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VALUE ENGINEERING STUDY ON DRAINAGE DESIGN IN SLOPE
Jude Ting Mui Heng
Master of Engineering
(Civil Engineering)
2014
APPROVAL SHEET
The project report which entitled “Value Engineering Study on Drainage Design in
Slope”, was prepared by Jude Ting Mui Heng (14030076) is hereby read and approved
by:
_____________________________________ ______________
Associate Professor Dr. Nasser Rostam Afshar Date
(Supervisor)
VALUE ENGINEERING STUDY ON DRAINAGE DESIGN IN SLOPE
JUDE TING MUI HENG
Thesis is submitted to
Faculty of Engineering, Universiti Malaysia Sarawak
In Partial Fulfillment of the Requirements
For the Master of Engineering
(Civil Engineering)
2014
iii
ACKNOWLEDGEMENT
My utmost gratitude goes to my main and co-supervisors, Assoc Prof Dr Nasser
Rostam Afshar and Dr. Onni Suhaiza binti Selaman for their guidance, kindness, time,
moral, scientific support and most of all, for their patience in all the time of research
and writing of this thesis.
I would like to express my gratitude to staff of Kumpulan IKRAM Sdn Bhd,
Mr. Kamarudin for willing to share information about the slope management in
Malaysia. Not to forget Assoc Prof Dr Siti Noor Linda Taib for having a weekly
meeting on slope discussion which has solve most of the doubts that have in slope
especially the horizontal drain design in slope.
My appreciation goes to the Civil Engineering Department at Faculty of
Engineering Universiti Malaysia Sarawak for the support in my. Lastly, I would like to
express my gratitude to Universiti Malaysia Sarawak (UNIMAS) for providing me the
facilities and equipment for the completion of my study.
iv
ABSTRACT
This study evaluate the value of horizontal drain in slope using value
engineering process. The main focus in this study is to achieve the high value of
horizontal drain in slope. The usage of horizontal drain is one of the methods that
used to lower the high ground water table and hence stabilize the slope. Several
elements in the slope is evaluate and the horizontal drain in the slope is studied
on its value. The value of the installation of horizontal drain are investigates
through sets of different types of pipes.
Others components in slope such as degree of slope, drainage filter and
vegetations are studied as well. The combination of different components in the
slope is analyzed. Total proposed of 48 alternative design using different
combination are studied with their value.
From the evaluations obtained from the research, it can be concluded that the
pipe that being used in the initial design which is 75mm "Class D" UPVC can be
replaced by HDPE Grade PN 10 which will increase the value as much as
13.42%. However, the recommendation is given to the combination of the
alternative design which give the increase value as much as 15.77 % by
replacement of slope degree from 25o to 35
o and 75mm "Class D" UPVC to
HDPE Grade PN 10. This study also found that with the increase of slope from
25o to 35
o will cost 35.32 %more on vegetation which will only increase the
value by 1.85%.
`
v
ABSTRAK
Kajian ini menilai nilai paip mendatar di cerun menggunakan proses Value
Engineering. Fokus utama kajian ini adalah untuk mencapai nilai yang tinggi dalam
paip mendatar di cerun. Penggunaan paip mendatar adalah salah satu kaedah yang
digunakan untuk menurunkan aras air tanah yang tinggi dan menstabilkan cerun.
Beberapa elemen dalam cerun dinilai dan paip mendatar di cerun dikaji pada nilainya.
Nilai pemasangan paip mendatar dalam cerun disiasat dengan pelbagai set jenis paip.
Komponen lain dalam cerun seperti sudut cerun, kain pembalut paip dan jenis
tumbuhan juga dikaji dalam kajian ini. Gabungan daripada komponen yang berbeza
di dalam cerun dianalisis. Sebanyak 48 alternatif gabungan rekabentuk dicadangkan
dengan menggunakan pelbagai gabungan dan nilai setiap alternatif rekabentuk dikaji
nilainya.
Dari penilaian yang diperolehi daripada kajian ini, dapat disimpulkan bahawa
paip yang digunakan dalam cerun pada mulanya iaitu 75mm "Kelas D" UPVC boleh
digantikan dengan pipe HDPE PN Gred 10 yang akan meningkatkan nilai sebanyak
13.42%. Walaubagaimanapun, gabungan altenatif yang disyorkan ialah pengantian
sudut cerun dari 25o kepada 35
o dan paip 75mm "Kelas D" UPVC kepada paip 75mm
HDPE PN Gred 10 yang memberikan nilai peningkatan sebanyak 15.77%. Kajian ini
juga mendapati degan meningkatkan sudut cerun dari 25o kepada 35
o akan
memberikan kos 35.32 % lebih kepada rumput di cerun dengan hanya peningkatan
nilai sebanyak 1.85%.
vi
TABLE OF CONTENT
Page
Acknowledgement iii
Abstract iv
Abstrak v
Table of Contents vi
List of Tables ix
List of Figures x
List of Abbreviations xi
List of Symbols xii
CHAPTER 1 INTRODUCTION
1.1 General Review 1
1.2 Problem Statement 4
1.3 Aims of Study 5
1.4 Project Aims and Objectives
1.5 Scope of Study
5
5
1.6 Structure of Outline 5
CHAPTER 2 LITERATURE REVIEW
2.1 General Review of Landslide 7
2.2 Landslides Classification 8
2.3 Factors Affecting the Slope Stability 11
2.4 Horizontal Drain in Slope 12
2.5 Types of Horizontal Drain 13
2.5.1 Corrugated Aluminium Alloy Pipes 13
vii
2.5.2 Perforated Plastic (PVC or HDPE) 14
2.5.3 Concrete Pipes 15
2.5.4 Clay Pipes 15
2.6 Type of Vegetations 16
2.7 Economic Costs for Landslides 18
2.8 Introduction of Value Engineering 21
2.9 Study on Component in the Compass using Value
Engineering 23
2.10 Previous Study on Value Engineering 24
CHAPTER 3 METHODOLOGY
3.1 Introduction 26
3.2 Flow Diagram 27
3.2.1 Information 27
3.2.2 Function Analysis 28
3.2.3 Creativity 28
3.2.4 Evaluation 28
3.2.5 Develop Ideas 29
3.2.6 Presentation 29
3.3 Case Study Selection 29
3.4 Fast Diagram of Slope 30
CHAPTER 4 RESULTS, ANALYSIS AND DISCUSSION
4.1 Information 31
4.2 Component in Drainage Design of Slope 34
4.2.1 Slope 34
4.2.2 Drainage Pipe 35
4.2.3 Drain Envelope 35
4.2.4 Vegetation 36
4.2.5 Soil Material 37
4.3 Creativity 37
4.4 Evaluations 38
4.5 Development of Ideas 40
viii
4.6 Benefit Calculations of Horizontal Drains 43
4.7 Cost of Different Components 44
4.7.1 Horizontal Drains 44
4.7.2 Drainage Filter 45
4.7.3 Vegetation 45
4.8 Data Analysis 45
4.9 Ranking for B/C Value of the Alternative Design 48
4.10 Comparison of the Component with Initial Design 49
4.11 Determination of the Vital Component in Slope 51
CHAPTER 5 CONCLUSIONS AND RECOMMENDATIONS
5.1 Conclusions 53
5.2 Suggestions for Future Works 54
REFERENCES 55
APPENDIXES
Appendix A: Tencate Polyfelt Brochure 58
Appendix B: Cost of Components 60
ix
LIST OF TABLES
Table Page
2.1 Classification of Landslide Suggested by Varnes (1978) 9
2.2 Classification of Velocity of Movement According to Cruden
and Varnes (1996) and Australia Geomechanics Society (2002)
10
2.3 Factors that Cause Increases in Shear Stresses in Slopes 11
2.4 Factors that Cause Reduced Shear Strength in Slopes 12
2.5 Landslides in Malaysia (1973-2007) with Economic Costs
Exceeding RM 15 Million
20
2.6 Component and Functions of a Compass (Centre for Technology
Transfer and Consultancy, UNIMAS)
23
4.1 Details of the Studied Slope 33
4.2 Elements and Functions in Slope 34
4.3 Specification of Filter Cloth (JKR) 36
4.4 Common Values for Tropical Residual Soils (ICCBT 2008-E-
(04)-pp33-42)
37
4.5 Comparison of Method of Slope Stabilization 38
4.6 Alternatives Combinations of Component in Slope 42
4.7 Cost of Alternatives Horizontal Drain in Slope 44
4.8 Cost, Saving and B/C for Alternatives Design 46
4.9 Ranking for the B/C of Alternative Design 48
4.10 Value Difference with Initial Design 50
4.11 Components which Increase the Value 51
x
LIST OF FIGURES
Figure Page
2.1 Corrugated Aluminium Alloy Pipe (Qingdao Chemetals
Industries)
14
2.2 Perforated Plastic (PVC or HDPE), Shangdong Yanggu
Hengtai Industrial Co
14
2.3 Concrete Pipes (CPM Drainage) 15
2.4 Clay Pipes (GBH Clay Pipes) 16
2.5 Axonopus Compressus (Cow Grass), Hok Hing Trading 17
2.6 Pearl Grass, Hok Hing Trading 17
2.7 Annual Economic Costs due to Landslides from 1973 to 2007.
(National Slope Master Plan)
19
3.1 Step of Value Engineering Process 27
3.2 Fast Diagram of Slope 30
4.1 Locality of Landslide (Source: Google Maps) 32
4.2 Detailed Information (Source: Google Maps) 33
4.3 Cross Section of Slope Studied 35
4.4 Horizontal Drains Locations, Resistivity and Seismic Survey
Lines
41
xi
LIST OF ABBREVIATIONS
BEM - Board of Engineers Malaysia
PWD - Public Work Department
JKR - Jabatan Kerja Raya
VE - Value Engineering
PVC - Polyvinyl Chloride
HDPE - High-Density Polyethylene
WSDOT - Washington State Department of Transportation
UNIMAS - Universiti Malaysia Sarawak
U.S - The United States
GAO - Government Accountability Office
EPA - Environmental Protection Agency
TIA - Taoyuan International Airport
UPVC - Unplasticized Polyvinylchloride
ABS - Acrylonitrile Butadine Styrene
RM - Malaysia Ringgit
xii
LIST OF SYMBOLS
et al. - and others
e.g - example given
m - Meter
sec (s) - Second
Co - Company
Ʃ - Total
o - Degree
% - Percentage
ɣ - Unit Weight
c' - Cohesion
ɸ' - Effective Friction Angle
k - Saturated Permeability
H - Slope Height
tan β - Slope Inclination
con't - Continue
1
CHAPTER 1
INTRODUCTION
1.1 General
Slope is "vertical change" divided by the "horizontal change" between (any) two
distinct points on a line. A slope is simply an inclined ground separating two
different ground levels. Joining of two different levels will be an inclined ground we
call “the slope”. In Engineering, ways to describe how steep the slope is by the angle
in degrees, and the other is by the slope in a percentage.
The slope can be nature or manmade. The common examples of natural slope are
hills, mountains, riverbanks and coastal formation. Embankments, earth dam,
foundation excavation and trenches are manmade slope.
Landslides, slips, slumps, mudflows, rock falls are just some of the terms which are
normally used to describe movements of soils and rocks under the influence of
gravity. Many systems of classification for the different types of slope instability
have been proposed. These include the notable schemes by Sharpe (1983), Varnes
2
(1958) and Hutchinson (1967a) to which Skemptom and Hutchinson (1969) give a
comprehensive list of illustrative case records. We can divide the mass movement
into three major classes: slides, falls and flows. The major differences between these
three are in the way in which movement takes place.
In a slide, the moving material remains largely in contact with the parent or
underlying rocks during the movement, which takes place along a discrete boundary
shear surface. The term flow is used when the material becomes disaggregated and
can move without the concentration of displacement at the boundary shear. Lastly,
falls normally take place from steep faces in soil or rock, and involve immediate
separation of the falling material from the parent rock or soil mass, with movement
involving only infrequent or intermittent contact thereafter, until comes finally to
rest.
A slope failure is a phenomenon that a slope collapses abruptly due to weakened
self-retain ability of the earth under the influence of a rainfall or an earthquake.
When a slope near a roadway were to fail and block the road, it will cause some
traffic disruption. Where in a serious case where people live and the slope were to
fail, they would not only be traffic disruption and damages but likely loss of lives.
Because of sudden collapse of slope, many people fail to escape from it if it occurs
near a residential area, thus resulting in a higher rate of fatalities.
Attention was dramatically focused on the problem of the stability of slopes over the
years since the collapse of Tower 1 of Highland Towers in 11th
December 1993 that
killed 48 people. Numerous guidelines on policies for hill site development were
introduced with more stringent conditions for approval. The introduction of
Accredited Checkers in 2007 by BEM for geotechnical designs of hill site
3
development and the established of the Slope Engineering Branch in Public Works
Department (PWD) are some of the initiatives implemented to improve slope
engineering practices and mitigate the risk of landslides.
Factors that influence slope stability: (Applied Mechanics and Materials: Volumes
256-259)
i) Soil and rock strength (soil type and stratification)
ii) Discontinuities and planes of weakness
iii) Ground water and seepage
iv) External loading
v) Slope geometry
vi) Type of vegetation at slope
Most of the slope fail due to the existence of ground water and increase of pore
water pressure in ground. The control of water is the most important aspect of the
final design and construction of the slope. Because almost all slope failures are
caused or aided by water in one way of another, the control of water plays very
important role in the design and maintenance of the slope.
Horizontal drainage design in slope is a very essential in the slope to minimize the
failure of the slope. Horizontal drains are often used to lower water table elevations,
or reduce pore pressures, which increases shear strength of the soil and improve
stability.
4
1.2 Problem Statement
Every year, huge amount of money is required to do the slope rectification especially
during heavy raining season due to heavy rain fall. It was found that although the
slopes were reasonably well-designed and proper drainage was provided, the
maintenance of slope and drainage was very poor and in some cases, nonexistent.
The lack of maintenance was found to be so bad that entire slopes required costly
redesign and reconstruction. Some of the slopes had already failed, while others
were about to fail and could lead to costly damage including loss of life. This meant,
unnecessary waste of funds and exposure to needless risks to life and limb.
Various way can be done to minimize the unnecessary waste of funds and reduce the
failure of slope. Value engineering (VE) can be applied on the design in the slope.
VE analysis should be conducted as early as practicable in the planning or development
of a project, preferably before the completion of preliminary design. At a minimum, the
VE analysis is to be conducted prior to completing the final design.
Value engineering as an organized effort to analyze the functions of systems,
equipment, facilities, services, and supplies for the purpose of achieving essential
functions at the lowest life-cycle cost consistent with required performance, quality,
and safety.
Engineers have been doing this type of analysis as a matter of course in their work
since engineering was developed. It is important for optimizing expenditures of funds.
Value engineering is not a matter of reducing the scope of a project, compromising the
performance of an element, or simply substituting cheaper materials that will not
function with the required reliability.
5
1.3 Aim of Study
The main cause of occurrence of slope failure mostly due to the lack or improper
design of drainage. This is worsen during heavy rain or raining seasons. A study on
the drainage design in slope by using Value Engineering is performs to see the
feasibility of the design of horizontal drainage in slope.
1.4 Project Aims and Objectives
The application of value engineering in the drainage design in slope located in Putra
Jaya Precinct 9, Malaysia will be studied. Different combination of alternative
designs with different components in the slope will be evaluate in term of its value.
1.5 Scope of study
The horizontal drain have the ability to lower water table elevations, or reduce pore
pressures, which increases shear strength of the soil and improve stability. The
installation of horizontal drain will benefit the slope in long term. By using Value
Engineering, one of the component in slope design which is horizontal drain will be
evaluate.
1.6 Structure of Outline
The study of Value Engineering on drainage design in slope consists of five main
chapters which are the introduction, literature review, methodology, analysis and
results, and conclusion and recommendation.
Chapter 1: Introduction
The introduction chapter consists of general idea about the study which relates to
value engineering and drainage design in slope stability.
6
Chapter 2: Literature Review
This chapter describes aspect such as study on the causes of slope failure due to the
groundwater in slope and usage of horizontal drains in slope. The purpose of
literature review is to show the researched that has done and have some ideas and
limitations on what previous study that been done. However, it is not found that any
researcher has use Value Engineering to evaluate the horizontal drain in slope.
Chapter 3: Methodology
This chapter will explain on the method of how value engineering is being evaluate
on the study on drainage design in slope stability. All the details regarding the data
are presented clearly according to the method. The parameter and its detail that
needed are included in this chapter.
Chapter 4: Results, Analysis and Discussion
The method of analyze all the components in slope by using Value Engineering
method will be carry out in this chapter. The horizontal drain which is one of the
vital component in the slope will be performed by using the cost benefit analysis.
Based on the data and information that obtained, the data is analyzed and results will
be presented.
Chapter 5: Conclusion and Recommendation
This chapter discusses the conclusions based on the analysis using value engineering
and suggested the most economical selection without changing the function of the
component. Recommendations on this study in the future are also included.
7
CHAPTER 2
LITERATURE REVIEW
2.1 General Review
The drainage design that will affect the slope stability that has been done by previous
research is being studied and Value Engineering background together with its
application will be include in this chapter.
As mention from previous chapter, slope failure or landslide is a natural disaster
which occurs all around the world where the unstable slopes will slide and fail due to
the gravity pull.
Most of the slope fails because of the increase of the groundwater due to heavy or
prolonged rainfall. Ground water conditions responsible for slope failures are related
to rainfall through infiltration, soil characteristics, antecedent moisture content, and
rainfall history (Guzzetti et al., 2007). Heavy rainfall or continuous precipitation is
one of the main causes for a landslide to occur (Fuhrmann et al., 2002; Chowdhury
& Flentje, 2002; Ahrendt & Valentin Zuquette, 2003; Pedrozzi, 2004; McLeod,
2006; Guzzetti et al., 2007; Okada et al., 2007; Sivrikaya et al., 2007).
8
Pierson et al. (1992) observed that landslides in Hawaii coincided with or followed
an extremely heavy rainfall. From the research, rainfall threshold for the initiation of
landslides in central and Southern Europe done by Guzzeetti et al. (2007) shows that
rainfall will trigger slope failure. According to Sidle (2006), mountain roads have the
greatest impact on landslides per unit area on the place affected by landslide.
The groundwater’s pressure in the soil will cause the instability of a slope. The
increase of pore water pressure due to the rainwater penetrates into the soil will
decrease the shear strength of soil (Iverson, 1997; McLeod, 2006; Sivrikaya et al.,
2007). When, the shear strength of soil decrease, the slope will lost it strength to
resist the load (soil) above it. Hence, the slope will slide and fail.
2.2 Landslides Classification
There are various ways in which landslides can be classified within the field of
landslide research according to Glade et al. (2005). Landslides are normally
classified based on material types (e.g. rock, debris, earth), mechanisms of
movement (e.g. fall, topple, slide, flow, creep), degree of disruption of the displaced
mass and so forth.
In practice, it is difficult to assign a landslide to a particular class. Commonly,
landslides are complex processes, for example with rotational shear planes in the
upper part and flow structures in the lower reach.
The most commonly used landslide classifications are based on material type (e.g.
rock, debris, earth), mechanisms of movement (e.g. fall, topple, slide, flow, creep)
and degree of disruption of the displaced mass. Landslide classifications are
discussed by Hutchinson (1988), Crozier (1989), Cruden and Varnes (1996), and
9
Dikau et al. (1996). The classification of Landslides suggested by Varnes (1978) is
given in the table below:
Table 2.1: Classification of Landslides Suggested by Varnes (1978)
Type of movement
Type of material
Bedrock Engineering Soils
Predominantly coarse
Predominantly
fine
Falls Rock fall Debris fall Earth fall
Topples
Rock
topple Debris topple Earth topple
Slides
Rotational Few
units
Rock
slump Debris slump Earth slump
Translational Many
units
Rock
block slide Debris block slide
Earth block
slide
Rock slide Debris slide Earth slide
Lateral spreads Rock
spread Debris spread Earth spread
Flows
Rock flow
(deep
creep)
Debris flow Earth flow (soil
creep)
Complex and compound Combination of two or more principal types of
movements
The mechanism and severity of impact depends on the type of landslide, its impact
characteristics, and the location of elements at risk with respect to the particular
morphological components of the landslide. Schuster et al. (2002) observed that
most casualties were caused by high-velocity debris avalanches and high to medium-
velocity, highly mobile, long-run out debris flows. The impact potential or power of
a landslide is primarily a function of its mass and velocity. At the most dangerous
end of the power spectrum are rock avalanches that can attain volumes of tens of
millions of cubic meters and travel at velocities up to 60-80 m/sec (McSaveney,
2002). The range of landslide velocities is shown in Table 2.2
10
Table 2.2: Classification of Velocity of Movement According to Cruden and Varnes
(1996) and Australian Geomechanics Society (2002)
Speed
class Description
Velocity
(mm/s)
Typical
velocity Probable destructive significance
7 Extremely
fast
Disaster of major violence, buildings
destroyed by impact of displaced material,
many deaths, escape unlikely
5 x 103
5 m/sec
6 Very fast Some lives lost; velocity too great to permit
all persons to escape
5 x 101
3 m/min
5 Fast Escape evacuation possible; structures;
possessions and equipment destroyed
5 x 10-1
1.8 m/hr
4 Moderate Some temporary and insensitive structures
can be temporarily maintained
5 x 10-3
13
m/month
3 Slow
Remedial construction can be undertaken
during movement; insensitive structures can
be maintained with frequent maintenance
work if total movement is not large during a
particular acceleration phase
5 x 10-5
1.6
m/year
2 Very slow Some permanent structures undamaged by
movement
5 x 10-7
16
mm/year
1 Extremely
slow
Imperceptible without instruments,
construction possible with precautions