DEIA PAYA PEDA

DETAILED ENVIRONMENT IMPACT ASSESSMENT FOR THE CONSTRUCTION OF PAYA PEDA DAM, BESUT, TERENGGANU

EXECUTIVE SUMMARY ES - 1

EXECUTIVE SUMMARY

1.0 INTRODUCTION

The Ministry of Agriculture and Agro-Based Industry (MOA) intends to construct a dam

in Besut, Terengganu for irrigation, reducing flood damage in the Besut valley and

augmenting supplies for town water supply needs within the catchment of Sg. Besut.

The dam will be called the Paya Peda Dam. The reservoir is estimated to be 1,212 ha

from the total catchment of 7, 700 ha. A dam project of this magnitude will require a

Detailed Environmental Impact Assessment study. In addition, there are also socio-

economic impacts and resettlement issues that need to be addressed. The dam

construction will also require an Environmental Management Plan and an Emergency

Response Plan.



Figure 1 Project Location



2.0 STATEMENT OF NEED

The Besut Irrigation Scheme covers an irrigable area of about 10,075 hectares. With the

improvements and modernization of the infrastructure and improved water control and

management, it is expected that the efficiencies will gradually increase.

Sungai Besut regularly overflows during the monsoon period with areas inundated by

flood waters in excess of 100km2. The dam is required to create storage in the project

area not only to meet the demand for water supply and irrigation water requirements

but also to mitigate against flood occurrence in the Besut valley.

Currently, the whole district receives potable water from the Bukit Bunga (I and II)

Water Treatment Plant. The treatment plants are situated in Mukim Pasir Akar,

approximately 14 km south of Jerteh Town. Once the new Paya Peda dam is built, the

future water demands of the area can be fulfilled up to the year 2050 with progressive

development and urbanization.



3.0 PROJECT OPTION

Three options that had been taken into consideration are Build or No-Build Project

Option, Site Options, and Dam Type Options.

3.1 Not Build and Build Option

Not to build the dam is such an unwise option, as it deny to the socio economic

development, remnant of problem on shortages of water for irrigation purpose,

restricting agricultural development and limiting the income of the farmers and small

holders. While, constructing the dam will benefits most on irrigation, augment public

water supply and industrial need. Besides that, it is also reduce the flood problems.

3.2 Site Option

There are a few options for the dam location, considering three major aspects which are

suitability of the dam site, socio-economic factors, and economic factor. As a result, Paya

Peda Dam is found to be the most suitable for irrigation and water supply purposes.

It can also provide flood mitigation option for the downstream flooding. Paya Peda

dam has more economic advantages compared to the other options. The 650ha area

of inundation area is uninhabited state land and therefore would not need to be

acquired. The cost of construction was RM41.7 million (1998) and land acquisition

was RM36.2 million (1998). This option makes full utilization of materials obtained from

excavation for structures and offers the most economical choice. All construction materials

which are required can be sourced from the burrow areas and quarries are also

available within economical haulage distances. Due to its flexible nature, it suits the

damsite foundation conditions; and the wide impervious earthfill zone in the dam body

ensures its water tightness even in case of high settlements.

The selection of the dam type is governed by the foundation conditions and the

availability of economic construction materials. From the feasibility study of the dam,

some options have been considered. Arch dam is one of the options where stability in



arch dam is obtained by a combination of arch and gravity action. Second option is,

Gravity dams where in gravity dam stability is secured by making it of such a size and

shape that it will resist overturning, sliding and crushing at the toe. Thirdly, the

earthfilled dam where it is made from compacted earth, and rely on their weight to hold

back the force of water. Eventually Peda Peda Dam has been determining to be

constructed as an earthfilled dam.

4.0 PROJECT DESCRIPTION

4.1 CONCEPT

The proposed Paya Peda Dam is design for water supply, irrigation, river management

and as well as flood mitigation plan. The dam is an earthfill zoned with the core area

consists of impervious fill and random fill zone on both side of the dam center. The

earthfill zoned concept will be applied to the main dam and saddle dam. Basically, an

earthfill zoned has three main components which are the central impervious zone,

filters zone and random fill.

The practical water discharge has also been taken into account, whereby three different

discharge points, which consists of outlet discharge, service spillway and emergency

spillway work in order to meet the irrigation, water supply, river management and flood

control.



Figure 2 Layout Plan of Main Dam



Figure 3 Layout Plan of Saddle Dam



Figure 4 Coffer dam



Figure 5 Emergency Spillway



4.2 DAM COMPONENTS

COMPONENTS DESCRIPTION

1. Main Dam i. It is an earthfilled zone located on Sg. Angga. It is 43 m

hight over the deepest foundation level and about 700 m

long on the top of axis. The crest level is set at EL 60.0 m.

ii. The main dam consists of:

a. Embankment slope

The adequate slope for embankment is 3 : 1 for downstream

side and 3 : 5 : 1 for upstream side. The downstream slope

has a 4 m wide horizontal berm at EL 40.

b. Embankment zones

The embankment shall have the following zones:-

- Impervious Earth Core: The width of core at top is

fixed as 4.0 m. Both upstream and downstream

slopes of the core are fixed at 0:5:1. The top of the

core is at EL 59.0 m, i.e, 1.0 m below the dam crest.

- Filters Zone: The transition between the impervious

earth core and outer random fill shell on the

downstream will be provided by one layer of coarse

filter sandwiches between two layers of fine filter

- Random Fill: Material classed as random fill shall

consists of silty clays, clayey silt, silty sand and

weathered, fractured and decomposed rocks mainly

conglomerate, siltstone or silty sandstone.

- Rockfill Shell: The rockfill material for outer shell

will be obtained mainly from sandstone/silty

sandstone and conglomerate from excavation of

spillway, outlet works and diversion tunnel.



- Riprap Zone: On the upstream slope, riprap layer of

8.0 m width has been provided. The material of this

layer consists of oversize rock stone meeting the

requirements to withstand the water waves.

- Downstream Face (Turfing): Protection against

rain will be provided on the downstream face, by

placing sweet soil and close turfing. The thickness of

the sweet soil and close turfing will be 0.15 m.

c. Dam Crest

The crest of the embankment including road formation has

been set at EL 60.0 m. To cater for freeboard, the top of

parapet wall has been fixed at EL 61.0 m. The crest road is

provided with 40 mm bituminous wearing course surfacing

pla ed on 60 mm thick binder Course. The binder course is

underlain by 300 mm road base and 150 mm subbase. The

subbase will be placed on top of random fill.

d. Parapet Wall

A conventional cantilever type concrete parapet wall has

been provided at the dam crest. It is 1.55 m high, projecting

1 m above the crest road. The top of wall has been fixed on

the basis of freeboard and camber requirements. Its top

level varies from EL 62.40 m at the maximum section to EL

61.0 m towards abutment. The wall has been designed to

withstand wave impact and load from embankment fill.

e. Freeboard and Crest Level

Since avoidance of overtopping is a prime design

requirement for a dam, adequate freeboard has been

provided. This vertical distance above normal pool level to

the dam crest includes



- Rise in water level to pass spillway design flow or

flood surcharge

- Rise in water level due to wind action which

comprises of wind set up, wave height and wave

run up

- Additional provision towards contingencies due to

any inaccuracy in hydrological parameters

2. Saddle Dam i. The saddle dam shall be located at a distance of about 200m

on the right side of the main dam. It will complete the

reservoir rim by closing a saddle between two hills, having

lowest point at EL 30.0 m. The maximum height of the dam

above lowest ground level will be nearly 30.0m with the crest

length of about 300 m. The dam is designed as zoned earthfill

embankment with central earth core as of the main dam.

ii. The design features for saddle dam is same like main dam

design, except that the saddle dam embankment is placed

on lateritic soil overburden.

3. Service Spillway i. The service spillway is located on the right side of the main

dam. A gated ogee spillway has been adopted for flood

control and flood routing characteristic

A 35.0 m wide approach channel with its bed excavated to

EL 46.0 m, leads the water to a 30.9 m long weir which has

its crest located at EL 52.0 m. The overall width of the crest

is 35.0 m with two number of 2.05 m wide piers. Three (3)

10.3 m wide and 4.66 m high radial gates will be installed

in the three bays of the spillway. The top of the gate will be

about 0.3 m above the normal pool level at EL 56.0 m to

avoid overflows in normal conditions.



ii. Design Discharge

Service spillway is a gated structure. Spillway capacity

should be sufficient to cater probable maximum flood (PMF)

in as much as the dam is an earthfill embankment. The

spillway was also designed for PMF condition. An ungated

overflow type of spillway was proposed for a design discharge

of 733 m3/s. The design discharge was based on PMF inflow

peak of 1806 m3/s which was routed with spillway crest at

EL 50.50 m resulting in a flodd surcharge of 2.95 m and

outflow discharge of 733 m3/s. Effective length of the spillway

considered was 61.20 m

iii. The service spillway consists of:

a. Apron Slab

The apron slab is reinforced concrete slab on grad. This is

a 0.3 m thick slab which has no applied force acting on it.

This has been designed for temperature and shrinkage

stresses.

b. Non Overflow Section

Non overflow sections are provided on both sides of the

ogee crest to connect the overflow section with the

abutments. The non overflow sections are mass concrete

gravity structures placed on the cut slopes of the spillway

abutment.

c. Ogee Weir

This is a massive structure and has been designed for

temperature and shrinkage stresses. The spillway weir is

of the gated concrete overflow type. It has an ogee shaped



crest with rounded abutments and piers. The crest

elevation is set at 52.0 m and the total crest length is 30.9

m i.e (3 X 10.3 m). Effective length of the crest has been

taken as 30.9 m. The weir shall have a nappe shaped crest.

d. Pier Walls

These are vertical walls embedded in the floor slab and

take two major loads. The first is the load of the spillway

bridge for which the wall is designed as a compression

member.

e. Abutments

The difference of the abutments from the piers is that the

abutments sustain an additional load of the retained

earth. All vertical reinforcement on the backfill side has

been provided to resist lateral earth pressure from the

retained earth.

f. Chute

The portion of the spillway channel below the control weir

is the chute. The invert gradient for the chute has been

selected to place the foundation on sound rock as assessed

by the site investigation and topography. Accordingly a

slope of 2 : 5 : 1 is provided for chute floor.

g. Stilling basin

A hydraulic jump type stilling basin shall be provided for

dissipating the excess energy of incoming flows.

Parameters for the basin have been worked out for a 1000

year outflow discharge i.e, 546 m3/sec. Maximum velocity,

at the toe is worked out as 26.35 m/s.



h. Spillway bridge

A bridge with its crest at EL 60.0 m is provided along the

axis of spillway crest in order to provide access. The bridge

is 5.0 m wide and 35 m long.

i. Approach Channel

About 137 m long and 35 m wide approach channel having

straight alignment leads the flow to the service spillway

ogee. The approach to the weir has been kept in such a

way that the flow shall take place unobstructed without

causing any adverse inlet condition over the whole range

of reservoir levels.

j. Tailwater Rate

The Angga barrage located at about 424 m donstream of

the confluence of spillway channel with Sg. Angga controls

the tailwater levels for the spillway at lower discharge. For

higher discharge the Sg. Angga appears to have little

effect on the tail water rating curves as the water surface

encroaches the river bank terraces.

4. Outlet Structure i. The outlets works include intake tower, vertical shaft, steel

conduit of 2.75 m diameter passing through the diversion

tunnel, and valve housed to distribute and discharge the

water released for different purposes. The intake tower,

diversion tunnel, valve houses are located between the right

abutment of service spillway and the left abutment of

saddle dam

ii. The present design discharge arrangement of water

releases in peak season is as follows:-



- Besut Irrigation System and maintenance

Flows for Sg. Angga

18 m3/s

- Angga Canal irrigation System 7.2 m3/s

- Besut Water Supply 3 m3/s

- Upstream high Areas of Angga Canal

irrigation System

0.6 m3/s

- Total water releases 28.8 m3/s

iii. The outlet structure consists of:-

a. intake Tower

The intake tower is connected from the maintenance deck at

EL 56.30 m to the bottom of the vertical shaft at EL 19.83 m

in the diversion tunnel by using gantry crane. This bulk head

will only be used for the maintenance of the outlet conduit

pipes

b. Access bridge

The bridge is designed for the access to the intake tower for

maintenance purpose as well as transporting equipment

using small trucks.

c. Outlet Pipes

For irrigation system of Angga Canal, the main pipe is

reduced to 0.92 m diameter pipe before cone valve, using 3

reducers. The discharge through this cone valve will be 7.2

m3/s. For Besut water supply system, one pipe of 1.5 m

diameter originates from on the right side. Gate valve is

provided at the start of maintenance purpose.



d. Valve House

The flows to Sg. Angga and Angga canal will be regulated by

fixed-cone valves installed at the downstream end of each

pipe in the valve house. The valve house for Angga canal will

be in front of the downstream diversion portal. The valve

house for the besut Irrigation Scheme will be located at the

right side of the service spillway stilling basin.

e. Exit Channel and Feeder Channel

Discharge from the valve house 1 for Angga canal irrigation

scheme (7.2 m3/s) will fall into a stilling basin provided

downstream of the valve house. The outlet discharge for besut

Irrigation scheme amounts to 18 m3/s. This discharge will be

released through two (2) – 1.06 m diameter valves located at

the valve house 2.

f. Outlet Discharge

The sizes of the valves are designed to provide a design

discharge of 9 m3/s and 7.2 m3/s at reservoir level of EL 37 m.

The sizes for the valves come out to be 1.06 m and 0.92 m

diameter.

5. Diversion Tunnel i. The diversion scheme is required to provide dry area for the

construction of main dam. It will be carried out in two

stages. In the first stage, flows will be diverted towards a

diversion channel on the right side of the river, whereas in

the second stage flows will be passed through a concrete

lined inverted U-shaped diversion tunnel, 5 m wide and 5 m

high, to be located on the right side of the service spillway.

Two cofferdam will be constructed, one upstream and other

downstream, to allow construction of the main dam. The

diversion tunnel located along the left abutment of



saddle dam

ii. The tunnel has been designed to cater a 25 – year

frequency flood with inflow of 95 m3/s and routed

outflow of 58 m3/s. For the discharge, depth of flow in

the tunnel is about 3.9 m with velocity of about 2.69

m3/s.

iii. The Cofferdam

The cofferdam will be constructed upstream and

downstream of the main dam toe extending from the river

bank to both abutments leaving a gap of 20 m in-between to

allow for the stage 1 diversion channel.

6. Reservoir i. Spillway capacity should be sufficient to cater probable

maximum flood (PMF) safely as much as the dam is an

earthfill embankment. The probable maximum

precipitation (PMP) for the dam catchment area has

estimated as 3183 m3/s

ii. The filling studies were determined from simulated

rainfall runoff studies using rainfall data between 1948 to

2006. The inflow volume is computed based on the product

of the monthly runoff and a catchment area of 77km2 .

7. Emergency

Spillway

i. The emergency spillway is located at the left periphery of

the reservoir about 2.5 km upstream of the main Dam.

Access to the emergency spillway will be provided by an

access road, starting from the main dam along the left

periphery of the reservoir.

ii. Design Discharge

A comparison of outflows and surcharge for the above crest

lengths suggested that 30 m for service spillway and 150 m

for emergency spillway is the most appropriate length of

weirs and has therefore been adopted. The routing results



show that the outflow discharge shall be the order of

954 m3/s, with a flood surcharge of about 2.5 m above

the emergency spillway crest at EL 56.30 m.

iii. the structural design of emergency spillway consists of:-

a. Approach Channel

About 68 m long and 153 m wide approach channel having

straight alignment leads the flow to the emergency

spillway ogee. The approach to the weir has been kept in

such a way that the flow shall take place unobstructed

without causing any adverse inlet condition over the whole

range of reservoir levels.

b. Ogee Weir

The spillway weir is an ungated concrete overflow ogee

shaped crest. The crest elevation is set at EL 56.30 m and

the crest length is 150 m. the weir shall have a nape

shaped crest. Upstream face be vertical. This is a massive

structure and has been design for temperature and

shrinkage stresses.

c. Chute

The portion of the spillway channel below the control weir

is the chute. The width of the chute channel converges

from 35 m at the downstream base of the control weir to 25

m at a distance of 93 m (horizontal) downstream from the

start point of convergence, giving a nominal divergence

ration of 1: 18.

d. Stilling Basin

A hydraulic jump type stilling basin shall be provided for

dissipating the excess energy of incoming flows.



Parameters for the basin have been worked out of PMF

outflow discharge, i.e, 954 m3/s.

e. Tailwater Rate

The discharge below the stilling basin will join Sg. Bekok

(a river opening in the adjacent valley). The exit channel

will be lined with riprap and bedding having a bed width

of 153.5 m up to a length of 50 m downstream of the

stilling basin.



4.3 CONSTRUCTION ACTIVITIES

ACTIVITY DESCRIPTION

1. Site Preparation

- In the reservoir area, the clearing will begin at the rivers

and the vegetation will be cleared away from the rivers.

This will also ensure that the fauna can escape from the

area.

- Given that the construction sites and the reservoir area are

located in the national-conservation-forests, many of the

trees are valuable. These can be removed and sold.

i. Removal and

Disposal of

Vegetation

ii. Constructing

Access Road

- There are existing tracks or roads can be used, which

through Bukit Payung and Telekom Tower.

iii. Temporary

Drainage

- The temporary drainage to be constructed to guide the

generated runoff/overland flows from the project site to the

existing waterways. The slope at cut area shall be 1:1.5

with close turfing while fill area shall be 1:2 slopes with

close turfing.

iv. Dam

Construction

By Year I, the following activities will be done:-

- Excavation of diversion channel

- Foundation Treatment for main dam around area A

abutment (i.e. Grouting)

- Foundation treatment for saddle dam

- Start of excavation for service spillway

- Start of excavation tunnel portals

By Year II, the following activities will be done:-

- Access Roads and building works

- 1st stage Coffer dam including sheet piling

- Main dam between EL.8.0 m to EL 30.0 m along both



abutments

- Saddle dam up to EL 60.0 m

- Excavation of Service Spillway, grout curtain, drainage

system and rock anchors

- Start of concreting in service spillway

- Emergency spillway

- Start of concreting in tunnel and shaft

By Year III, the following activities will be done:-

- Access Roads and Building Works

- Main dam up to EL 60.0 m along both abutments

- Construction of Service Spillway except gates

- Construction of diversion tunnel including lining

By Year III, the following activities will be done:-

- 2nd stage Coffer dam

- Diversion of river through tunnel

- Main dam up to EL 60.0 m in the central portion of the

river

- Construction of service Spillway and gates

iv. Diversion Works - Stage 1 : Diversion of river flow towards the left bank of

the river. In order to construct the cofferdams in dry, a

temporary channel will be constructed to divert the flows to

Sg. Angga and clear the area for the stage 1 diversion

channel works. After construction of the stage 1 channel,

the temporary channel will be abandoned and the water

will start flowing through the stage 1 diversion channel.

- Stage 2 : Diversion of stream flow through diversion

tunnel. When all the above works are successfully

completed, the streamflow will be diverted through



diversion tunnel and the flow through the Stage 1 diversion

channel shall be closed by a plug between the two parts of

the upstream cofferdam. The closure of the diversion

channel shall be made in the beginning of dry season.

- Stage 3 : Diversion of river flows through the diversion

tunnel. When construction of the main dam is completed to

the crest level, the mouth of the diversion tunnel should be

closed by dropping bulkhead gate. The reservoir filling will

thus start.

v. Reservoir Filling There following salient steps that should be undertaken

during reservoir filling activities:-

- All vegetation within the reservoir area should be cleared

and removed before filling activity

- Ensure all the water outlets for the dam were closed, to

avoid any discharge from the reservoir

- Ensure all system that been installed is functioning, to

monitor every single occurrence during filling activity

- Investigate/monitor if there any seepage within the dam

core

- Identify if there any failure of the system and

component/structures of the dam



5.0 EXISTING ENVIRONMENT

5.1 Physical

5.1.1 Topography

The proposed project area will involve approximately 1,212 ha of land which is covered

with secondary forests. The main river is Sg. Angga with two sizeable tributaries and a

number of other smaller streams. One of the tributaries is Sg. Peda joining Sg. Angga

from right side at a location about 7.5 km below the latter’s originating point. Sg. Peda

originates from Bt. Kajang at EL. 1000m. Another major tributary of Sg. Peda

originating from the western hill range at EL. 780m joins the river just upstream of the

proposed dam site. The elevation along the hill range drops from about 1000 m to nearly

90 m at the dam site where the river bed level is at about EL. 17.0 m. The major portion

of the area consists of forest clad hills. The area below EL. 50 m forms comparatively

flatter terrain.



Figure 6 Topography of the Project Site



5.1.2 Geology

Terrain Geological Mapping

The study for geological observation covers an area of 110 km2 or 11,000 ha. The geology

of the study area is covered by three main litologies;

1. Carbonaceous to Cretaceous metamorphic rocks;

2. Sedimentary rocks and

3. Granitic rocks.

The metamorphic rocks consist of quartzitic sandstone; siltstone, conglomerate, and

carbonaceous shale which belong to Telemong and Keruak Formations. Tapong and

Bukit Puteri Formations are the younger formation (tertiary), consisting of interbedded

sandstone and siltstone and conglomerate beds.

All the formations are overlain by alluvium of the Quaternary deposits. These rock

formations were deformed and metamorphosed into metamorphic rock caused by late

deformation due to granite intrusions. The Granitic rocks consist of Granite to Granite-

Diorite of the Lawit Granite and Granite biotite hornblende of the Boundary Range

Granite. These two granites have historical series of emplacement from the Cretaceous

up to the Upper Carbonaceous.

Geological Structure

Geological structures such as bedding, foliation, joint and fault contribute to slope

instability in natural and manmade slopes.

i) Bedding planes

Bedding planes are a kind of sedimentary structure as well as a discontinuity plane that

separates a layer of sedimentary rock from another. Most of the readings for the

strike/dip were carried out on sedimentary outcrops located along the road and Angga

River. The orientation of bedding plane was found to vary from one place to another.



The bedding planes recorded in this area strike predominantly N-S and NW-SE and dip

towards northeast and southwest.

ii) Fault Line

Faults structures are discontinuity planes associated with movement in rocks. The

regional structure of the fault can be interpreted based on trend of negative lineament

such as rivers and valleys. The satellite image indicates considerable alignment of

gullies and ridges to form topographic lineaments. This fault is at some distance from

the proposed Peda dam. Other than this, there seem to be no faults crossing the

proposed dams and its facilities.

Geotechnical Aspects

The structural geology is a component that reflects the geotechnical aspect. Distribution

and frequency of the geotechnical factors are influenced by trend and pattern of

structural geology such as beddings, joints, faults, schistosity planes.

The structural geology of this area is divided into two criteria: strike-slip fault and

negative lineament the strike-slip faults with direction to the left or to NNW due to SE

compression. In the northern, this fault was shifted the granite body about 3 km away

to the NNW. Sg. Angga was believed occupied along the fault zone. In the southern, the

presence of this fault was interpreted because no evidence supported its movement. The

negative lineaments were reflected either as stream lines or rivers, joint sets/ joint

systems or as fault zones (especially as normal faults). Most of the negative lineaments

existed in the metamorphic and sedimentary rocks, its formed coincide or after the first

deformation or during emplacement of granitic body in the study area. The presence of

these lineaments was disturbed the stability of bedding planes.

The expected location for landslide or other slope failure in the catchment area can

predicted along the crossing between negative lineaments, between beddings and

negative lineaments or between other geological structures. Soil erosion was occurred in

significant rate and this reflected to the formation of weathered rocks and also due to



encroachment of human kind. Thick sediments deposits were deposited along the river

bed, especially along the Sg. Peda.

The rock became unstable and falling down or sliding to the ground as rock fall or

landslide (for weathered rocks). The stability of rock in this area is very weak,

weathered rocks with high grade (5 or 6) are easily observed in the study area.



Figure 7 Geological Map



5.1.3 Soil

The mottled brown soils were normally seen wherever the residual soil profile was

developed. This type of soil was more common in the foundations for the Peda dam.

Thirteen topsoil samples from the Angga & Peda catchments were collected for physico-

chemical analysis. The composition of sand, silt and clay fraction in the soil varies. The

sand content ranged from 42 to 89%, silt content from 6 to 28% and clay from 5 to 37%.

High variation of particle size occurs between sampling stations probably due to the

different types of parent materials. Organic matter content is in the range of 2.28 to

9.74%.

5.1.4 Climates and Meteorological

Meteorological data used to describe the climatic conditions in the proposed project site

was obtained from the Meteorological Monitoring Stations in Kota Bharu and Kuala

Krai due to the fact that there is no Meteorological Monitoring Station in Besut.

Although there may be variations in the local weather and wind flows within the

proposed project site, the overall regional weather and wind flow influencing the area

should not be different.

Rainfall distributions in these two stations are influenced by the monsoonal wind

flow pattern. During the North-East Monsoon, both stations recorded the high total

rainfall. The monthly total rainfall for October was more than 250 mm and is was the

maximum recorded. There was less rainfall during the months of February to July.

However, during the inter-monsoon period (February and April), the total rain days

were slightly higher in 2003. These variations may be due to the long term effects of

the El-Nino phenomenon.



5.1.5 Landuse

1.Land Use Activity within 250 meters Radial of the dam site

a. Forest Area Within 250-meter radial from the dam site the land

use types are mainly secondary forest and orchard

with some rubber trees. To the east and upstream

of the dam site is the swampy area which covers

about 50 ha of the Paya Peda confluence with

Sungai Angga. The secondary forest is the remnant

of the logged over forest that will be inundated.

b. Agriculture The orchard land and some rubber trees are located

on the western part of the proposed dam site near

the Angga Barrage. The land area to the west of

the dam site and downstream of the dam area is

planted with several fruit trees and intermittent

with rubber trees. There is no human settlement

found in this area.

2.Land Use types within 3-KM Radial of the dam site.

a) Forested Land

The land area covers with swamp forest and

logged over forest. The land area is

undulating and covered with logged-over

forest.

The land area above the 100m mean sea

level until the 1000m mean sea level is

covered with forest known as the Gunung

Tebu Forest Reserve which also a production

forest area. The total land area under this

forested area is about 6,475 ha. Some part of



the forested area has been logged.

b) Plantation Area

Most of the plantation areas are located

outside the Angga catchment area. The

nearest plantation is FELDA Tenang locates

about 1000 meters to the south of the

proposed dam site over the southern

boundary of Sungai Angga. The oil palm

plantation (648 ha) is owned by the FELDA

Tenang and equipped with settlement,

utility and amenity . FELDA Tenang has

several facilities such as school,

administrative centre and settler’s quarters.

c) Orchards and

Rubber

smallholdings

The smallholding rubber and oil palm areas

are located outside the proposed dam area.

There are about 750 ha of rubber and

orchards land to the east of the Sungai

Besut and the proposed dam site. The

nearest rubber and orchard areas are found

about 100 meters to the west of the

proposed dam site.

d) Human

Settlement

The nearest settlement is Kg. Bukit Mali

which is about 2 km downstream of the

proposed dam site. The villages that are

heavily populated are Kg Bukit Payong in

Mukim Tenang and FELDA Tenang

settlement area. Kg Bukit Payong which is

located about 2100 meters to the southwest

of the dam site.



3. Land use activity within 10-km Radial from the proposed dam site

a. Forest Area

There are forest reserves such as the Gunung Tebu

Forest Reserve (within the project site and extent

between 16 kilometers north south direction and 18

km east west direction). The other forested area is

the Pelagat Forest Reserve located about 8 km to

the west of the project dam site which covers more

than 200 kilometer squares.

b. Agriculture Further downstream of the Angga Barrage and

downstream of Sungai Besut there are wet paddy

cultivation areas near Kg. Pasir Akar and towards

Jerteh and Kuala Besut. In higher areas, the

agriculture activities include rubber and orchards.

Upper catchment area to the south of Kampong

Pasir Akar most of the land area is cultivated with

rubber and oil palm. Beyond these plantation areas

of above 150 m elevation the land is covered with

forest area.

In 3 km to 5 km, there are agricultural areas

covered with rubber, orchards, and oil palm,small

holdings, FELDA Tenang andFELDA Dengir



c. Human Settlement The human settlements which comprise of small

villages are well distributed along the river bank or

the main roads. Those settlements located to the

north of the project site includes Kg. Bukit Piatu (3

km), Kg Mat Air (3.8km),

Kg. Baharu (5.4km) and Kg. Pasir Akar (6.2km).

Villages located to the west and south west of the

dam site are Felda Tenang(3.0km), Kg. Batu 13

(5km), Kg.Pasir Badak (6.7km) and Kg. La (9km).

Central Forest Spine The proposed project area has been identified as an

Environmentally Sensitive Area under the

Malaysian National Physical Plan shows that the

Malaysian federal government has labelled the

area as part of Central Forest Spine – Forest

Complex 2 (Taman Negara – Banjaran Timur)



Figure 8 Land use 0-250



Figure 9 Land use 250-3km



Figure 10 Land use 3km-10km



5.1.6 Hydrology

River and the Catchment Properties

The catchment area stretches between longitude E 102° 31’ 10” to 102° 37’ 40” and

latitude N 5° 37’ 52” to 5° 30’ 45” and is bounded by high hills of Batu Kajang, Batu G.

Kubang, Batu Ulu Angga, Bt. Dara and St. Pusu on the eastern side and Bt. Batu Balai

on the west. At the dam site the river drains an area of about 77 km2.

The catchment is elongated in shape extending in east-west direction. It is drained by

Sg. Angga with its two sizeable tributaries and a number of other smaller streams.

No sediment observations have been made on Sg. Angga.

Design Flood Runoff

There are 5 water level and discharge monitoring stations located within the Sg Besut

catchment. The currently accepted standards for dam design require that dams of

high importance or in which significant financial risk is involved are to be designed to

be safe for the 1 in 10,000 year flood to which would be the probable maximum flood

(PMF).

Hydrologic Model Development

The SWMM-XP hydrologic model is used to simulate the design floods of 1 in 2, 10, 20,

50, 100 and 1000 years ARIs and the PMF by using the calculated design storms and

PMP for the catchment respectively.

The SWMM model was considered accurate for this catchment area as the hydrologic

analysis by the model is suitable for rural and small catchment area.



Table 1 Flood Peak Discharge Value

Method of

Estimation

Q Peak (m3/sec) for Various Return Period

2 Yr 10 Yr 20 Yr 50 Yr 100 Yr 1000

Yr

XP-SWMM 119 179 252 302 342 591

The design of the diversion system is required to take into account the following:

• the risk of flooding the construction work underway in the reservoir area

• the risk of the flood over topping the partly completed dam and causing damage

downstream of the dam.

Table 2 Summary of Simulated Flows and PMF under different return Periods for

Various Time Durations

12 Hr 1 Day 2 Day 3 Day 5 Day 7 Day

2 119 242 66 80 75 93

5 179 378 96 123 112 152

10 214 309 129 158 146 190

20 252 242 173 200 183 237

25 268 378 192 219 201 260

50 302 309 225 253 233 350

100 341 285 270 417 389 533

1,000 591 755 353 1,158 748 1,439

P MF 2,889 3,735 1,870 1,868 1,366 1,367

P eak F low (m3/s)

AR I (Y R )



Figure 11 Catchment Area



5.1.7 Water Quality

Based on Malaysia Environmental Quality Report 2006 by Department of Of

Environment Malaysia, Sungai Besut was categorized as Class II (with overall WQI 90).

The results on the current study show that the water quality at the various sampling

stations fluctuate between Class I and Class II between seasons with the exception of

WQ10 (Confluence Sg. Pelagat and Sg. Besut near Jertih bridge) and WQ11a (Upstream

of Sg. Tembila). These two stations fell into the Class III category during the normal

season whereas WQ10 also fell into Class III during wet season. These variations at the

two stations are most likely associated with localized changes in the water quality

parameter due to localized inputs of pollutants since stations upstream and downstream

do not exhibit similar changes. The Project Proponent should continuously monitor the

results of the water quality analyses especially during the project implementation

phase. Corrective actions should be taken whenever and wherever deterioration of the

water quality occurs.

5.1.8 Air Quality and Noise

The ambient air quality in the study areas is found to be good. The ambient noise levels

at the study areas are also generally low, both characteristics typical of a rural setting.



Figure 12 Sampling locations for water air, noise



5.2 Biological

5.2.1 Flora

Overview of the tree species in the undisturbed forested areas within the proposed

project areas showed various timber species such as Shorea (Meranti, Balau, Damar),

Dipterocarpus (Keruing), Hopea (Merawan), Vatica (Resak), and Anisoptera (Mersawa).

The secondary or disturbed forested areas were mainly dominated by species from the

families of Euphorbiaceae, Arecaceae, Verbenaceae, Dipterocarpaceae, Ulmaceae,

Melastomataceae, Connaraceae, Clusiaceae, Burseraceae, Sapotaceae, Rutaceae,

Myristicaceae, Lauraceae, Gleicheniaceae, Dilleniaceae, Moraceae and Apocynaceae.

The species were very common in the disturbed forest areas which include Chromolaena

odorata, Mikania micrantha, Scleria sumatrensis, Smilax myosotiflora, Smilax setosa,

Smilax macrocarpa, Macaranga gigantea, Macaranga gigantea, Macaranga hypolueca,

Macaranga triloba, Endospermum diadenum, Trema cannabina, Trema orientalis,

Clerodendrum deflexum, Vitex pinnata, Vitex vestita, Pteris ensiformis, Nepenthes

gracilis, Spathogolttis plicata, Donax grandis, Clidemia hirta, Melastoma

malabatrichum, Mallotus paniculatus, Dicranopteris curanii, Dicranopteris linearis,

Sticherus truncatus, Tetracera scandens, and Blechnum orientale. These were indicating

the occurrence of disturbance of the surveyed area.

The riparian habitats indicated the presence of Tristaniopsis sp. (Pelawan) and Ficus

ischnopoda which was found abundantly along Sg. Angga. Other riparian tree species

include Myrica esculenta (Myricaceae), Teijsmanniodendron coriaceum (Verbenaceae),

Campnosperma auriculatum (Anacardiaceae), Anisophyllea disticha (Anisophylleaceae),

Mesua grandis (Clusiaceae), Mesua kochummeniana (Clusiaceae), Mesua racemosa

(Clusiaceae), Weinmannia fraxinea (Cunoniaceae), Dipterocarpus concavus

(Dipterocarpaceae), Dipterocarpus costulatus (Dipterocarpaceae), Shorea

balanocarpoides (Dipterocarpaceae), Shorea singkawang (Dipterocarpaceae), Ardisia

crenata (Myrsinaceae), Pometia pinnata (Sapindaceae) and Smilax calophylla

(Smilacaceae).



The epiphytes were mainly of the ferns (Aspleniaceae, Adiantaceae, Davalliaceae,

Dennsteadtiaceae, Hymenophyllaceae, Polypodiaceae and Vittariaceae) and orchids

(Bulbophyllum, Dipodium, and Coelogyne).

5.2.2 Fauna

The survey conducted by the consultant team recorded 36 species of mammals. A total

of 91 species from 38 families of birds were recorded at the survey sites. Out of the

total number recorded, 72 bird species are listed as totally protected and 6 bird

species are protected under the Protection of Wild Life Act, 1972 / 76, while another

13 bird species are not listed under the Act. A total of 11 birds are listed as near

threatened to extinction while one bird is considered vulnerable to extinction.

During the survey period, 17 amphibian species and 5 reptiles species have been

recorded.

5.2.3 Aquatic Ecosystem

Sg Angga and Sg Peda are fast running water bodies. Hence, the rivers ecosystem has

low phytoplankton populations ranging from only 0.2 cells per liter in Sg Peda upstream

to 8.0 cells per liter in downstream of Sg Besut. Diatoms were dominant while the rest

were Euglenoids, Cyanophytes and Chlorophytes (green algae).

A total of 54 species of fish were collected, observed or recorded from the information

gathered from villagers. Information provided by the villagers indicated that the

species, Tor tambroides (‘Kelah merah’ or Malayan masheer) has been extinct from Sg

Angga due to over fishing activities. A few species are also gradually disappearing due

to the same reasons i.e. Kelisa, Kejor and Tengas.



Some species of fishes in the study area are endemic especially in the fast running and

clear water of Sg Angga and Sg Peda, but all the species that have been recorded in this

study are widely distributed and could be found in various other rivers in Malaysia.

5.2.4 Socio Economic and Public Health

i) Human Environment

The proposed Paya Peda Dam project is located on Sg Angga about 7.5km from

confluence of Sungai Angga and Sungai Besut in Mukim Tenang, Besut District,

Terengganu. The upper catchment of Sungai Angga after the proposed dam site is

currently inhabited and within the Gunung Tebu Forest Reserve which covers an area

of about 7,700 hectares. The down stream area of the proposed dam site which is part of

the Sungai Besut river valley covers mainly of the agricultural land use (paddy land,

rubber, orchards and oil palm cultivation), traditional villages, Jertih Town, Kampung

Raja (Administration Centre) and Kuala Besut Town. Most of the population is

distributed in the lower valley of Sungai Besut. The upper Besut valley is mainly

covered with forested areas, agricultural area (rubber and oil palm small holders and

plantations) and traditional villages.

The total land area that will be acquired for the proposed project is about 1,467.56 ha

which comprises of 1,385.1 ha of government land and 82.44 ha of private land. The

government land includes the reservoir area upstream of the Dam Axis (1,328.64ha),

pockets of agricultural land and a small part of the forest reserve downstream of Sungai

Angga. The private land that will be acquired includes rubber land, orchard land and

open area that will be used for access road, office land , spill way, camp site, quarters

and other uses. For the construction of the access road to the dam site, 23 houses of

various types will be acquired.



It is anticipated that the State Government will generate revenue from the licensing of

logging activities plus the tax from the extraction of timber. The first revenue is the

premium paid by authorized loggers to the State Government for the land within the

inundated area.

With the Paya Peda Dam construction, the extension of the Angga canal could provide a

double cropping for the total area of 10,075 ha and a 95% functional system. With the

adequate irrigation water supply and good irrigation control, the paddy yield would be

able to increase from the 3.9 ton/ha in 2000 to 5 ton/ha once the irrigation scheme is

upgraded and improved at least by 2015 (KETARA 2006).

It is expected that with the construction of the Paya Peda Dam the 20-year flood at Kg.

Raja would be able to reduce the flood discharge from 2527m3/s to about 2027 m3/s. This

reduction in flood discharge at Kg Raja would reduce the flood area to about 440 ha of

land area under water. In terms of paddy production it could have saved about

RM418,000 per flood event.

With the construction of the Paya Peda Dam the supply of water for the district will be

about 121 MLD in 2020 which can support about 220,000 people (250 liters/person/day).

The total supply will require the construction of extra water treatment plants in order

to generate about 55MLD for domestic consumption only. Other water needs include the

industrial, commercial and institutional uses in the district.

For land acquisition, direct or indirect payment of money for land and property would be

the easiest and fastest means of compensation to those affected people. The registered

evaluation company or government evaluation office will evaluate the land value based

on the prevailing market price or other methods that are agreeable by both parties The

replacement of new area or land would be another alternative. If the government can

site a new land of the same value and properties then it would solve some of the critical

problems faced by those affected by the alienation program. Appropriate range of prices

for the type of land alienated shall be on the current market prices. For agriculture

land the price is about RM 12,000 per hectare. For rubber land it is about RM 17,000 to



RM 35,000 per hectare and generally for shop house in Jertih (RM 200,000, 2007). In

the urban fringe the single storey link houses may fetch a price is about RM 85,000 to

RM 125,000 per unit (Property Market Report, 2007).

ii) Public Health

Public health survey assessment has been carried out to describe the existing health

status and other health determinants especially the socio-economic status of the

population residing near the proposed Paya Peda Besut Dam site within 5km radius.

Public survey also had been done which focusing on who will be affected due to water

consumption from the dam and reservoirs water supply during their operational phase,

and in particular they were from two subdistricts: Pasir Akar and Felda Tenang and

comprised of six villages under Felda Tenang and ten villages under Pasir Akar, while

Kg Batu 13 was under both subdistricts.

From the study done, it was found that, Blastocystis hominis and Giardia duodenalis

which may lead to the infection of intestinal were the commonest protozoas detected in

the studied areas

The pattern of protozoan parasites infection for both places have shown is reliable due

to the moderate coverage (>50 %) from these villagers. All the species of protozoan

parasites found in this study was believed being transmitted to the infected childrens

via faecal – oral route transmission.

With the small percentage of positive prevalence, it indicates that the parasitic

infections has become a minor public health importance compared to some other places

nearby such as areas surrounding Tasik Kenyir for the Hulu Terengganu Dam Project

(based on technical report for Hulu Terengganu Dam project by Mazrura S et al, March

2008). However, with the existence of so called pathogenic or potentially pathogenic



parasites in this survey, early precautions and avoidance should be remarked because it

could be a sudden increased without any prior notice.

The three species helminth that have been found in all surveys were of medical

importance and well known as soil transmitted helminth in most part of the world. The

helminth can cause stunting, wasting, malnutrition and unfit physically among the

infected children.

The potential impact of the proposed dam to health of the public could be attributed to

development activities related to water resources and water reservoir. These health

impacts refer mainly to the risks of contracting waterborne and vector-borne diseases.

The baseline information shows that the health problem of this community is related to

the changes in the presence vectors and the water sources.

It should be emphasized that during this construction period, which extends over more

than two years, proper mitigating measures will be taken by contractors to ensure the

construction and the workers base-camp sites do not contain breeding sites for

mosquitoes to control the vector-borne diseases. They must also ensure proper

sanitation for the workers are provided to control transmission of other infectious

diseases. The Besut Health District Office undertakes an ongoing surveillance on

communicable and non-communicable diseases. The project proponent and the

contractor could collaborate with the health department to coordinate the activities of

this surveillance system



Figure 13 Radius for Socio Economy



6.0 ASSESSMENT OF IMPACT, MITIGATION MEASURE AND RESIDUAL

IMPACT

The potential impacts and the corresponding mitigating measures and residual impact

are summarised in Table ES-1. The main activities that will affect the natural

environment include site preparation, construction, operation and maintenance phases of

the project. Each development activity is assessed for its potential impacts on the

various physical, biological and socially components of the environment.



Table ES -1 The potential impacts and the corresponding mitigating measures

and residual impact

PROJECT

PHASE ACTIVITY IMPACT

MITIGATION

MEASURES NEGATIVE POSITIVE

PRE-CONSTRUCTION PHASE

1. Geotechnical

& Investigation

Felling &

Clearing

Clearance

carried out

should be

minimal &

revegetated

expose area.

2. Land

Acquisition

Acquisition of

private and

government land.

Protest from the

land owner if not

handled properly

Terms of land

compensation

should be

discussed to

reach a fair and

amicable

agreement.

CONSTRUCTION PHASE

1. Construction

of Access Road

Land Clearing Soil Erosion

Temporary

measures e.g

plastic cover,

revegetation &

slope turfing

Increase of

suspended solid

and turbidity

Proper drainage

and placed silt

traps to

intercept silt

laden runoff

before it enters

receiving water

courses

Cut & Fill

activity Dust

Exposed soil

recompacted

immediately.

Dry area

sprayed and

vehicle leaving

the site should

be washed.

Wash through

should be

provided

Material spills

Increase of carbon,

oil & grease, and

COD

Areas where

material is

stored should be

layered with

impermeable



base and bunded

2.

Establishment

of temporary

building &

utilities

Generation of

sewage, sullage

& solid waste

Water Pollution

No wastewater

to be allowed to

enter waterways

prior to

treatment

Propagation of

increase in

pathogens,

breeding of

mosquitoes, flies &

worms

Scheduled

inspection by

Health&Safety

Officer.

Unpleasant Odour

Proper waste

management

and sanitation

facilities should

be provided.

Waste should be

placed in a

closed container

and collected

regurlarly by a

licensed waste

contractor for

disposal at

sanitary landfill.

Base camp &

Site Office

Alteration of land

use

Areas utilized

should be

limited. Land to

be restored

where possible

after

construction

Foreign

Workers Spread of disease

Carry out Health

screening

Fugitive dust &

Noise

Adopt dust

suppression

measures

Spillage of large

amount of

material and

equipment to be

moved to site

Increase of

suspended

particulate matter

& traffic hazard

Truck should be

well covered and

stay within the

load limit.

Material and

tools

transported into

construction

material

Hiring of local

workers & local

material

suppliers

None.

4. Storage & Leakage & Contamination of Provide proper



handling of

construction

material

spillage of

construction

material

ground water and

surface

material storage.

Provide

structure to

retain material

spill and

chemical leak.

Dust & Noise

generation

Air & noise quality

degrades

5. Land clearing

& earthworks

Clearing and

removal of

vegetation

Accelerated soil

increase sediment

load affecting

water quality and

river flow as well

as aquatic life.

Job

opportunity to

the local

residence

Exposed area

must be turfed.

Selective land

clearing in

section and

stages. Install

temporary storm

water diversion

ditches. Provide

silt traps &

sediment pond.

Localized air,

noise and

vibration impact

Conduct regular

maintenance on

road, dry area,

access road, tires

and machinery.

Regenerated all

exposed area.

Loss of vegetation

and fauna

Gazette the

water

catchments area

upstream of the

impoundments

area to preserve

flora and fauna.

Ensure land

clearing

planning

sufficient time

for wildlife

shifting to the

nearest forest.

6. Borrow Area

& Quarry

Quarry activity

for construction

material

Soil erosion,

siltation & visual

criteria

Haulage system

and transportation

of material will

expose an unsafe

condition to the

The land should

be progressively

cut according to

planned finished

contour

Limit and

scheduled the

trip of material

transported to

the 11 trips per



public especially

during peak hour.

day max.

7. Waste

disposal

Generation of

substantial

quantities of

waste material

Soil & Water

pollution

Proper disposal

of waste

material

8. Dam

construction &

related activity

River diversion

and

construction of

dam

A section of the

river will be

completely but

overall river

hydrology is

unaffected.

Siltaton may

obstruct the

stream flow.

Soil erosion

related problems.

Deterioration of

river in terms of

suspended

solid,turbidity etc

Significant

number of job

opportunities

will be created

Implement soil

erosion erosion

control plan, re-

vegetation and

slope turfing.

Construction of

tunnel

Unstable geology

condition due to

dam construction

Concrete

reinforcement at

weak rock zone

areas to

strengthen

geological

stability.

Land clearing

and

construction of

tunnel

Localized air,

noise & vibration

impact

Apply dust

suppression

measures

hearing

protection for

construction

workers, limit

work hours to

daytime

9. Reservoir

Filling &

• Failure in

component

Initial

monitoring to



Monitoring system of

the dam.

• The

potential

of any

leakage

detected

• Failure of

the

structure

strength

during the

reservoir

filling

the system

The construction

of the reservoir

structure should

follow the value

of factor of

safety.

OPERATION & MAINTENANCE PHASE

1.Water Supply

Reliable supply

of water to

meet the

expected

demand

2.River

Regulation

Reduced flow

downstream

Improved water

quality during

dry season.

Implement strict

pollution control

river basin.

3. Dam Break

Flooding

Prepare an

Emergency

Action Plan such

as relocation

program.

Detection from

system

developed –

SCADA.

4.Project

Abandonment

Material and

Machinery

Abandonment

Pollution of

waterways, visual

impacts etc

Adopt proper

abandonment

procedures.

7.0 ENVIRONMENTAL MANAGEMENT PLAN



The formulation of an Environmental Management Plan (EMP) is essential as part of

project planning and management throughout the whole development stages. The EMP

is an effective tool to minimise the environmental impacts that are imposed by the

development of such magnitude.

It is proposed that the project proponent prepares an Environmental Management Plan

(EMP) for the project. The EMP is a structured plan for the mitigation of predicted

environmental impacts through “best management practices”. The EMP will be

applicable to all contractors and their employees working in the project site. The EMP

outlines the compliance, best management practices, impacts and mitigation, and

recommended monitoring for all the required construction and operational activities

that will take place. In addition, it also includes environmental audits, emergency

response plan, and institutional and legislative arrangement for implementing the

above. The best endeavours in preparing EIA would be in vain if a proper

environmental management plan does not ensure the implementation of all mitigation

measures and the continued monitoring of the environment in the wake of project

development.

Beyond recommending best management practices and mitigation measures for

environmental impacts, the EMP includes an Environmental Monitoring Programme

which outlines the components and parameters for baseline, compliance and effects

monitoring, and an Implementation Plan which introduces how the overall EMP should

be implemented. The EMP can be further developed in conjunction with the planning

and coordination of the construction works so that the relevant control measures can be

suitably implemented at the appropriate time and place in order to be most effective.

The following are specific components of the EMP:

a) Allocation of Responsibility



To manage the environment in proper manner, a good and systematic

management program must be adopted, with strong emphasis on employee

education, regular monitoring, environmental auditing and employing best

management practices to prevent environmental issues from arising

whenever possible.

An Environmental Management Team (EMT) set up by the project proponent

is to implement, monitor, audit and report based on the Environmental

Management Plan (EMP) on all matters pertaining to the environment.

b) Environmental Regulation

This section describes all the related rules and regulations which the project

proponent has to abide by pertaining to the project. It will cover water

quality, air quality, wastewater discharges, noise level, earthworks, solid

wastes and scheduled waste.

c) Environmental Monitoring Programme

Environmental monitoring programme are essential in dam project in order

that the project activities are undertaken in an environmentally sustainable

manner. The monitoring programme is to ensure successful implementation

of the mitigation measures by contractor.

The scope under the proposed monitoring programme comprises the following

key tasks:

• Site inspection to assess the current progress of construction works

on site.

• Monitoring of water quality, discharge from silt traps, air quality,

noise levels, waste management, flora and wildlife management to



assess environmental conditions against work progress and

intensity.

• Analysis of the monitoring results and formulation and

recommendations on suitable measures for areas of non-

compliance and/or enhancement of environmental quality.

Based on the information described, it is recommended that environmental

impact monitoring of the project be implemented according to the following

sampling locations, frequency of sampling and analytical methods.

d) Remedial Action

This section outlines specific construction activities in the project and

addresses work specifications and codes, and adherence to specific work

practices and ethics to avoid or minimise damage and interference to

watercourses or drainage systems, utilities, structures, roads or other

property, and trees. The corresponding mitigating measures are summarised

in Table ES-1.

e) Emergency Response Plan

An Emergency Response Plan (ERP) must be prepared for emergency

situations during the construction and operations of the project. The ERP

shall be integrated as part of the project inculcating general awareness on

safety, health and environment.

1. ERP During Construction Phase

This ERP covers activities, services and products that may create

potential accidents and emergency situations during construction phase



such as fire, spillage, structure collapse, medical emergency, landslide,

flood and general accidents.

The Contractor should establish site Emergency Response Team (ERT).

The ERT will prepare the appropriate ERP for each situation. All staff is

responsible to understand ERP and response procedures and evacuation

routes and to follow the instructions of the designated Safety Officer. The

emergency plan shall be the responsibility of the Project Manager who

shall also oversee environmental, health and safety matters.

The ERP should be displayed at related area such as site office, workshop,

guard station, canteen and workers quarters. The ERT should conduct

periodical training for the ERP and ensure emergency response

equipment are tested were applicable at least once a year. The ERT also

should review and revise the ERP at least once a year particularly after

the occurrence of accidents or emergency situations.

2. ERP During Operation Phase

This Emergency Response Plan (ERP) is prepared based on the dam

break study. The objective of the ERP is to prepare Paya Peda Dam and

its staff for a wide range of emergencies that may arise due to :

• Failure of, or damage to, system infrastructure;

• The potential for such failure to cause injury or loss of life of

employees and/or the public;

• Natural events leading to disastrous situations in regard to assets

managed by JPS KETARA.

The aim of the ERP is to enable JPS KETARA to know what to do and

how to apply its resources quickly and effectively in the case of dam

failure to minimise the impending damage.



The ERP are:

• To establish the manner in which all emergencies are to be

reported.

• To define the responsibilities of JPS KETARA employees in the

reporting process.

• To define the actions and responsibilities of JPS KETARA

employees in the event of an emergency.

• To ensure that combat and other support agencies are provided

with reliable source of information if they are called upon to

address an emergency associated with assets controlled by JPS

KETARA.

• To ensure that the plan provides a ready reference document

which clearly establishes the procedures to deal with all

emergencies in quick, efficient and safe manner.

f) Catchment Management Plan

A Catchment Management Plan (CMP) is important to secure and maintain a

reliable water supply to the proposed dam. It is necessary to ensure that the

natural environment of the catchment area of the dam is well managed and

protected. After the designated timber harvesting by the state is completed,

the logged-over forests within the designated catchment areas shall be

gazetted by the State Government as Protection Forest for Water

Catchment Area. The logged-over forest will function regenerate and no

second cycle of timber harvesting shall be allowed.

8.0 PROJECT ABANDONMENT AND DECOMMISSIONING



Proper abandonment procedures must be adopted upon completion of the construction

phase in order to prevent adverse impacts on the environment such as pollution of

waterways, visual impacts, etc. Once in operation, the possibility of abandonment, of

the dam is remote because of the monetary commitment to the project as well as the

reliance of the State for water supply. Nevertheless, a proper abandonment plan

should be drawn up that can be used to mitigate and rehabilitate the area based or.

the extent of works carried out.

9.0 CONCLUSION

• The findings of the EIA study indicate that almost all of the identified

negative impacts of Ac project can be partly or fully mitigated by practical

means. The adverse impacts are reeled to arise mainly during the construction

phase in relation to soil erosion and soil losses from land clearance.

• The mitigating measures recommended will significantly reduce, although

may not entirely avoid the anticipated short-term effects of

sedimentation and water quality deterioration of the rivers. The

clearance of the area will result in the loss of existing vegetation and wildlife

habitats in this area. Trees or plant species in the impoundments are of no

specific conversational value and are found elsewhere in the upper

catchment.

• The wildlife in the inundation area are also not considered endangered, rare

or endemic to this area and mitigating measures have been recommended

which will allow the maximum possible chance for the wildlife to escape into

the adjacent forest reserves. The species composition of fish, invertebrates,

and other aquatic organisms in the existing riverine system will change

because of the formation of the Paya Peda reservoir as part of adaptation to

the new environment, but this is not necessarily an adverse impact.

• A number of beneficial impacts can be derived from the project, not the least

being the provision of an irrigation scheme that has significant implications



to the successful ongoing economic development of the state of

Terengganu. Other positive impacts of the project include increased business

opportunities for local building material suppliers and the creation of job

opportunities.

• The necessary courses of action in terms of project siting and alternative

schemes have been reviewed in past studies based on technical feasibility,

financial viability as well as social and political acceptability. The proposed

scheme recommended here for implementation is regarded as the best viable

option. The Paya Peda dam project could be implemented in an

environmentally sustainable manner with proper planning and

management, provided the abatement measures such as those recommended

in this report are taken into consideration in the planning, design,

construction, operation and monitoring phases of the project development.

Documents

DEIA PAYA PEDA