structural assessment ofopen channel sewer pipe in malaysia using cctv...

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International Journal of Civil Engineering and Technology (IJCIET)

Volume 9, Issue 10, October 2018, pp. 1819–1831, Article ID: IJCIET_09_10_181

Available online at http://www.iaeme.com/ijciet/issues.asp?JType=IJCIET&VType=9&IType=10

ISSN Print: 0976-6308 and ISSN Online: 0976-6316

© IAEME Publication Scopus Indexed

STRUCTURAL ASSESSMENT OFOPEN

CHANNEL SEWER PIPE IN MALAYSIA USING

CCTV INVESTIGATION AND PACP GRADING

SYSTEM

Afifa Safira A Gani

Planning and Engineering Department

Shreeshivadasan Chelliapan and Samira Albati Kamaruddin

Department of Engineering, UTM Razak School of Engineering and Advanced

Technology,Universiti Teknologi Malaysia

Lee Wei Koon

Faculty of Civil Engineering, Universiti Teknologi MARA MALAYSIA

ABSTRACT

The deteriorating sewer pipe structural condition in Malaysia is affecting its main

function which is transporting sewage to sewage treatment plant (STP). The

deteriorating condition also affects other structures surrounding it. Assessing the

sewage flow will help to assemble the related static and dynamic factors of structural

design in sewer pipe; therefore, assist in mitigating the problem. The main objective

of this study is to develop a prediction tool for the structural condition in open

channel sewer pipe in order to facilitate operator in estimating the degradation risk

of a certain sewer pipe. Closed-circuit television (CCTV) investigation was used to

observe the structural condition of sewer pipe; therefore, it can be classified using

pipeline assessment and certification program (PACP) grading system. The Markov

chain model was later used to predict the future structural condition in open channel

sewer pipe prior to the development of prediction tool. A total of 36.6 km length of

sewer pipe which covers an estimated 22.5% of total length of sewer pipe within the

study area was assessed.

Keywords: Sewage treatment plant, Open channel sewer pipepipeline assessment and

certification program (PACP), Closed-circuit television (CCTV)

Structural Assessment of open Channel Sewer Pipe in Malaysia using CCTV Investigation and

PACP Grading System


Cite this Article: Afifa Safira A Gani, Shreeshivadasan Chelliapan, Samira Albati

Kamaruddin and Lee Wei Koon, Structural Assessment of open Channel Sewer Pipe in

Malaysia using CCTV Investigation and PACP Grading System, International Journal of

Civil Engineering and Technology, 9(10), 2018, pp. 1819–1831.

http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=9&IType=10

1. INTRODUCTION

For the past 30 years, the sewerage system in Malaysia has grown and developed rapidly.

Public perception towards sewage treatment system in Malaysia and the awareness of better

sewerage facility for the better environment have also increased. Improved and advanced

technology has also assisted the sewerage service in Malaysia to be more reliable and

economical and meet the standards specified in Malaysian sewerage industry guidelines

(MSIG). These technological advancements have driven the government to put in more

efforts in reducing numbers of sewage treatment plant (STP) by rationalizing multipoint STP

into a centralized STP (CSTP). However, this effort causes the length of sewer reticulation to

increase and hence becomes a challenge to long term maintenance.

In Malaysia, sewer pipe is typically located within the public reserve beneath other

utilities and run along paved roads. Due to aging issues, the condition of many sewer pipes

deteriorates over time, and in some cases, damaged pipe structure leads to clogging and

leakage which becomes a public nuisance, and since sewer pipe is underground, it is often

neglected until there is a major failure resulting in difficult and costly rehabilitation[1].For

instance, in the year 2015, Indah Water Konsortium Sdn. Bhd. (IWK), Malaysia’s national

sewerage company responsible for operating and maintaining public sewerage system spent

more than RM 16 million to rehabilitate collapsed and broken sewer pipes.

For long term sustainability, it is crucial to have an effective monitoring and prediction

tool for schedule inspection and planned rehabilitation works to maintain the serviceability of

the sewer network infrastructure. The traditional technique used for rehabilitating collapsed

and defective sewer pipes is excavation and replacement. This causes not only interruption to

the sewerage service but also disruption to traffic and connectivity of other utilities.

Alternative “no-dig” or trenchless technologies for the rehabilitation of sanitary sewer

collection system has been developed but can only be conducted provided the sewer pipes are

not completely damaged or collapsed yet. This involves regular surveillance of the sewer pipe

condition and accurate prediction of future structural conditions of the sewerage systems. A

range of sewer deterioration models which can be improved by calibration with database of

observed sewer condition has been proposed. However, if the historical records are lacking in

the datasets, a combination of deterioration and sewer rehabilitation models is required to be

calibrated as the current state of sewer network reflects the combination effects of both

methods[2].

Presently, CCTV investigation is the most practical way to assess the structural condition

of sewer pipe. The method involves viewing the internal pipe condition by capturing a

moving image using a camera mounted on a remote-control car. Environmental influences

and image noise can hamper the efficiency of automatic diagnosis. The impact, however, can

be minimized by providing artificial lighting to the camera[3]. Image processing and artificial

intelligence techniques are used to develop diagnostic systems to assist operators in

interpreting sewer pipe defects based on the segmented morphologies of the images.

Previously, there was no standardized protocol to collect and manage data related to the

internal pipe inspection. In 2002, the National Association of Sewer Services Companies

(NASSCO) in the United States of America (USA) introduced a systematic approach to

Afifa Safira A Gani, Shreeshivadasan Chelliapan, Samira Albati Kamaruddin and Lee Wei Koon


classify pipe condition using the Pipeline Assessment and Certification Program (PACP). The

standard was developed using extensive gathered data which are coded in a consistent and

reliable manner. Many pipe asset management stakeholders have since joined NASSCO and

adapted to PACP grading system[4]. To date, the PACP standards and grading system have

been widely adopted by operators across the world including Malaysia.

As part of risk based inspection (RBI) methodology, consequence of failure (CoF) is

calculated to establish the risk level and set inspection intervals based on the calculated risks.

CoF is a tool developed to assess the risk of sewer pipe failures involving both probability

and consequence of the individual pipe within the network. The CoF assessment includes a

novel failure impact factor which captures the effect of structurally defective stormwater

pipes on the failure assessment. It is noted that the procedure for determining CoF is

imprecise and can have varying results depending on the jurisdiction and how the decision

maker/risk assessor perceives the magnitude of impact associated with the shortlisted impact

factors[5]. In the USA, the national sewer inventory known as One-Voice provides a platform

for the sewer infrastructure community to interact and promote research on tangible tools and

for benchmarking the end of effective sewer life[4].

A recent research proposed a novel network condition simulator (NetCoS) that generates

a synthetic population of sewer sections with a given condition-class distribution. NetCoS

can be used as deterioration model benchmark and utility guides in the selection of

appropriate models and data management strategies. The underlying probabilistic model

considers three main processes which are deterioration, replacement policy, and expansions

of the sewer network. The deterioration model features a semi-Markov chain that uses

transition probabilities based on user-defined survival functions. The replacement policy is

approximated with a condition-class dependent probability of replacing a sewer pipe. The

model then simulates the course of the sewer sections from the installation of the first line to

the present, adding new pipes based on the defined replacement and expansion program[6]. A

new risk assessment model was also developed to prioritize sewer pipe inspection using

Bayesian networks (BN) as a probabilistic approach for computing probability of failure and

used the weighted average method to calculate the consequences of failure values[7].

Integration of computerized maintenance management systems (CMMS) with an existing

system e.g. geographic information system (GIS) is the largest challenge in developing and

using decision-support tools in the area of asset management. Information technologies

represent a crucial part of any supporting decisional tool within asset management. However,

there is a lack of solution which can solve the multiplicity needs of investment planning and

management of infrastructure renewal activities. The integration among systems requires

being the first challenge to improve the efficacy. It is important that the public

administrations and authorities who develop this kind of tools share their own experiences

and best practices. The use of condition to control and manage territories, but at the same

time it will be crucial the definition of rules, to standards, models for logic interoperability

and clear access regulations[8].

In this paper, the assessment of structural degradation condition of sewer pipe in Malaysia

using CCTV and PACP grading system is reported. The main objective is to appraise the

physical conditions of the pipes in relation to pipe material, pipe size, pipe depth, pipe

gradient, hydraulic condition, and pipe age. Quantitative analysis was carried out to establish

the frequency and the magnitude of sewer defects[9].


PACP Grading System


2. METHODOLOGY

To date, CCTV investigation is the most practical way to observe the structural condition of

sewer pipe in the ground. CCTV investigation is a method of viewing the internal pipe

condition by capturing a moving image using a camera mounted on a remote control car.

Image processing and artificial intelligence techniques are used to develop diagnostic systems

to assist operators in interpreting sewer pipe defects on CCTV images in order to overcome

human limitations. The diagnostic systems are proposed to diagnose sewer pipe defects based

on the segmented morphologies on images. However, the environmental influences and

image noise hamper the efficiency of automatic diagnosis. For example, the central area of a

CCTV image, which is always darker than the surrounding due to the vanishing light and

slight reflectance, causes difficulty to segment correct morphologies. This influence can be

overcome by providing artificial lighting to the camera[3].Figure 1 shows the typical sewer

pipe defects in gray images used in many CCTV investigations. Defects such as multiple

fractures, debris, hole, large spalling, collapsed, open joint, broken and deformed sewers are

also used in Malaysia and being classified based on grades developed from PACP.

(a)

(b)

(c)

(d)

(e)

(f)

(g)

(h)

Figure 1 Gray level CCTV images of typical sewer defects, such as (a) fractures multiple, (b) debris,

(c) hole, (d) spalling large, (e) collapse, (f) open joint, (g) broken, and (h) deformed sewer[3]

Prior to 2002, there was no standardised protocol to collect and manage data related to the

internal pipe inspection. Using PACP, which was established by NASSCO in the USA, all

gathered data used to describe the conditions within a pipe are collected and coded in a

consistent and reliable manner. Many pipe asset management stakeholders have joined



NASSCO and conformed to PACP data standards[4]. These PACP standards and grading

system have been widely adopted by operators across the world including Malaysia. Table 1

shows the defect description grades in Malaysia based on PACP grading system. Grades 1

and 2 are acceptable defects whereby sewer pipe will remain operational. Meanwhile, Grades

3, 4 or 5 have structural defects and will be rehabilitated or replaced according to the given

period.

Table 1 Defect description grades in Malaysia based on PACP

Grade Defect Grade Descriptions used in MSIG

Volume 3

Structural

Condition

Estimate Time to

Failure

1

Occurrences without damage and no cracks of

the pipe but only acceptable displacement on

the joint where no visual infiltration can be

observed.

Excellent: Minor

Defects

Unlikely in the

foreseeable future

2

Constructional and sewer product deficiencies

or occurrences with insignificant influence to

tightness, hydraulics or static pressure of pipe,

etc.

Examples: Large displaced joint, badly

torched intakes, minor deformation of plastic

pipes (<5%), minor erosions, infiltration

seeping, cracks (joint, circumference,

longitudinal), debris, silt (15%), and light

encrustation.

Good: Defects that

have not begun to

deteriorate

20 years or more

3

Constructional, operational and maintenance

deficiencies diminishing static, hydraulics,

safety, and tightness.

Examples: Infiltration dripping, open joint,

untouched intakes, cracks, minor drainage

obstructions such as calcite build ups,

protruding laterals, minor damages to pipe

wall, individual root penetrations, corroded

pipe wall, flexible pipe deformation (>5%),

and lining defect.

Fair: Moderate

defects that will

continue to

deteriorate

10 to 20 years

4

Constructional and structural damages with

no sufficient static safety, hydraulics or

tightness.

Examples: Axial/ radial pipe bursts, visually

noticeable infiltration/ exfiltration, cavities in

pipe-wall, severe protruding, laterals severe

root penetrations, severe corrosion of pipe

wall, infiltration running, medium

encrustation, minor deformation, and flexible

pipe deformation (>15%).

Poor: Severe

defects that will

become Grade 5

defects within the

foreseeable future.

5 to 10 years

5

Major structural damage where the pipe is

already or will shortly become impermeable.

Examples: Collapsed or eminent collapsed,

major deformation, deeply rooted pipe, any

drainage obstructions, pipe loses water or

danger of backwater in basements, etc.

Immediate

attention: Defects

requiring

immediate

attention.

Has failed or will

likely fail within

the next 5 years


PACP Grading System


The volume of sewage that needs to be treated per day is based on assumed contribution

of 225 litres per person. The person assumed contribution is counted based on population

equivalent (PE) whereby it varies from various types of premises. There were 703 samples

which were collected from the total of 36.6 km of defected clay pipe (30.0 km) with diameter

225 mm, 300 mm, and 375 mm besides defected concrete pipe (6.6 km) with diameter 450

mm and 500 mm. The assessment was performed by CCTV investigation within the study

area. The study area was divided into 5 (five) zones according to its local authority (LA)

which are Majlis Perbandaran Ampang Jaya (MPAJ), Majlis Perbandaran Kajang (MPKjg),

Majlis Perbandaran Sepang (MPSpg), Dewan Bandaraya Kuala Lumpur (DBKL) and Majlis

Perbandaran Selayang (MPS). Figure 2 shows the typical location of sewer pipes in Malaysia

scheduled for CCTV investigation. The manholes will be measured for depth and distance to

estimate the total length of sewer pipes to be investigated. Table 2 shows the distribution and

total length of sewer pipe which have been investigated at each LA.

Based on a comprehensive study by Folkman[10], on pipe breaking rates, the percentage

of structural defect to the concrete pipe was 6.9% and another pipe (including clay) was 26.6.

An approximately 3,000,000 PE were located within the study area. The total length of sewer

pipe investigated in this study would represent approximately 22.5% of the total pipe within

the study area. Thus, the survey sample size was significant in size and therefore, provided

reliable results for this study. Figure 3 shows the relationship between the sewer pipe length

with PE served in the study area, whereby the data was obtained from IWK Database. Data

which are physical parameters (i.e. pipe type, pipe diameter, pipe depth and pipe gradient),

hydraulics condition (i.e. flow) and service period (i.e. pipe age) in the open channel sewer

pipe were incorporated with the PACP grading done to the open channel sewer pipe[11].

Markov chain model was later used to predict the future structural condition of the open

channel sewer pipe. Figure 4 shows the distribution of sewer pipe defects in the study area.

Figure 1 Typical location of sewer pipes in Malaysia

Table 2 Sewer pipe length in meter according to pipe diameter

Area

(LA)

Sewer Pipe Length (m)

225mm

Clay

300mm

Clay

375mm

Clay

450mm

Concrete

500mm

Concrete Total

MPAJ 11,097.0 6,832.6 1,371.0 1,928.8 2,037.0 23,266.4

MPKjg 3,053.4 992.6 920.0 - 666.0 5,632.0

MPSpg 1,044.0 404.0 - 1,606.0 164.0 3,218.0

DBKL 1,009.0 242.0 1,247.0 97.0 78.0 2,673.0

MPS 1,426.7 235.6 101.0 - - 1,763.3

Total 17,630.1 8,706.8 3,639.0 3,631.8 2,945.0 36,552.7



Figure 2 Sewer pipe length relative to PE served in study area

(a)

(b)

(c)

Figure 3 The distribution of sewer pipe defects in the study area, (a) distribution of various defect

grades in the study area; (b) distribution of overall pipe type in the study area, and (c) distribution of

various defect grades according to pipe type in the study area

3. RESULTS AND DISCUSSIONS

An effective management of sewer pipe can be recommended via CCTV study, whereby it

involves the determination assessment of a structural integrity in a sewer pipe. The

assessment can be performed by sorting out priorities of the highest risk of structural failure

on when the rehabilitation work can be postponed[12].Other than assessment performed to

analyse the sewer structural defect, CCTV investigation can also be used to look into the

frequency of root intrusion into the sewer. Surveys showed that the frequency of root

intrusion depends on the function of the sewerage system and material of the sewer

pipe[13].Assessment can also been performed on underground water infrastructure system

whereby pipeline failures in different areas can result in water disruption, impediments to

emergency response, and damage to other types of infrastructure[15], including transportation

of oil and gas in assuring safe and reliable operation whereby corrosion will cause

y = 0.2538x + 1113.2

R² = 0.6118

0

100,000

200,000

300,000

400,000

500,000

0 500,000 1,000,000 1,500,000

Sew

er L

eng

th (

m)

Population Equivalent (PE)

24%

30%

24%

16%

6%

Grade 1

Grade 2

Grade 3

Grade 4

Grade 5

83%

17%

Clay Pipe

Concrete Pipe

0%

20%

40%

60%

80%

100%

Gra

de

1

Gra

de

2

Gra

de

3

Gra

de

4

Gra

de

5

Clay Pipe

Concrete Pipe


PACP Grading System


environmental interaction; therefore, they must be periodically inspected to maintain safe

operation[15]. Figure 5show the distribution of sewer pipe defect grades at clay and concrete

pipe, respectively.

(a)

(b)

Figure 4 The distribution of sewer pipe defect grades, (a) distribution of defect grades for clay pipe in

the study area, and (b) distribution of defect grades for concrete pipe in the study area

The frequency of defects occurring in sewer pipe was observed by conducting a survey of

different pipe materials, pipe diameter, pipe depth and pipe gradient including sewage flow.

The analysis of the CCTV investigation showed that the probability of sewer pipe defect for

703 sewer pipe defectswas 83% at clay pipe and 17% at the concrete pipe. This was caused

by the different pipe integrity and capacitybesides the fact that clay pipe consists of smaller

pipe size (225mm, 300mm, and 375mm) while concrete pipe consists of bigger pipe size

(450mm and 500mm). These were proven by the consistency of all five (5) grading

categories collected from the 703 sewer pipe defectsas shown in Table 3.Figure 6 show the

distribution of sewer pipe defect according to the pipe diameter for the 703 sewer pipe

defects.The probability of sewer pipe defect for 703 sewer pipe defects was 42% in pipe less

than 3 m depth, 34% in pipe between 3 m to 5 m depth and 24% in pipe deeper than 5 m.

This is caused by the different load received by the pipes. These were proven by the

consistency of at all five (5) grading categories collected at the 703 sewer pipe defects as

shown in Table 4. Figure 7 show the distribution of sewer pipe defect according to the pipe

depth for the 703 sewer pipe defects.

Table 3. The probability of sewer pipe defect according to pipe material

Grade Nos. of Sewer

Defects Defects in Clay (%)

Defects in Concrete

(%)

1 169 84% 16%

2 214 81% 19%

3 165 81% 19%

4 112 86% 14%

5 43 81% 19%

Total 703 83% 17%

24%

30%

23%

17%

6%

Grade 1

Grade 2

Grade 3

Grade 4

Grade 5

22%

33%

25%

13%

7%

Grade 1

Grade 2

Grade 3

Grade 4

Grade 5



(a)

(b)

(c)

(d)

(e)

Figure 5 The distribution of sewer pipe defect according to the pipe diameter, (a) distribution of

Grade 1 pipe defect according to pipe diameter, (b) distribution of Grade 2 pipe defect according to

pipe diameter, (c) distribution of Grade 3 pipe defectaccording to pipe diameter, (d) distribution of

Grade 4 pipe defectaccording to pipe diameter, and (e) distribution of Grade 5 pipe defect according

to pipe diameter

Table 4 The probability of sewer pipe defect according to pipe depth

Grade Nos. of Sewer

Defects

Defects in <3m

Depth (%)

Defects in 3m-

5m Depth (%)

Defects in

>5m Depth

(%)

1 169 40% 32% 28%

2 214 38% 35% 27%

3 165 41% 36% 23%

4 112 48% 33% 19%

5 43 58% 30% 12%

Total 703 42% 34% 24%

53%

23%

8%

9%

7%

225mm

300mm

375mm

450mm

500mm

48%

24%

9%

11%

8%

225mm

300mm

375mm

450mm

500mm

44%

28%

10%

11%

7%

225mm

300mm

375mm

450mm

500mm

51%

23%

12%

9%5%

225mm

300mm

375mm

450mm

500mm

37%

25%

19%

14%

5%

225mm

300mm

375mm

450mm

500mm


PACP Grading System


(a)

(b)

(c)

(d)

(e)

Figure 6 The distribution of sewer pipe defect according to the pipe depth, (a) distribution of Grade 1

pipe defect according to pipe depth, (b) distribution of Grade 2 pipe defect according to pipe depth,

(c) distribution of Grade 3 pipe defect according to pipe depth, (d) distribution of Grade 4 pipe defect

according to pipe depth, and (e) distribution of Grade 5 pipe defect according to pipe depth

The probability of sewer pipe defect for 703 sewer pipe defects were 58% at flow less

than 5,000PE, 23% at flow between 5,000PE to 10,000PE, 14% at a flow between 10,000PE

to 20,000PE, and 5% at a flow higher than 20,000PE. This was caused by the different

hydraulic load received by the pipes. These were proven by the consistency of all five (5)

grading categories collected at the 703 sewer pipe defects as shown in Table 5.

Table 5 The probability of sewer pipe defect according to sewage flow

Grade Nos. of Sewer

Defects Flow <5,000PE

(%) Flow 5,000PE-10,000PE (%)

Flow 10,000PE-20,000PE (%)

Flow >20,000PE (%)

1 169 62% 22% 13% 3%

2 214 58% 20% 15% 6%

3 165 56% 25% 13% 6%

4 112 62% 21% 13% 4%

5 43 42% 35% 19% 5%

Total 703 58% 23% 14% 5%

40%

32%

28%

< 3m

3m - 5m

> 5m

38%

35%

27%

< 3m

3m - 5m

> 5m

41%

36%

23%

< 3m

3m - 5m

> 5m

48%

33%

19%

< 3m

3m - 5m

> 5m

58%30%

12%

< 3m

3m - 5m

> 5m



(a)

(b)

(c)

(d)

(d)

Figure 7 The distribution of sewer pipe defect according to the sewage flow, (a) distribution of Grade

1 pipe defect according to sewage flow, (b) distribution of Grade 2 pipe defect according to sewage

flow, (c) distribution of Grade 3 pipe defect according to sewage flow, (d) distribution of Grade 4 pipe

defect according to sewage flow, and (e) distribution of Grade 5 pipe defect according to sewage flow

The probability of sewer pipe defect for 703 sewer pipe defects were 57% at gradient less

than 200, 29% at gradient between 200 to 400, 11% at gradient 400 to 600 and 2% at gradient

greater than 600. This was caused by the different hydraulic velocity received by the pipes.

These were proven by the consistency of all five (5) grading categories collected at the 703

sewer pipe defects as shown in Table 6.Figure 8 show the distribution of sewer pipe defect

according to the sewage flow for the 703 sewer pipe defects. Figure 9 show the distribution

of sewer pipe defect according to the pipe gradient for the 703 sewer pipe defects.

Table 6 The probability of sewer pipe defect according to pipe gradient

Grade Nos. of Sewer

Defects

Gradient

<200 (%)

Gradient 200-

400 (%)

Gradient 400-

600 (%)

Gradient

>600 (%)

1 169 58% 28% 11% 2%

2 214 56% 29% 13% 2%

3 165 57% 30% 12% 2%

4 112 54% 36% 9% 2%

5 43 70% 26% 5% -

Total 703 57% 29% 11% 2%

62%

22%

13%

3%

< 5,000PE

5,000PE - 10,000PE

10,000PE - 20,000PE

> 20,000PE

58%

20%

16%

6%

< 5,000PE

5,000PE - 10,000PE

10,000PE - 20,000PE

> 20,000PE

56%

25%

13%

6%

< 5,000PE

5,000PE - 10,000PE

10,000PE - 20,000PE

> 20,000PE

62%

21%

13%

4%

< 5,000PE

5,000PE - 10,000PE

10,000PE - 20,000PE

> 20,000PE

42%

35%

18%

5%

< 5,000PE

5,000PE - 10,000PE

10,000PE - 20,000PE

> 20,000PE


PACP Grading System


(a)

(b)

(c)

(d)

(e)

Figure 8 The distribution of sewer pipe defect according to the pipe gradient, (a)distribution of Grade

1 according to the pipe gradient, (b) distribution of Grade 2 according to the pipe gradient, (c)

distribution of Grade 3 according to the pipe gradient, (d) distribution of Grade 4 according to the

pipe gradient, and (e) distribution of Grade 5 according to the pipe gradient

4. CONCLUSIONS

This study is important in order to gather data and information for the development of

prediction tool for the structural condition in open channel sewer pipe. It will influence the

sewerage industry as the rehabilitation period will be well planned and more economic.

Comprehensive basic approach for all components (static and dynamic factors) of a separate

sewer pipe network based on a cost-benefit analysis and average values would be analysed in

future of this study. This can lead to a new objective function for the multi-objective

optimization problem whereby the cost of the rehabilitation, operation, and maintenance must

be reduced, and this can be a useful tool to aid decision making with respect to rehabilitation

works[16]. Besides, this study will be an important endeavour in proving the importance of

static and dynamic factors in open channel sewer pipe degradation. It will also be beneficial

to the operators and stakeholders in strategic management, structural planning, and risk

management related to the prediction tool. By understanding the needs of effective sewer

pipe maintenance, the users, especially will benefit from the quality service, and the operator

will produce an efficient time management service. This research will provide

recommendations on how to evaluate the performance of a certain pipe material in

accordance with the sewer reticulation design proposed including the return on investment

58%

29%

11%2%

< 200

200 - 400

400 - 600

> 600

56%

29%

13%2%

< 200

200 - 400

400 - 600

> 600

57%

30%

11%2%

< 200

200 - 400

400 - 600

> 600

53%

36%

9%2%

< 200

200 - 400

400 - 600

> 600

70%

25%

5%

< 200

200 - 400

400 - 600



(ROI). It will also serve as a future reference for researchers on the subject of the structural

condition in a sewer pipe. Most importantly, this research will provide information on how to

produce a prediction tool which can assist operators in deciding on whether to replace the

sewer pipe before a reactive measure takes place.

ACKNOWLEDGEMENTS

The authors wish to express their greatest appreciation and utmost gratitude to Universiti

Teknologi Malaysia (UTM) and Indah Water Konsortium Sdn. Bhd for all the supports in

making the study a success. This research was performed using Research Grant University

(GUP) Vote number Q.K130000.3040.01M17 (Matching Grant).

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