-span to
resist the moment due to the design loads ( at support
cantilevers)
ρ’ is the required compression reinforcement ratio at mid-span to
resist the moment due to design loads (at support cantilevers)
fck is in MPa units
Design constraints are factors that limit the range of potential design solutions that can be
adopted. In the early stage of a project only some of these constraints may be known, while
others become apparent as the design progresses. Design constraints may be inherent in the type
of building required, or the site, or they may be imposed by the client or a third party.
Economic constraints relate to the project budget and the allocation of resources. If the
budget is inadequate, or is allocated inappropriately, then it can have a negative impact on the
success of the project in terms of quality, safety, functionality and performance. Construction
projects are generally a balance between time, cost and quality. A change in one will impact on
the other two. Economic constraints relate not just to the overall budget, but also to the cash flow
through the supply chain. Clients must have available funds to pay for works as they proceed,
and prompt payments must be made through the contractual chain. Cash flow is one of the main
causes of bankruptcy in the construction industry, and having to find new contractors,
subcontractors or suppliers part way through a project can cause very significant delays and
additional costs.
Next time constraint, these include key dates on the project schedule or project
milestones. Conforming with these dates is generally very important in terms of the overall
project completion date, and penalties may be applied for failure to meet agreed dates. However,
where there are delays that are not the contractor's fault, they may be granted an extension of
time, pushing agreed dates back. See extension of time for more information. Contracts can
specify the earliest date on which a task should be completed (‘no earlier than’); the date by
which a task should be completed (‘no later than’); and the exact date on which a task must be
completed (‘on this date’). Phased projects may include multiple start and completion dates.
Other time constraints may be imposed by third parties, such as; planning permission expiry
dates, or the need to start or complete work before changes in legislation come into force (such
as changes to the building regulations).
After that, social constraints include factors that may arise as a result of wider interest in
or opposition to a project. Public concern and media pressure can often impose greater scrutiny
and tighter constraints on a project, and can sometimes result in major alterations to the original
plans. These kinds of constraints on the part of the public are often labelled as ‘not in my
backyard’, or ‘nimbyism’. Projects funded using public money are often subject to social
constraints, as there tends to be greater interest in cost escalations, delays and so on.
These can often overlap with legal constraints, but additional requirements may be set out in
client environmental policies.
Selection criteria for foundation for buildings depend on two factors which is factors
related to ground (soil) conditions and factors related to loads from the structure. Pile
foundations are used extensively for the support of buildings, bridges, and other structures to
safely transfer structural loads to the ground and to avoid excess settlement or lateral movement.
They are very effective in transferring structural loads through weak or compressible soil layers
into the more competent soils and rocks below. Based on the site investigation of construction
area, the bore-hole data collected interpret the soil condition of the site. Regarding to the type of
the project which is high rise building, concrete pile are chosen to be used as foundation of this
building. Sizes of pile are design according to the working load of the building to be transfer to
the ground. The depth of pile for critical point of the piling area based on calculation is 19.5m
from the ground which is suitable depth for the building foundation. Design of the pile shows the
450mm diameter spun pile are sufficient to become a foundation because of the requirement for
the shear and safety are pass to cater the load of the building.
2.5 STRUCTURAL KEY
PLAN
2.6 SUMMARY/SAMPLE
OF CALCULATION
2.7 DETAILING
2.8 CONCLUSION
In conclusion, there are differences between manual and ESTEEM software in designing
a project. This is because the design value using manual calculation has a bigger value compare
than using Esteem software. These are due to the factor monitored in interpretation of result. The
comparison between those is only for checking. The purpose is to check whether the structure
element is passing requirement and for determine which one is much better economical.
As a result while doing IDP project, students will have great experiences after doing
complex design by using manual calculation and ESTEEM software. Hence, in the future if
software corrupted, the design still can be done by manual calculation. The manual calculation is
also acting as checking medium. In the other hand, the subject enhanced the technical skills and
communication skills among student throughout the presentation. The design practiced in this
project is contributing great help for students in their future job.
3.0 INFRASTRUCTURE
DESIGN WORK
3.1 EARTHWORK
DESIGN REPORT
3.0 INFRASTRUCTURE DESIGN REPORTS
3.1.1 INTRODUCTION
For site preparation, the soil requires to cut if the existing level is higher than proposed
level. On the other hand, soil requires filling if the existing level is lower than proposed level.
The proposed level was adjusted in order to obtain balance cut and fill which is the percentage
difference is not more than 10%.
Common earthwork method is used to obtain the optimum proposed level in order to
utilize the cut and fill volume unless if the proposed level is already stated. In the early stage,
information such as proposed building location, contour, existing road level, drainage invert
level and surrounding site should be take into consideration. The proposed level for our project is
41.37m. Meanwhile the platform level is 42.01 having thickness road 640mm (exclusive
thickness sub-grade).
The standard and code of practice that been used are as listed below:
Equation:
Legend
E Existing Level
P Platform Level
C Cut
F Fill
1 20 2
A E 44.50 44.00
P 41.37 41.37
C 902
20 F 0
P 41.37 41.37
E 43.25 42.75
B
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
The method used to estimate the value of cut and fill of earthwork is grid method. 20m x
20m square grid is constructed to estimate the required cut and fill volume for the sub area. The
spot height level at each corner of the grid is obtained by interpolation between the contour lines
of the site.
There are some constraints that must take into consideration in earthwork design. The
contractor shall allow in his contract price for his compliance with the requirements of this
section (earthwork) and for all other things necessary to complete the required earthworks. He
shall allow and be responsible for making all necessary temporary works complete and safe for
the purpose of the earthworks. In this respect he shall conduct site investigation, prepare
adequate design, make statutory submissions, construct, test monitor and subsequently remove
all necessary temporary works to the satisfaction of both the Engineer and Local Authority.
The contractor’s method of the construction shall comply with the stricter of either
statutory limits imposed on lateral and vertical ground movements, construction noise, vibration
and air pollution levels, or such limits necessary for the adequate protection and proper
functioning of the neighboring roadways, buildings and their facilities as agreed with the
Engineer. The contractor’s compliance with these limits shall not relieve him of his sole
responsibility for all consequential damages to adjoining structures, roads and other properties
caused by the excavation works.
The contractor and his Professional Engineer shall supervise the performance of all
temporary works and monitor lateral and vertical ground movement including related parameters
such as ground water table level etc. All performance measurements shall be recorded and made
available to the Engineer for his record. The Contractor shall be responsible for and execute in a
timely manner all corrective measures made necessary due to either his failure to comply with
the specified and/or statutory limits imposed on permissible lateral and vertical ground
movements or any other inadequacy in his design and/or construction of the temporary works.
3.1.3 DESIGN PROPOSED SYSTEM
1 44.50 44.00 43.25 42.75 43.63 CUT 0.00 43.63 0.00 -2.26
2 44.00 43.75 42.75 43.00 43.38 CUT 0.00 43.38 0.00 -2.01
3 43.75 43.75 43.00 43.25 43.44 CUT 0.00 43.44 0.00 -2.07
4 43.75 43.75 43.25 43.50 43.56 CUT 0.00 43.56 0.00 -2.19
5 43.75 44.50 43.50 43.75 43.88 CUT 0.00 43.88 0.00 -2.51
6 44.50 45.25 43.75 44.50 44.50 CUT 0.00 44.50 0.00 -3.13
7 45.25 45.50 44.50 45.00 45.06 CUT 0.00 45.06 0.00 -3.69
8 45.50 45.50 45.00 45.25 45.31 CUT 0.00 45.31 0.00 -3.94
9 45.75 45.50 45.25 45.00 45.38 CUT 0.00 45.38 0.00 -4.01
10 45.50 44.00 45.00 43.00 44.38 CUT 0.00 44.38 0.00 -3.01
11 44.00 42.00 43.00 42.00 42.75 CUT 0.00 42.75 0.00 -1.38
12 42.00 44.00 42.00 44.00 43.00 CUT 0.00 43.00 0.00 -1.63
13 44.00 45.50 44.00 45.25 44.69 CUT 0.00 44.69 0.00 -3.32
14 45.50 45.75 45.25 46.00 45.63 CUT 0.00 45.63 0.00 -4.26
15 45.75 46.75 46.00 46.50 46.25 CUT 0.00 46.25 0.00 -4.88
16 43.25 42.75 42.00 42.00 42.50 CUT 0.00 42.50 0.00 -1.13
17 42.75 43.00 42.00 42.50 42.56 CUT 0.00 42.56 0.00 -1.19
18 43.00 43.25 42.50 43.00 42.94 CUT 0.00 42.94 0.00 -1.57
19 43.25 43.50 43.00 43.50 43.31 CUT 0.00 43.31 0.00 -1.94
20 43.50 43.75 43.50 43.75 43.63 CUT 0.00 43.63 0.00 -2.26
21 43.75 44.50 43.75 44.50 44.13 CUT 0.00 44.13 0.00 -2.76
22 44.50 45.00 44.50 44.50 44.63 CUT 0.00 44.63 0.00 -3.26
23 45.00 45.25 44.50 44.50 44.81 CUT 0.00 44.81 0.00 -3.44
24 45.25 45.00 44.50 43.50 44.56 CUT 0.00 44.56 0.00 -3.19
25 45.00 43.00 43.50 42.00 43.38 CUT 0.00 43.38 0.00 -2.01
26 43.00 42.00 42.00 41.50 42.13 CUT 0.00 42.13 0.00 -0.76
27 42.00 44.00 41.50 43.00 42.63 CUT 0.00 42.63 0.00 -1.26
28 44.00 45.25 43.00 45.00 44.31 CUT 0.00 44.31 0.00 -2.94
29 45.25 46.00 45.00 45.50 45.44 CUT 0.00 45.44 0.00 -4.07
30 46.00 46.50 45.50 46.00 46.00 CUT 0.00 46.00 0.00 -4.63
31 42.00 42.00 41.00 41.50 41.63 CUT 0.00 41.63 0.00 -0.26
32 42.00 42.50 41.50 41.75 41.94 CUT 0.00 41.94 0.00 -0.57
33 42.50 43.00 41.75 42.00 42.31 CUT 0.00 42.31 0.00 -0.94
34 43.00 43.50 42.50 43.00 43.00 CUT 0.00 43.00 0.00 -1.63
35 43.50 43.75 43.00 43.50 43.44 CUT 0.00 43.44 0.00 -2.07
36 43.75 44.50 43.50 41.00 43.19 CUT 0.00 43.19 0.00 -1.82
37 44.50 44.50 44.00 44.25 44.31 CUT 0.00 44.31 0.00 -2.94
38 44.50 44.50 44.25 44.00 44.31 CUT 0.00 44.31 0.00 -2.94
39 44.50 43.50 44.00 43.00 43.75 CUT 0.00 43.75 0.00 -2.38
40 43.50 42.00 43.00 41.00 42.38 CUT 0.00 42.38 0.00 -1.01
41 42.00 41.50 41.00 42.00 41.63 CUT 0.00 41.63 0.00 -0.26
42 41.50 43.00 42.00 44.00 42.63 CUT 0.00 42.63 0.00 -1.26
43 43.00 45.00 44.00 45.00 44.25 CUT 0.00 44.25 0.00 -2.88
44 45.00 45.50 45.00 45.50 45.25 CUT 0.00 45.25 0.00 -3.88
45 45.50 46.00 45.50 45.50 45.63 CUT 0.00 45.63 0.00 -4.26
46 41.00 41.50 40.75 41.00 41.06 FILL 41.06 0.00 0.31 0.00
47 41.50 41.75 41.00 41.25 41.38 CUT 0.00 41.38 0.00 -0.01
48 41.75 42.50 41.25 42.00 41.88 CUT 0.00 41.88 0.00 -0.51
49 42.50 43.00 42.00 42.50 42.50 CUT 0.00 42.50 0.00 -1.13
50 43.00 43.50 42.50 43.00 43.00 CUT 0.00 43.00 0.00 -1.63
51 43.50 44.00 43.00 43.25 43.44 CUT 0.00 43.44 0.00 -2.07
52 44.00 44.25 43.25 43.75 43.81 CUT 0.00 43.81 0.00 -2.44
53 44.25 44.00 43.75 43.00 43.75 CUT 0.00 43.75 0.00 -2.38
54 44.00 43.00 43.00 41.00 42.75 CUT 0.00 42.75 0.00 -1.38
55 43.00 41.00 41.00 40.75 41.44 CUT 0.00 41.44 0.00 -0.07
56 41.00 42.00 40.75 41.50 41.31 FILL 41.31 0.00 0.06 0.00
57 42.00 44.00 41.50 43.50 42.75 CUT 0.00 42.75 0.00 -1.38
58 44.00 45.00 43.50 44.50 44.25 CUT 0.00 44.25 0.00 -2.88
59 45.00 45.50 44.50 45.00 45.00 CUT 0.00 45.00 0.00 -3.63
60 45.50 45.50 45.00 45.50 45.38 CUT 0.00 45.38 0.00 -4.01
61 40.75 41.00 40.25 40.50 40.63 FILL 40.63 0.00 0.74 0.00
62 41.00 41.25 40.50 41.00 40.94 FILL 40.94 0.00 0.43 0.00
63 41.25 42.00 41.00 41.75 41.50 CUT 0.00 41.50 0.00 -0.13
64 42.00 42.50 41.75 42.25 42.13 CUT 0.00 42.13 0.00 -0.76
65 42.50 43.00 42.25 42.50 42.56 CUT 0.00 42.56 0.00 -1.19
66 43.00 43.25 42.50 43.00 42.94 CUT 0.00 42.94 0.00 -1.57
67 43.25 43.75 43.00 43.00 43.25 CUT 0.00 43.25 0.00 -1.88
68 43.75 43.00 43.00 42.00 42.94 CUT 0.00 42.94 0.00 -1.57
69 43.00 41.00 42.00 40.75 41.69 CUT 0.00 41.69 0.00 -0.32
70 41.00 40.75 40.75 40.75 40.81 FILL 40.81 0.00 0.56 0.00
71 40.75 41.50 40.75 42.50 41.38 CUT 0.00 41.38 0.00 -0.01
72 41.50 43.50 42.50 43.50 42.75 CUT 0.00 42.75 0.00 -1.38
73 43.50 44.50 43.50 44.00 43.88 CUT 0.00 43.88 0.00 -2.51
74 44.50 45.00 44.00 44.50 44.50 CUT 0.00 44.50 0.00 -3.13
75 44.00 45.50 44.50 44.75 44.69 CUT 0.00 44.69 0.00 -3.32
76 40.25 40.50 38.75 40.00 39.88 FILL 39.88 0.00 1.50 0.00
77 40.50 41.00 40.00 40.25 40.44 FILL 40.44 0.00 0.93 0.00
78 41.00 41.75 40.25 41.00 41.00 FILL 41.00 0.00 0.37 0.00
79 41.75 42.25 41.00 41.25 41.56 CUT 0.00 41.56 0.00 -0.19
80 42.25 42.50 41.25 41.75 41.94 CUT 0.00 41.94 0.00 -0.57
81 42.50 43.00 41.75 41.75 42.25 CUT 0.00 42.25 0.00 -0.88
82 43.00 43.00 41.75 42.00 42.44 CUT 0.00 42.44 0.00 -1.07
83 43.00 42.00 42.00 41.75 42.19 CUT 0.00 42.19 0.00 -0.82
84 42.00 40.75 41.75 40.50 41.25 FILL 41.25 0.00 0.12 0.00
85 40.75 40.75 40.50 40.50 40.63 FILL 40.63 0.00 0.74 0.00
86 40.75 42.50 40.50 42.50 41.56 CUT 0.00 41.56 0.00 -0.19
87 42.50 43.50 42.50 43.25 42.94 CUT 0.00 42.94 0.00 -1.57
88 43.50 44.00 43.25 43.25 43.50 CUT 0.00 43.50 0.00 -2.13
89 44.00 44.50 43.25 44.00 43.94 CUT 0.00 43.94 0.00 -2.57
90 44.50 44.75 44.00 44.25 44.38 CUT 0.00 44.38 0.00 -3.01
91 38.75 40.00 37.75 38.00 38.63 FILL 38.63 0.00 2.75 0.00
92 40.00 40.25 38.00 38.50 39.19 FILL 39.19 0.00 2.18 0.00
93 40.25 41.00 38.50 37.75 39.38 FILL 39.38 0.00 2.00 0.00
94 41.00 41.25 37.75 38.00 39.50 FILL 39.50 0.00 1.87 0.00
95 41.25 41.75 38.00 40.00 40.25 FILL 40.25 0.00 1.12 0.00
96 41.75 41.75 40.00 40.50 41.00 FILL 41.00 0.00 0.37 0.00
97 41.75 42.00 40.50 40.75 41.25 FILL 41.25 0.00 0.12 0.00
98 42.00 41.75 40.75 40.75 41.31 FILL 41.31 0.00 0.06 0.00
99 41.75 40.50 40.75 39.50 40.63 FILL 40.63 0.00 0.74 0.00
100 40.50 40.50 39.50 41.00 40.38 FILL 40.38 0.00 0.99 0.00
101 40.50 42.50 41.00 42.50 41.63 CUT 0.00 41.63 0.00 -0.26
102 42.50 43.25 42.50 42.75 42.75 CUT 0.00 42.75 0.00 -1.38
103 43.25 43.25 42.75 42.75 43.00 CUT 0.00 43.00 0.00 -1.63
104 43.25 44.00 42.75 43.00 43.25 CUT 0.00 43.25 0.00 -1.88
105 44.00 44.25 43.00 43.00 43.56 CUT 0.00 43.56 0.00 -2.19
106 37.75 38.00 37.75 37.00 37.63 FILL 37.63 0.00 3.75 0.00
107 38.00 38.50 37.00 37.25 37.69 FILL 37.69 0.00 3.68 0.00
108 38.50 37.75 37.25 36.75 37.56 FILL 37.56 0.00 3.81 0.00
109 37.75 38.00 36.75 37.50 37.50 FILL 37.50 0.00 3.87 0.00
110 38.00 40.00 37.50 38.00 38.38 FILL 38.38 0.00 3.00 0.00
111 40.00 40.50 38.00 38.50 39.25 FILL 39.25 0.00 2.12 0.00
112 40.50 40.75 38.50 38.75 39.63 FILL 39.63 0.00 1.75 0.00
113 40.75 40.75 38.75 40.00 40.06 FILL 40.06 0.00 1.31 0.00
114 40.75 39.50 40.00 39.00 39.81 FILL 39.81 0.00 1.56 0.00
115 39.50 41.00 39.00 41.00 40.13 FILL 40.13 0.00 1.25 0.00
116 41.00 42.50 41.00 41.75 41.56 CUT 0.00 41.56 0.00 -0.19
117 42.50 42.75 41.75 42.25 42.31 CUT 0.00 42.31 0.00 -0.94
118 42.75 42.75 42.25 42.50 42.56 CUT 0.00 42.56 0.00 -1.19
119 42.75 43.00 42.50 42.50 42.69 CUT 0.00 42.69 0.00 -1.32
120 43.00 43.00 42.50 42.75 42.81 CUT 0.00 42.81 0.00 -1.44
121 37.75 37.00 35.75 35.75 36.56 FILL 36.56 0.00 4.81 0.00
122 37.00 37.25 35.75 36.00 36.50 FILL 36.50 0.00 4.87 0.00
123 37.25 36.75 36.00 36.00 36.50 FILL 36.50 0.00 4.87 0.00
124 36.75 37.50 36.00 37.00 36.81 FILL 36.81 0.00 4.56 0.00
125 37.50 38.00 37.00 37.50 37.50 FILL 37.50 0.00 3.87 0.00
126 38.00 38.50 37.50 38.00 38.00 FILL 38.00 0.00 3.37 0.00
127 38.50 38.75 38.00 39.25 38.63 FILL 38.63 0.00 2.75 0.00
128 38.75 40.00 39.25 39.50 39.38 FILL 39.38 0.00 2.00 0.00
129 40.00 39.00 39.50 39.75 39.56 FILL 39.56 0.00 1.81 0.00
130 39.00 41.00 39.75 40.50 40.06 FILL 40.06 0.00 1.31 0.00
131 41.00 41.75 40.50 41.25 41.13 FILL 41.13 0.00 0.24 0.00
132 41.75 42.25 41.25 41.50 41.69 CUT 0.00 41.69 0.00 -0.32
133 42.25 42.50 41.50 41.75 42.00 CUT 0.00 42.00 0.00 -0.63
134 42.50 42.50 41.75 42.00 42.19 CUT 0.00 42.19 0.00 -0.82
135 42.50 42.75 42.00 42.25 42.38 CUT 0.00 42.38 0.00 -1.01
136 35.75 35.75 34.75 34.75 35.25 FILL 35.25 0.00 6.12 0.00
137 35.75 36.00 35.75 35.00 35.63 FILL 35.63 0.00 5.75 0.00
138 36.00 36.00 35.00 36.00 35.75 FILL 35.75 0.00 5.62 0.00
139 36.00 37.00 36.00 37.00 36.50 FILL 36.50 0.00 4.87 0.00
140 37.00 37.50 37.00 38.00 37.38 FILL 37.38 0.00 4.00 0.00
141 37.50 38.00 38.00 38.50 38.00 FILL 38.00 0.00 3.37 0.00
142 38.00 39.25 38.50 39.00 38.69 FILL 38.69 0.00 2.68 0.00
143 39.25 39.50 39.00 39.25 39.25 FILL 39.25 0.00 2.12 0.00
144 39.50 39.75 39.25 39.50 39.50 FILL 39.50 0.00 1.87 0.00
145 39.75 40.50 39.50 39.75 39.88 FILL 39.88 0.00 1.50 0.00
146 40.50 41.25 39.73 40.50 40.50 FILL 40.50 0.00 0.88 0.00
147 41.25 41.50 40.50 41.25 41.13 FILL 41.13 0.00 0.24 0.00
148 41.50 41.75 41.25 41.25 41.44 CUT 0.00 41.44 0.00 -0.07
149 41.75 42.00 41.25 41.25 41.56 CUT 0.00 41.56 0.00 -0.19
150 42.00 42.25 41.25 41.50 41.75 CUT 0.00 41.75 0.00 -0.38
151 34.75 34.75 33.50 34.50 34.38 FILL 34.38 0.00 7.00 0.00
152 34.75 35.00 34.50 35.00 34.81 FILL 34.81 0.00 6.56 0.00
153 35.00 36.00 35.00 36.00 35.50 FILL 35.50 0.00 5.87 0.00
154 36.00 37.00 36.00 37.00 36.50 FILL 36.50 0.00 4.87 0.00
155 37.00 38.00 37.00 38.00 37.50 FILL 37.50 0.00 3.87 0.00
156 38.00 38.50 38.00 38.75 38.31 FILL 38.31 0.00 3.06 0.00
157 38.50 39.00 38.75 39.00 38.81 FILL 38.81 0.00 2.56 0.00
158 39.00 39.25 39.00 39.25 39.13 FILL 39.13 0.00 2.25 0.00
159 39.25 39.50 39.25 39.50 39.38 FILL 39.38 0.00 2.00 0.00
160 39.50 39.75 39.50 39.75 39.63 FILL 39.63 0.00 1.75 0.00
161 39.75 40.50 39.75 40.00 40.00 FILL 40.00 0.00 1.37 0.00
162 40.50 41.25 40.00 40.50 40.56 FILL 40.56 0.00 0.81 0.00
163 41.25 41.25 40.50 40.50 40.88 FILL 40.88 0.00 0.49 0.00
164 41.25 41.25 40.50 40.50 40.88 FILL 40.88 0.00 0.49 0.00
165 41.25 41.50 40.50 40.50 40.94 FILL 40.94 0.00 0.43 0.00
This 10 stories hospital and all infrastructure works will be constructing in Puncak Alam,
Kuala Selangor, Selangor. Based on the site plan the drawing and calculation of road and
drainage have been proposed. All the drawings and calculations of the road are shown in this
report.
190mmbinder course
200 mm subbase
Subgrade layer
d) Road Layer
Layer Information
By using standard material for rural design in JKR spec to find the thickness of layer is
satisfied of needed in this site based on type of vehicles which basically is car. Furniture of road
consider on road user with clearly can see even thought at night.
Road needs to be designed and constructed carefully because it can promotes road traffic
safety and reducing the harm on the highway system from traffic collision such as deaths,
injuries and property damage.
Since the project is constructing a hospital, there are several factors in term of safety need
to be considered in designing the road. Traffic calming, safety barriers, pedestrian crossing,
ambulance lane are provided to aid the public health. Lane markers in some countries and states
are marked with bright reflectors that do not fade like paint. Reflector is a useful item during
night and dark situation.
Risk can be reduced by providing limited access from properties and local roads, grade
separated junctions and median dividers between opposite direction traffic to reduce likelihood
of head-on collision.
The placement of energy attenuation devices such as guardrails, wide grassy areas, sand
barrels are common in term of safety and public health. Some road fixtures such as road signs
and fire hydrants are designed to collapse on impact. Light poles are designed to break at the
base rather than violently stop a car that hits on them. Highway authorities may also remove
large tress from the immediate vicinity of the road. During heavy rains, if the elevation of the
road surface is not higher than the surrounding landscape, it may result in flooding.
b) Environmental, Societal & Cultural
Road needs to be designed and constructed carefully because they can reduce any
negative environmental impacts.
Water management system can be used to reduce the effect of pollutants from road.
Rainwater and running off of roads tends to pick up gasoline, motor oil, heavy metals, trash and
other pollutants and result in water pollution. Road runoff is a major sources that contribute
nickel, copper, zinc, cadmium and polycyclic aromatic hydrocarbons (PAHs), which are
combustion by products of gasoline and other fossil fuels. Sand can run off into roadsides,
contaminated groundwater and pollute surface waters, and road salts can be toxic and sensitive to
plants and animals. Sand applied to roads can be ground up by traffic into fine particulates and
contribute to air pollution.
Road are a chief source environmental noise generation. Since this project will be
constructed at hospital area, sound must be look seriously into measure. To avoid noise
accumulated around hospital area that comes from road, noise barriers are used to reduce noise
pollution, in particular where roads are located close to built-up areas. Regulations can restrict
the use of engine braking.
Motor vehicle emission contribute to air pollution. Concentrations of air pollutants and
adverse respiratory health effects are greater near the road than at some distance away from the
road. Road dust spread up by vehicles may trigger allergic reactions. In addition, on-road
transportation greenhouse gas emissions are the largest single cause of climate changes.
3.2.4 DESIGN OF ROAD PAVEMENT
APPENDX
One 1.0
Two 0.9
Three or more 0.7
Flat 1.0
Rolling 1.1
Mountainous/steep 1.3
Table of LEF for Various Vehicle Class (ATJ 5/85)
3.3.1 INTRODUCTION
The drainage concept is about controlling discharge at source into detention pond. It is
important to be controlled the quantity and quality of discharge that required to be addressed at
the source or the site of development. In order to achieve post developed time of concentration is
less from pre-developed, appropriate depth and breadth of drainage must be proposed with
consideration of invert level.
c) Material Specification
Basically, consideration on catchment area that was nearly to the drain on site. Step for
chosen size of drain based on location and total flow of water to detention pond. In order to slow
down the flow rate of water the slope was use 1: 1000. The purpose is to avoid the maximum
volume which is in drainage will be overflow.
3.3.2 DESIGN CONSIDERATION
a) Rational Method
For this project, the rational method is used to determine the peak flow of the sub
catchment area. Assumption used in this method:
1) The peak flow occurs when the entire catchment is contributing to the flow.
2) The rainfall intensity is the same over the entire catchment area.
3) The rainfall intensity is uniform over a period of time duration equal to the time of
concentration, tc.
tt
The formula is = ͳc0
, where
b) Time of Concentration, tc
Time of concentration, tc is the time needed for the runoff from the most hydraulically
remote point in the contributing area to reach the point of outlet. Sometimes, travel time from the
individual elements of a system may be very short; however the minimum time of concentration
for any of the catchments area should be not less than 5 minutes according to MSMA.
Overland flow time is time needed for surface runoff to reach the drainage channel. This
flow can occur on either grassed or paved surfaces. Maximum flow distance, surface roughness,
rainfall intensity and infiltration rate may affect the overland flow time. Overland flow over
unpaved surfaces initially occurs as sheet flow for a short time and distance. The length of the
overland flow will be less than 50 meters in urban areas since the flow will become concentrated
against fences, path and structures or intercepted by open drains.
The formula is
Where;
Channel flow time is the time needed for the runoff to flow from channel inlet to the outlet point.
It can be determined by
n = Manning’s roughness
L = Length of reach
R = Hydraulic Radius
S = Friction slope
e) Runoff Coefficient, C
The runoff coefficient accounts for the integrated effects of rainfall interception, infiltration,
depression storage and temporary storage in transit of the peak rate of runoff. The runoff
coefficient, C is a function of the ground cover and a host of other hydrologic abstractions.
3.3.3 DESIGN CONSTRAIN
Many of the requirements for the planning and design of storm water systems presented
in this manual have either directly or indirectly considered the need to protect public safety.
Notwithstanding these requirements, storm water managers and designers must consider the
need or otherwise to implement additional measures to further protect public safety.
- Railings on crossings, headwalls, steep slope or other locations where the public could
fall into drains or water bodies;
- Grates over open drains and manholes;
- Limiting the depth of open drains and ponds;
- Gentle side slopes on engineered waterways and on the sides of ponds, wetlands and
lakes;
- Maximum flow velocity criteria for engineered waterways;
- Maximum velocity-depth criteria for flow on or across roads; and
- Land grading criteria for different storm water structures.
The main contractor of a worksite in which forty or more persons are for the time being
employed (whether by him or by other contractors employed by him or the client) shall
establish a safety and health committee (on which both employees and management are
represented) for the purpose of keeping under review conditions in the worksite which may
affect the safety and health of the persons employed therein or the public. (Section 30,
Occupational Safety and Health Act 1994, Occupational Safety and Health (Safety and
Health Committee) Regulations 1997.
3.3.4 CALCULATION
Length = 57.27 m
- To determine the flow time of drain, we need to consider the overland flow time based on
the equation from MSMA Chapter 2 Table 2.1 equation to estimate time of concentration.
0ͺ 0.0 5 c.
to = ͳ
000 5
= 16.27 min
Manning’s roughness, n = 0.015 (Lined Drain- concrete smooth finishing) Table 2.3
Length of reach, L = 57.27 m (from survey plan)
Hydraulic Radius, R = 0.23 m
Friction slope, S = 1 : 1000
0.0 5 .ͺͺ5ͺ. ͺ
td =
c0 0. ͳ ͳ
000
= 1.22 min
Time of Concentration, tc
Tc = to (overland) + td (drain)
= 16.27 + 1.22
= 17.48 min
t
Q= (equation 2.3)
ͳc0
Average Rainfall Intensity, i
Where:
i = the average rainfall intensity (mm/hr) for selected ARI (T) and storm duration (d)
T = average recurrence interval, ARI (years)
d = storm duration (hours)
λ, η, θ, K = fitting constants dependent on the raingauge location
- Table 2B.1 is used to find the fitting constants for the IDF Empirical Equation for the
different location in Malaysia.
- In this project, we use the location at Loji Air Kuala Kubu Baru as it is nearest to Puncak
Alam.
Table 2B.1: fitting constants for the IDF Empirical Equation for the different location in
Malaysia.
cͺ.ͺ ͳ 50. ͺc
i= ͺ.
+0. ͺ 0. 5
c0
= 145.57 mm/hr
- Runoff coefficient is provided from the Table 2.5 which is the recommended runoff
coefficients for various land uses.
- As in this project, Hospital can be considered as commercial. Hence, the value obtained
are 0.9 for less than 10 years ARI. Hence, C = 0.9
Rational Method
Peak discharge, Qpeak
t
Q=
ͳc0
Since; C = 0.9
I = 145.57 mm/hr
A = 0.129 ha
0. 5.5ͺ 0.
Q=
ͳc0
= 0.0469 m3/s
Assuming;
Width, B = 0.4 m
Side slope, Z = 0
n = 0.015
A = (B+ZD) D = 0.9D
P = B + 2D + ݂ = 0.9 +2D
V= xt x
- The width and depth proposed was 450 x 450 mm according to API Precast Concrete
Products based on the table below.
- Since the actual discharge is more than peak flow with the first trial and error method,
hence the proposed width and depth are suitable. (Refer Excel)
3.4 SEWERAGE DESIGN
REPORTS
3.4 SEWERAGE DESIGN REPORTS
3.4.1 INTRODUCTION
Sewerage is the infrastructure that conveys sewage or surface runoff for examples are
storm water, meltwater and rainwater using sewers. It encompasses components such as
receiving drains, manholes, pumping stations, storm overflows and screening chambers of
the combined sewer or sanitary sewer. Sewerage ends at the entry to a sewage treatment
plant or at the point of discharge into the environment. It is the systems of pipes,
chambers, manholes, etc that conveys the sewage or storm water.
The type of sewer can be divided into three types which are sanitary sewer, storm
water sewer and combined sewer. This sewerage’s project is for the proposed ten (10)
storeys of hospital which located at Puncak Alam, Selangor. In this project, we are
designing for sanitary sewer by relying on gravity flow. The sewer treatment plant is not
under scope of work as it is designed by another party.
The proposal development aims to satisfy the demand of people’s waste by
calculating Population Equivalent (PE) at Hospital and determining the size of sewer
pipeline and location of manhole.
a) Design Consideration
- Population Equivalent
Material that is choose for sewer pipeline must meet with the design criteria and
by considering several selection factors. The following factors should be considered
before selecting and approving any pipe manufacturer and supplier.
All pipes and fittings should comply with the relevant Malaysian Standard and
where practicable should have flexible joints. New products only can be used with the
prior approval by the relevant authorities. In this project, Vitrified Clay Pipes are used
to its small number of roughness coefficient. Smaller number of roughness coefficient
lead to smooth flow of sewage in the pipeline.
Table 2.2: The roughness coefficient of different type of pipes based on Malaysian
Sewerage Industry GUidline (MSIG) Jilid III, (Planning, Material and Design)
Roughness, k (mm)
Pipe Material New Old
Vitrified Clay 0.06 1.5
Concrete 0.15 3.0
Plastic 0.06 0.6
- Equations
Where,
V = Velocity (m/sec)
S = Hydraulic gradient (m/m)
μ = Kinematic viscosity of water (1.0 x 10-6 m2/s for sewerage)
D = Diameter of pipe (m)
G = Acceleration due to gravity (9.81m/s2)
K = Roughness coefficient (m) – Table 2.1, page 27, volume 3, SPAN
When determining the adequacy of pipes, two criteria need to be satisfied which is
the calculated velocity, V shall be between 0.8 m/sec to 0.4 m/sec and the capacity of
pipe, Q must be greater than peak flow, Q (actual).
b) Design Constraint
Excavation and trenching of sewer line present many unique and dangerous
hazards. Follow these eight steps to minimize the hazards to your employees, the
public and the environmental.
It is important to note the nature of the work and the location of the work site
(especially if it is located in a public area). This will enable you to determine the
excavation equipment needed for the job as well as the appropriate trailer, truck or
carrier in which your equipment should be transported in.
Trenching work adjacent to natural water courses (e.g. lakes, river, or creeks) shoud
be carried out in such a way so as to avoid contamination of water (e.g. piling spoil
heaps away from the water, preventing accumulation of rubbish on down-hill slopes,
etc.)
To carry out trenching work, all persons involved should be qualified and trained for
the task (e.g. operation of front-end loaders, trencher machines, etc.). Such personnel
should also hold the appropriate certificate of competency in accordance with the
National Guides for Occupational Health and Safety Competency Standard for the
Operation of Loads-shifting Equipment and Other Types of Specified Equipment.
Step 6: During trenching work
Ensure that all personnel operating excavation and trenching equipment or working in
the vicinity of excavation work use the appropriate personnel protective equipment. It
is crucial for a trained person to carry out an assessment of the stability of the
excavation when operating earthmoving machinery adjacent to excavations. This
should be done at appropriate intervals taking into consideration the activities around
the excavation and the type and weight of the mobile plant used.
To minimise the emissions, it is best to evaluate potential sources of dust. This may
include the excavation process itself, the transfer point and the routes for trucks in
order to determine the ways to reduce dust emissions. This should include as
applicable;
At the completion of work, be sure to clear the work site of all rocks, soil and other
debris and return it to its original condition as much as possible. Drawings and other
documentation should be updated to reflect any changes due to the work just
completed, including a dated digital photograph.
In the event that damage has been done to service due to the contractor’s work
or any cause within his control and should these repairs be carried out by the local
authority, the contractor shall make a direct reimbursement to the local authority for
the cost and charges for carrying out the repairs, failing which the employer reserves
the right to pay the local authority.
Any information made available to the contractor at the time of the tender is
indicative and is intended only as an approximate guide for the contractor’s own
verification on site. Immediately after taking possession of the site and before
commencing work, the contractor shall establish test holes to confirm the location and
levels of all existing underground utilities within and surrounding the site that are
affected by his excavation works. If the engineer is of the opinion that the site
verification survey of underground service is incomplete or inadequate in any way, he
shall order additional confirmatory test holes to be carried out at the contractor’s
expenses.
- Environment
The work should be carefully planned and carried out. Ensure that equipment
and materials needed are available onsite before work starts. Ensure that the work is
directed by a competent supervisor and the works are inspected daily by someone
who understands the risk and precautions to be taken. At least once a week the
excavation should by thoroughly inspected and also after any event which may affect
the temporary support.
a) Population Equivalent
The PE for hospital is chosen which are 5 PE per house. The total number of PE for
the whole hospital need to be calculated prior designing the sewerage. Below is the
calculation of PE;
th t h 耀 ′ ͺ ͳ
th t .ͺ t
The minimum size of sewer pipeline is 225mm diameter while the maximum size
allowable for this project is 300mm diameter. For this project, 225mm size of pipeline in
use.
c) Roughness Coefficient
In this project, the vitrified clay pipe is used due to smallest roughness coefficient. It
can help the flow of sewage smoothly with minimal resistance. The roughness coefficient
for vitrified clay pipe is 0.06.
d) Slope or Gradient
For this project, slope 1:200, 1:150, 1:100 and 1:89 is used for sewer line.
e) Manhole depth
Minimum manhole depth is 1.20m from ground surface. In the sewerage design, the
first manhole which is MH1 is designed to have 1.25m depth. The rest manhole’s depth
will follow with the fall between manhole depending on its slope.
3.4.4 DESIGN CONCEPT
Mainhole 2 Mainhole 3
Length = 40 m
Slope = 1:200
Ground Level (GL) = 43.6 m Ground Level (GL) = 43.3 m
Invert level (IL) = 42.35 m - (40 m / 200 m)
Invert level (IL) = 42.35 m
= 42.15 m
Depth (H) = 43.3 m – 42.15 =
Depth (H) = 1.25 m > 1.2 m (Okay)
1.20 m (Okay)
Diameter pipe (D) = 225 mm, VCP
D = 0.225 m
S = 1:200 = 0.005
g = 9.81 m/s2
Ks = 0.06 mm = 0.00006 m
µ = 1.0x10-6 m2
-2 (2gDS)1/2 = -2 [2(9.81)(0.225)(0.005)]1/2
= -0.2972
Ks/3.7D = (0.00006)/3.7(0.225)
= 0.000072
2.51 µ = 2.51x10-6
Capacity of Pipe, Q = V x A
= 1.139 x (3.14)(0.2252)/4
= 0.045 m3/s
= 0.045 m3/s > 0.041 m3/s
MANHOLE GL (m) PL(m) Lpipe(m) S (1:S) IL(U) Drop IL(L) Depth(U) Depth(L)
MH1 MH2 43.60 43.60 10.00 200 42.40 0.05 42.35 0.05 1.25
MH2 MH3 43.60 43.30 40.00 200 42.35 0.20 42.15 1.25 1.20
MH3 MH4 43.30 43.30 60.00 200 42.15 0.30 41.85 1.15 1.45
MH4 MH5 43.30 43.30 65.00 200 41.85 0.33 41.53 1.45 1.78
MH5 MH6 43.30 43.30 70.00 150 41.53 0.47 41.06 1.78 2.24
MH6 MH7 43.30 43.30 70.00 150 41.06 0.47 40.59 2.24 2.71
MH7 MH8 43.30 43.30 75.00 150 40.59 0.50 40.09 2.71 3.21
MH8 MH9 43.30 43.30 75.00 100 40.09 0.75 39.34 3.21 3.96
MH9 MH10 43.30 43.30 75.00 100 39.34 0.75 38.59 3.96 4.71
MH10 MH11 43.30 43.30 75.00 100 38.59 0.75 37.84 4.71 5.46
MH11 MH12 43.30 42.00 75.00 89 37.84 0.84 37.00 5.46 5.00
3.4.5 DETAILS DRAWING
3.5 WATER SUPPLY
DESIGN REPORTS
3.5 WATER SUPPLY DESIGN REPORTS
3.5.1 INTRODUCTION
This section discussed about the water reticulation system for the proposed ten (10)
storeys of hospital which located at Puncak Alam, Selangor. This report is prepared to present
the detailed design concept and detailed calculation for the proposed development.
a) Objective
a) To proposed suitable pipe diameter from existing tapping point to suction tank
b) To determine the dominant flow based on peak flow and fire flow
c) To design the effective dimension of suction tank
d) To locate and determine number of hydrant
This project located at a part of lot number 1567. The proposed project of 0.4
acres located in the area which is under the development by Ministry of Health. The site
is located at Lot 1567, PT 1568 dan PT 7388 Puncak Alam, Mukim Jeram, Kuala
Selangor, Negeri Selangor Darul Ehsan. The proposed hydrant is 3 Nos which located
less than 91.5m from nearest fire entrance and located not more than 90m distance
hydrant to another hydrant. The design of this main pipe system based on design
requirements standard provided by relevant codes and government standard.
The source of water supply is from existing tapping point with pipe diameter of
300mm and pressure head available is 65m ODL. The platform level of proposed
development is adequate to supply the water from existing tapping point is adequate by
gravity flow system until it reach suction tank. A pumping system may necessary to be
installed for reticulation system.
The Table 2.1 below show the list of formula need to be used for head loss calculation:
a) Minor losses
Table 2.2 :Minimum storage capacities for hospital, airport and particular industry
Table 2.3: Minimum storage capacities for other types of buildings
3.5.3 CONSTRAINT ON HEALTH, SOCIAL, SAFETY AND ENVIRONMENT
For the safety and health aspect we will follow the rules as stipulated in the Occupational
Safety and Health ACT 1994 (OSHA 1994). The principle of the Act is “An act to make
further provision for securing that safety, health and welfare of persons at work for protecting
others against risks to safety or health in connection with the activities of persons at work to
establish the National Council for Occupational Safety and Health for matters connected
therewith”.
No construction work could proceed in rural area without people’s involvement. The
social factors constitute in the construction working environment. It is not surprised to learn
that undesirable effects come from a relative small number of key persons and the constraints
are human constraints. These social constraints may appear minor and insignificant, but is
very complicated to deal with. Sometimes, it may arouse big problems for the project and
will at the same time affect the progress of the project. Public concern and media pressure
also constitute constraints to the construction project. Public concern and internal audit on
“proper” use of public money, in fact impose restraint on new initiatives and engagement of
better contractor on expense of higher contract sum. Sometimes, when a new technology or
design is proposed to carry out in a project, the public such as media and audit department
will restrict the endorsement of the usage of the money.
The environment concern and regulations require the environment to be protected such as
air protection, tree preservation, traffic limit, noise control and so on. In the planning and
design stage of the project, the responsible people need to go to the “Environmental
Department” to apply for the approval/justification for the project. This takes time and will
affect the project progress. If the approval is not obtained on time, the whole project will be
delayed or could not be carried out. There are also other technical constraints arising from air
protection, tree preservation, traffic limit that can affect the excavation permit for works,etc.
3.5.4 LAYOUT PLAN
Proposed
Supply Mains
Network Pipe
Proposed
FRP Suction
Tank
Hospital Building
457600
47000
Pipe 1
RL 43.0m
Proposed
Suction tank
Existing
Tapping
Pipe
3.5.5 DESIGN PARAMETERS AND CALCULATION
b) Water demand
Type unit Quantity Average daily water Water demand
demand (Litres) (Litres)
Hospital 297 bed 1500/bed 445500
Office / complex / 24723 1000 / 100 square 247230
commercial metre
(domestic usage)
Ʃ = 692730
= 76.52 l/s
= 0.08 m3/s
3 nos of hydrant are used with 1370 litre/minute used at the same time
Fire flow is dominant flow = 76.52 l/s = 0.08 m3/s
= 0.051 m
Total pipe length from tapping point to domestic suction tank= 497m
TWL
3m
Height
BWL
0.6m
Plinth
= 247 m3/hr
1/3 x 247m3/hr = 82.33 m3
Assume height =3m
Area of tank = 82.33/3
= 27.44 m2
Based on calculation for water supply system, show that the provided size of the domestic
and hydrant suction tank as stated above are satisfactory to cater the water demand of the
hospital building. Also, the proposed pipe size for water supply system is fulfill the head loss,
minimum and maximum velocity criteria.
In general, the proposed site is a new site area and the existing pipe at tapping of
point is 300mm in diameter.
New water supply pipeline system has been proposed due to the site condition.
The proposed water pipeline is connected to the existing water pipeline system that is
located beside retention pond. The route of pipeline is across the river and beneath the
main road.
4.0 CONSTRUCTION
MANAGEMENT
4.0 CONSTRUCTION MANAGEMENT
4.1 BILL OF QUANTITY
4.2 PROJECT PLANNING
As conclusion, the overall objectives for this group design project which are the
integrated design project (IDP) was to advance the understanding in executing the design project
by following the Building Code Of Practice. It was to identify how its integration within design
can enhance architectural expression and to determine what direction the future development
should consider in order to achieve this aim. The structure of the building need to be design
according to the architectural plan. At the end, based on the planning of 10 – storeys hospital
building that consist academic center and wards (297 patients’ bed approximately) overall was
designed successfully. The proposed location was at UiTM Puncak Alam, Selangor and this
project was called phase 3 of the development with Private Finance Iniative (PFI). In this section,
the selected in the design includes all structural element which are beams, slabs, columns, pile
cap, staircase and retaining wall that are sufficient to support the imposed loading in the structure.
Eurocode were used fully in designing the structure and all the design criteria and limitations
were followed accordingly.
The adequacy of the section has been checked and verified based on ESTEEM Software
and manual calculation done by all of our group member respectively. Moreover, during
completion of this project, the concept of structural design was achieved and understood. A
building designed has to be initiated from the top level since it will only carry the loading from
that area. Next, the loading was transferred to the lower level until reached the foundation. All
the design were considered the Factor of Safety as shown in the practice. Other than that, this
design project also involve infrastructural works such as road and drainage, sewerage, water
supply and earthwork. Furthermore, the construction management tasks such as bill of quantities
and project planning were also completed in this project. Hence, it can be concluded that he
design project was done successful and the concept of structure design is fully understood by
group member.
APPENDIX A – SITE PLAN
APPENDIX B - BORELOG
SLABS DESIGN
BEAM DESIGNS
STAIRCASES DESIGN
COLUMN DESIGN
PILE CAP DESIGN
RETAINING WALL
DESIGN