DIRECTORATE GENERAL OF SEA TRANSPORTATION

ENVIRONMENTAL IMPACT ASSESSMENT

REPORT
OF
NEW PORT DEVELOPMENT PROJECT
IN
EASTERN METROPOLITAN AREA
(PATIMBAN)

FEBRUARY 2017
 TABLE OF CONTENTS

Chapter I Introduction
1.1. Summary Description of Activity Plan -------------------------------------------I-1
1.1.1. Background, Objectives, and Benefits of the Project ----------------------I-1
1.1.2. EIA Preparation------------------------------------------------------------------I-8
1.1.3. Description of Project Plan which will be Examined ----------------------I-9
1.1.4. EIA Status Study ----------------------------------------------------------------I-14
1.1.5. Conformity with Spatial Plan--------------------------------------------------I-14
1.1.6. Components of Project Plan Cause Impact ----------------------------------I-22
1.2. Summary of Hypothetic Significant Impact ------------------------------------I-108
1.2.1. Determination of Hypothetic Significant Impact ---------------------------I-108
1.3. Study Area and Period Boundary ------------------------------------------------I-117
1.3.1. Study Area Boundary -----------------------------------------------------------I-117
1.3.2. Period of Study Boundary Based on Scoping Result in KA --------------I-118

Chapter II Detail Description of Preliminary Environmental

2.1. Environmental Affected Component ----------------------------------------------II-1
2.1.1. Geophysical and Chemical Component --------------------------------------II-1
2.1.2. Oceanography--------------------------------------------------------------------II-28
2.1.3. Transportation--------------------------------------------------------------------II-50
2.1.4. Biology Aspect ------------------------------------------------------------------II-56
2.1.5. Social, Economic, and Culture Aspect ---------------------------------------II-77
2.1.6. Public Health Component ------------------------------------------------------II-126
2.2. Other Activities in Nearby Planned Activities -----------------------------------II-133

Chapter III Significant Impact Assessment

3.1. Pre-Construction Phase -------------------------------------------------------------III-2
3.1.1. Land Acquisition ----------------------------------------------------------------III-2
3.2. Construction Phase ------------------------------------------------------------------III-15
3.2.1. Procurement of Labor and Operation Basecamp ---------------------------III-15
3.2.2. Mobilization of Heavy Equipment and Materials --------------------------III-18
 3.2.3. Reclamation and Off Shore Facility Construction--------------------------III-30
3.2.4. Dredging and Disposal ---------------------------------------------------------III-41
3.2.5. Construction of Onshore Facilities -------------------------------------------III-63
3.3. Operation Phase ----------------------------------------------------------------------III-67
3.3.1. Procurement of Labor ----------------------------------------------------------III-67
3.3.2. Operation of Marine Facilities ------------------------------------------------III-70
3.3.3. Operation of Onshore Facilities -----------------------------------------------III-127
3.3.4. Maintenance of Basin and Access Channel ---------------------------------III-130
3.3.5. Operation of Access Road -----------------------------------------------------III-135

Chapter IV Significant Impact Evaluation

4.1 Study on Significant Impact --------------------------------------------------------IV-1
4.2 Study as Management Principal ----------------------------------------------------IV-5
4.2.1. Component of Environment and Sensitive Area ----------------------------IV-5
4.2.2. Direction as Environment Management -------------------------------------IV-7
4.3 Recommendations of Environmental Feasibility Assessment -----------------IV-8

APPENDIX
Environmental Management Plan and Environmental Monitoring Plan
 Chapter I - Introduction

CHAPTER I
INTRODUCTION

1.1. Summary Description of Activity Plan

1.1.1 Background, Objectives, and Benefits of the Project

1.1.1.1 Background

Important part of the sea transport is the port infrastructure, which serves oceangoing and
coasting activities such as loading and unloading of various goods and passengers as a
connecting point for marine and land traffics. Activities in ports may decide a high or low
economic growth in a region.

Ports north of Greater Jakarta Metropolitan Area have an important and indispensable role to
support the national economy. Especially, Tanjung Priok Port as one of such ports which
serves the container transportation in the western part of Java Island, internationally and
domestically. The above official decisions attach great importance to the urgency of Patimban
Port development plan from the following views :

1. To reduce the logistic cost by building a new port near to the center of production
(manufacturing);
2. To ease the land traffic congestion in the Jakarta Metropolitan area by shifting heavy
freight traffic through Tanjung Priok Port;
3. To strengthen the resilience of the economy with providing a complemental port to
Tanjung Priok Port.

To respond the issues above, Government of Indonesi (GOI), in this case, Ministry of
Transportation conducts Comprehensive study as Pre-Feasibility Study and Feasibility Study
that have produced technical feasibility and economic and financial shipping safety aspects
and environmental carrying capacity. Pre-FS is carried out testting 6 alternative locations that
lie in North coast of West Java as Cilamaya Port Replacement :
1. Tarumanegara, Bekasi
2. Pusakajaya, Karawang
3. Patimban, Subang

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 Chapter I - Introduction

4. Eretan Beach, Indramayu

5. Balongan, Indramayu
6. Pelabuhan Cirebon

Pre - F / S has compared six (6) candidates from aspects of “Legal / Institutional regulations
and restrictions”, “Benefits of Transportation / Logistics”, “Technical issues” and “Impacts on
oil / gas facilities”. As the conclusion, Patimban in Subang Regency has been selected as the
appropriate site to be a new port on the North Coast in West Java as shown in following table.

Table 1.1. Alternative Location Screening for New Port

Comparison Tarumanegara Pusakajaya Patimban Eretan Balongan
Cirebon
Aspect Bekasi Karawang Subang Indramayu Indramayu
Proper Proper Proper Not Proper Most Proper Most Proper
Mangrove Have the
Legal and At Muara Status has Trestle under
protection forest. regional port, Have a truly
Constitutional Gembong, been assigned construction,
Providing RIPN status has port, land status
Aspect residential status RIPN as main status change are
replacement was change acceptable.
area. port. available.
difficult. available.
Most Proper Most Proper Proper Proper Not Proper Not Proper
Base demand Relativity low
Transportation High demand, but Increase of Eretan more far
near by demand. Not Relativity low
Aspect land access isn’t demand same as than Cilamaya
industrial proper industrial demand
qualified Cilamaya. site port.
location. location.
Not Proper Most Proper Most Proper Not Proper Proper Not Proper
High Low Low High Low
Technical Very long
sedimentation, sedimentation, sedimentation, sedimentation, sedimentation,
Aspect channel, high
high cost for low cost for low cost for high cost for low cost for
cost for dredging
maintenance. dredging. dredging. maintenance. dredging.
Not Proper Not Proper Proper Proper Not Proper Not Proper
Three crossing
Must move
pipe in -23 m Must move pipe
Have seven Three platform
Safety Shipping Have two pipe depth and -30. lines and have a
pipe crossing, in 5 km, need to
and Pertamina crossing, must Must not move clearance Salvaging is
at five pipe in deals clearance
Pipe Against move two part three crossing problems, base needed, for
17 m depth, area base on
Aspect pipe crossing pipe, but must be on IMO and ammunition.
must move IMO and
when dredging. protected, base Pertamina
part pipe. Pertamina
on quantitative standards.
standards.
risk assessment.
Not Proper Proper Proper Proper Proper Proper
Mayority is
Changes of
paddy field and
land use Development
fishpond, it can Impact of land Impact of land
Traffic jam in this community will make a
be make a usage and local usage and local
Social Impact location is same and local change of land
changes of land community is community is
Aspect as Jakarta, so it industry. Yet used and local
used and growth small because small because
not proper citizens can industry so it can
of local regional port is regional port is
considered growth the be growth of
economic of in there in there
local local economic
surrounding
economic
people
Source : FS New Port in North Beach of West Java

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 Chapter I - Introduction

With the enactment of Patimban as planned of devlopment location a new port on the North
Beach of West Java, has been supported by some regulations set by the Indonesia Government
to accelerate the progress of the action plan development, such as :

• President Decree (Perpres) No. 3 Year 2016 : Accelerating the Implementation of the
National Strategic Projects, Patimban Project to be “Development of New Seaport in
West Java (North Beach).
• Presidential Decree (Perpres) No. 47 Year 2016 : Determination of the Patimban Port
In Subang, West Java Province, As a National Strategic Projects.
• Minister of Economy Decree (Permenko) No. 12 Year 2015 about Preparation
Acceleration of Infrastructure Priority.
• Minister of Transportation Regulation Republic of Indonesia No. 420 Year 2016 :
Team Planning, Development and Operation Readiness Port Patimban, Subang, West
Java Province.
• Ministry of Transportation Decree No. 475 Year 2016 : On Amendment Decree No.
KP 420 2016 About Tim Planning, Development and Operation Readiness Port
Patimban In Subang, West Java Province.

Considering the future road conditions and the upper limit of Tanjung Priok Port’s capacity,
Directorate General of Sea Transportation (DGST) has made a policy on the demarcation of
both port such as like :
• The hinterland of Patimban New Port is established in the northeast of West Java
Province.
• The hinterland of Tanjung Priok Port is established in DKI Jakarta, Banten Province,
and the Southwest of West Java Province

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Figure 1.1. Hinterland of Tanjung Priok Port and Patimban New Port

Development of patimban new port will be parted in four stages of development, these are
Phase I Stage 1 (2018-2019), Phase I Stage 2 (2020-2022), Phase II (2023-2026), and Phase
III (2027-2036). But, in preparation of EIA Document, it will be limited in study of
development of Phase I Stage 1 and Phase I Stage 2 only because detail planning is not able
to develop at this time.

The back-up area development is conducted by Public Private Partnership (PPP) so detail
design will be made by each invester. Hence, zoning plan is made for the back-up area and
based on the zoning plan, environmental impact is assessed.

With the above prospects, DGST’s F / S has forecasted the cargo demands such as containers
and vehicles, which are main commodities of Patimban new port. it is forecasted that for
Patimban New Port which will operate in Phase I Stage 1 (2019), will have 250.000 TEUs
(Twenty-foot Equivalent Unit) Capacity and Demand 250.000 TEUs, and will also have large
capacity of 7.500.000 TEUs when Development Stage (Phase III/ Year 2029) is completed
with predicted demand as large as 5.096.000 TEUs.

While Car terminal will have 198.902 CBU (Completely Built-Up) capacity in early operation
in 2019 with demand 101.788 CBU, and after entire stages have completed (Phase III/ year
2036) it is forecasted total demand for car terminal will be up to 455.990 CBU with terminal

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 Chapter I - Introduction

capacity up to 500.000 CBU. Figures of capacity demand and predicted capaity for container
terminal and car terminal of Patimban New Port can be seen in figures below.

Figure 1.2. Demand Forecast in Container at Patimban New Port

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Figure 1.3. Demand Forecast in Vehicle at Patimban New Port

Patimban Port will be constructed as a large - scale and deep - sea international port, which
will be categorized as a Major Port (Pelabuhan Utama). As main facilities, there are four (4)
container terminals and one (1) car terminal. The whole facilities are expected to be completed
in 2036 with the target cargo volume of 7.5 million TEUs and 500 thousand cars (CBU).

The Development of Patimban New Port includes in EIA mandatory criteria. Regarding the
environmental protection laws and regulations, there are Law No. 32 in 2009 on the Protection
and Management of the Environment, Government Regulation No 27 in 2012 on
Environmental Permits, and Regulation of the Ministry of Environment No 05 in 2012 on
Type of Business Plan and of Activity Requiring EIA. Therefore Ministry of Transportation
will conduct only one type of Activity/Bussiness whose development and/or supervision
authority is under one ministry, non-ministry government institution, provincial government
unit, or city/regency government. Then in the study, single EIA (AMDAL) Approach is
implemented.

As shown in Table 1.2, the dredging and dumping volume, length of jetty, length of
breakwater, terminal (container yard) area and reclamation volume.

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Table 1.2. Mandatory Criteria of EIA (Sea Port Category)

Category Type of Business/Activities Screening Criteria of AMDAL Action Plan
Capital Dredging Volume >500.000 m3 26.050.000 m3
Dredging and
Dredging with Cutting Stone >250.000 m3 or All -
Dumping
Dumping Volume >500.000 m3 or Area >5 Ha 23.750.000 m3
Jetty with sheet pile or open pile Length >200 m or Area >6.000 m2 -

Jetty with massive construction All 6 berth with long of each

Port berth is 840 m
Break Water Length >200 m 2.338 m
Port Facility
Port infrastructure (terminal,
Area >5 Ha 10 ha
warehouse, container yard, etc.)

Floating facility Ship >10.000 DWT 165,000 DWT (Maersk E

Class)
Reclamation Area >25 Ha or Volume >500.000 m3 10.300.000 m3
Note : *) = Government Regulation No. 5 year 2012 About Planning Activity and / or Mandatory Criteria of EIA

Patimban New Port will be classified as an international port. Thus, in accordance with the
Regulation No. 08 in 2013 on Protocols of Assessment and Examination of Environmental
Document and Enviroment Permit Issuance, for development of main port or Collecting Port,
then the Authority of EIA Document Assessment is on Centre Commission of AMDAL
Assessment of Ministry of Environment and Forestry.

1.1.1.2 Objectives and Benefits of the Project

Objectives
Objectives of Patimban New Port Project are as follows :
1. Building a supplemental port instead of Tanjung Priok which is reaching the upper
limit of its capacity;
2. Coping with the demand growth of port cargoes such as containers and vehicles at an
international port with international standards in West Java;
3. Easing the road traffic condition in order to shorten the delivery time, to save the
logistics cost and to improve the energy efficiency;
4. Stimulating the economic growth and the development of industrial areas in the west
of Java Island due to the facilitation of exports and imports;
5. Developing the economy of the surrounding area of Patimban New Port;
6. Creating job opportunities for the local community.

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Benefits
Benefits from Patimban New Port project are as follows :
1. Overcoming a “bottleneck” of port infrastructure’s capacity, which will attract various
investments and activities to West Java Province, among Subang Regency;
2. Providing an alternative port for port users, which will induce a competitive condition
to Tanjung Priok for saving logistics cost and time;
3. Building and operating a large international port, which will bring job opportunities
and an economic growth in surrounding areas.

1.1.2 EIA Preparation

1.1.2.1 Initiator and Responsible Person
Initiator : Directorate General Sea Transportation, Ministry of
Transportation
Address : Jl. Medan Merdeka Barat No. 8 Gd Karya Lt. 15, Jakarta
Phone / Fax : 021-3811308 Ext 4175
Responsible Person : Mauritz H.M. Sibarani
Position : Director of Port, DGST, Ministry Of Transportation

1.1.2.2 Implementing of EIA Study

Implementing of EIA study is arranged by EIA team who formed by proponent.

Table 1.3. List of EIA Study Preparation Team of Patimban New Port Development
No Name Competention Sertificate Position
Reg. Kompetensi KTPA No. 001610/SKPA-P1/LSK-
1 J. Yanto, S.Si, MIL Team Leader
INTAKINDO/IV/2015
Dr. Ir. Muhammad Reg. Kompetensi KTPA No. 001624/SKPA-P2/LSK- Physic and Chemical
2
Nur Aidi, MS INTAKINDO/XII/2015 Expert
Dadan Sudana Reg. Kompetensi ATPA No. 001698/SKPA-P2/LSK- Social and Culture
3
Wijaya, SE., MIL INTAKINDO/XII/2015 Expert
Reg. Kompetensi ATPA No. 001611/SKPA-P1/LSK- Environmental
4 Santi Trilina, ST.
INTAKINDO/IV/2015 Expert
Reg Kompetensi ATPA, No Reg : No 001336/SKPA-
5 Deri Ramdhani Biology Expert
P1/LSK-INTAKINDO/I/2015
Reg. Kompetensi ATPA No. 001431/SKPA/LSK- Transportation
6 Ir. Tedi Setiadi, M.Si.
INTAKINDO/VII/2015 Expert

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Table 1.4. List Interviewees / AMDAL Expert and Supporting Team

No Name Competention Sertificate Position
1 Muhammad Fathoni, S.T., M.T S3 – SAPPK ITB Speaker / Interviewees Port
Sertifikat Penyusun AMDAL,
2 Bram Fatahillah, S.Si., MT. Hydro-Oceanography Expert
PPSDAL UNPAD 2016
Sertifikat Penyusun AMDAL, S1
3 Ir.H. Dikdik Riyadi, MSc Geology Expert
– Geologi Unpad
Sertifikat Penyusun AMDAL, Social, Economic, and Culture
4 Rd. Ayu Mutiara, S.Sos, MIL
PPSDAL UNPAD 2016 Expert
S1- Perikanan, S2 Teknik Assistant of Social and
5 M. Luthfi Ramadhan, S.Pi., MT
Lingkungan Fisheries Expert
Sertifikat Penyusun AMDAL, Social, Economic, and Culture
6 Dedeh Rani F, SE
PPSDAL UNPAD 2016 Expert

7 Candra Raharja Pramasyka, S.Si S1 – Biologi Unpad Secretary Team

8 Pinandita Mufqi Rinnaldi, S.Si S1 – Biologi Unpad Assisstant of Biology Expert

1.1.3 Description of Project Plan Which Will Be Examined

Patimban New Port will be a International level Container Loading-Unloading and Car Port.
Plan of development of the port is one of biggest for Port Sector of Indonesia, because of
owned cargo volume will be same as Tanjung Priok Port one, which is the biggest port in
Indonesia. Plan of Development of Patimban new Port, consists of some development
activities where + 178 Ha Area will be used for Terminal Area Development, 15.38 Ha Area
will be used for Road Access construction 8 km long, also + 10 Ha will be used for back up
area, from 356.23 Ha land acquired, will be built by DGST of Ministry of Transportation.
Main location of development of Patimban new Port is Village of Patimban, Sub-District of
Pusakanagara, Regency of Subang, with area boundaries as below :

North : Java Sea

South : Pantura National Road (Sub-District Pusakanagara and Pusakajaya)
East : Regency of Indramayu
West : Public owned lands in form of Fishponds and Paddy fields (Sub-
District of Pusakanagara).

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The entire location of project that covers back up area and road access, covers several Villages
such as Villages of Patimban, Kalentambo, Gempol, Kotasari and Pusakaratu that include in
Pusakanagara District, also Pusakajaya Village, Pusakajaya District.

Existing Condition of Port

Existing activities in the seaport location are some types of fishing activities in the sea,
fishpond industry, and shipping traffic such as fishermen ships and fishing activity, and PT.
Pertamina Hulu Energi (PHE) ONWJ oil and gas pipelines. While the description in the area
which will be built existing seaport facilities are as follow:

Table 1.5. Existing Port Facility

Port Facility Dimension

Causeway 356 m x 8 m
Trestle 573 m x 8 m

Patimban regional feeder seaport existing condition can be seen in this following figure. While
the cross-sectional picture of this existing jetty can be seen in the appendix page.

Figure 1.4. Port Existing Condition

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Back Up Area Existing Condition

Area that will be built in back up location is land owned by local residents, private sector, and
village government. Existing condition of back up area land is dominated by fishponds and
paddy fields, also there are some residences, trade activities such as minimarkets and shops,
and home-scale industries such as salted fishes and shrimp paste.

Figure 1.5. Existing condition of Back Up Area

Existing Condition of Access Road

Land that will be built for Access Road is land that mostly acquired by Regency of Subang
Government for development of Existing regional port, as long as 6 km and 30 m width, also
there are lands owned by public inside. Existing condition of access road land is a trail, paddy
field, residence before. Now, the acquired land condition is trail opening so people called it as
tanah merah (red soil).

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Figure 1.6. Existing Condition of Access Road

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Figure 1.7. Patimban Sea Port Location

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1.1.4 EIA Status Study

EIA study is made after feasibility study has conducted, but at same time with feasibility study
and Master Plan of Port Study reviews. However study of detail design will be create soon
after review of feasibility study has completed. In project location, there is existing Patimban
Port with status as Regional Feeder Port.

1.1.5 Conformity with Spatial Plan (National/Regional/Master Plan of Port)

Conformity with Regency of Subang Spatial Plan

Patimban Port is located in Sub-District of Pusakanagara, Regency of Subang, based on
Peraturan Daerah (Perda) Regency of Subang No. 3 year 2014 on Spatial Plan of Regency of
Subang Year 2011-2031, project location includes in PKL Perkotaan Pusakanagara, where the
functions of PKL Perkotaan Pusakanagara are :

1. as main Growth centre of regional

2. Central government of Sub-District
3. Centre of Service Trades, Centre of regional scale and inter-regional
residences

Development of Patimban New Port Plan is expected will be centre of regional and national
main growth. With this peroject, it will strengthen PKL Perkotaan Pusakanagara as regional
centre of Main growth. Location of project, Patimban Village, is directed as location of
Development of Patimban new Port as Feeder Port (Article 16 Perda No. 3 year 2014). In this
times, Regulation Regional Spatial Plan has been observe again in parth of ravision phase to
change Feeder Port area into a major Ports, by virtue of the Subang Regent Recommendation
No. 511.43 / 1688 / Bapp, on November 25, 2016.

Based on map of spatial pattern of Subang Regency, location of project includes in wetland
agriculture as local port plan/feeder port. With plan of development of Patimban New Port
becomes international-scale Port, Spatial Plan of Regency of Subang is needed to be revisioned,
so Patimban Port is able to become Main Port. And with recommendation letter from Subang
Regent No 511.43/1688/bapp, Patimban Port development has been compliance and will be
priority in change process of spatial plan of Subang Regency.

Conformity with West Java Province Spatial Plan

Based on Map of West Java Province Spatial Plan Year 2009-2029 (Perda of West java
Province No. 22 year 2010 on Plan of Spatial Plan of West Java Province year 2009-2029)

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that location of the project is directed as Village residences, while based on direction of
development area Allotment that the project plan includes in WP Purwakarta with
development direction to develop food crop agriculture, agroindustry, non-pollutive and non-
extractive manufacture industry, creative and multimedia industry, marine business that is
highly competitive and export oriented. Subang Regency is directed to be supporting node to
PKN Kawasan Perkotaan Bandung Raya, directed to be sustainable wetland agriculture, non-
pollutive and non-extractive manufacture industry or not disrupt irrigation and water reserve
and to not cause function change of paddy field lands, marine business, and non-metal mineral
Mining.

While according to Spatial Sturcture of West Java Province, Patimban Port Location yet
includes in Map pf Spatial Structure of West java Province, where plan of development of
main port is still in Cilamaya. According to that, based on recommendation letter from West
Java Governor No 550/5917/Dishub, that Patimban Port development will be integrated with
region development plan and will be included from in West Java Spatial Plan by revised on
Perda Provinsi Jawa Barat No. 22 tahun 2010, about West Java Spatial Plan Years 2009-2029.
Therefore, revised of spatial plan is needed included Patimban Port development.

Conformity with RZWPPPK of West Java Province

Based on letters from Ministry of Agricultural and Spatial Planning / National Land Agency
no. 40/200/1/2017, Patimban Port development has been included in Perda no 16 about
Zonation Plan of Coastal Areas and small Island in West Java Province Years 2013-2029.
Therefore, patimban Port development has been correct with RZWP3K , West Java Province.

Conformity with National Spatial Plan

Patimban Port has been appointed as National Strategic Project as in President Decree No. 47
year 2016 on Establishment of Patimban Port in Regency of Subang, West Java Province as
National Strategic Project as stipulated in President Decree No. 3 Year 2016 on Acceleration
of Implementation of National Strategic Project. Based on letters from Ministry of
Agricultural and Spatial Planning / National Land Agency no. 40/200/1/2017, that
Patimban port development has been acomodated with government regulation plan in
no 26 Years 2008 about National Spatial Plan. Therefore, Patimban Port development
has been conformed with National Spatial Plan.

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Conformity with National Master Plan of Port and Master Plan of Port of Patimban
Based on Ministry of Transportation Decree No. KP 745 Year 2016 regarding Second
Amendment of Ministry of Transportation Decree No. KP 414 Year 2013 on Establishment of
National Port Master Plan, that the construction of Patimban Port located in Subang, West
Java Province. Then, based on the Decree of the Ministry of Transportation No. 901 2016
About the National Ports Master Plan, Patimban Port designated as major Ports. The Terms of
Reference Document prepared in accordance with the Port Development Plan of Patimban in
Patimban Port Master Plan of West Java Province No. KP 87 Year 2017. Therefore Patimban
Port development has been accordance with changes in National Masterplan and RIP Patimban
that have been prepared.

Conformy with PIPPIB

Reviewed by Conservation Aspect, that is Indicative of New Permit Postponement that is
released by Ministry of Environment and Forestry, Project Location does not include in region
that is postponed its permit because not include in Map of Revision XI Sheet 1209, so
Development of Patimban Plan has been conformed with the exist PIPPIB. Map of PIPPIB
and Spatial Plan of Regency of Subang can be seen in following figure.

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Figure 1.8. Spatial Plan Maps of Subang Regency, 2011 - 2031

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Figure 1.9. Spatial Structure Plan Maps of Subang Regency, 2011 - 2031

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Figure 1.10. Spatial Structure Plan Maps of West Java, Year 2009
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Figure 1.11. Spatial Plan Maps of West Java, Year 2009

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Figure 1.12. Patimban location Based on PIPPIB Maps

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1.1.6 Components of Project Plan Cause Impact

1.1.6.1 Outline of Development of Patimban New Port Plan Based on Master
Plan of Port of Patimban
Patimban seaport development plan consists of 4 development phases, Phase I stage 1 (2018-
2019), Phase I stage 2 (2020 – 2022), Phase II (2023 – 2026), and Phase III (2027 – 2036).
But the scope of the study in the document is only in development phase I stage 1 untill phase
1 stage 2. The details of development in the Phase I stage 1 – Phase I stage 2 are in these
following table:

Table 1.6. Type of Each Phase Development Activity

Port Facility Phase I Stage 1 Phase I Stage 2 Total Note
Container Terminal 1 40 ha
(berth 1) (840m) 40 ha
(berth 3) (480m)
Container Terminal 2 13 ha 27 ha
40 ha
(berth 2) (300m x 35m) (540m)
Car Terminal 9 ha 16 ha
25 ha
(berth 7) (250m x 35m) (440m)
Port Service Terminal 2 ha
2 ha
(berth 8) (330)
Ro Ro Ships Terminal 5 ha
5 ha
Roro berth (170m)
Inspection Area 3 ha 3 ha (*) : Just only land
Truck Waiting Area 11 ha 11 ha preparation I, not build in
Utility Area 17 ha 17 ha Phase I
Port Office Area 5 ha 1 ha 6 ha
Waaste Oil Treatment Area 2 ha 2 ha
Railway Unloading Area* 3 ha 8 ha 11 ha
Inner Road 5 ha 4 ha 9 ha
Buffer Zone 2 ha 5 ha 7 ha
Total 68 ha 110 ha 178 ha
Breakwater 2.338 m 2.338 m
Seawall 4.680 m 4.680 m
Revetment 1.736 m 1.736 m
Kedalaman -10 m Kedalaman -14 m
Shipping Line
Lebar 160 m Lebar 280 m
Back Up Area Facility Phase I Stage 1 Phase I Stage 2 Total Note
Area Publik (Fasum Fasos) 5 ha 5
Area Utilitas 3 ha 3
Land acquisition for back up
Outer Road 2 ha 2
area is 356,23 ha
(3.800m x 5m)
Total 10 ha
Access Road Facility Phase I Stage 1 Phase I Stage 2 Total Note
Access Road (8.100m) 30 ha** 30**
Port Access Road (5.000m x 20m)
Ring Road in Road (3.100m x 20m) (**) land is acquired from
5.000 m (to back up area) x
2,1 ha 2,1 60 m for development in the
Connecting Bridge
(1.000m x 20m) future
Extention Jetty 0,3 ha 0,3
(350m x 8m)
Source : Masterplan of Patimban, 2016; Basic Design, 2017

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Figure 1.13. Layout Patimban Port Development

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1.1.6.2 Details of Development Activities which will be examined

Development plan of Patimban New Port will be examined in depth in EIA Document, covers
Phase I Stage 1 and Phase I Stage 2, with Types of Activities as Below :
a. Construction of Terminal Area with 178 Ha Area, consist of:
• Development Phase I Stage 1 (2018-2019) : 68 ha
• Development Phase I Stage 2 (2020-2022) : 110 ha
b. Zoning plan of back up area is 10 ha, including 3 Ha for utility area, 2 Ha for Outer
road, and 5 ha for public area; with total Land acquisition as vast as 356.23 Ha.
c. Construction of Access Road as long as 8,100m x 20m, Connecting Bridge 1,000 m
x 20m, and Jetty Extention 35m x 8m.

In the future, back up area is still zoning plan, because of the consideration that the director
general of sea transportation will cooperate with the private sector in back up area development
so the details of design will be prepared and constructed by the private in the next phase. For
the development phase I, after land acquisition, fencing activity will be held on all of back up
area and access road locations. The purpose of fencing is to zone the area between seaport and
public land, so it will not make public unrest between seaport party and public as the result of
land use change. Even so, although fencing activity is carried but the manager will make access
road and access bridge for public needed in the location.

In the Patimban seaport plan, it will use green port concept that will be developed by Sydney
Ports CoRporation. Where the guideline is developed to improve environmental sustainability
for the development of new port and to maintain the continuity of the environment from the
existing seaport activity. The green port concept which is applied in this development plan is
organizing container yard on the 20 m distances from outter wall to minimize horizontal
pressure. Moreover, mangrove will be cultivated in the side part of back up area to look after
marine and terestrial life existence and also to minimize abrasion and wind impacts.

Other than that, the advanced environmentally friendly technologies will be used in every
construction method and structur, such as the use of dredging material to mix with cement for
on shore facility development needed in order to minimize dumping volume. Moreover, steel
sheet pile will be used for revetment construction which can minimize the fishing ground
impact because of the use of slightly rock material.

Furthermore, the details of development schedule for each phase of development can be seen
in the table 1.7.

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Table 1.7. Schedule Activities of Development of Patimban New Port

Year 2017 2018 2019 2020 2021 2022
Month 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 8 9 10 11 12
No. Work Item 0 1 2 3 4 5
Phase I-1 Rapid Construction

0 Land Acquisition
Phase 1-1
Soft Open
1 Preparation

2 Dredging (-10m)

3 Strut Berth

4 Outer Shell (Revetment)

5 Rapid Terminal Development with Soil Improvement

6 1 CDM

2 CPM

3 Surface Sand

4 Pavement Utilities and Finishing works

5 Breakwater

6 Administration Building and Utility Facility

7 New Access Road

8 New Access Bridge

9 Construction of Back-up Area (5ha)

10 Operation of Phase I-1

Phase I-2

1 Preparation

2 Dredging (-14m)

3 Strut Berth for CT1 T1 and 1/2 T2

4 Terminal Development for 1/2 Terminal 2 (PVD)

Buildings for Terminal 2 (Private)

5 Terminal Development for Terminal 1 (PVD)

Buildings for Terminal 1(private)

6 Terminal Development for 1/2 Car Terminal (PVD) & Adm.

Buildingsfor Car Terminal (private)

7 Crane procurement and Installation (private)

8 Extention of Jetty

9 Outer Road

10 Operation of Phase I-2

Source: JICA Survey Team

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1.1.6.2.1 Land Requirement

Land Requirement for Development Phase I Stage 1 until Phase I Stage 2 that are planned will
be used for Development Of Patimban New Port as below :

Table 1.8. Total Requirement of Land for Development of Patimban New Port Phase I Stage 1 –
Phase I Stage 2
No Land Usage Total (ha)
Terminal Area
1 Container Terminal 80
2 Car Terminal 25
3 Ro-Ro Terminal 5
4 Truck waiting Area 11
5 Utility Facility Area 17
6 Port Service Boat Terminal 2
7 Port Administration Area 6
8 Inspection Area 3
9 Waste Oil Treatment Facility 2
10 Future Railway 11
11 Inner Road 9
12 Buffer Zone 7
Total 178
Back Up Area
1 Public Area 5
2 Utility Area 3
3 Outer Road 2
Total 10
Access Road
1 Access Road 8100 m 30
2 Connecting Bridge 1000 m 2.1
3 Existing Jetty Extention 350 m 0.7
5000 m (up to back up area) x 60 m for land
acquisition

Total access road which will build is 8,100m x 20m with 30 ha. While, the land that will be
acquired just only 5,000m x 60m with 15,38 ha, because 3,100m is include in back up area
land acquisition with 356.23 ha.

1.1.6.2.2 Port Terminal

Construction plan of Patimban Port Area consists of construction of some types of Terminal
and Construction of Supporting Infrastructures such as :
a. Container terminal
b. Vehicle terminal
c. Ro – ro ship terminal and ship repair terminal
d. Utility area
e. Inspection area
f. Truck waiting area
g. Railways area and other needs
h. Seaport office area

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i. Waste management area

j. Inner Road
k. Breakwater
l. Seawall
m. Berth

a. Container Terminal
For development in Phase I Stage 1 until Phase 1 Stage2, container terminal which will be build is No
1 and No 2, with total area 40 ha. For dimension of container terminal are figure in following table.
Table 1.9. Dimension of Container Terminal
Berth No 1 depth (m) -14
Berth No 1 length (m) 840
Terminal No 1
Berth No 3 depth (m) -12,5
(40 ha)
Container Terminal Berth No 3 length (m) 480
Dimension Back distance of terminal (m) 480
Berth No 2 depth (m) -14
Terminal No 2
Berth No 2 length (m) 840
(40 ha)
Back distance of terminal (m) 480
Source: RIP Patimban, 2016

b. Car Terminal
Vehicle terminal that willl be built is 1 unit on 25 Ha area with capacity of 3.500 CBU. Berth
that will be built is berth no 7, with -12,5 m depth, 690 m x 35 m dimension. Vehicle terminal
development activity will start in Phase I stage 1 on 9 Ha areas which is consist of outdoor
parking area as much as 2 location which each capacity is 3.500 CBU, and then will be
enlarged in phase I stage 2 on 16 Ha areas with the addition of outdoor parking area and
workshop area, so the total area of vehicle terminal is 25 Ha.

Table 1.10. Dimension of Car Terminal

Berth No 3 depth (m) -12,5
Dimension of Car Terminal Berth No 3 length (m) 690
wide (m) 35

At this moment, there is special Ship that is designed for carrying vehicle. One of Shipping
line that has the most Vehicle Carrier is NYK Line. Below, There are some plan specifications
of Vehicle Carrier for Patimban Port.

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Table 1.11. Types of Vehicle Carrier Ship

DWT Capacity LOA B D
No Name Picture
(Ton) (Cars) (m) (m) (m)

1 Gaia Leader 21,286 7,000 200 32,3 8,6

2 CSAV Rio Grande 12,315 5,000 183 32 7,9

3 Siem Dresden 13,000 4,000 177 31 7,6

Source: RIP Patimban, 2016

c. Ro-Ro Ship Terminal and Boat Service Terminal Port

Ro – ro ship (Roll on Roll off) terminal is planed to be built in the south terminal area in the
Phase I stage 2. Ro – ro ship terminal will have length and width dimension 170 m x 50 m,
with about -7 m depth. Ro – ro terminal will be adjacent to service ship terminal with 330 m
length and -7 m depth.

Terminal Area for Ro-Ro Ship is 48.500 m2. This area is divided into :
• Truck waiting yard : 40.000 m2
• Apron : 8.500 m2

Table 1.12.Dimension of Petroleum Terminal, Ro-Ro Ship Terminal, and Boat Service Port
Terminal
water depth (m) -7
Ro – Ro Ship Terminal
length (m) 170
(5 ha)
distance of back terminal (m) 250
Berth No 8 depth (m) -7
Port Service Terminal
Berth No 8 length (m) 330
(2 ha)
distance of back terminal (m) 50
Source : RIP Patimban, 2016

d. Utility Area
Utility area will be placed in the back side of terminal, consists of various kind of activities
compenents such as fire station, WWTP, gate, tank water, electricity transformer substation,
parking lot, and security area, on the 17 Ha areas. This area will be built in Phase I stage 1.

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e. Inspection Area
This area is inspection area for container and vehicle that will be transported by truck. It will
be used 3 Ha areas and will be built at Phase I stage 1.

f. Truck waiting yard area

Trcuk waiting yard area will be built in seaport area at Phase I stage 1 on 11 Ha areas.
Furthermore, this area is waiting lane for container and vehicle transporting truck which also
there are gate and security area inside.

g. Trains Loading-unloading area and buffer zone

Railway area and buffer zone are prepared for long term development (out of Phase I). The
area location is planned in the left side of terminal. At the Phase I stage 1 of development, land
for train loading-unloading will be provided on 3 Ha areas, and at phase I stage 2 on 8 Ha
areas, so the total area is 11 Ha. While for buffer zone, at the Phase I stage 1 will be provided
2 Ha areas and at Phase I stage 2 will be provided 5 Ha areas, so the total area for buffer zone
is 7 Ha area.

h. Seaport Office Area

Seaport office area will be built in the part of terminal at Phase I stage 1 and Phase I stage 2
which total development area is 6 Ha. Inside the area, there are seaport authority office,
immigration, mosque, navigation control tower building, commercial area (public parking lot,
ATM centre, shopping centre, bussiness centre), information facility, gate, parking lot, and
security area.

i. Waste management area (Receiving Facility)

Waste management area or receiving facility (RF) is planned to be built in the east part of the
port on 2 Ha areas, which the location is adjacent to seaport office area. In accordance to
regulation of Ministry of Environment No. 5 article 7 2009, Public seaport has to provide
facility to acomodate the ships that is eqquiped by sludge tank (oil residue). That facility is for
process the sludge or for temporary sludge storage.

Although other terms from the regulation above have to prepare oil cleaning water
management facility from the tank or ship where the bulk cargo ship, chemical product, crude
oil, or petroleum product ship are anchored, these terms are not applied in Patimban Seaport.

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The sludge ship will be received by sludge collective ship which is located beside the ship,
and then anchored in berth no. 8, then transferred to management facility through pipeline or
tank truck.

For ballast water management, it will refer to International Convention for the Control and
Management of Ships Ballast Water and Sediments.

j. Road (Inner Road)

Inner road will be built inside of terminal area with land needed for development phase I stage
1 is 5 Ha and Phase I stage 2 is 4 Ha, so the total of area needed for inner road is 9 Ha.
Furthermore, the inner road layout can be seen in the picture 1.13.

k. Breakwater
Breakwater has function to protect port from waves that can harm port activities. Wave height
design is arranged in facility condition time for 50 years, 100 years of re-periode, and less than
40% chance will repeat

Based on created plan, total length of breakwater is 2.338 m. with detail below :

* Northeast Breakwater 679 m

* Northwest Breakwater 761 m
* West Breakwater 439 m
* East Breakwater 459 m

For the location of breakwater that will be build are seen in following figure.

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Figure 1.14. Breakwater Location

Figure 1.15. Typicall Section of Breakwater

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l. Revetment / Seawall
Seawall contruction will be built in the side part of Seaport with total length 6.416 m. Seawall
dimension can be seen in this following table.

Table 1.13. Seawall Plan Design in Patimban Port

Sheet pile wall Spun pile supports
Wall Length Reference
Run ID Depth (m CD) D Length Interval
Direction (m) Borehole Type Length(m)
(m) (m) (m)
W1 1380 -2,5 ~ 4,0 T2-1 SP 800 26,0 NA NA NA
West W2 600 -2,5 ~ 3,5 T2-7 PC 600 25,0 600 30.0 1,5
W3 360 -1,0 ~ 1,5 W25 PC 600 16,0 NA NA NA
E1 755 -4,5 ~ -6,0 E35 PC 600 23,0 600 22.0 1
East
E2 1585 -6,0 ~ -8,0 E35 SP 800 26,0 NA NA NA
Total 4.680
Source : JICA Survey Team

Table 1.14. Revetment Plan Design in Patimban Port

Sheet pile wall Spun pile supports
Wall Length Reference
Run ID Depth (m CD) D Length Interval
Direction (m) Borehole Type Length(m)
(m) (m) (m)
S1 604 -1,0 ~ 2,5 W25 PC 600 16,0 NA NA NA
South S2 629 -2,5 ~ 3,5 E36 PC 600 18,5 600 20.0 2
S3 503 -3,5 ~ 4,5 E36 PC 600 20,5 600 20.0 1,5
Total 1.736
Source : JICA Survey Team

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Figure 1.16. Seawall and Revetment Plan Location (Red Color)

Seawall and revetment dimension which will be build can be seen in following figure.

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Figure 1.17. Typicall Cross Section of Seawall

m. Berth
Berth development for Patimban Seaport terminal is planned to be built as much as 6 units for
all phase I, with different form and location according to terminal needed. Berth size that will
be built is :
Table 1.15. Berth Type and Size
Facility Description Unit Length Depth
Berth No 1 Container m 840 -14 m CD
Berth No 2 Container m 540 -14 m CD
Berth No 3 Container m 480 -12,5 m CD
Berth No 7 Car m 60 -12,5 m CD
Berth No 8 Service Ship m 330 -7 m CD
Berth Ro Ro Ro Ro m 170 -7 m CD
Source : JICA Survey Team

Typical cross section and container berth plan ( No 1 – 2 ) and vehicle berth (No 7) can bee
seen in the following figure :

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Figure 1.18. Typical Cross Section from Berth Container

Figure 1.19. Typicall Berth Container Plan

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Figure 1.20. Typical Cross Section from Car Terminal Berth

Figure 1.21. Typical from Car Terminal Berth Plan

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Sailing Line Plan

Sailing line is used for direct ships that will go to port basin. It will be built in 17 m depth and
500 m width, with effective wide for sailing is 380 m width, so it possible to accommodate
the biggest ship with Ultra Large Container Ships (ULCS) type with 13,000 TEU’s Capacity.
But, in the development Phase I stage 1, the depth of the channel is -10m, with the dredging
channel width is 160m, and at the Phase I stage 2, the depth will be increase to -14 m with the
dredging width is 280 m.

Data of Installation According to Pertamina’s Map

In order to avoid problems in the construction of Patimban New Port sailing channel, it
required to know PT.Pertamina’s pipe installation data. Maps from Ministry of Energy and
Mineral Resources and Maps from Dishidros show the location of oil platforms installation in
North Beach West Java. Beside of both maps, there is also a map belong to PT PHE ONWJ,
as operator that has the biggest number of platforms in North Beach West Java. Based on
bahimetri map, Patimban New Port sailing channel has intersect with 3 (three) pipe lanes of
Pertamina PHE ONWJ, which are 2 (two) pipes in -37 m depth, and 1 (one) pipe in -23 m
depth. But, after hidro-oceanography survey, those pipe are in -25 m depth (1 pipe) and -40,3
m depth (2 pipes). Condition of those intersected pipe are not buried in the ground.

Because the data about pipe thickness that is intersected with sailing channel are surely
unknown, so corrotion assumption that is used in analysis is 3 mm. It conclude that risk
possibility of the pipe to the ship is on ALARP condition (yellow border), so it doesn’t need
protection or modification of the pipe.The following table shows the classification of risk to
the color code.

Table 1.16. Classification of Risk to the Color Code

Consequence Of Risk
Threat Hazardeous Probability Of Failure RM ID
Zone Line Failure Rank
ID Event
Probability Score Downtime Score
16” FFA-UPRO T-1 Minor Damage 1.35E10-4 3 0 1 3 T-1.1.1
T-1 Local Denting 6.22 E-05 2 1 2 2 T-1.1.2
T-1 Leakage 6.22 E-05 2 2 3 3 T-1.1.3
T-1 Rupture 5.30E-05 2 12 4 4 T-1.1.4
10” FPRO-ECOM T-1 Minor Damage 1.29E-04 3 0 1 3 T-1.2.1
Patimban

T-1 Local Denting 5.95E-05 2 1 2 2 T-1.2.2

T-1 Leakage 5.95E-05 2 2 3 3 T-1.2.3
T-1 Rupture 5.95E-05 2 12 4 4 T-1.2.4
16” FPRO-ECOM T-1 Minor Damage 1.35E-04 3 0 1 3 T-1.3.1
T-1 Local Denting 6.25E05 2 1 2 2 T-1.3.2
T-1 Leakage 6.25E-05 2 2 3 3 T-1.3.3
T-1 Rupture 3.70E-05 2 12 4 4 T-1.3.4
16” FFA-UPRO T-2 Failure 1.37E-05 2 12 4 4 T-2.1.5

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Consequence Of Risk
Threat Hazardeous Probability Of Failure RM ID
Zone Line Failure Rank
ID Event
Probability Score Downtime Score
T-2 Acceptable 0.00E+0 1 0 1 1 T-2.1.6
10” FPRO-ECOM T-2 Failure 4.57E-06 1 12 4 4 T-2.2.5
T-2 Acceptable 0.00E+0 1 0 1 1 T-2.2.6
16” FPRO-ECOM T-2 Failure 4.57E-06 1 12 4 4 T-2.3.5
T-2 Acceptable 0.00E+0 1 0 1 1 T-2.3.6
Source : RIP Patimban, 2016

While for risk posibilities that are caused by anchoring activity can be seen in the following
table :

Table 1.17. Frequence and Consequence Rank Cause Due Anchoring

Freq. of Frequency Expected Consequence
Pipeline Risk ID
Failure Rank down time Rank
UPRO-D1 1.1E-04 3 0 month 1
UPRO (16" Oil) UPRO-D2 1.5E-05 2 1-3 months 3
UPRO-D3 9.7E-05 2 3-12 month 4
ECOM1-D1 1.1E-04 3 0 month 1
ECOM1 (10" Gas) ECOM1-D2 1.5E-05 2 1-3 months 3
ECOM1-D3 9.7E-05 2 3-12 month 4
ECOM2-D1 1.8E-04 3 0 month 1
ECOM2 (16" Oil) ECOM2-D2 4.0E-06 1 1-3 months 3
ECOM2-D3 3.6E-05 2 3-12 month 4
Source : JICA Survey Team

Although the predicition shows that it doesn’t need any protection, because the result of study
about risk possibility is low, so in the seaport develompent will not be made pipe protection.
However, the plan of Patimban seaport development has pipe protection plan aims to prevent
the risk of accident. Relating to the skill of pipe method construction and contruction cost, it
is recommended to use protection with gravel. The used method can be seen in this following
table.

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Table 1.18. Method Plan of Pipe Protection

Minimum Protection Layer Thickness
No Method 16” FFA - 16” FPRO – 10” FPRO
Description
UPRO ECOM – ECOM
1 Matress Placement

Protection
system with
concrete
4 x 0.3 m 1 x 0.3 m 1 x 0.3 m
matress
placement

2 Rock Dumping

Protection
system with
rock dumping.
That the rock
dumping tidy 475.2 mm 178.1 mm 178.1 mm
and scattered,
so one of
option is using
Clamshell

Source : RIP Pelabuhan Patimban, 2016

After studying the pictures of underwater pipelines in the waters around the activity location,
it can be known that pipe protection using heavy materials will cause damage to the pipe,
bacause the very soft soil layers can cause the pad for supporting pipe can’t withstand the

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 Chapter I - Introduction

given load weight. In consequence, there are some option to overcome it, in example with not
giving the protection to the pipe according to the risk assesment study conclusion and
underwater existing pipe condition. From the environment point of view, it is not
recommended to disturb or change the existing sediment condition so it’s not affecting the
friction that can damage the pipe.

In the other hand, in pipe protection that will be applied, the load in the pipe using gravel has
to be minimized with the lower height than the pile of grave on the pipe.

While for ship lines that will be used in Patimban seaport with the pipe intersection on the
sailing line can be seen in this following picture :

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Figure 1.22. Shipping Track of Patimban Seaport

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Navigation Aids Installation

As the sailing security facility of Patimban seaport, it will be installed navigation aids such as
buoy areal sign around the sailing line and others restricted area. The purpose of this facility
installation is as the information to the ship that pass Patimban terminal work environment
area. The type of sign that used are lateral sign, cardinal sign, isolated danger sign, safe waters
sign, and special sign

Based on layout of sailing line and restriction zone to off-shore platform and seabed pipe, it
proposed the installation of navigational aids facility as shown in the table below and drawn
in the following figure :

Table 1.19. Proposed SBNP Signs Installation

Name
Information sign Coordinate
of signs
MPMT Buoy 0 108° 0'15.88"E, 5°44'49.24"S
B01 Buoy 1 108° 0'52.54"E, 5°50'16.72"S
B02 Buoy 2 108° 1'39.52"E, 5°54'48.86"S
B03 Buoy 3 108° 1'27.36"E, 5°54'49.97"S
B04 Buoy 4 108° 2'14.17"E, 5°59'21.63"S
B05 Buoy 5 108° 2'29.78"E, 6° 3'1.81"S
B06 Buoy 6 108° 2'48.21"E, 6° 3'48.09"S
B07 Buoy 7 107°55'52.08"E, 6°11'29.01"S
X01 Penanda Khusus Pipa 1 108° 1'30.11"E, 5°59'15.31"S
X02 Penanda Khusus Pipa 2 108° 0'31.89"E, 6° 8'0.80"S
X03 Penanda Khusus Pipa 3 107°57'15.87"E, 6° 8'9.63"S

Figure 1.23. Proposed Layout of Patimban New Port SBNP Placement (Overall)
Source : RIP Pelabuhan Patimban, 2016

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 Chapter I - Introduction

Installation of Handling Container

Main equipment for container handling are Quayside Container Cranes (QCC) and Rubber
Tyerd Gantry Cranes (RTGC). The required quantity of both are estimated taking into account
of the demand forecast of containers including the productivity and service level of a new port.
JICA’s original plan has estimated at total 48 units of QCC and 120 units of RTG.

For handling cargo especially Container type ULCS, Quayside Container Gantry Cranes from
super post panama type will be installed. For handling system container inter-field, System
Transfer Crane (RTG) is suggested will be used considering size of container volume that will
be handled.

Design and number of quayside container cranes are decided based on container volume
estimation as much as 3.75 milion TEUs for container terminal no.1 and no. 2 in Phase I.
related to quayside container rames, super post Panamax-type gantry rames capable to
transport 13,000 container TEUs with 20 rows on deck, it projected for quay no.1 and no.2,
and conventional sized cranes catering for 2,550 container TEUs with 12 or 13 rows on deck
will be used for quay no. 3.

Table 1.20. Design and Number of Quayside Container Crane

Container
Container Terminal
Terminal
No. 1
No. 2
Item Symbol Unit Quay No. 1 Quay No. 3 Quay No. 2
Berth Length Bw m 840 450 840
Number of QC Q Unit 9 5 10
Yearly work time H Hour 8,760 8,760 8,760
Handling Capacity (per hour) P Q'ty/hr 30 30 30
QC operational availability Sf % 90 90 90
Berth operational availability Sw % 50 50 50
Conversion rate from TEU to
TF 1.5 1.5 1.5
actual quantity
Notes: QC means "Quayside Container Crane".

Quayside Container Crane and main specification can be seen in following figure and table :

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 Chapter I - Introduction

OUTREACH

LIFT ABOVE
W.S. G. RAIL

BACKREACH SPAN LIFT BELOW

BEAM
W.S. G. RAIL

Figure 1.24. Quayside Container Crane

Table 1.21. Main specification of Quayside Container Crane

Container Terminal No. 1 & 2
Container Terminal for Container Terminal
Specification Unit
Quay No. 1 & 2 For Quay No. 3
Objective Container Carrier TEU 13,000 2,550
Number of row in the deck Row 20 12 or 13
Valued load LT 60 40
Twin-20' Single-Lift
Spreader type
(20-40FT Telescopic) (20-40FT Telescopic)
Span m 30 30
Outreach m 53 37.5
Backreach m 12 11
Lift : on the top W.S. G. Rail m 35 28.5
: under W.S. G. Rail m 16 15
Number of Gantry Wheel
: Total Wheel 32 32
: per Corner Wheel 8 8
*) Notes : W.S. G. Rail means "Waterside Gantry Rail".

Design and number of Rubber Tyred Gantry Crane (RTGC) are decided based on container
volume estimation as much as 3.75 milion TEUs for container terminal no.1 and no. 2 in Phase
I. and same volume also estimated for container terminal no. 3 and no. 4 in Phase II and Phase
III. Main Specification of Rubber Tyred Gantry Crane is presented in the following figure and
table:

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Table 1.22. Condition of Rubber Tyred Gantry Crane Design

Phase I Phase II and III
Container Container
Item Symbol unit terminal terminal
No. 1 & 2 No. 3 & 4
Container handling capacity
Qt TEU 3.750.000 3.750.000
(TEU/Year/Terminal)
Conversion rate from TEU to actual
TF 1,5 1,5
quantity
Time work per year H Hour 8.760 8.760
Handling capacity (per hour) Pr Q'ty/Hr 30 30
QC Working Possibility Sf % 90 90
Terminal Working Possibility St % 50 50
Peak Factor of Handling Amount Kp 1,2 1,2

SPREADER
Figure 2. 1. Rubber Tyred Gantry Crane

ENGINE-
GENERATOR
SET

Figure25. Main Specification of Rubber Tyred Gantry Crane

GANTRY TYRE SPAN

WHEEL BASE

Figure 1.26. Main Specification of Rubber Tyred Gantry Crane

Table 1.23. Spesifikasi Utama Rubber Tyred Gantry Crane

Specification Unit RTG installed in terminal

Rated Load LT 40
Type of Spreader Single-Lift (20-40FT Telescopic)
Span m 23.47
6
Stacked containers Row
(0+6) Arrangement
Number of level Tier 5 (1 over 5)
Number of Gantry Tire Wheel 8
Wheel Base m 2.5
Diesel Engine-Generator set
Main Power
(Hybrid System applied)

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 Chapter I - Introduction

Container Handling Capacity

Handling Container Capacity of 1,730 TEUs/m is adopted for balancing length. It is because
Conversion from planned multi-purposed terminal, especially for handling container to mobile
terminal in seaport master plan study. Total length of Berth for container handling is planned
to be 4,290 m length. Maximum Unit capacity per year according to experience is estimated
about 2,000 TEUs/m with reference to leading Seaport literatures in the world. And becasuse
of that, decision of capacity plan is 1,730 TEUs/m considered fair and be able to be fulfilled
with recognition of number of required container handling machines include container gantry
cranes dan RTG. Container handling Equipments that required in Quay no. 1, 2, and 3 on
Container Terminal No. 1 and 2 Summarized in the table below.

Table 1.24. Required Container Handling Equipment in Container Terminal 1 and 2

Terminal Container No. 1 Terminal Container No. 2
Quay No. 1 Quay No. 3 Quay No. 2
Handling Equipment Numbers Numbers
Quayside Kontainer Crane 9 5 10
RTG 30 30
Yard Tractor 72 72
Yard Chassis 76 76
Top Lifter 6 6
Reach Stacker 6 6

Container Handling Equipment which are required in Phase I is sumerized in the following
table :

Table 1.25. Required Container Handling Equipment which Needed in Phase I

Type Phase I
Terminal Container No. Terminal No. 1 & 2
Quayside Kontainer Crane 24
RTG 60
Yard Tractor 144
Yard Chassis 152
Top Lifter 12
Reach Stacker 12

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 Chapter I - Introduction

Plan Ship Size

Main vehicle on the port is ships. Ships which are predicted will enter and lean on Patimban
Seaportare Cargo Ships, Container Ships and Bulk Cargo Ships.

Table 1.26. Plan Ship in Patimban Seaport

Type of Container Ships
No
Name DWT (Ton) TEU LOA (m) B (m) D (m) Photo

1 Maersk E Class 165,000 15,500 398 59 16

2 CMA CGM Magellan 157,254 13,366 365 51 16

3 Maersk Gudrum Class 115,000 10,150 367 43 15

4 COSCO Guangzhou 107,526 9,500 350 43 15

5 Maersk Sovereign Class 110,000 8,800 332 43 15

6 Maersk Regina Class 84,900 6,418 318 43 14

7 Maersk Wyoming Class 61,454 4,658 292 32 13.5

8 Maersk Jeppesen Class 27,300 3,003 213 32 12.3

9 Maersk Newport Class 35,100 2,478 207 30 11.4

10 Maersk Tåsinge Class 29,700 1,597 191 28 10.6

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11 Maersk Alabama Class 17,525 1,068 155 25 9.5

Source : http://www.maersk.com/en/hardware/fleet/maersk-line

1.1.6.2.3 Back Up Area Plan

On shore facility development location in the back up area is planned in the back part of
terminal. Director general of Sea transportation conduct the land acquisition on the whole of
back up area in 356,23 Ha area, which will be built at Phase I, is public area as much as 5 Ha
areas, utility area 3 Ha, and 2 Ha areas for outer road.

The facilities that will be built at phase I :

a. Public Area (Public and Social Facilities)

The land that will required for public area is 5 Ha. This area has existing condition such as
food stall in Patimban beach.

b. Utility Facilities Including Water Suply Tank and Power Transformer

The land needed is about 3 Ha, which is located in back up area. Utility facilities that will be
built are water suply tank, power transformer, and others needs area. Here is the details:
a. Area for water suply tank with 3,000 ton capacity: 30 m x 25 m= 750 m2
b. Area for power transformer : 10 m x 10 m= 100 m2
c. Area for others needs : 950 m2

c. Outer road around the back up area

Outer road that will be built has 2 Ha areas with length and width dimension of 3,800m x 5m.
This outer road is constructed for facilitating public access road.

While for zoning plan in the future development is :

• empty stack container Off-dock
• Vehicle Storage Area Off-dock,
• Warehouse for Cargoes port and office building for shipping agent

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• Parking lot for truck company heavy vehicle

• Road in the back up area
• Area for distribution process
• Location for water line in the back up area

The future plan for back up area zoning is seen in the picture 1.13.

1.1.6.2.4 Access Road and Bridge

Construction of access road is planned to be built in west side of the port which is connecting
port location plan with Pantura national road in 8.1 km length and 60 m width, approximately
23 m width will be built as road, and the rest will be used for future development. Construction
of acces road through 6 villages, Patimban village, Pusakaratu village, Kotasari village,
Gempol village, and Kalentambo, with another village in different district, Pusakajaya village,
Pusakajaya District, Subang Regional. Access road along 8.1 km have been acquisited partly
by Subang local goverment with 30 m width.

Access road plan is devided to 4 (four) part; construction of main access road (5.0 km),
construction of access road to back up area (3.1 km), construction of access bridge to connect
terminal area with onshore area (1,000 m), and jetty extension (350 m).

Table 1.27. Access Road Components

Main Access Access Road to
Aspect Connecting Bridge Jetty Extention
Road Back up Area
Length 5.000 m x 20 m 3.100 m x 20 m 1000 m x 20 m 350 m x 8 m
Lane 4 4 4 2
Source : JICA Survey Team

Based on consideration of bridge design standard, it will prefer to the newest bridge
development design, which the design standards are following :

a. Bridge Design Code Vol.122, Direktorat Jenderal Bina Marga (1992)

b. BMS Bridge Design Manual Vol.182, Direktorat jenderal Bina Marga (1992)
c. Standar Nasional Indonesia (SNI), BSN (Badan Standarisasi Nasional Indonesia).

In the construction of Access road phase, it will be installed iron fence along the path that has
been released, which aims to mark the port area, and to prevent unauthorized parties into the
road construction area. It is done to maintain the security and orderliness in the construction

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 Chapter I - Introduction

of road aspect. Moreover, traffic signs will be installed to avoid accident. Construction of
access road for Patimban Seaport consist of road construction and fly over which is connected
to the road that built in certain location. Road design that has been planned for this access road
construction can be seen in the following figure:

(a). Access Road

(b). Access Bridge

Figure 1.27. Size of Patimban Seaport Access Road and Bridge

Phase I (4 Lanes)

Figure 1.28. Phase Construction in Phase I Stage 1 and Phase I Stage 2

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Access Road Starting Point and End Point

Starting point for Patimban Seaport access road is crossroad between Pantura national road
with development plan channel which is released land, located on Pusakaratu and Pusakajaya
village. Furthermore those roads will be pass through others villages such as Gempol Village,
Kotasari Village, and Kalentambo village along 8.1 km. Crossroad figure in this access road
starting point can be seen in this following figure:

Figure 1.29. Design Outline of Access Road Crossing

End point of access road is on west side of back up area, in Patimban Village. Road design
that will be built is the same.

Bend Section
Bend section is on 2/3 of end of the access road part, that is located in Patimban village. This
construction is planned to be built as smooth as possible by making the turn into a slightly
rounded corner, and not too retire a corner. it’s also imposed maximum speed limit when pass
this turn with 60 km/hour speed to minimalize accident risk. For more details can be seen in
this following figure.

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 Chapter I - Introduction

R=150 5+800

5+500
Existing ROW

Figure 1.30. Bend Section Pattern Design That Will Be Built

Meanwhile for access road development, flood return period that is used to determine the tilt
is 50 years. Flood rate on Chart Datum Level (CDL) :

• 1,49 m in sea area (Kilometer Post (KP) 8 + 75,0)

• 6.265 m di National road (KP 0 + 0,0)
• Flood rate increases to the national road from sea area as seen in this following
picture.

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National Road Sea Area

Figure 1.31. Flood Level in Access Road Location

Figure of bridge location along the access road can be seen in this following picture

Sta.3+913 Bridge
ForLocal Road where only motorcycles
pass: Vertical Clearance 3.0m

Sta.2+741(Under “Piled Slab”) For Drainage: H.W.L+1.0m

For Local Road where only motorcycles pass: Vertical Clearance 3.0m

Sta.2+680(Under “Piled Slab”)

For Drainage: H.W.L +1.0m

Sta.1+569 Bridge Sta.2+222Bridge

For Local Road: Vertical Clearance 4.6m For Local Road: Vertical Clearance 4.6m

Sta.1+36 Bridge

For Drainage: H.W.L+1.0m

Figure 1.32. Location of Bridge and Under Pass along the Access Road

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Access Road (Backup Area)

(4 lanes, 3,100m x 20m)

Main Access Road

(4 lanes, 5,000m x
20m)
Connecting Bridge
(4 lanes,
1,000m x 20m)

Figure 1.33. Access Road Planning

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1.1.6.3 Activity Plan

Patimban Port Development is including pre – construction activity, construction activity, and
operational activity. For post operation, because the structure of Patimban Port is design for
50 years or more with maintenance and also the operational plan for port is design for long
times, (over 50 years), so there are no plan or limited for operational time. However, for this
time, post operational phase plan can not be estimated. If the post operational phase still
include in this ANDAL, the alternative plan for that is demolition of the port construction. If
by any chance of demolishing the port structure, the rubbles generated by the demolition work
such as concrete and metal do not include any harmful substances. The rubbles might be used
as artificial fish reefs, or should be treated in conformity with the laws./regulations in the future.

Stages of development activities of Patimban Port which includes the pre – construction phase,
construction phase and the operational phase, can be seen in the following sub-chapter

1.1.6.3.1. Pre – Construction Phase

Pre construction phase is including land acquisition activity. Detail description can be seen in
following sub chapter.

A. Land Acquisition
Land acquisition for Patimban seaport development will be started in 2017. Land acquisition
team will free the land for back up area and access road. The estimated impact that can be
caused by land acquisition activity in access road and back up area are the decreasing of land
productivity, livelyhood lost, and public unrest.

Back Up Area
The area for back up area is 356,23 Ha, where on that area, 314,96 Ha are owned by public
and government and the rest of 41,27 Ha area are owned by private. The number of
householder affected in the back up area location is 340 householder consist if 754 person.

The tenure for back up area can be seen in the table below.

Table 1.28. Total Area for Back Up Area in Each Block that Acquired
Blok Extents (m2) Extents (ha)
15 757,335.48 75.73
16 222,105.85 22.21
17 729,667.51 72.97
18 377,854.42 37.79
19 1,090,140.59 109.01

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20 385,194.15 38.52
Total 3,562,297.99 356.23
Source : LARAP Survey Team

Table 1.29. Land Ownership of Land Acquisition for Back Up Area

Blok Owners Area (m2) Area (ha)
15 People’s land 730,396.05 73.04
16 People’s land 200,646.45 20.06
17 People’s land 716,757.12 71.68
18 People’s land 353,162.52 35.32
People’s land 344,604.30 34.46
19
Private land of PT. Laksana Dinamika 412,705.36 41.27
20 Tanah Masyarakat 365,518.37 36.55
Total Area 3,123,790.18 312.38
Source : RIP Patimban, 2016

Table 1.30. Area of Land of Back Up Area Based on Land Use

No. Land Usages Area (m2) Area (ha)
1 Irigation 9,975.27 1.00
2 Road 34,164.84 3.42
3 Graveyard 5,318.89 0.53
4 Field 186,171.02 18.62
5 Building Area 87,733.07 8.77
6 Grass Field 26,183.63 2.62
7 Paddy Field 2,073,269.67 207.33
8 River 7,895.23 0.79
9 Fishpond 1,131,524.54 113.15
Total Area 3,562,297.99 356.23
Source: LARAP Survey Team, 2016

Meanwhile the number of building affected in the land acquisition activity at back up area
location can be seen in this following table.

Table 1.31. Number of Buildings that are Affected in of Back Up Area

Number of Building
Blocks
(Unit)
15 4
16 4
17 6
18 19
19 143
20 40
Total Building 216
Source: Larap Survey Team
It is seen that building affected by the project in all block is 216 units. Those buildings are
consist of permanent building, huts in the paddy fields and fishponds, and semi permanent

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buildings that are used for vend along the Patimban beach. While the number of
householder/unit and people affected can be seen in this following table.

Table 1.32. Number of Units and Human Affected of Land Acquisition in Back Up Area
Human Type Total KK/
Affected Asset Total Person
Affected Unit
Owners 105 244
1. Agricultural Field Tenants 1 1
Workers 27 27
Owners (Individu) 24 55
Owners (Company) 1 -
2. Fishpond
Tenants 23 48
Workers 18 18
Owners 21 45
3. Shop/restaurant Tenants 43 242
Workers 64 64
Owners 5 5
4. House
Tenants 1 5
Owners (Government 2 -
7. Graveyard
Land)
8. Mosque Owners 1 -
9. Other Owners 4 -
Total 340 754
Source : LARAP Survey Team, 2017; Note : KK = Head of Family

Development land needed for back up area is presented in the following table.

Table 1.33. Matriks of Demand Area and Land Existing Condition

Land Location
Total Area in Land Existing Total Human of
No Facility Demand that will be
Acquisition Functional Affected
Acquisition
1 Fasum Fasos
/Public Area 5 ha fishpond, Blok 15 s/d 340 KK
356,23 ha field, paddy field, blok 20 including 754
2 Utility Area 3 ha land builded, dll (see in figure 2.34) person
3 Outer Road 2 ha
4 Access Road 15,38 ha Paddy field, field (see in figure 2.4) 177 KK
including 378
person
Source : LARAP Survey Team, 2016

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Access Road
Access road that will be built will pass through land acquisition area in 5 village; Kalentambo, Gempol,
Pusakaratu, and Kotasari, and another village outside Pusakanagara district, that is Pusakajaya village.
Construction of access road is held on Subang regency land acquisition area along 5 km with 30 m
width. But, for Patimban Seaport access road requirment, road wide that needed is 60 m, so it’s needed
additional land acquisition area that is planned as much as 30 m to the south east of access road that
has been freed by Subang regency government, with total area needed is 15.38 Ha. Generally, location
that released is land that has various activity such as field, fishpond/embankment, and stall. For acces
road land acquisition plan, from 15.38 Ha area needed, 12.07 Ha area is government’s land. The
following table shows area per village that will be freed. The number of householders (KK) affected
in access road location are 177 householders consist of 378 person.

Table 1.34. Extent Area of Government and Public which would be Acquiring
Ownership Village Area(m2) Area(ha) Ownership Area(m2) Area(ha)
Gempol 71,818.43 7.18 7,591.25 0.76
Kalentambo 30,251.08 3.03 - -
Kotasari 2,085.28 0.21 Government 689.98 0.07
People
Pusakajaya 2,542.62 0.25 40.17 0.00
Pusakaratu 14,029.75 1.40 24,711.41 2.47
Luas Total 120,727.17 12.07 33,032.81 3.30
Source: LARAP Survey Team, 2016

Condition of public and government land use that affected by the biggest impact is ricefields
area. For the details look the following table.

Table 1.35. Condition of Land Uses in Access Road Area

Land Ussage Extent (m2) Extent (ha)
Local People
Fish Pond 108.54 0.01
Land Builded 6,703.80 0.67
Agricultural 30,640.33 3.06
Paddy Field 83,274.50 8.33
Total 120,727.17 12.07
Government
Riverbanks 247.37 0.02
Irrigation 225.49 0.02
Road 1,184.65 0.12
Graveyard 825.95 0.08
Land Builded 286.87 0.03
Agriculture 550.59 0.06
Paddy Field 29,105.67 2.91
River 606.20 0.06
Total 33,032.81 3.30
Total Area 153,759.98 15.38
Source : LARAP Survey Team

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Number of affected building that has been recorded is 23 units. For more detail data are figure
in following table.

Table 1.36. Buildings that Affected by Development of Access Road

Number of Building
Village
(Unit)
GEMPOL 9
KOTASARI 11
PUSAKAJAYA 1
PUSAKARATU 2
Total 23
Source : LARAP Survey Team

Meanwhile the amount of people affected in details is in this following table.

Table 1.37. Total Unit and Human Affected by Access Road Acquisition
Type of Human Total KK/
Property Affected Total People
Affected Unit
Owners 45 104
1.Agricultural Land Tenants 14 20
Workers 14 14
2. Fishpond Owners (Individu) 1 4
Owners (Company) 34 97
3.Agriculture Land Tenants 13 24
Workers 14 14
4. Shop/restaurant Owners 1 -
Tenants 1 -
5. Office
Workers 6 6
Owners 25 68
6. House
Tenants 8 27
Owners (Government 1 -
7. Graveyard
Land)
Total 177 378
Source : LARAP Survey Team, 2017

Table 1.38. Total KK and Human who Needed of Relocation

Area Total KK Number of People
Back Up Area 70 297
Access Road 33 95
Total 103 392
Source : LARAP Survey Team, 2017

Compensation mechanism in land acquisition refers to UU No.2/2012 and PPRI No.71/2012.

The assesment of compensation value is done per plot which include;

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a) Land
b) Ground level and underground level space
c) Building
d) Plantation
e) Things related to the land
f) Other countable loss

The compensation can be given in the form of :

Pemberian ganti kerugian tersebut dapat diberikan dalam bentuk :
a) Money
b) Land replacement
c) Settlement
d) Shareholding
e) Others form that is agreed by both of side

Transportation Ministry more prioritize the compensation in the form of money in trading
system with the owner, so they don’t provide replacment land according to LARAP
recommendation. On the other hand. The Ministry of Transportation will develope livelyhood
recovery program such as:
a) Prioritizing the people affected by land acquisition in the employment of construction
worker according to the require qualification.
b) Arrange the training program such as:
• Enterpreuneurship training especially for people affected which change the livelyhood
• Technical training in the field of agriculture, animal husbandry, and fishery
• Institutional capacity building in the improvement of business production,
management, and marketing.
• Training of small and medium scale enterprises improvement
• Training of skill such as mechanics, sewing, and crafting.
c) Arrange venture capital assistance program
d) Arrange new business activity program
e) Arrange marketing assistance program
f) Arrange equipment aid program

Impacts that possibly will appear from the activity of land acquisition are land productivity
loss, livelyhood loss, and public unrest.

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Figure 1.34. Land acquisition Area for Back Up Area

Source : LARAP Survey Team, 2016
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Figure 1.35. Land acquisition Area for Access Road

Source : LARAP Survey Team, 2016
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1.1.6.3.2. Construction Phase

Construction phase activities will be described in the following sub section.

A. Employment of Worker and Basecamp Operational

Patimban New Port Development will use service various contractors. In the recruitments,
Contractors will be required to utilize the local Workers, especially from villages around the
project site. The working rule for construction workers will be regulated in accordance with
Presidential Decree No.4 in 1980 on Compulsory Report Job Vacancies.

Construction workers for the project were estimated at 1030 persons in Phase I Stage 1, and
680 person in Phase I Stage 2, and among of them, about 20% is consists of local people, as
shown in table below.

Table 1.39. Estimation of Construction Workers

Sector Phase Number of Total Worker
Phase I-1 560
Port
Phase I-2 390
Phase I-1 470
Road
Phase I-2 290
Phase I-1 1,030
Total
Phase I-2 680
Source : JICA Survey Team

Office and basecamp for commuter construction workers will be built 2 units in the south part
of existing berth on 1 Ha area, and in the crossingg of Pantura road and access road
construction.

To keep the environmental cleanness as the result of workers domestic activities, so it will be
built toilet and septic tank for domestic liquid waste, and temporary garbage dump (TPS) for
domestic solid waste with 5 m3 capacity. It’s estimated that the biggest amount of midden is
1.030 person x 2,5 liter/person/day (Damanhuri, 2004) = 2.575 litre/day or equal with 2,57
m3/day. These garbage will be transported daily by cleanliness agencies of Subang regency to
the TPST/TPA in Subang regency.

Domestic liquid waste produce from workers domestic activities/workers needs such as
bathing, washing, etc. Standard that is used to get the domestic liquid waste volume is 80%
from clean water needs or in the mathematics form is calculated as follow (Metcalf dan Eddy,
1981).

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QAL = 0,8 x Total of clean water needs

So, if the average needs of water is 60 L/person/day (Permen PU No 01/PRT/201), it can be

known the estimated water volume needed and liquid waste produced for workers and
construction activities from each development phase as seen in the following table.

Table 1.40. The Estimation Of Water Volume That Is Required For Workers And Construction Phase
Terminal Access Road
Requirements Unit Phase I Phase I Phase I Phase I
Stage 1 Stage 2 Stage 1 Stage 2
Number of construction
Person 560 390 470 290
workers
Construction Periode Day 720 1050 540 540
Domestic Waste L/day 1,400 975 1,175 725
Portable Water ton/day 11.2 7.8 9.4 5.8
Water for construction ton/day 18-20 18-20 6-8 6-8
Source: JICA Survey Team

The procurement of employee activity and basecamp operation are predicted to make the
appear of the impact such as opened job opportunity and infectious diseases.

B. Mobilization of Heavy Equipment and Material

The impact that can be occured from these activities are air quality reduction (TSP and
emision), the increasing of noise, land and offshore traffic disturbance, road damage, and
public unrest. Types and numbers of heavy equipments for Patimban seaport development at
the Phase I stage I untill Phase I stage 2 can be seen in the table below :

Table 1.41. Estimation of Construction Heavy Equipment Planned for Phase I Stage 1 (Port)
Heavy Heavy
No Capacity Numbers No Capacity Numbers
Equipment Equipment
1 Backhoe 0.7m3 27 16 Tire Roller 20t 2
2 Grab Dredger 2.0m3 7 17 Belt Conveyer 800m 1
3 Backhoe Barge 0.7m3 7 18 Soil Barge 5000m3 2
4 Material Barge 600t 7 19 Tug Boat 4000ps 2
5 Tug Boat 300ps 7 20 Patrol boat - 4
6 Crane Barge 50t 7 21 Piling Barge 40m 3
7 PVD Machine H 10m 0 22 Material Barge 1,000t 3
8 TSHD Dredger 3,500m3 4 23 Tug Boat 300ps 8
9 Dump Truck 10t 15 24 Bulldozer D4 4
10 Grab Dredger 23m3 1 25 Concrete plant 100m3/day 3
11 Bulldozer D6 4 26 Concrete Truck 10t 12
12 Tire Roller 20t 4 27 Crane 50t 3
13 Grader 6m 4 28 Crane 25t 3
14 Wheel roader 2m3 3 29 Flat truck 10t 3
15 CDM Ship - 3
Source : JICA Study Team

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Table 1.42. Estimation of Consruction Heavy Equipments Planned For Phase I Stage 2 (Port)
Heavy Heavy
No Capacity Numbers No Capacity Numbers
Equipment Equipment
1 Soil Barge 5000m3 6 5 Crane Barge 50t 5
2 Tug Boat 4000ps 4 6 TSHD Dredger 16,000m3 1
3 Piling Barge 40m 5 7 Grab Dredger 23m3 3
4 Material Barge 1,000t 5 8 Tug Boat 300ps 5
Source : JICA Study Team

Table 1.43. Number of Heavy Equipment for Each Phase

Number of Heavy Material
Activity Truck Pile Crawler Mobile
Backhoe Bulldozer Grader Compacter Trailer
(10t) Hammer Crane Crane
Reclamation for
60 5 5
Platform
While construction for
4 2 2 2 2
road
Front construction for
4 2 2 2 2
road
Underpass 10 3 1 2
Canal diversion
Excavation 10 3
Revetment 1
Pile slab
Spun pile driving 5 20 20
Superstruktur 20
Pavement and utility 10 10 10
Concrete bridge
Pondation and sub –
2 10 10
structure
Superstrukture 10
Utility bridge and
2 2 2
pavements
Approach (Earth work
2 1 1 1 1
and pavement)
Main construction for
road
Earth work 50 3 3 2 2
Acessories and
9 3 3 3 3
pavement
Connecting bridge
terminal
While construction 2
Pondation and sub
2 5 5
structure
Superstruktur 5
Acessories and
1 1 1
pavement
Source : JICA Survey Team, 2016

The transportation of heavy equipment to the project site will be done by land transportation
(road) passing through Pantura national road using heavy vehicles such as trucks and other
kind of simillar vehicle .And the transportation of heavy equipment to the project site will also
be done by sea (ships). With the quarry location in Purwakarta, so transportation is held by
land track through Pantura National road, and head to the road that has been freed by Subang
regency government (Red soil).

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The estimation of vehicle volume amount at the Phase I stage 1 can be seen in this following
table.

Table 1.44. Embankment And Volume of Vehicles For Access Road and Back Up Area
Aspect Unit Phase I Stage 1
Volume Embankment m3 292.722
Truck capacity m3 8
Work Duration Month 10
Number of Truck Month 3659.0
Rit/Day 122.0
Source: JICA Survey Team

While for the estimation of the ship number for sand transportation (sea track) and truck
number for rock transportation for offshore facility development (land track) can be seen in
the table below.

Table 1.45. Estimation of Ship Number for Sand Transportation (Sea Route)
Item Unit Phase I Stage 1 Phase I Stage 2
3
Sand Volume m 1,400,000 6,600,000
Barge Capacity m3 3,000 3,000
Work Duration Day 93 440
Total Ships Day 5 5
Source : JICA Survey Team

Table 1.46. Estimation of Ship Number for Rock Transportation (Land Route)
Item Unit Phase I Stage 1 Phase I Stage 2
Rock Volume m3 331,000 -
Truck Capacity m3 8 -
Work Duration Day 540 -
Total Truck Day 76,6 -
Source : JICA Survey Team

C. Reclamation and Off-Shore Facility Development

Generally, the estimated impact from reclamation and off-shore facility development activity
are the decline of water quality (increasing of TSS), marine life disturbance (necton and
benthos), Fishing ground change, and public unrest. Description of activities in reclamation
and off-shore facilitities development is as follow.

1. Reclamation
Reclamation activity is conducted in Phase I Stage 1 and Phase I Stage 2 construction, which
is used in terminal development (off-shore). Total soil material landfill that require for

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reclamation is 10.300.000 m3, which is for Phase I Stage 1 development, beside rely on sand
that purchased from third parties, it als will use the mixture of cement and rake soil from
dredging activity. Description of reclamation requirements can be seen in the following table:

Table 1.47. Volume of Reclamation in Every Development Phase

Reuse ofe cement and rake soil Sand Purchasing Total
Phase (m3)
mixture (m3) (m3)
Phase 1 Stage 1 2.300.000 1.400.000 3.700.000
Phase 1 Stage 2 0 6.600.000 6.600.000
Total 2.300.000 8.000.000 10.300.000
Source : JICA Survey Team

Based on the plan, sand material sources that will be purchased and used for reclamation, will
be took from quarry, which came from Lampung and Purwakarta. Sand supplier location were
selected because there are abundant minerals providers in those location and they are licensed
for sea sand minning activities. Description of licensed mining companies can be seen in the
letter issued by the directorate general of minerals and coal, Ministry of Energy and Mineral
Resorces of Indonesia Republic, number 1343.Pm/04/DJB/2016 about Determination of 19th
IUP Clear and Clean, and list of IUP that has been revoked by governor/regent/mayor
(attachment X). As for the list of major companies mining material provider can be seen on
the pages of appendices.

As previously described that reclamation activity will use sand and dredging materials from
basin and sailing line to mix with cement. In the aspect of method used, Patimban seaport
development will use method as written in this following table.

Table 1.48. Reclamation Method

Reclamation Method
Item Phase I Stage 1 Phase I Stage 2
a. Clay by dredging with cement Dredged of clay impossible if used and
Reuse of improvement needed of cement soil wic used land
reclamation b. Reuse by terminal development. l
material development in Phase 1 mean
0.7 m.
1. Target 15.000 m3 per day Target 20.000 m3 perday
Reclamation by
2. Thicness sand surface up to
purchased sand
1.3 m until 2 m
a. Existing soft ground is - PVD method and added of sand
improved by cement deep Working is more with consideration again is
Soil mixing method effective and must be considering of berth
improvement b. Soil dredging used by cement construction
pipe mixing method for - Handling by cement if needed
terminal reclamation
Source : JICA Survey Team, 2016

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Figure 1.36. Flow Chart Volume of Reclamation and Dredging Activity

Reclamation materials transportation will be done by sea track using big size ship.
Reclamation materials which come from Lampung will be sent directly to Patimban Seaport
location. While the transportation of rock material for construction activity will use land track,
so it need calculation of the potential of transpotation volume increase.

For the route of transportation, because the rock materials will be take from Purwakarta, so
the using routes are : materials is transpported from Purwakarta - Jalan Raya Sukatani – Jl.
Ciganea – Jl. Tol Cipularang – Jl. Tol Jakarta Cikampek –Jalan Pantura – Seaport access road
( Red soil/seaport access road that has been freed by Subang government). While for the class
of road that will be passed in the material transportation route from Purwakarta can be seen in
the following table.

Table 1.49. Road Class and Tonase Route of Rock Transportation for Off-Shore Facility Development
No Road Name Road Class Tonase
1 Jl. Raya Sukatani Regancy Road 8 ton
2 Jl. Ciganea Province Road 10 ton
3 Jl. Tol Cipularang Tol Road 12 ton
4 Jl. Tol Jakarta Cikampek National Tol Road 12 ton
5 Jl. Pantura National Road 12 ton
6 Jalan Akses Pelabuhan (tanah merah)

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Figure 1.37. Reclamation Material Route Patimban Seaport

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2. Off-Shore Facility Development

Off-shore facilities construction are series of activities involving a wide variety of things to
support the ongoing activities of port development, generally, there are few types of activities
that performed from Phase 1 Stage 1 until Phase I Stage 2 is :
1. Construction of terminal
a. Construction of Container Terminal
b. Construction of Vehicle Terminal
c. Construction of Ro-ro ship and Boat Terminal
d. Construction of Petroleum Terminal (BBM)
2. Breakwater
3. Revetment / Seawall
4. Berth

1. Construction of Terminal Plan

Plan of Patimban terminal area consists of some kind of terminal construction activities and
supporting facilities construction such as:
a. Container terminal
b. Vehicle terminal
c. Ro-ro ship and Boat terminal

For each terminals construction process, will consist of 2 processing phase, it is :

Cement Soil Improvement (Fast construction for Phase I Stage 1)

a. CDM (Cement Deep Mixing)
This method has been used widely for airport and seaport development in many Asian
countries. CDM can be used on the soft soil, can increase soft soil with adding cement slurry
column.Technically, particular heavy equipment (installed in transporting work ship) will
adding cement slurry into the soil from agitation process. Compare with conventional vertical
drain method such as PVD and SD (Sand Drain), CDM method has biggest possibility to do
in the short time period. Although the cost is relatively high, but it’s very efective to be used
in gradual development. Generally 800 m3 of row per day can be applied.Normally, CDM used
in range of 10 – 50 %.

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Figure 1.38. CMD Process

b. CPM (Cement Pipe Mixing)

CPM is widely used in Japan to build airport. CPM can be used on dredging soil and can’t be
used for soft foundation like CDM. Dredging tools are pumped by pneumatic vessel and
cements are added into the soil at the same time with the process of bringing materials through
the pipe. Cement and dredging materials are mixed into piping process and finally added
cement soil. This method is effective for muddy clay reused for reclamation material.
Although the used system is more complicated than CDM, the excellence of this method is
very quick. Generally, dredging soil can be reused with productivity of 600 – 800 m3/hour and
very contributed in rapid development demanded.

Cement
Soil improvement
dredging Soil Cement

Figure 1.39. CPM Method

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Figure 1.40. Construction Phase with CPM Method

Design that is used for Patimban Seaport development will use cement soil mixture as drawn
in the figure below.

CPM

CDM 50 % CDM 20 %

Figure 1.41. Terminal Construction Design Phase I Stage 1

To reduce ground pressure in berth retaining wall and to protect the building from berth
construction, use of CDM with low ratio about 20 % will be enough to sustain terminal decline
process. CPM will be used on the soil surface with 0.7 height and sub – base part with the
marge will be used on cement soil used.

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Plastic Vertical Drain (PVD) Soil Improvement (Phase I Stage 2)

PVD method is used to accelerate compounding for waterproof material installation that
streamline dewatering the existing soil. There are many type of dewatering material such as
PVD, sand drain, and fiber drain. After the installation of the drain, additional load is required
such as sand materail. This method is cheaper than cement soil improvement, however the time
is very long (7 – 10 months) to finished compounding.

Figure 1.42. Vertical Drain Method

Standard design for terminal compounding with PVD method in terminal from Phase I Stage
1 untill Phase I Stage 2 can be seen in the figure below.

CDM 50 %

Figure 1.43. Terminal Development Design Phase I Stage 1 until Phase I Stage 2

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2. Breakwater
Breakwater will be built in the beginning phase of development. Material for breakwater
development will use rocks with composite pile type with breakwater block.

Figure 1.44. Breakwater Develpoment Plan

3. Revetment and Seawall

Revetment development will be conducted in Phase I Stage 1 in a short time. Main revetment
development that will be built is in east and west side to overcome the big wave from Northeast
and sedimentation from the west. Revetment will be shaped pillars and most of them have to
arange from concrete pillars according to geography of Patimban waters.

For East side revetment, there are very deep area, so the use of concrete pillars will be changed
with iron pillars which are stronger than concrete, thus suitable to use in that agitated area.

Seawall structure and revetment area are designed following the concept of the peak of the
sea wall to the design of waves up to 1.5 m. Waves Design height (Wh) is adopted for seawall
design, but for southern revetment area and shore area of back-up area is set on 0.5 m of height.
Height of top of West and East Side Seawalls/Revetment Areas is is set on HWL + ½ Wh (1.5
m). Height of Top Of West Side Seawall is set to +2.5 m from CDL considering height of 1.5
m waves design, Period of waves design is 6 seconds and Dominate direction is from North-
East side.

Considering soil condition of Revetment Area Foundation and Phase I Schedule, foundations
of west and east side Seawalls will be strengthen by removing the soft mud material and

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replace it with soft sand. Containing materials of Yard Area is planned using material dredged
from basin. Containing material will be strengthen by environmentally friendly Prefabricated
Vertical Drain (PVD) method and surcharged soil on the area.

Seawall/ revetment area Structure is designed with gravity type (concrete block wall is placed
on pile of boulders from sea basin depth to -4.0-4.5 m LWS). Both side of Seawall are
protected by pile of armoured debris and concrete block is placed on pile of boulders. Steel
boulder (500 kg-1 ton type) will be placed on slope of off-shore side of revetment area as wave
absorber facility and debris of boulder layer (250-500 kg) will be placed slopingly. Below of
concrete block reclamation sand filled until +1,50 m (MSL +1.00) and approximately 15 m
from surface height concrete block is increased gradually until reached +3.5 m (MSL +3.0 m)
by filling material.

Figure 1.45. Revetment and Seawall Development Plan

4. Berth
To build berth, berth section is required so that the building on it still steady. Berth section has
the smaller number of pole than berth structures in general. Pile interval is selected based on
calculation every 10 m in longitudinal direction, although it normaly will require 5 – 6 m. Low
pole will produce low sound and vibration for environment and public around the project site.

Construction of pillar section will be done in the factory with welding method. Total work for
this development is devided into 2 parts, in the factory and in the project site. Every process

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will be done in parrarel so shorten development time. Construction of this berth section will
be done critical phase from the entire development in Phase I Stage 1.

Crane Barge

Figure 1.46. Construction of Berth Section in Parrarel

Concrete cover board structure that is planned on the berth section is using pre-cast type and
is going to give a little sustain in development area.

Figure 1.47. Berth Section

5. Waste Estimation during Terminal Area in Construction Phase

Waste will be collected after separation by type, and then transported by licensed contractor
according to the regulation. The numbers of construction waste is estimated by using statistic
data from the Japan Ministry of Environment, based on project scale. Waste estimation that
may produce from development activity for terminal area can be seen in the table below.

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Table 1.50. Waste Estimation That Generates in Every Construction Phase

Terminal Area
Types Phase I Stage 1 Phase I Stage 2
(ton/day) (ton/day)
Oil Waste 0,06 0,12
Paper and Wood 0,15 0,27
Metal Waste 0,55 1,02
Total 0,76 1,41
Source : JICA Survey Team

D. Dredging and Disposal of Dredged Material

• Dredging
Dredging is an attempt to move sediment material from one place to another. Related to the
construction of the New Port Patimban, dredging is conducted to remove sediment on the
seabed at the construction terminal site. the type of dredging tool that will be used are Cutter
Suction Dredger (CSD) and Trailer Suction Hopper Dredger (TSHD) for the dredging of
access Chanel, and CSD for port basin.

The estimation of dredging volume in each development phase is shown in the following table.

Table 1.51. Estimation of Dredging Volume Each Development Phase

Dredging Processing
Sailing Channel Basin Total (m3)
depth Time
CD-10 m Phase I a. Total Volume : 2.526.000 m3 a. Total volume : 2.324.000 m3 4.850.000
Stage 1 b. Dredging volume per day : b. Dredging volume per day :
7,000 m3 (work ratio 0.82) 9,000 m3 (work ratio 0.82)
c. Dredging component : TSHD c. dredging component : GD 20 m3 1
d. All of dredging material will fleet
dumping in off shore location
CD-14 m Phase I a. Total volume : 4.100.000 m3 a. Total volume : 17.100.000 m3 21.200.000
Stage 2 b. Dredging volume per day : b. Dredging volume per day :
7,000 m3 (work ratio 0.82) 32,000 m3 (work ratio 0.82)
c. Dredging component : TSHD c. Dredging component : GD 20 m3
d. All of material dredging is fleet (16 hours work per day basis
dumping. Note : dumping area can + alfa)
be change based on monitoring d. All of dredging material is
result in phase I-1 dumping. Note : dumping area can
be change based on monitoring
result in phase I-1

Total 6.626.000 19.424.000 26.050.000

Source : JICA Survey Team

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The estimation of dredging total volume from Access Chanel (Navigation Chanel) and port
basin reach approximately 26.050.000 m3 , which 6.626.000 m3 are from navigation channel
and 19.424.000 m3 are from the basin. As much as 2.300.000 m3 from that volume will be used
for port terminal reclamation, and the rest as much as 23.750.000 m3 will be dumped in
sugested offshore area.

Table 1.52. Dredging Volume and Off – shore Dumping

Reusage of Dredging Soil for Mixing with Off-Shore Dumping
Phase Dredging Volume
Cement (m3) (m3)
I stage 1 4.850.000 2.300.000 2.550.000
I stage 2 21.200.000 - 21.200.000
Total 26.050.000 2.300.000 23.750.000
Source : JICA Survey Team

Characteristics of each dredging tools can be seen on Table 1.53. While dredging method can
be seen in Table 1.54. In that table also is seen the dredging depth, beside dredging and
dumping limit volume is also seen. Location of offshore dumping is sugested at 15 km distance
in offshore from construction site with 23 m depth.

Table 1.53. Characteristic of Each Main Dredging Equipment

TSHD CSD GD
Examined Item 3
16.000m 8.000m3 23m3
Border by the existing natural condition 2 3 3
Work efficiency in indoor area or narrow 3 2 1
area (0) (0) (3)
5 5 4
Total value in indoor area or narrow are
0 0 3
Notes : Value 3 = good, 2 = normal, 1 = bad, 0 = impossible
Source : Secondary Data, 2015

Table 1.54. Main Dredging Equipment

Dimention (m)
Type Ilustration Length Width Draft
Depth (D)
(LOA) (B) (d)

HOPPER
SHD:
Trailer Suction Hopper 157.0
28.0 - 12.5 - 10.5 -
Dredger -
HOPPER 31.0 15.5 11.0
(Hopper Capacity : BOW THRUSTER 167.0
16,500 - 20,000 m3)
DRAG HEAD SUBMERGED DREDGE PUMP

SEABED

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Dimention (m)
Type Ilustration Length Width Draft
Depth (D)
(LOA) (B) (d)

CSD: 131.0 19.4 6.1 4.53

Cutter Suction Dredger
(Main Pump 7,000 -
10,000 Ps)

Grab Dredger
60.0 24.0 4.0 2.0
(Grab Bucket 20 - 26 m3)

Source : JICA Survey Team

Reclamation activity is predicted will be cause many impact such as decreasing of sea water
quality, disturbance of marine life (nekton and benthos), change of fishing ground, and public
unrest.

• Materials Dredging Disposal

As mentioned before, that materials dumping from port channel and basin are as much as
23.750.000 m3 that will be dumped in suggested offshore location, at 15 km distance from
project site in 23 m depth. Location of dumping site is choose based on offshore disposal
activity standard by Badan Standarisasi Nasional, Republic of Indonesian, while minimum
distance to dumped is minimum 12 mil from on shore and/or in deep sea water is -20 m.
Transportation and dumping dredging materials method can be seen in Tabel 1.55, and
dumping location figure can be seen in figure below.

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Table 1.55. Method of Transport and Dumping Maerial in Offshore

No Transportation and Dumping Method Dredged fleets Description
1 CSD 8,000ps class with pump of low
hydraulic head dapat can discharge
CSD +
direcly to barge. CSD continuous
hopper barges operation will contribute the highest
with tug boats productivity. According to the
Japanese standard, combination of
hooper barge 5.000 m3 class, and tug
4.000 ps class is match to CSD 8.000
ps. For access channel : 2 – 4 fleets.
For basin dreging : 3 – 5 fleets are
necessary to maintain continuous
operation.

2 Intermitted Operation for dredging

soil dumping by TSHD is self playing
TSHD
between dredging and dumping sites.
Larges class of TSHD 16.000 m3
needs 11 m draft and common size
TSHD 35.000m3 needs 6 m on
average. Cant approach shallow area.
However, total managements is the
easier compared to the dredger types.
3 Less productivity than CSD / YSHD.
Self standing by its own spoud so less
GD + hopper
influence to other work vessels.
barges with
According to the Japanese Standard,
tug boats
combination of hooper barge 1.300
m3 class and tug 2.000 ps class is
match to GD 23 m3. For Access
Channel : 4 fleets, for basin dredging :
3 – 5 fleets are necessary to maintain
continous operation.

In table 1.55, seen that dredging method will be used by TSHD method and Grab Dredger
method, so it predicted that turbidity impact can minimalized. Then, for the minimalized of
turbidity impact by dredging and dumping, some plan for reduce of turbidity is such as seawall
construction in earlier, reduce the dumping volume for reused again the dredging material for
port reclamation, and installation of silt protector.

On this Phase of Development, Traffic Volume of Ships is estimated as table below

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Table 1.56. Capacity and Duration of Reclamation Work of Phase 1 Stage 1 – Phase 1 Stage 2
Aspects Unit Total
Reclamation Sand Volume m3 23.750.000
Series Capacity m3 800
Work Duration Month 40
Number of Ship Per Month 742.2
Total Per day 24.7

Dredging and dumping will make some impact in environment like decreasing of sea water
(increasing of TSS) and disturbance of marine life (nekton and benthos).

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Figure 1.48. Location of Dumping Site

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E. On-Shore Facility Development

It is estimated that impact from on-shore facility development activities are the decreasing of
air quality, the increasing of noise, the increasing of water run off, terestrial animal disturbance
(bird), terestrial plant disturbance, and publlic unrest.

Back up area is only zoning plan while the detail of construction methodology will be planned
in the future. But, construction plans which are possibly conduct during phase I are as follow.

1. Land Handling
There are so many fishponds and ricefields on the land that will be built as back up area. That
lands have soft soil texture so it need a treatment so that the entire of activities components in
back up area can run safely and smoothly. There are some design in that land treatment, by
adding cement to the soil surface. That method is choosen because it easy to apply. Soft soil
then excavated using Excavator 0.7 m3 – 1.2 m3 class, and added cement that mixed with the
soil the same time, so the soil will be hard.

2. Landfill and Soil Compaction

After soil treatment for strengthening, then reclamation is held. Reclamation soil is transported
by dump truck and reclamation is proccessed by Excavator 0.7 m3 – 1.2 m3 class. Basically
the height of reclamation in one layer is 30 cm and every layer will be compacted by compactor
to make a good foundation.

After soil treatment for strengthening, then reclamation is held. Reclamation soil is transported
by dump truck and reclamation is proccessed by Excavator 0.7 m3 – 1.2 m3class. Basically
the height of reclamation in one layer is 30 cm and every layer will be compacted by compactor
to make a good foundation. Landfill materials are taken from outside area of Subang regency
such as Lampung.

3. Revetment
Revetment will be built along the seaside which is needed to anticipate the soil collapse piles
in the back up area. Mangrove green area will be also prepared in the seaside are.

4. Pavement and other support works

As the final phase, pavement and other support works will be done. The thickness of the
pavement will be build based on the design and required space alocation. The type of other
component works include lighting, irrigation, fiber cable for communication, and drainage.

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F. Development of Access Road

Access road development activity can rise various impacts. Estimation of impacts are the
decreasing of air quality , the increasing of noise, the decreasing of water surface qualtiy, the
increasing of water run-off, and public unrest.

Access road construction process is devided into two parts :

• Construction Plan for Access Road

The sequence of construction for access road is planned according to the following steps :
1. Site Cleaning
Prior to starting the embankment works, site cleaning including the removal of trees root
should be removed by a bulldozer.
2. Work Embankment
The material of the embankment will be carried by dump truck from the borrow pit and
compacted by a pneumatic tire roller.
3. Slope Protection Work
The slope of the embankment will be formed by backhoe after compaction by bulldozer.
After that, slope protection works including planting and shaping should be done.
4. Pavement Work
Generally, Base Course and Subbase Course are leveled by motorized grader, and
compacted by road roller and a pneumatic tire roller.

• Construction Plan for Bridge

1. Cast in Place RC Pile (CIP RC Pile)
CIP RC Piles are selected considering the ease of construction and procurement of the
materials. After installation of temporary steel casing into the ground using vibrator, the
soil inside the casing will be removed, and bentonite slurry will be used to stabilize the
soil and prevent the excavated hole from collapsing.

After installation of the reinforcement cage into the bored hole, the concrete is poured into
the excavated hole using a tremie pipe. At the end of the casting operation, the temporary
steel casing will be removed.

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Figure 1.49. Construction Metho for CIP RC

Source : JICA Survey Team

2. Pile Cap
After installation of steel sheet piles, excavation works will be carried out up to the
required level. Then, lean concrete will be poured so as to prepare a plane surface on
which the formwork and re-bar can be installed. After casting the pile cap and removal
of the formwork, the backfill work will be carried out up to the top surface of pile cap
shortly afterwards..

Figure 1.50. Construction Method for Pile Caps

Source : JICA Survey Team

3. Pier
After installing re-bars overlapping the starter bars of the pile cap, vertical formwork
will set up and concrete casting will be done eventually.

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For the pier head, support should be assembled from the ground and the formwork
will then be installed on top of pier head. After that the installation of re-bars and the
pier head casting will be done sequentially.

Figure 1.51. Construction Method for Pier

Source: JICA Survey Team

4. Superstructure (PC-1 Grider)

During the construction of substructures, PC-I girders will be manufactured in
advance at fabrication yards near the site. After completion of the piers, PC-I girders
should be erected using truck cranes.

If the construction by truck cranes becomes impossible, the construction by erection

girders can be followed. This shall be considered in the detailed design stage if the
necessity becomes an critical issue.

This method involves casting long sections of the bridge superstructure in a stationary
formwork behind abutment, and carrying completed sections towards bridge
longitudinal axis following girder erection method

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Figure 1.52. Method Construction for Superstruktur

Source : JICA Survey Team

The numbers of heavy equipment that are used based on access road development activity will
be started from Phase I Stage I until Phase I Stage 2 development, can be seen in this following
table.

Estimation of Waste Generation of Construction Phase of Access Road

Waste will be collected after separation by type, and then transported by licensed contractor
according to the regulation. The numbers of construction waste is estimated by using statistic
data from the Japan Ministry of Environment, based on project scale. Waste estimation that
may produce from development activity for terminal area can be seen in the table below.

Table 1.57. Estimation of Waste Generation of Construction Phase of Access Road

Access Road
Type Phase I Stage 1
(ton/day)
Oil waste 0,05
Paper and wood 0,12
Metal Waste 0,45
Total 0,62
Source: JICA Survey Team

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1.1.6.3.3. Operational Phase

In the operational phase, seaport activity consists of some activities that will be done, such as:

• Procurement of employer
• Off-shore facilities operational
• On-shore facilities operational
• Maintenance of basin and sailing line
• Access road operational

A. Employment of Workers
The workers have been employed in Phase I Stage 1 to start port activity, although the required
amount for this phase is not large. In order to manage and to operate Patimban New Port,
operator terminal will be designed through a connection scheme (KPS, Koneksi Pelabuhan
Skema). Required workforce for the port management and operation is estimated in the table
below.

Workers divided by functions :

a. Basic Operations Port-based infrastructure which is the Port Authority's labor

authorities will handle the Berth breakwater, navigation, maintenance of port facilities,
the cost of rent and charges, collection of data and information.
b. Government functions are coordinated by the port authorities to cover customs,
quarantine, immigration, police, fire, safety delivery, and more.
c. Security including port security, vessel and cargo field.
d. Operational unloading ports by carriers, cleaning service

Workers for the container terminal and car terminal can be hired from local people. The estimation of
the possible number of worker is 240 parsons (30%).

Table 1.58. Estimation of Requirement of Number of Workerss on Operational Phase I Stage 1 –

Phase I Stage 2
Work Spectrum Number of Worker
Port authority Office, Harbor Master Office, other office, 150
Quarantine office, Imigration Office
Container Terminal 600 (300 x 2)
Car Terminal 200
Source: JICA Survey Team

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Employment of workers can make a positive impact like opened of career opportunity and
negative impact like Incidence of Communicable Diseases.

B. Marine Facility Operational

Marine facility operational activity is a series of activities which carried out after the
construction of terminal has been completed, that will start to operate in 2019. Those activities
consist of few types of activity such as:

a. Calling Vessel Activity

b. Loading and unloading ships activity
c. Cargo and transportation storage activity
d. Ship waste management activity
e. Water Sullpy
f. Waste Water Treatment
g. Power Supply

Off-shore facilities operational activity predicted can produce impacts such as air quality
decline (TSP and emision), sedimentation, sealine change, water quality decline (increasing
of TSS), sea traffic disruption, marine life disruption (benthos and necton), fishing ground
change, and public unrest. Description of activity in this phase can be seen as follow.

1. Calling Vessel (Ship) Activity

Activities include arrival of the Ships, tethering, lie at anchor, departure and maintenance for
required ship. Ship anchored activity in seaport during unloading process generally are
unloading and loading ships loads container, dry bulk cargo, wet bulk cargo and general cargo.
Tethering time depends on number of good that have to unload or load, usually between 1 - 3
days with standard time 2 hours/day. Capacity of tether of ships at Patimban Seaport maximum
is 30 ships.

Before ships anchored, ships must stop outside of the port water before unloading and loading
time. The number of ships is according to the pattern of ships trafic and berth capacity. Vessels
Arrival is started with announcement from vessel or agent of vessel about arrival completed
by identity of vessel, cargo, and unload/load plan. The arriving vessel must be guided so the
one arrived at port before must wait for guidance of port officer.

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Guidance is conducted by guidance officer or ship puller. Guidance finished until vessel and
tetherer tethered correctly. Duration for guidance process between 20 - 50 minutes depend on
guidance distance. The delay of ship is general agenda and assigned set the benchmark amount.
Departure of vessel depart from the port activity (tethering and Anchoring). Departure finished
after administrative requirements is fulfilled. For traffic safety, then socialization and
coordination to head of the fish aution and Pertamina Co. about sailing Route and applied the
OSP of ships tethering and departure activity.

Patimban Seaport is an international harbor, then there are ships coming from overseas,
thereby potentially carry disease from the source region, for it has been established the
following rules:
1. At the time of the foreign vessel at the jetty, the quarantine was the first to board the
ship beforehand to double check the health of the crew, animals and plants
2. If ditemukaan their disease is suspected, it's crew will soon be brought to the hospital
and for animals and plants will be quarantined.
3. The ship was banned to enter and perform loading and unloading.
4. To overcome the disease vectors such as rats, then the boat rope tied around Bolard,
will be rigged with a kind of ball in the middle of mice did not get past the rope.

To maintain the cleanliness of the environment, there will be efforts as follows:

1. Applying sanctions to ship the waste disposed in the area of Terminal Patimban.
2. Provide barge carrier ship waste to take it to the next at the reception facility (RF).
3. Prohibit all vessels not to throw waste in Terminal Patimban, both in peraiaran and
the mainland.
Numbers of calling Vessels at Patimban new port are estimated as shown in the following
table which will be base plan.

Table 1.59. Calling Vessel Ship Prediction in Every Years

Number of Calling Vessel Ships
Years Container Vessel
PCC PCC General Cargo Vessel Petroleum
Feeder Feeder
(International (Domestic) (Steel Rolls) Tanker
Vessel Vessel
2019 107 214 19 - 394 0
2020 115 230 20 - 394 0
2025 162 324 27 19 331 336
2030 219 437 36 24 496 504
2037 320 640 53 34 943 957
Source : JICA Survey Team

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Ships Anchoring Temporary Area

Before Entrance to Terminal

Figure 1.53. Plan Anchor Area Before Entrance to Patimban Seaport

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2. Loading-Unloading Ships Activity

Loading ships activity is the activity to load some cargoes to the ships, while unloading activity
is an activity to decrease the cargo to the port. Unloading activity is done by crane. For cargoes
handling, especially ULCS container type, it will be installed Quayside Container Gantry
Cranes from super post Panamax. While for container handling system between the courts,
calculating container volume, it will be proposed System Transfer Crane (RTG).

Design and numbers of quayside container cranes are determined based on container volume
estimation of 3.389 million TEUs for container terminal No.1 and 2 in Phase I. Associated
with quayside container cranes, super post Panamax-type granty cranes can transport 13,000
TEU container with 20 rows in the deck, projected for Quay No.1 and 2, and conventional
sized cranes catering for 2,250 TEU container with 12 (twelve) or 13 (thirteen) rows in the
deck will be used for Quay No.3.

Estimation of yearly cargoes loading-unloading activity is shown in the following table.

Table 1.60. Summary of Volume Yearly Unloading Cargoes Activity Patimban Seaport
Phase I Stage 1 (2019)
Demand Container Ship Ship Call Qcc/Ship Quay Length Total Qcc ASC SCs
TEU Type (Ship/Week) (Unit) (m) Twin Qcc (Unit) (Unit)
200,000 Internasional 2 2 238 2 4 6
300,000 Domestik 5 2 210 2 4 6
Total 447 4 8 12
Phase I Stage 2 (2022)
Demand Container Ship Ship Call Qcc/Ship Quay Length Total Qcc ASC SCs
TEU Type (Ship/Week) (Unit) (m) Twin Qcc (Unit) (Unit)
1,355,482 Internasional 4 4 764 8 16 24
2,033,022 Domestik 33 2 1,124 10 20 30
Total 1,888 18 36 54
Source : RIP Patimban, 2016

Table 1.61. Summary of Volume Yearly Unloading Car Activity Patimban Seaport
Berth
Length Total
Phase Demand Ship Plan Ship Call Nb
No Quay Cost
Development
Cars Name Capacity Loa (m) Ship/week Berth
1 Phase 1 Stage 1 215.975 GAIA LEADER 7.500 199,4 1 2 439 186
2 Phase 1 Stage 2 2911.069 GAIA LEADER 7.500 199,4 1 2 439 186
Source : RIP Patimban, 2016

Heavy equipment will be operating in container terminal. Numbers of heavy equipments that
has been planned can be seen in this following table.

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Table 1.62. Demand of Kontainer Handling Equipment

Container Terminal No Terminal No 1 and 2
Quayside Container Crane 24
RTG 60
Yard Tractor 144
Yard Chassis 152
Top Lifter 12
Reach Stacker 12
Source : RIP Patimban, 2016

Figure 1.54. Cycles of Unloading Cargoes

Source : RIP Patimban, 2016

3. Cargoes Storage and Transportation Activity

Patimban New Port activity includes cargoes from Hinterland Port before it loaded to the
vessel. Cargoes are transported by truck before it loaded and arranged in the yard. Cargoes are
arranged according to its type. Cargoes that are not airtight put in indoor warehouse, while the
airtight cargoes put in the open yard. The arrangement and expenditure of cargoes are made
by FIFO system (first in first out). Cargoes expenditure is taking goods activity from the port
to the outside of port area (hinterland). Revenues and expenditures will increase the density of
traffic around the port. The estimated number of heavy vehicle in 2019 is about 2.271 unit
perday.

4. Waste Management Activity

Estimation of waste type that will possibly appear from ships and terminal activity in each
phase of development are oil waste and domestic waste. Solid waste volume is calculated by
using statistical data of Ministry of the Environment Japan dan statistical data at Tokyo Port
in Japan based on project scale.
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Waste will be collected after separation by type, and then transported by licensed contractor
according to the regulation. For the details about the waste generation that may produce and
management methode can be seen in the table below.

Table 1.63. Estimation Of Ship and Terminal Activity Waste Type and Volume
Terminal
Waste type Phase I Stage 1 Phase I Stage 2 Treatment Method
(ton/day) (ton/day)
Collected in Decided Area,
Dumping is conducted as soon as
Oil Waste 0.3 1.1 possible by related party.
Collecting frequency is suggested
by contructor
Collecting Waste is conducted in
decided location and dumped by
Ship Supply (Plastic) 1.3 4.3 related party. Frequency of
collecting is formulated by
contructor.
Collecting Waste is conducted in
decided location and dumped by
Domestic Waste 53.8 173.4 related party. Frequency of
collecting is formulated by
contructor.
Collecting Waste is conducted in
decided location and dumped by
Oil Waste from
3.4 9.3 related party. Frequency of
Vessel
collecting is formulated by
contructor.
Collecting Waste is conducted in
decided location and dumped by
Solid Waste from
3.5 9.8 related party. Frequency of
Vessel
collecting is formulated by
contructor.
Source: JICA Survey Team.

Toxic and hazardous (B3) liquid waste management that produce from ships and terminal
activities are collected in the collective tank ang then will be submitted to the licensed third
party. The number of tanks that required are 7 tanks with volume of 25,000 gallon.

Based on the apendix of Kep-01/Bapedal/09/1995 about procedures and technical

requirements of storage and collection of toxic and hazardous (B3) waste, it is planned the
layout of B3 waste storage which can be seen in the following figure.

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Figure 1.55. Layout Plan of Reception Facility

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5. Water Supply
Water needs and water suply facility
Water needs for the ship, fire station, and building are include. Water suply facility for phase
I is estimated for container terminal handling activity.

Table 1.64. Requirement of Water Supply for Terminal Phase I

Demand Design
1) Domestic Consumption
1-1) Port Administration management office 15 ton/day
(Public PA)150persons
1-2) Terminal operator office (operator, 200persons) 50 ton/day
20 t/ x 2 terminals and 10 ton for car terminal
1-3) Terminal operation works shop, washing equipment; 100 ton/day
50 t/ x 2 CNT
1-4) Terminal back up area on the coast area 50 ton/day
1-5) Water sprinkle in the yards; 10 ton/terminal/day x 3 30 ton/day
1-6) Losses 10 %
2) Ship Supply by operator
2-1) 1,000 ton /day/Container terminal berth x 3 berths 3,000 tons/day
2-2) 100 ton/day/ Car terminal berth x 2 berths 200 ton/day
3) Fire Fighting
3-1) Maximum Reserve 200 tons
4) Demands per day (Approx.. 3,670ton/day, say; ) 3,700 ton/day (42 L / second)
Source : JICA Survey Team

Water suply system for Patimban will use water reservoir (Ground Tank 3.000 ton, 50 m x 25
m x 3 m), pump house (50 m x 25 m), and high water tank (50 m). All of water reservoir line
for Patimban Seaport will be built by each user operator. Water pipe in the terminal will be
connected with main water reservoir in the project site.

The outdoor-hydrant boxes are installed in the Maintenance Shop and CFS. The indoor-
hydrant boxes are provided for the other buildings. The water supply pits and pipeline along
the berth of the terminal will be installed to supply the water to ships. Minimum pressure at
the farthest supply point should be 50 psi for the domestic demand and ship supply, while
much higher pressure of 65 psi should be provided for the fire fighting.

Water Supply Resource

Relating with water needs that required for Patimban Terminal, it will be fullfilled by Subang
regency PDAM (Taruma Timur), where the water source and water suply facility is from
Compreng, which has production capacity of 50 L/second (lps). Meanwhile the water needs
for Patimban seaport activity is 42 L/second all over Phase I, so aditional water suply is needed

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and planned to provide from the adition of Compreng water suply with the total of all suply is
50 L/second in 2019. But, for water suply in phase I stage 1 that owned by PDAM has suffice
all operational activity.

Network system that will be used to meet water needs of Patimban seaport can be seen in the
following figure.

Water intake Supply plan Ground Water Service Area

13km Tank of
planned (Binong) (dia.250mm) (Pamanukan) Pusakanagara
(Tarum) Cap. 1,000 m3 District
8,640 ton/day
(100L/secon)
The pipeline will be shut down
and new pipeline to the port will
Water treatment be developed.
plan
(Compreng) 18km (Pipe dia 250mm)
4,300 ton/day
(50 L/secon)
Operated from 2 km between
Supply from
Oct 2016 BA-port
PDAM

Will be build for Back-up Area New Port Area

project PhaseII:96ton/day PhaseI-1: 660ton/day
With reservoir 100 ton PhaseI-2: 3.100ton/day
Overhead Tank 20 ton Total: 3,700 ton/day
Pump Station With reservoir 3000 ton
Overhead Tank 100 ton
Pump Station

Waste Water
Septic Tank
96ton/day IPAL
500ton/day
Ship supply
Dumping to sea
(sludge is collected) 3,200ton/hari
Discharge to the Sea
(sludge is collected)

Figure 1.56. Flow Chart of Water Supply and Waste Water Flow in Patimban Port (Phase I) by
PDAM

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Raw water source in the irrigation of PDAM Taruma Timur has SIPA (license withdrawals)
200L/second. At this moment, PDAM take raw water 150 L/second (100L/second for WTP
Binong and 50 L/second for WTP Compreng). Raw water source that is used can be seen in
the following table.

Table 1.65. Raw Water Quality Standard in Taruma Timur

Max Standard
No Parameters Units Result of Lab
(**)
1 Odors - No Odors No Odors
2 TDS mg/l 1000 128
3 Turbidity NTU - 78,39
4 Fe mg/l 0,5 0,22
5 Fluorida mg/l 1,5 1,05
6 Hardness CaCO3 mg/l - 79,34
7 Chloride mg/l 300 75,28
8 Mn mg/l 0,2 0,387
9 Nitrat as N mg/l 10 1,34
10 Nitrit as N mg/l 0.06 0,978
11 pH 6–9 7,3
12 Sulphate mg/l 300 76,59
13 Organic Matter (KMnO4) mg/l 10 6,44
14 Residual Chlor mg/l - 0,00
Source : PDAM, Subang Regency, 2016
(**) Peraturan Gubernur No. 12 Tahun 2013 Tentang Baku Mutu dan Pengendalian Pencemaran Air

Table 1.66. Raw Water Quality Standard in Compreng for Drink Demand
Maximum Result of
No Parameters Units
Standard Laboratory

1 Odors - No Odors No Odors

2 TDS mg/l 500 107
3 Turbidity NTU 5 0,87
4 Fe mg/l 0,3 0,19
5 Fluorida mg/l 1,5 0,89
6 Hardness CaCO3 mg/l 500 76,18
7 Chloride mg/l 250 69,18
8 Mn mg/l 0,4 0,3
9 Nitrat as N mg/l 50 6,9
10 Nitrit as N mg/l 3 0,47
11 pH 6,5 – 8,5 7,4
12 Sulphate mg/l 250 82,59
13 Organic Matter (KMnO4) mg/l 10 3,62
14 Residual Chlor mg/l - 0,4
source : PDAM, Subang Regency, 2016
(*) Permenkes No 492 Tahun 2010 tentang Persyaratan Kualitas Air Minum

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Transmission pipe
Subang PDAM has installed transmission pipe with 4,000 m length. PDAM need the new
transmission pipe for patimban seaport along 17.890 m with 250 mm diameter.

First plan for Underground Tank and Elevated Tank Development

Transmission pipe from Compreng will be connected untill Patimban seaport management
office. As for transmission pipe that will be built can be seen in the following picture.

Point Connection Ground Tank 3.000 ton

Existing include Pumping Station, 2
Distribution Pipe to pumps and Q = 45 LPs
New Plan Head loss 90 meters 70 Meters
Transmission Pipe
to Patimban

New plan transmission

Pipe Dia. mm HDPE
Pipe SDR 17 (PN.10) To New Port
Length ± 8.000 meters Building Area

Figure 1.57. Existing Water Supply System around the Patimban Surrounding area

Water Needs and Alocation

Water suply needs for each port area can be seen in the table follow

Table 1.67. Water Supply demand Allocation to the Facilities

Water Demand
No Description Note
Ton/day LPs
Calculation of water
D-1 Port Administration Area 97 1.123 demand include
losses 10% and Fire
D-2 Roro Terminal 135 1.563 Fighting each area
25 ton/day
D-3 Car Terminal 200 2.315

D-4 Port Service Yard 58 0.671

D-5 Utility Facility Area 80 0.926

D-6 Truck Waiting Area 50 0.579

D-7 Container Terminal 1 1525 17.650

D-8 Container Terminal 2 1525 17.650

Source : JICA Survey Team

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Design Criteria of Allocation to each terminal

• Velocity between 0.3- 3 m/sec

• Roughness of pipe 100
• Minimum pressure at farthest supply point 50 psi (34 m = 3.4 bar) for domestic
demand and ship supply. For fire fighting 65 psi (45 m = 4.5 bar)
• Detention time of reservoir (ground + elevated) 20 hours

D-5 D-7 D-8

D-1
D-3

D-2

D-4

Figure 1.58. Water Demand Allocation

Underground Reservoir and Elevated Tank Plan

Underground reservoir planned capacity of 3.000 m3 with dimension of 25 m width, 30 m
length, and 4 m height. Underground reservoir design will use cement with K-350. Ground
reservoir consists of 2 compartment, which each compartment has volume capacity of 1,500
m3.

Elevated tank capacity arrange in the volume of 100 m3 and height level of 50 m for under the
ground. Elevated tank construction is made by combining cement with steel columns to
support the underlying structure.

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Pumping Station Plan

Dimension of pumping station is 16 m width and 30 m length. Construction is made strengthen
by K-175 cement. The number of pumps supplied is 3 units. Pumps type is centrifugal pump
positive suction. Pump specification is organized in the flow of 43 L/second and head 55m.

6. Waste Water Management

Estimation of water waste management volume
Estimation of disposal system capacity and water waste management depend on water waste
debit. Grey water and black water, both will be processed simultaneously. Water waste is
counted from water suply, and here are the details.

Table 1.68. Estimation of Water Waste Volume

Water Demand Average Waste Water
No Description Note
Ton/day % Ton/day LPs
W-1 Port Administration Area 97 80% 78 0.9 Domestic area
W-2 Roro Terminal 135 20% 27 0.3 Commercial area
W-3 Car Terminal 200 20% 40 0.5 Commercial area
W-4 Port Service Yard 58 60% 35 0.4 Combine area
W-5 Utility Facility Area 80 20% 16 0.2 Commercial area
W-6 Truck Waiting Area 50 20% 10 0.1 Commercial area
W-7 Container Terminal 1 1525 20% 305 3.5 Commercial area
W-8 Container Terminal 2 1525 20% 305 3.5 Commercial area
Source : JICA Survey Team

Water waste total volume that estimated to be processed is 816 ton/day or 9,4 L/second. Water
waste management location will be in the public utility area.

Design Criteria of Planning System

• Peak factor from average wastewater flow figure
• Q peak = Q average x Fp
• Q infiltration from infiltration flow figure
• Q peak total = Q peak + Q infiltration ( Q = wastewater flow )
• d/D plan = 0.6
• Velocity plan 1.6 m/sec
• Slope plan 0.004 m
• Start elevation of pipe at node 1 is - 0.5 m
• Position manhole every 100 meter
• Maximum of pipe depth – 3 m
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• Pump station if depth of pipe more than – 3 m

Disposal system is planned to follow water suply network in the opposite direction.

Waste Water Management Installation

Water waste management installation is sugested to use Rotating Biological Contractor type
with modular system improvement. These tools consist of 3 modular and each modular has
capacity 3 L/second or 1.296 ton/day = 1.300 ton/day.

Figure Lay Out RBC Figure Cross Section of RBC

Modul of RBC

Figure 1.59. Waste Water Treatment Equipment

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Clean Water: supply from Main

Water Tank (height 50 m)

Supply to water tower on the Roof

Top of Adm. Buildings (h 25m),
Distance from reservoir 250 m

Black Water: Collected to Closet to

local Septic Tank

Electricity; Supply from gardu

PLN to MDP (Main Distribution
Panel of transformer) then supply to
each building and terminals

Figure 1.60. Plan of Water Supply Pipe and Electric Power Cable within the Area

7. Electricity Supply
Electricity Needs for Phase I
Electricity needs for all activities at Phase I is summarized in the table below.

Patimban Seaport electricity needs will be obtained from national electricity company (PLN)
Subang regency. A unit of generator equipment is prepared for emergency condition for office
and terminal needs.

Table 1.69. Requirement of Electricity Supply for Phase I

Demand Source Design Demands/terminal Design for Phase 1
Gantry Cranes per Unit; 3,300 KW x 6 19,800 KW /terminal 19,800 x 2 terminals and
units/terminal for ULCS 7,500 KW 7,500 = 47,100KW for Phase
Gantry Cranes; 2,500KW x 3 units/wharf for 1
medium size
Reefer Container per Unit, 12kw/reefer, 50 600 KW/terminal 1,200KW
units/terminal
Lighting for yards/terminal, 180 KW, 360KW
X ray inspection etc.
Offices, workshops, for container terminal 300 KW, 600KW
Water supply pumps, x ray inspection 180 KW/terminal 360KW
/container terminal

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Demand Source Design Demands/terminal Design for Phase 1

Power supply for Car Terminal 200KW 200KW
Port Management office and government 600KW
service buildings
Power supply for Port Backup area 360 KW
TOTAL DEMAND 50,780 KW
Source : JICA Survey Team

Electric Power Source

Electricity suply for now and the future will be obtained from PT. PLN Cabang Purwakarta.
Based on PT. PLN cabang Purwakarta is able to suply 22.000 KW for early operational phase
and 50.780 KW for phase I Patimban Seaport development.

PLN cabang Purwakarta will suply power needs in coordination with PLN centre. PLN centre
agree to suply the Patimban Seaport power needs.

PLN branch office propose to connect electricity directly to the high voltage, because the
demand volume more than 30,000 KW and PLN has high voltage cable near to Patimban
Seaport about 3 km of distance from the seaport.

 During the meeting with PLN, thera are 3 alternatives. Alternative 1 and 2 will be
arrange by PLN, while alternative 3 will be arrange by port operator.

 Profit of alternative 1 and 2 is port operator will not take responsibility in the operation
and maintenance of electricity suply, but the main weakness is there is no guarantee
for third party when the disturbance occured.

 The weakness of alternative 3 is operator has to operate and maintain by themselves,

but free from interference of third party

Thus, alternative 3 is recommended.

For phase I seaport operational, it is suggested to install 2 units x 30 MVa (high voltage). For
phase 2 project, it is suggested to install 2 units x 30 MVa (high voltage).

8. Layout Plan of Public Utility Facilities

The following facilities are planned in the lay out plan.
1. Ground Reservoir
2. Pumping Station
3. Elevated Tank
4. Security Building

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5. Office Building
6. Transformer Building (Power Electricity Building)
7. Waste Water Treatment Plant

Public facilities location is planned in seaport administration area, total area required is 10.000
m2. Layout plan is as follow

Figure 1.61. Layout Plan of Public Utility Facilities

C. On-Shore Facility Operational

Onshore facilities operational is a series of activities that consist of support and port employee
activity, loading-unloading vessel activity, and other supporting activity in the back up area.
Some important component related to activity of on-shore facilities operational are:

- Waste management
- Water suplly and Waste Water Treatment
- Electricity utility

Development plan for back up area in the future is will be operated by private company and
detail design will be developed by invester. For the impact prediction in this activity such as

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decreasing of air quality (TSP and exhaust gas), increasing of noise level, increasing of run
off, decreasing of sea water quality (increasing TSS), terrestrial fauna disruption, and public
unrest.

For detail activity that will be done in this phase are :

1. Waste Management
Waste from on-shore activities is categorized as domestic waste such as domestic waste and
shipping supply waste such as plastic. Solid waste will be collected at collection station which
located in each facility, then handed to the licenced company for the dumping.

2. Water Supply and Waste Water Management

Required water for back up area are figure in chapter before. Water source and distribution
system is follow by system that has been already by Port Authority (look in previous chapter)

3. Electricity Utility
Generaly, the requirements of Patimban electricity will obtain from coorporation with PLN
for a while, which the power source is from PT. PLN Purwakarta branch, Purwakarta Regency
same as the port system (refer to prior section). It has been proposed that for electricity usage
will use high voltage direct connection because the demand is more than 30.000 KW,
moreover PLN has been has high voltage cable near Patimban New Port which is 3 Km
distance. For location of building can be seen in figure 1.13. In the future plan, Patimban Port
will be used electricity channel by it self for port supply, and UKL – UPL will be done by
PLN.

D. Maintenance of Basin and Shipping Line

Patimban New Port needs to make optimal treatment in the basin depth and connecting lines.
Based on the plan, connecting lines depth is -17 m, and basin depth maximum is also -17 m,
that accommodate Ultra Large Container Ship (ULCS) with capacity of 13,000 TEUs. Pool
and sailing line treatment is planned to be done once several years using dredging method in
order to keep the depth. Dredge would be dumped in dumping site. In other hand, it will be
done pool and flow cleaning activities from the floating garbage every day, as well as the
installation of garbage filters in the river Kaligenteng, Cipunagara, and Kalisewu, if necessary.

Estimation of dredging volume and time of dredging, with assumption that maintenance is
done after deposition as thick as 50 cm, so based on calculation can be seen on this following
table.

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Table 1.70. Estimation of Dredgimg Volume and Maintenance Time

Deposition Maintenance in Deposition
Dredging
Area Height Deposition Height 50 Volume
Volume (m3)
(cm/years) cm (years) (m3/years)
Sailing Line 11,5 4,3 186.693 811.709
Anchorage Basin 3,5 14,3 84.329 1.204.700
Inner Basin Channel 13 3,8 12.644 48.631
Source : JICA Survey Team

Maintenance of basin and shipping line will make the impact like decreasing of sea water
quality (increasing TSS), and disturbance of marine life (benthos and nekton)

E. Access Road Operation

Types of activities that included in access road operation are road operation. Access road that
planned will operate in 2019, to sustain material transportation to Port area. In early
operational period, frequency of access road traffic is low, because it’s located on government
aqcuisited land where in the suburbs rice fieds area. However, with the passing of population
growth and development of all area, vehicle volume will increase, which is expected to lead
traffic service quality.

In order to provide good and adequate service, it is necessary to make a new facility
development and maintenance. Maintenance activities are generally intended to prevent
further deterioration of the road, such as resurfacing the road surface, repairing traffic signs,
etc.

Prediction for vehicle volume in access road can be seen in following table.

Table 1.71. Vehicles Volume Prediction in Access Road

Year 2019 2015 2037
Number of Light Vehicles (/day) 227 2.710 6.017
Number of Weight Vehicles (/day) 2.271 27.104 60.171
Source : JICA Survey Team

Operational of access road is predicted can be make some impact such as decreasing of air
quality (TSP and exhaust gas), increasing of noise level, land conversion, road traffic
disruption, road damage, and public unrest.

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1.2. Summary of Hypothetic Significant Impact

1.2.1. Determination of Hypothetic Significant Impact

Begin from identification process of significant impact that is conducted based on interaction
between activity plan description and environmental baseline. This potential significant impact
identification process is done by using interaction matrix and flow chart methods. To know
the hypotetical impact, all of potential impact is analyzed. The result of those evaluation is
producing Hypothetical Significant Impact, are explained simple by following table.

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Table 1.72. Matrix of Potential Impact

Component Activity
Note
No Environment Component Pre-Construction Phase Construction Phase Operational Phase
1 2 3 4 5 6 7 8 9 10 11 12
A Physic – Chemical Pre – Construction Phase
1 Decreasing of Air Quality (TSP and Exhaust Gas) X X X X X X 1. Land Acquisition
2 Increasing of Noise Level X X X X X
3 Decreasing of Surface Water Quality X Construction Phase
B Hidrology 2. Mobilization of Workers and
1 Increasing of Run Off Water X X X X Operational Basecamp
C Oceanography 3. Mobilization of Heavy
1 Sedimentation X Equipment and Material
2 Change of Shoreline X 4. Reclamation and Marine Facility
Construction
3 Decreasing of Sea Water Quality X X X X X X X
5. Dredging and Disposal
D Space, Land, and Transportation
6. Onshore Facility Construction
1 Land Conversion X
7. Access Road Construction
2 Land Traffic Disruption X X
3 Marine Traffic Disruption X X Operational Phase
4 Road Damage X X 8. Employment of Workers
E Biology 9. Marine Facility Operational
1 Disturbance of Marine Life (Nekton and Benthos) X X X X 10. Onshore Facility Operational
2 Disturbance of Terrestrial Fauna (Bird) X X 11. Maintenance of Basin and
3 Disturbance of Terrestrial Flora X Shipping Line
F Social, Economic, and Culture 12. Operational Access Road
1 Opened Employment and Bussiness Opportunities X X
2 Loss of Land Productivity X
3 Change of Fishing Ground X X
4 Loss of Livelihood and Income X
5 Social Unrest X X X X X X X X
G Public Health
1 Incidence of Communicable Diseases X X
2 Pile of Waste X

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Pre Construction Phase

Land Acquisition

Decline in land
Loss of Livelihood productivity

Social Unrest

Figure 1.62. Flow Chart Pre-Construction Phase

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Construction Phase

Mobilization of Mobilization of Reclamation and Dredging and Onshore Facility Access Road
Workers and Heavy Equipment Marine Facility Disposal Construction Construction
Operational Basecamp and Material Construction

Incidence of Land Marine Decreasing of Disturbance Disturbance

Opened Traffic Traffic Increasing of Increasing of Decreasing of Decreasing of
Communicable Sea Water of Terrestrial of Terrestrial
Employment Disruption Disruption Flowing Water Noise Level Air Quality Surface
Diseases Quality Fauna Flora
and Bussiness Water
Opportunities Quality

Increasing Decreasing Disturbance of

Road
of Noise of Air Marine Life
Damage
Level Quality

Change of
Fishing Ground

Social Unrest

Figure 1.63. Flow Chart Construction Phase

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OPERATIONAL PHASE

Employment of Marine Facility Shipping Pond and Access Road

Onshore Facility
Workers Operational Shipping Track Operational
Operational
Maintenance

Opened Incidence of Marine Decreasing of Disturbance of

Communicable Change of Increasing of Decreasing of Increasing of Land Land
Employment Sediment Traffic Sea Water Terrestrial
Diseases Shoreline Flowing Water Air Quality Noise Level Conversion Traffic
and Bussiness Disruption Quality Fauna Disruption
Opportunities

Waste
Generation
Disturbance of
Marine Life Road
Damage

Change of
Fishing Ground

Social Unrest

Figure 1.64. Flow Chart Operational Phase

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Table 1.73. List of Hipotetical Significant Impact (HSI)

Component Activity
Pre-Construction Note
No Environment Component Construction Phase Operational Phase
Phase
1 2 3 4 5 6 7 8 9 10 11 12
A Physic – Chemical Pre – Construction Phase
1 Decreasing of Air Quality (TSP and Exhaust Gas) HSI NHSI NHSI HSI NHSI HSI 1. Land Acquisition
2 Increasing of Noise Level HSI NHSI NHSI NHSI HSI
3 Decreasing of Surface Water Quality NHSI Construction Phase
B Hidrology 2. Mobilization of Workers and
Operational Basecamp
1 Increasing of Run Off Water HSI NHSI HSI NHSI
3. Mobilization of Heavy
C Oceanography Equipment and Material
1 Sedimentation HSI 4. Reclamation and Marine
2 Change of Shoreline HSI Facility Construction
3 Decreasing of Sea Water Quality NHSI HSI HSI NHSI NHSI NHSI HSI 5. Dredging and Disposal
D Space, Land, and Transportation 6. Onshore Facility Construction
1 Land Conversion NHSI 7. Access Road Construction
2 Land Traffic Disruption HSI HSI
3 Marine Traffic Disruption HSI NHSI Operational Phase
4 Road Damage NHSI NHSI 8. Employment of Workers
9. Marine Facility Operational
E Biology
10. Onshore Facility Operational
1 Disturbance of Marine Life (Nekton and Benthos) HSI HSI NHSI HSI
11. Maintenance of Basin and
2 Disturbance of Terrestrial Fauna (Bird) NHSI NHSI Shipping Line
3 Disturbance of Terrestrial Flora NHSI 12. Operational Access Road
F Social, Economic, and Culture
1 Opened Employment and Bussiness Opportunities HSI HSI
2 Loss of Land Productivity HSI
3 Change of Fishing Ground HSI HSI
4 Loss of Livelihood and Income HSI
5 Social Unrest HSI HSI HSI HSI NHSI HSI HSI HSI
G Public Health
1 Incidence of Communicable Diseases NHSI NHSI
2 Pile of Waste NHSI
Note : HSI = Hypotetical Significant Impact ; NHSI = Non Hypotetical Signiificant Impact

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Table 1.74. Hypotethic Significant Impact List

ACTIVITY
Hypothetical Significant
NO
Impact PRE-
CONSTRUCTION OPERATION
CONSTRUCTION

• Off-shore facility
Decreasing of air quality Equipment and materials operational
1.
(TSP and emision) mobilization • Access road
operation

Equipment and materials

2. Increasing of noise Access road operational
mobilization

Off-shore facility
3. Sedimentation
operational
On-shore facility On-shore facility
4. Increasing of water run-off
developmnet operational
Off-shore facility
5. Shoreline change
operational
• Reclamation and off-shore
Decreasing of sea water facility development Basin and sailing line
6.
quality maintenance
• Dredging and dumping
Equipment and materials
7. Land traffic disruption Access road operational
mobilization
Equipment and materials
8. Sea traffic disruption
mobilization
• Reclamation and off-
shore facility
development Basin and sailing line
9. Marine life disruption
maintenance
• Dredging and dumping

Opening of job and Recruitment of workers and

10. Recruitments of workers
business opportunity providing basecamp
· Reclamation and off- Off-shore facility
11. Fishing Ground change
shore facility development operational

12. Liveyhood loss Land Acquisition

13. Loss of land productivity Land Acquisition

• Equipment and materials · Off-shore facility

mobilization operational
• Reclamation and on-
• On-shore facility
14. Public unrest Land Acquisition shore facilities operational
development
• On-shore facilities · Access road
development operation
Workers reqruitment and
15. Infectious disease Workers recruitment
providing basecamp

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Table 1.75. Hypotethic Non – Significant Impact List

ACTIVITY
Hypothetical Non-
NO
Significant Impact
PRE-
CONSTRUCTION OPERATION
CONTRUCTION

• On-shore facility
Decreasing air quality (TSP On-shore facility
1. development
and emision) operation
• Access road contruction
· On-shore facility
development On-shore facility
2. Increasing of noise
operation
• Access road contruction

Decreasing of water surface

3. Access road construction
quality

4. Increasing of water run off Access road construction Access road operation

• Workers recruitment • On-shore facility

and basecamp operation operation
Decreasing of Sea water
5.
quality (increasing of TSS)
• On-shore facility • Basin and sailing
development line maintenance

Off-shore facility
6. Sea traffic disruption
operation
7. Road damage Access road operation
8. Land conversion Access road operation
On-shore facility
9. Terestrial Fauna disruption On-shore facility development
operation

10. Terestrial Flora disruption On-shore facility development

11. Public unrest Access road construction

The emergence of Infectious Workers recruitment and

12. Workers recruitment
diseases basecamp operation

Off-shore facility
13. Waste generation
operation

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Hipotetical Significant Impact
Description of Activity Plan
(I). Pre – Construction Phase
Potential Impact 1. Social Unrest
A. Pre-Construction Phase
1. Land Acquisition 2. Loss of Livelihood
B. Construction Phase (I). Pre – Construction Phase 3. Decline in Land Productivity
1. Mobilization of Workers and 1. Social Unrest (II). Construction Phase
Operational Basecamp 2. Loss of Livelihood 1. Decreasing of Air Quality
2. Mobilization of Heavy Equipment 3. Decline in Land Productivity 2. Increasing of Noise Level
and Material
3. Reclamation dan Marine Facility 3. Sediment Quality Change
(II). Construction Phase 4. Increasing of Flowing Water
Construction
1. Decreasing of Air Quality 5. Decreasing of Coastal Water Quality
4. Dregding and Disposal
5. Marine Facility Construction 2. Increasing of Noise Level 6. Land Traffic Disruption
7. Onshore Facility Construction 3. Increasing of Flowing Water 7. Marine Traffic Disruption
8. Access Road Construction 4. Decreasing of Surface Water Quality 8. Road Damage
C. Operational Phase 5. Sediment Quality Change 9. Disturbance of Marine Life (Nekton
1. Employment of Workers 6. Decreasing of Sea Water Quality and Benthos)
2. Marine Facility Operational 7. Land Traffic Disruption
3. Onshore Facility Operational 10. Opened Employment and Bussiness
8. Marine Traffic Disruption Opportunities
4. Shipping Pond and Shipping Track
9. Road Damage 11. Change of Fishing Ground
Maintenance
5.Access Road Operational 10. Disturbance of Marine Life (Nekton 12. Social Unrest
and Benthos) 13. Incidence of Communicable Diseases
11. Disturbance of Terrestrial Fauna (Bird) (III). Operational Phase
12. Disturbance of Terrestrial Flora 1. Decreasing of Air Quality
Environment of Rona 13. Opened Employment and Bussiness 2. Increasing of Noise Level
Opportunities 3. Sediment Quality Change
A. Physic - Chemical 14. Change of Fishing Ground ANDAL
4. Increasing of Flowing Water
B. Hidrology 15. Social Unrest 5. Change of Shoreline
C. Oceanografi Identification 16. Incidence of Communicable Diseases Evaluation of
6. Decreasing of Coastal Water Quality
D. Transportation of potential potential
7. Land Traffic Disruption
E. Biology impacts (III). Operational Phase impacts 8. Disturbance of Marine Life (Nekton
F. Social, Economic, and Culture 1. Decreasing of Air Quality and Benthos)
G. Public Health 2. Increasing of Noise Level 9. Opened Employment and Bussiness
3. Increasing of Flowing Water Opportunities
4. Sediment Quality Change 10. Change of Fishing Ground 11. Social Unrest
5. Change of Shoreline 12. Incidence of Communicable Diseases
6. Decreasing of Sea Water Quality
7. Land Traffic Disruption
8. Marine Traffic Disruption Not Hipotetical Significant Impact
The result of community involvement in 9. Road Damage
the form of suggestions, comments and 10. Disturbance of Marine Life (Nekton (I). Construction Phase
input from relevant agencies and local and Benthos) 1. Decreasing of Air Quality
communities 11. Disturbance of Terrestrial Fauna (Bird) 2. Increasing of Noise Level
Evaluation is based on:
12. Opened Employment and Bussiness 3. Decreasing of Surface Water Quality
- The results of the visit RKL - RPL
Opportunities field 4. Increasing of Flowing Water
13. Change of Fishing Ground - Analysis of secondary data 5. Disturbance of Terrestrial Fauna (Bird)
Matrix method and 14. Social Unrest - Results of the consultation 6. Disturbance of Terrestrial Flora
flow chart 15. Land Conversion public (II). Operational Phase
Activity around the site - Study regulations related 1. Decreasing of Air Quality
16. Incidence of Communicable Diseases
2. Increasing of Noise Level
A. Residential Area
B. Fishermen
3. Increasing of Flowing Water
C. Oil and gas 4. Decreasing of Coastal Water Quality
5. Marine Traffic Disruption
6. Road Damage
7. Disturbance of Terrestrial Fauna (Bird)
8. Land Conversion
Figure 1.65. Scoping Chart

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1.3 Study Area and Period Boundary

1.3.1 Study Area Boundary
Determination of study area scope is intended to draw the line of ANDAL study area in
accordance with the result of significant impact scooping and consider resource limitation,
time and energy, with advance, opinion, and response from the public. Study area boundaries
for development of Patimban New Port Area EIA include:

1. Project Boundary

Project boundary is space where the project development activities occur start from pra-
construction phase until post-construction phase (operational) which located in the land of
534.23 Ha (356.23 Ha for back up area, and 178 Ha for port area in Patimban village,
Pusakanagara District, Subang Regency). And 15.38 Ha for access road 8.1 km length,
which passing through Patimban, Pusakaratu, Kotasari, Gempol, and Kalentambo village.
Pusakanagara District, Subang Regency.

2. Ecological Boundary

Ecological boundary is distribution space of impacts as the result of development activity

according to the water and air transport media where the natural process occur in the space
around activity estimated will have fundamental changes. Basically, ecological boundary
is determined by hypothetical significant impact especially based on water and air media
approach. Hypothetical significant impact which is closely related to water media is
degradation of sea water quality, so ecological boundary based on water media is
determined by considering the direction and speed of currents, which are 5 mil radiuses
from Patimban New Port area and 2 mill radiuses from dumping area.

In order to see the distribution of impact in air media, based on hypothetical significant
impact, degradation of air quality are measured when equipment and material mobilization
as long as the process of construction. Considering the wind direction, air ecological
boundary is determined in radius 50 meter in the left and the right side along the access
road that will be passed, especially residences area in Patimban, Pusakaratu, Kotasari,
Gempol and Kalentambo village, Pusakanagara District, Subang Regency. And for access
road is assumed in 100 m radius.

3. Social Boundary

Social boundary is a space where occurred an activity and social interaction. In that space,
there are several social interactions that contain norms and values that have been

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established. Areas that are predicted to experience a change is around the project site that
is Patimban, Pusakaratu, Kotasari, Gempol, and Kalentambo village, Pusakanagara
District, Indramayu Regency.

4. Administrative Boundary

Administrative boundary is space limit where public can do their social economic and
social culture in accordance with the applicable regulations, that is Patimban, Pusakaratu,
Kotasari, Gempol, and Kalentambo village, Pusakanagara District, Subang Regency.

5. Study Area Boundary

Study area boundary is integration and resultant from those four boundaries above (project
boundary, ecological boundary, social boundary, and administrative boundary), thus
obtained resultant outer boundary which is the boundary of study area.

1.3.2 Period of Study Boundary based on Scooping Result in KA

Scope of ANDAL period of study boundary is determined by consideration of business and/or activity plan
execution limitation period. Period of study boundary is a study time limit that will be used in estimating
and evaluating the impact in ANDAL study. Determination of this period boundary then used as a base to
determine environmental setting change without activity plan or with activity plan

Table 1.76. Period of Study Boundary

Hypotetical Significant
No Period of Study Boundary
Impact

A. Pre – Construction Phase

1 month after land acquisition, impact is predicted occur after
1 Land Productivity Loss
land acquisition

Livelyhood and Income 1 month after land acquisition, impact is predicted occur after
2
Loss land acquisition

1 month after land acquisition, impact is predicted occur while

3 Public Unrest
land acquisition

B. Construction Phase
In the first year of back up area and access road construction
The decreasing of air
1. activity (2018), it is estimated that in that year will occur peak
quality
of activities which are affected to the decreasing of air quality.

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Hypotetical Significant
No Period of Study Boundary
Impact

In the first year of back up area and access road construction

The increasing of noise
2. activity (2018), it is estimated that in that year will occur peak
level
of activities which are affected to the increasing of noise level

In the first year of back up area construction activity (2018), it

The increasing of water is estimated that in that year will occur peak of land clearing
3.
run-off activity that will change water run off coefficient in the project
site.

In the first year of dredging, reclamation, and dumping activity

The decreasing of
4. (2018), it is estimated that in that year will occur peak of sea
seawater quality
water quality change impact in the project site.

In the first year of back up area and access road construction

5. Land traffic disruption activity (2018), it is estimated that in that year will occur peak
of activities which are affected to the land traffic disruption

In the first year of development with soil mixing and revetment

6. Sea traffic disruption and breakwater construction activity (2018), it is estimated that
in that year will occur peak of sea traffic disruption impact

In the first year of dredging activity at phase I stage 1 (2018),

Marine life disruption it is estimated that in that year will occur peak of marine life
7.
(Benthos and necton) disruption as derivative impact of sea water change around the
project site

In the first year of preparation activity at phase I stage 1

Opening of job and
8. (2018), it is estimated that in that year will occur peak of
business opportunity
workers recruitment.

In the first year of dredging activity at phase I stage 1 (2018),

9. Fishing ground change it is estimated that in that year will occur peak of fishing ground
change impact

In the year of 2020, because in this year all of construction

10. Public unrest activity at phase I stage 2 coincide with operational activity
phase I stage 1, so the public unrest impact reach the peak.

C. Operational Phase
Second year (2020) operational activity, estimated occur in that
1. Decreasing of air quality
year

Second year (2020) operational activity, estimated occur in that

2. Increasing of noise level
year

Increasing of water run Second year (2020) operational activity, estimated occur in that
3.
off year

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Hypotetical Significant
No Period of Study Boundary
Impact

Third year (2020) operational activity, estimated occur in that

4. Sedimentation
year

Third year (2020) operational activity, estimated occur in that

5. Shoreline change
year

Decreasing of sea water Second year (2020) operational activity, estimated occur in that
6.
quality year

Fifth year (2020) operational activity, estimated occur in that

7. Land traffic disruption
year

Second year (2020) operational activity, estimated in that year

Marine life disruption
8. occur the peak of marine life disruption (Necton and benthos)
(Benthos and necton)
around the seaport waters.

Opening of job and First year operational (2019) operational activity, estimated in
9.
business opportunity that year occur the peak of workers recruitment.

In the 2020, because it is estimated that in this year occur the

10. Fishing ground change
peak of fishing ground change

First year operational activity at phase I stage 1 (2019),

11. Public unrest estimated in that year occur the peak of public unrest around
the seaport location.

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Figure 1.66. Detail of Project Boundary, Administrative, Social, and Ecologic (Air)
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Figure 1.67. Maps of Study Boundary, Project Boundary, and Water Ecologic Boundary

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CHAPTER II
DETAIL DESCRIPTION OF PRELIMINARY
ENVIRONMENTAL

2.1. Environmental Affected Component

2.1.1. Geophysical and Chemical Component

1. Climate
a. Rainfall

Rainfall data is acquired from Meteorological Climate and Geophysic Agency, Station Class I
Bandung, it is rain station Pusakanagara District since 10 years ago (2007-2016). Total rainfall
average is 1.300 mm/years and rainy day total in one year is 78 rainy days. Rainfall data and
rainy day show that rainy season is in october until may with rainfall highest is 273.50 mm it
is in January and lowest rainy days is 36.00 mm in August, while high rainy frequency is in
February with average is 14 days (Table 2.1 and 2.2.)

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Table 2.1. Rainfall and Rainy Days Monthly Period 2007-2016

Sta. Pusakanagara District – Subang
2007 2008 2009 2010 2011 2012 2013 2014 2015 2016
Month
CH HH CH HH CH HH CH HH CH HH CH HH CH HH CH HH CH HH CH HH
January 133 8 270 12 357 9 278 8 135 11 299 19 409 10 676 23 102 14 76 2
February 641 13 405 26 244 13 79 11 108 7 218 12 103 9 368 16 95 11 288 21
March 264 12 110 11 137 9 162 9 31 4 121 11 221 14 102 12 45 7 105 7
April 184 13 45 5 73 7 83 5 69 6 49 6 72 6 96 10 5 3 172 13
May 83 8 73 3 35 2 86 2 145 8 10 4 18 2 146 10
June 89 5 20 2 15 59 8 59 3 128 6 54 4 17 2 101 8
July 15 84 6 92 10 90 5 40 2 11 5
August 6 1 49 4 53 4
September 4 1 4 1 173 9 11 1 149 5
October 20 4 40 8 20 2 59 5 33 1 33 1 10 2 176 9
November 225 9 86 9 144 4 118 8 161 14 57 4 68 3 10 2 40 4 156 8
Desember 193 8 81 12 725 7 156 8 228 13 348 16 214 14 121 14 75 8 59 8
Total 1832 80 1067 87 1719 67 1373 84 800 58 1248 74 1485 81 1537 92 437 53 1492 100
Sourcer : BMKG Sta. Geophysic Class 1 Bandung, 2017
Note :
CH : Rainfall
HH : Rainy Day

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Table 2.2. Average Monthly of Rainfall Data, Rainy Days And Air Temperature
Rainy Sta Pusakanagara District-Subang Regency Period 2007-2016

Month CH (mm) HH Suhu (0C)

January 273.50 12 25.55
February 254.90 14 25.60
March 129.80 10 25.80
April 84.80 7 25.90
May 74.50 5 25.65
June 65.90 6 24.95
July 55.30 6 24.80
August 36.00 3 24.85
September 68.20 3 25.30
October 48.90 4 26.00
November 106.50 7 26.00
Desember 220.00 11 25.75
Source : BMKG Sta Geophysic Class 1 Bandung, 2017
Note : CH = Rainfall; HH = Rainy Days

Maximum rainfall assessment is used to know possibility of recurrence maximum rainfall in

certain period (2 years, 5 years,10 years, etc.), and years period while the rain in certain intencity
(maximum) expect to not occur.

Maksimum average of rainfall value in around location of measurement is calculated based on

arithmetic mean formula, it means ;

___ ∑ Xi
X = i =1

N
While for deviation standard calculated based on formula :

N ___

∑ ( Xi − X ) 2

SX = i =1

N −1

Daily maximum data of rainfall in every years with statistic calculation can seen in Tabel 2.3.

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Table 2.3. Rainy Days Maximum and Calculation Statistic

Years Xi Xi - X̅ (Xi - X̅)2
2007 49 16 254
2008 16 -18 317
2009 104 70 4.927
2010 35 1 2
2011 18 -16 251
2012 22 -12 135
2013 41 8 57
2014 29 -4 16
2015 7 7 53
2016 14 -20 387
Average Xi 33 6.398

According to formula in table, number of rainy days maximum average in Back Up Area location
Patimban Port is :

___
334
X = = 33.4 mm
10
While deviation standard is :

6398
SX = = 26,66 mm
10 − 1
Calculation of rainfall daily maximum in reset period 2, 5, 10, 25, 50, and 100 years is using
___
forecasting formula : X T = X + K T ⋅ S X

Where :

XT = Rainfall in reset period up to - T (mm).

___
X = Rainfall average (mm)
SX = Deviation dtandard
KT = frequence factor, calculated by using formula ;

6   T  
KT = − 0,5772 + Ln  Ln  
π    T − 1  

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The maximum daily rainfall data in the period of re-transformed into the intensity of the rainfall
in mm per hour using the approach Mononobe (duration 2.5 hours) as follows;

2�
𝑅𝑅24 24 3
𝐼𝐼 = � �
24 𝑡𝑡

Where :
I = Rainy intencity (mm/jam)
t = Duration of rainy (jam)
R24 = Rainfall maximum in one day (24 hours) (mm)

Based on value n = 10, so rainfall daily maximum in location for reset period 2, 5, 10, 25, 50,
and 100 years, are show in following table.

Table 2.4. Daily Rainfall maximum and Intencity of Rainy Maximum

For reset period 2, 5, 10, 25, 50, and 100 years
T (years) KT XT (mm/days) I (mm/hour)
2 -0.164 29,02 5.56
5 0.720 52,60 9,90
10 1.305 68,19 12,83
25 2.045 89,92 16,92
50 3,044 114,55 21,55
100 3,138 117,06 22,03
Source : Analyzed by JICA Survey Team (2017)

b. Wind
Wind speed distribute per direction and per class of speed in study location, where wind
dominant came from west and south east. From data in 11 years back, show the wind speed
Distribution.

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Figure 2.1. Windrose Years 2004-2015

Source : Masterplan Patimban, 2016

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Figure 2.2. Windrose Every Month in Patimban Village

Source : (i) Master Plan Patimban, 2016; (ii) Resolution of Daily Data

From windrose per month, show that west monsoon wind came from Desember until March,
and east monsoon wind from May until October, and wind transitional season from April
until November. From these data, can be concluded that from Desember until May, waves
are high because fetch estimate which used from hindcasting process came from south, south
west, west, north west, and north.

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2. Air Quality and Noise Level

In May, 3th 2016, ambient air quality sampling has been done. Result of air quality and noise
in three station at nearest terminal (06°14’615”S – 107°54’302”E), Patimban village
(06°15’033”S - 107°54’283”E) and national road Pantura (06°17’070”S - 107°52’487”E)
show tahat all parameters is still standard which assigned by government (PP No 41 year
1999). Analysis result can seen by following table. Air quality in each station in good
condition, because in every sampling location is minimum in resident activity which affected
of air quality, like industry, port, or another activity. Many location is different, so sampling
result is not same, but has a simmiliar number.

Table 2.5. Air Quality and Noise in Each Location

Result
No Parameter Units Standard Method
AN 1 AN 2 AN 3
Air Quality
1 Air Temperature °C - 33.3 31.5 30.5
2 Humidity % - 61.1 51.2 68
3 TSP (debu) µg/Nm3 230 3.37 16.28 175.42 SNI 19-7119.3-2005
4 PM 10 µg/Nm3 150 3.37 4.07 43.85 Gravimetric
5 NOx µg/Nm3 400 <9.97 <9.97 24.77 SNI 19-7119.2-2005
6 SO2 µg/Nm3 900 88.26 88.26 100.34 SNI 19-7119.7-2005
7 CO µg/Nm3 30000 2286 1143 9144
8 Wind Direction ° - West North West SNI 19-4845-1998
9 Wind Speed km/hour - 0.9- 6.1 0.5 – 2.1 0.5 – 1.2
Noise
10 Noise Level dB 70 54.5 50.7 72.0 SNI 7231 2009
Source : Primary Data, 2016
Note :
Sampling Station AN 1 : Nearest of Patimban Port (Side of Patimban Beach, 06°14’615”S –
(107°54’302”E)
Sampling Station AN 2 : Village (Patimban Village, 06°15’033”S - 107°54’283”E)
Sampling Station AN 3 : Narional Road (Jl. R.National Pantura, 06°17’070”S - 107°52’487”E)

Result of noise quality sampling in three location on 24 hours, indicate the values (LSM)
are below standard quality for noise level in terminal location and villages area. However,
Noise level mean in AN 3 is higher than both of two area and exceeds standard quality for
noise level. This result maybe because the AN 3 area is near the national road that
transportation activity is very high compared another area.

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Figure 2.3. Sampling Maps Location of Patimban Port

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Large value of noise level can be caused by a vibrating source. Vibration noise sources
disturbing the air molecules around so that the molecules vibrate to participate. Vibration
sources caused a wave of mechanical energy propagation in the medium of air according to
the pattern of longitudinal propagation (Sasongko and Hadiyarto, 2000). Type of
environmental noise sources come from :

- Natural noise sources, such as high winds, waterfalls, the roar of waves.\
- Anthropogenic noise sources, such as road traffic, aviation, human activities
(Hadi NA, 1998).

Value of noise level around the sampling locations that exceed the standard quality for
citizen area, are caused by various sources of noise, mainly from anthropogenic noise
sources (human activities and road traffic) and natural noise sources.

3. Morphology
The location study is in the coastal areas of the northern part of Java Island with the plain
surface relief sloped terrain varies less than 5%, generally land in the vicinity of the site plan
as a fish farm activity (Figure 2.4).

Figure 2.4. Landsat Image the Development Plan of Patimban Port

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4. Geology and Geotechnique

a. Geomorphology
According to Map of Geomorphology of Indonesia, and Boring Survey data of JICA Survey
Team, the area that is become into Port Development, consists of alluvial deposits of
Quaternary age. The alluvial deposits are anticipated to comprise interbedded clays and silts.
Bedrock, the boring into 30-35 m underground, is not found.

Figure 2.5. Map of Geology of Indonesia

Source: JICA Survey Team

b. Seismic Setting
peak ground acceleration (PGA) in the project area should be taken as 0.15 to 0.2g, with a
10% probability of exceedance in 50 years. the following earthquake coefficient was adopted
for structural design at Patimban port :

- Regional seismic coefficient C = 0.05

- Stiffness Factor of structures; K = 1.0
- Importance Factor; I = 1.5
- Kh = K x C x I = 1.0 x 0.05 x 1.5 = 0.075
- Kv = not considered = 0

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The seismic coefficient for the preliminary design of the new terminal facilities is upgraded
to 0.1 for Kh given the importance of Patimban port facilities.

Figure 2.6. Seismic Zone Maps in Indonesian

c. Goetechnical Condition
Acoording to Geological Maps of Pamanukan Scale 1 : 100,000 that has been make by Abidin
and soetrisno (1992), scoping area is composed by 2 (two) rocks formation, it is deposition
Rawa Gempol Coast (Qac) and deposition causeway coast (Qbr). Deposition Rawa Gempol
Coast wide spread westward fine sand, silt, shells of mollusks oral dank, while Deposition
Coastal in the form lenses Coastal Sediment Formation consists of fine sand that is rich shells
of mollusca and corals (Figure 2.6 Geological map).

Based on the drilling technique performed by the JICA Survey Team to obtain physical and
engineering properties of soil layers down to a depth of -35 m below ground surface locals
still have not found bedrock. Penampang geotechnical drilling results demonstrate the value
of N Standard Penetration Test (N-SPT) from the area along the outer wall of the west, Along
the Path Access and Basin Area and the Outer Wall Along the East Section.

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Figure 2.7. Geological Maps of Patimban Village

Note :

Figure 2.8. Soil Profiles Along West Outer Wall

Source : JICA Survey Team

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Figure 2.9. Soil Profiles Along Access Channel And Turning Basin Area
Source : JICA Survey Team

Figure 2.10. Soil Profiles Along the East Outer Wall

Source : JICA Survey Team

5. Hydrological
Tread planned activities as presented occupies the northern coastal areas of Java which
contained around major river mouths, like in the east part of Kali Sewo which empties into the
estuary Sewo and in the western part of Kali Genteng. Tread plan of activity is between both
rivers are used by local people as fishpond. The meandering river flow patterns and watering
throughout the season as well as influenced by the tide.

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a. Ground Water Quality

Ground water quality sampling is doing by used of water from people well in surrounding
project location. For the sampling location can seen in figure 2.3. Result of ground water
sampling that has done can seen in following table.

Table 2.6. Ground Water Sampling Result

Result (Location
No Test Description Unit Standard
1 2 3
Physical Paramater
1 Temperature ˚C TA ± 3˚C 29.1 29.1 30.1
Chemical Parameter
1 pH 6.5-9.0 7,16 7,55 7,21
2 Salinity - 4,5 3,5 5
3 Total Ammonia (NH3-N) mg/L 0,318 1,294 0,273
4 Sulphide (H2S) mg/L <0,0003 <0,0003 <0,0003
5 Total Hydrocarbon mg/L <0,1 <0,1 0,141
6 Total Phenol Compund mg/L 0,006 0,006 0,007
7 Oil & Fat mg/L <0,1 <0,1 0,162
8 MBAS mg/L 0.5 0,075 <0,070 <0,070
9 BOD mg/L <2,0 <2,0 <2,0
11 COD mg/L <8,09 <2.0 <8,09
12 Copper (Cu) mg/L <0,0079 <0,0079 <0,0079
13 Zinc (Zn) mg/L 15 0,086 0,033 0,077
14 Cadmium (Cd) mg/L 0.005 <0,0081 <0,0081 <0,0081
15 Mercury (Hg) mg/L 0.001 0,0003 0,00016 0,0006
16 Lead (Pb) mg/L 0.05 0,05 <0,0238 <0,0238
Microbiology Parameter
1 Total Coliform MPN/100 mL 50 20 30 20
Note :
Based on Permenkes 416/Menkes/X/1990 Attachment 2
G1 : X=107°54'27.50"E ; Y=6°15'1.10"S
G2 : X=107°54'13.00"E ; Y=6°15'4.60"S
G3 : X=107°54'10.10"E ; Y=6°14'37.07"S

Result from that table, show that in every parameters that tested in ranged of standard quality.

6. Coastal Water Quality

Coastal water quality is collected from 7 location in 2 differant period, tide and low tide, in
rainy season and dry season with total sampel is 28.

Relate to Guidance in TOR, locations are decied by following Coordinate (UTM 48s) below :

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Table 2.7. Coordinate for Air Quality Survey

Location X Y
CW 1 107°53'51.62"E 6°12'50.16"S
CW 2 107°55'51.24"E 6°13'55.93"S
CW 3 107°54'23.57"E 6°14'13.32"S
CW 4 107°54'51.43"E 6°13'23.04"S
CW 5 107°55'54.51"E 6°11'28.22"S
CW 6 107°57'4.94"E 6° 9'20.01"S
CW 7 107°59'41.43"E 6° 4'35.09"S

Coastal water quality survey has been doing in rainy and dry season. In rainy season, based
from observations result of sea water quality at tide condition, the obtained parameters
exceed the quality standard, except Total Suspended Solid (TSS) at CW 1 in surface
sampling (324,00 and standard is 80). Organic materials are composed of suspended
substances of different types of compounds such as cellulose, fats, proteins, bacteria, and
algae. These organic materials derived from natural sources and also derived from the
waste of human activities such as industrial activities, agriculture, mining or household
activities.

pH condition in every sampling location are different, and the result show that some of
sampling area are a little more of high from quality standard, like CW 3 in bottom sampling
(8,59 standard are 8,5), CW 4 in surface sampling (8,54 standard are 8,5), CW 5 in surface
sampling (8,58 standard are 8,5), and CW 7 in surface and bottom sampling (8,52 standard are
8,5 and 8,51 standard are 8,5). From the total ammonia parameter, the result show that two
sampling area that exceeded quality standard in CW 1 and CW 3 (0,613 and 0,610; standard
are 0,3). The difference is also shown in lead (Pb) level, the reslt show that in every sampling
area, Pb level are exceeded except in CW 4 (< 0,049 ; standard are 0,05). Some of parameters
are a little more quality standard, but from another physical and chemical quality in every area
is still good. Maybe some of parameters are higher than standard because from the result of
human activity who take a water from river and another activity in sea like fish pond which
always give a woof for they fish in they pond.

Result of coastal water quality measurement in dry season on low tide condition, it is showed
that almost of all parameters are still at and below quality standard, except TTS parameter
which is in sampling point of CW 1 (118 mg/L), CW 2 (102 mg/L), CW 4 (119.5 mg/L), CW
5 (118.5 mg/L), dan CW 7 (110.5 mg/L), exceeds quality standard which is 80 mg/L. beside,
transparency parameter in several locations also has various value. On location CW 1 and CW

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3, it has value below the standard which is set to >3m, the value is 0.5 m. TSS has effect on
turbidity. Whose value is high in some locations, is caused by much of particles are brought
by waves when sampling, so it affects to result of measurement. Transparency also is related
to turbidity, that affects to visibility of Assessors.

Coastal water quality measurement on high tide condition in dry season, it can be showed
almost of all measured parameters have value in the range of quality standard but TSS, Total
Phenol, Total Ammonia, and Accumulated Cd parameters. In TSS measurement, it shows that
measured parameters in all of locations have value exceeds the standard (80 mg/L) although
on some locations, the values are not too high like the CW 6 (85 mg/L). Other Parameters as
Total Ammonia are measured in every locations have value below standard but in location
CW 7 where total ammonia value is 0.933 mg/L with standard 0.3 mg/L. parameter of total
phenol also has various values, which are in the some locations the values are below standard
and in other locations the values are above standard, such as CW 1 (0.013 mg/L), CW 3 (0.008
mg/L), CW 4 (0.009 mg/L), and CW 7 (0.011 mg/L) where the standard is 0.002 mg/L. last
but not least, dissolved Cadmium (Cd) which has value above standard in location CW 6,
though the amount is not too high (0.03 mg/L standard : 0.01 mg/L).
Complete data from result of coatal water quality survey in rainy season can be seen in
following table.

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Table 2.8. Coastal Water Quality in Rainy Season in Tide Condition

Result (Location)
No Parameter Unit Standard CW 1 (± 6m) CW 2 (± 6m) CW 3 (± 3m) CW 4 (± 5m) CW 5 (± 10m) CW 6 (± 18 m) CW 7 (± 25m)
S B S B S B S B S B S B S B
A. Physical Parameters
0
1 Temperature C Natural 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 28.0 25.0 25.0 25.0 25.0
Total Suspended Solid
2 mg/L 80 324.00 <11.75 54.00 12.00 39.00 <11.75 <11.75
(TSS)*
No No No No No No No No No No No No No No
3 Odour - No Odour
Odour Odour Odour Odour Odour Odour Odour Odour Odour Odour Odour Odour Odour Odour
4 Transparency m >3 3.5 3.6 3.6 3.4 3.7 3.6 3.5
5 Turbidity NTU - 26.56 0.92 <1 2.45 1.775 5.35 <1 <1 <1 <1 <1 2.11 <1 <1
6 Rubbish (S)/Garbage (B) - - - - - - - - - - - - - - - -
7 Oil Slick (S)/ Oil Layer (B) - - - - - - - - - - - - - - - -
B. Chemical Parameters
6.5-8.5 (S)/7.0-
1 pH* - 8.21 8.45 8.52 8.24 8.46 8.48 8.54 8.39 8.58 8.19 8.41 8.38 8.52 8.40
8.5 (B)
2 DO mg/L - 3.0 3.2 3.0 2.9 3.0 2.9 3.0 2.9 3.0 2.9 3.0 2.9 3.0 3.1
3 Salinity - Natural 31.0 29.1 31.0 33.4 31.0 30.2 30.0 33.4 31.0 34.5 32.0 34.5 32.0 34.5
4 Total Ammonia (NH3-N) mg/L 0.3 0.613 0.254 0.610 0.262 0.257 0.035 0.218
5 Sulphide (H2S) mg/L 0.03 0.001 <0.0003 <0.0003 <0.0003 <0.0003 <0.0003 <0.0003
6 Total Hydrocarbon mg/L <1 0.625 <0.1 <0.01 <0.1 <0.1 0.052 0.149
7 Total Phenol Compund mg/L 0.002 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001
8 MBAS mg/L 1 <0.070 0.122 <0.070 0.106 <0.070 <0.070 0.098
9 Oil & Fat mg/L 5 <0.1031 <0.1031 <0.1031 0.123 <0.1031 0.104 <0.1031
10 PCBs μg/L 0.01 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
11 TBT μg/L 0.01 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
C. Dissolved Metal Parameters
1 Mercury (Hg) mg/L 0.003 <0.0002 0.0001 <0.0002 <0.0002 0.0015 0.0007 <0.0002
2 Cadmium (Cd) mg/L 0.01 <0.037 <0.037 <0.037 <0.037 <0.037 <0.037 <0.037
3 Copper (Cu) mg/L 0.05 <0.018 <0.018 <0.018 <0.018 0.1139 0.0644 <0.018
4 Lead (Pb) mg/L 0.05 0.378 0.822 0.600 <0.049 0.378 0.378 0.600
5 Zinc (Zn) mg/L 0.1 0.065 0.077 0.297 0.065 0.048 0.083 0.071
MPN/
1 Total Coliform 1000 600 570 720 560 700 600 500
100mL
Source : Primary Data, 2016
Note : S = Sampling in Surface of Sea Layer; B = Sampling in Bottom of Sea Layer

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Table 2.9. Coastal Water Quality in Rainy Season in Low Tide Condition
Result (Location)
No Parameter Unit Standard CW 1 (± 6m) CW 2 (± 6m) CW 3 (± 3m) CW 4 (± 5m) CW 5 (± 10m) CW 6 (± 18 m) CW 7 (± 25m)
S B S B S B S B S B S B S B
A. Physical Parameters
0
1 Temperature C Natural 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0
Total Suspended Solid
2 mg/L 80 320.00 <11.75 73.00 16.00 36.00 <11.75 <11.75
(TSS)*
No No No No No No No No No No No No No No
3 Odour - No Odour
Odour Odour Odour Odour Odour Odour Odour Odour Odour Odour Odour Odour Odour Odour
4 Transparency m >3 3.2 3.5 3.2 3.2 3.5 3.3 3.5
5 Turbidity NTU - 29.52 0.92 <1 <1 2.813 5.35 <1 <1 <1 <1 <1 0.25 <1 <1
6 Rubbish (S)/Garbage (B) - - - - - - - - - - - - - - - -
7 Oil Slick (S)/ Oil Layer (B) - - - - - - - - - - - - - - - -

B. Chemical Parameters
6.5-8.5 (S)/7.0-
1 pH* - 7.10 8.56 7.36 8.52 8.62 8.59 8.70 8.50 7.43 8.47 8.03 8.49 8.84 8.51
8.5 (B)
2 DO mg/L - 3.1 3.0 3.3 3.0 3.2 3.0 3.2 3.0 3.0 3.0 3.1 32.0 3.0 3.0
3 Salinity - Natural 31.0 27.0 31.7 31.0 33.4 28.0 32.4 31.0 31.0 32.0 32.3 3.0 37.2 32.0
4 Total Ammonia (NH3-N) mg/L 0.3 0.412 0.218 0.66 0.28 0.211 0.042 0.235
5 Sulphide (H2S) mg/L 0.03 0.006 <0.0003 <0.0003 <0.0003 <0.0003 <0.0003 <0.0003
6 Total Hydrocarbon mg/L <1 0.311 <1 <0.01 <0.1 <0.1 0.652 0.149
7 Total Phenol Compund mg/L 0.002 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001
8 MBAS mg/L 1 <0.070 0.146 <0.070 0.114 <0.070 <0.070 0.077
9 Oil & Fat mg/L 5 <0.103 <0.103 <0.103 0.133 <0.103 0.121 <0.103
10 PCBs μg/L 0.01 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
11 TBT μg/L 0.01 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005

C. Dissolved Metal Parameters

1 Mercury (Hg) mg/L 0.003 <0.0002 0.0003 <0.0002 <0.0002 0.0018 0.0011 <0.0002
2 Cadmium (Cd) mg/L 0.01 <0.037 <0.037 <0.037 <0.037 <0.037 <0.037 <0.037
3 Copper (Cu) mg/L 0.05 <0.018 <0.018 <0.018 <0.018 0.116 0.072 <0.018
4 Lead (Pb) mg/L 0.05 0.312 0.342 0.611 <0.049 0.408 0.167 0.611
5 Zinc (Zn) mg/L 0.1 0.097 0.060 0.320 0.088 0.052 0.051 0.077

D. Microbiology Parameter
MPN/
1 Total Coliform 1000 700 600 630 600 700 550 610
100mL

Source : Primary Data, 2016

Note : S = Sampling in Surface of Sea Layer; B = Sampling in Bottom of Sea Layer.

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Table 2.10. Coastal Water Quality in Dry Season at Low Tide Condition
Result (Location)
No Parameters Unit Standard CW 1 (± 6m) CW 2 (± 6m) CW 3 (± 3m) CW 4 (± 5m) CW 5 (± 10m) CW 6 (± 18 m) CW 7 (± 25m)
S B S B S B S B S B S B S B
A. Physical Parameters
0
1 Temperature C Natural 30.4 30.1 31.1 30.1 29.7 30 29.3 29.4 29.4 28.3 29.3 28.1 29.2 28.5
2 Total Suspended Solid (TSS)* mg/L 80 95 191 97.5 158 110.5 85 102
No No No No No No No No No No No No No No
3 Odour - No Odour
Odour Odour Odour Odour Odour Odour Odour Odour Odour Odour Odour Odour Odour Odour
4 Transparency m >3 0.5 0.5 6 6 0.5 0.5 4 4 8 8 8 8 8 8
5 Turbidity NTU - 27.93 15.73 18.17 19.55 15.62 20.61 25.45 25.45 111.71 32.8 18.17 27.93 25.49 25.488
6 Rubbish (S)/Garbage (B) - - - - - - - - - - - - - - - -
7 Oil Slick (S)/ Oil Layer (B) - - - - - - - - - - - - - - - -
B. Chemical Parameters
6.5-8.5
1 pH* - (S)/7.0- 6.56 7.41 8.04 8.1 7.3 7.57 5.71 5.63 8.29 8.28 8.27 8.27 8.27 8.25
8.5 (B)
2 DO mg/L - 0.1 0.1 0.1 0.1 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.1
3 Salinity - Natural 31 31 31 32.5 32 32 32 32 33 33 33 33 30 33
4 Total Ammonia (NH3-N) mg/L 0.3 0.071 0.019 0.231 0.024 0.114 0.687 0.933
5 Sulphide (H2S) mg/L 0.03 <0.0003 <0.0003 <0.0003 <0.0003 <0.0003 <0.0003 <0.0003
6 Total Hydrocarbon mg/L 1 <0.1 0.149 0.189 0.464 0.122 <0.1 <0.1
7 Total Phenol Compund mg/L 0.002 0.013 <0.0001 0.008 0.009 0.0004 <0.0001 0.011
8 MBAS mg/L 1 <0.070 <0.070 <0.070 <0.070 <0.070 <0.070 <0.070
9 Oil & Fat mg/L 5 <0.1 <0.1 <0.1 <0.01 <0.1 <0.1 <0.1
10 PCBs μg/L 0.01 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
11 TBT μg/L 0.01 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
C. Dissolved Metal Parameters
1 Mercury (Hg) mg/L 0.003 0.0002 0.0002 0.0002 0.0015 0.0009 0.0007 0.0018
2 Cadmium (Cd) mg/L 0.01 <0.0081 <0.0081 <0.0081 <0.0081 <0.0008 0.03 <0.0081
3 Copper (Cu) mg/L 0.05 0.037 0.029 <0.0079 <0.0079 0.036 <0.0079 0.036
4 Lead (Pb) mg/L 0.05 <0.0238 <0.0238 <0.0238 0.038 <0.0238 <0.0238 <0.0238
5 Zinc (Zn) mg/L 0.1 0.036 0.034 0.052 0.06 0.042 0.046 0.048
D. Microbiology Parameter
MPN/
1 Total Coliform 1000 700 700 800 700 900 700 800
100mL
Source : Primary Data, 2016
Note : S = Sampling in Surface of Sea Layer; B = Sampling in Bottom of Sea Layer

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Table 2.11. Coastal Water Quality in Dry Season at Low Tide Condition
Result (Location)
No Parameters Unit Standard CW 1 (± 6m) CW 2 (± 6m) CW 3 (± 3m) CW 4 (± 5m) CW 5 (± 10m) CW 6 (± 18 m) CW 7 (± 25m)
S B S B S B S B S B S B S B
A. Physical Parameters
0
1 Temperature C Natural 25.4 25.7 26.5 26.7 25.1 25.3 23.3 25.4 29.1 28.2 29.2 28.3 29.4 28.3
2 Total Suspended Solid (TSS)* mg/L 80 118 102 76.5 119.5 118.5 60.5 110.5
No No No No No No No No No No No No No No
3 Odour - No Odour
Odour Odour Odour Odour Odour Odour Odour Odour Odour Odour Odour Odour Odour Odour
4 Transparency m >3 0.5 0.5 6 6 0.5 0.5 4 4 8 8 8 8 8 8
5 Turbidity NTU - 13.29 27.93 20.61 27.33 27.93 27.93 27.93 27.93 10.27 25.49 27.93 20.61 111.71 32.8
6 Rubbish (S)/Garbage (B) - - - - - - - - - - - - - - - -
7 Oil Slick (S)/ Oil Layer (B) - - - - - - - - - - - - - - - -
B. Chemical Parameters
6.5-8.5
1 pH* - (S)/7.0-8.5 6.32 7.41 7.87 7.95 7.02 7.31 5.4 5.32 8.28 8.26 8.33 8.27 8.29 8.28
(B)
2 DO mg/L - 0.1 0.1 0.1 0.1 0.2 0.2 0.1 0.1 0.2 0.1 0.1 0.1 0.1 0.1
3 Salinity - Natural 29 30 32.5 32 32 32 33 32 33 33 33 33 33 33
4 Total Ammonia (NH3-N) mg/L 0.3 <0.015 0.0044 0.034 0.029 <0.015 0.065 0.114
<0.000
5 Sulphide (H2S) mg/L 0.03 <0.0003 <0.0003 <0.0003 <0.0003 <0.0003 <0.0003
3
6 Total Hydrocarbon mg/L 1 <0.1 <0.1 <0.1 0.172 <0.1 <0.1 0.122
7 Total Phenol Compund mg/L 0.002 0.012 0.011 <0.0001 0.011 0.0004 <0.001 0.0004
8 MBAS mg/L 1 <0.070 <0.070 <0.070 <0.070 0.301 0.087 <0.070
9 Oil & Fat mg/L 5 <0.1 <0.1 0.159 <0.01 0.104 <0.1 <0.1
10 PCBs μg/L 0.01 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
11 TBT μg/L 0.01 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005
C. Dissolved Metal Parameters
1 Mercury (Hg) mg/L 0.003 0.0002 0.0002 0.0016 0.0007 0.0006 0.0003 0.0009
<0.008
2 Cadmium (Cd) mg/L 0.01 <0.0081 <0.0081 <0.0081 0.01 0.009 <0.0081
1
3 Copper (Cu) mg/L 0.05 0.018 0.038 0.041 0.0033 0.014 0.008 0.036
<0.023
4 Lead (Pb) mg/L 0.05 <0.0238 <0.0238 <0.0238 <0.0238 <0.0238 0.0238
8
5 Zinc (Zn) mg/L 0.1 0.084 0.089 0.041 0.039 0.011 0.009 0.042
D. Microbiology Parameter
MPN/
1 Total Coliform 1000 900 700 700 800 300 400 900
100mL
Source : Primary Data, 2016
Note : S = Sampling in Surface of Sea Layer; B = Sampling in Bottom of Sea Layer
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7. River Water Quality

River water quality survey has been done in May, 3, 2016. Analysis result of water river
quality show that the water in good condition because most of parameters are below quality
standard, based on Government Regulation in PP RI No 82 Years 2001. However, there is
one parameter which higher than standard quality, that is Zinc level. Zinc level in two area
are highly in Cipunagara river 1 and Kali Sewu river. In direcly observation, this river are
many densely populated, so maybe because too many activity in there so zinc level are high.
For the complete data we can see in Table 2.11. are list below.

Table 2.12. River Water Quality Result (Rainy Season)

Result
No Parameter Unit Standard
R1 R2 R3 R4
A Physical
1 Temperature °C Ambient ±3 25.0 25.0 25.0 25.0
2 TSS* mg/L 400 153.00 260.0 10.0 15.0
3 Turbidity - NTU 26.56 26.63 5.35 1.775
B Chemical
1 pH* - 6-9 7.39 7.45 7.45 7.47
2 Salinity - - 1 1.0 2.8 7.0
3 DO mg/L 3 3 3.0 3.0 3.0
4 BOD mg/L 6 <2 <2 <2 <2
5 COD mg/L 50 <7.57 <7.57 27.07 <7.57
6 NH3-N mg/L - 0.040 0.038 1.198 0.298
7 PO4 mg/L 1 0.08 0.04 0.02 0.01
Detergent
8 mg/L 0.2 0.21 0.138 <0.070 <0.070
(MBAS)
9 Phenol mg/L 0.001 <0.001 <0.001 <0.001 0.008
Total
10 mg/L - 0.778 0.250 0.219 1.199
Hydrocarbon
11 PCBs μg/L - <0.005 <0.005 <0.005 <0.005
12 Oil and Fat mg/L 1 0.164 0.140 0.114 0.210
13 H2S mg/L 0.002 0.001 0.001 <0.0003 <0.0003
14 Cd mg/L 0.01 <0.037 <0.037 <0.037 <0.037
15 Cu mg/L 0.02 <0.018 <0.018 <0.018 <0.018
16 Pb mg/L 0.03 <0.049 <0.049 <0.049 <0.049
17 Hg mg/L 0.002 <0.0002 <0.0002 <0.0002 <0.0002
18 Zn mg/L 0.05 1.676 <0.011 <0.011 0.873
C Biology
1 Total Coliform MPN/100 ml 10000 800 1200 1300 1000
Source : Primary Data, 2016
Note :
R 1 = Cipunagara River 1 (06°11’892”S – 107°53’2.80”E)
R 2 = Cipunagara River 2 (06°11’985”S – 107°53’4.38”E)
R 3 = Kali Genteng River (06°13’35.56”S – 107°52’58.55”E)
R 4 = Kali Sewu River (06°15’1.10”S – 107°55’1.80”E)

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8. Sediment Quality (Sea)

Sediment quality has been done in May, 3rd – 4th 2016. Sampling of surface (bed) sediment
for environmental quality assessment purpose has been done in 14 (fourteen) station in the
following points (UTM 48S coordinate). Survey result of characteristic sediment in deep sea
is dominated by mud. this result is tend by chemical material from local people.

Table 2.13. Coordinate from Each Location

Location X Y Location X Y
S1 107°54'15.02"E 6°13'55.48"S S8 107°56'16.84"E 6°10'47.22"S
S2 107°54'35.98"E 6°14'24.96"S S9 107°59'41.43"E 6° 4'35.09"S
S3 107°54'1.47"E 6°12'14.12"S S10 107°57'19.06"E 6° 3'16.80"S
S4 107°55'39.88"E 6°14'59.38"S S11 108° 4'26.16"E 6° 7'12.50"S
S5 107°54'42.56"E 6°13'39.07"S S12 107°53'51.99"E 6°13'4.89"S
S6 107°55'16.35"E 6°12'37.76"S S13 107°54'5.27"E 6°11'26.96"S
S7 107°55'46.91"E 6°11'42.00"S S14 107°54'41.57"E 6°10'39.61"S

Because there are no quality standards for sediment quality in Indonesia and Southeast Asia, the
quality standards of sediment Australia and Canada are used to assess sediment pollution. As for
the quality standard selected is the standard of Canada (SQG), because the range of values for
each parameter applied, the average value is higher than the standard of Australia, resulting in the
analysis of the sampling results can be more stringent. Comparison with quality standards, all
parameters are below the quality standard.

Table 2.14. Sediment Quality Standard in Australia and Canada

Standard
No Parameters Unit
1 2 3
1 Mercury (Hg) mg/kg 0.15 0.13 0.7
2 Arsenic (As) mg/kg 20 7.24 41.6
3 Cadmium (Cd) mg/kg 1.5 0.7 4.2
4 Chromium (Cr) mg/kg 80 52.3 160
5 Copper (Cu) mg/kg 65 18.7 108
6 Nickel (Ni) mg/kg 21 - -
7 Zinc (Zn) mg/kg 200 124 271
8 Lead (Pb) mg/kg 50 30.2 112
Note: Standard

1. National Assessment Guidelines for Dredging 2009. Australian Government. Screening Level
2. Canadian Sediment Quality Guidelines (SQG) for the Protection of Aquatic Life (Canadian Council of Minister
of the Environment/ CCME). ISQG: Interim marine sediment quality guideline,
3. Canadian Sediment Quality Guidelines (SQG) for the Protection of Aquatic Life (Canadian Council of Minister
of the Environment/ CCME) PEL: Probable Effect Level.

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Table 2.15. Sediment Quality Sampling Result

Result
No Parameter Unit Standard
S1 S2 S3 S4 S5 S6 S7 S8 S9 S10 S11 S12 S13 S14
Physic
1 Appearance - - Cake Cake Cake Cake Cake Cake Cake Cake Cake Cake Cake Cake Cake Cake
2 Odor - - No No No No No No No No No No No No No No
Blackish Blackish Blackish Blackish Blackish Blackish Blackish Blackish Blackish Blackish Blackish Blackish Blackish Blackish
3 Color - -
Brown Brown Brown Brown Brown Brown Brown Brown Brown Brown Brown Brown Brown Brown
4 Moisture Content % - 6.36 7.18 7.28 7.55 7.96 7.76 8.51 8.54 12.22 12.02 10.97 4.74 6.74 13.05
5 Density g/ml - 1.56 1.183 0.828 1.570 1.980 1.209 0.923 1.145 1.156 0.845 1.066 1.845 1.436 0.817
6 Volatile % - 5.97 7.87 11.5 9.22 6.73 12.3 10.92 15.28 7.11 7.26 15.04 3.16 12.74 6.92
7 Ash Content % - 87.67 84.93 81.22 83.23 85.31 79.94 80.57 76.18 80.67 80.72 73.99 92.1 80.52 83.14
Ignition Loss
8 % - 12.33 15.07 18.78 16.77 14.69 20.06 19.43 23.82 19.33 19.28 26.01 7.90 19.48 16.85
(LOI)
9 Grading Analysis
a. 2000 – 1000 µ % - 0 0 0 0.1 0 0 0 0.18 0 0 0.59 0 0 0.48
b. 1000 – 500 µ % - 0 0.01 0 0.69 0 0.01 0.01 0.28 0.07 0.28 0.76 0 0.04 0.11
c. 500 – 200 µ % - 0.04 0.06 0.01 0.88 0.01 0.05 0.05 0.29 1.08 1.24 4.22 0.09 0.06 4.22
d. 200 – 100 µ % - 0.03 0.04 0.01 0.12 0.01 0.03 0.03 0.14 0.06 0.08 0.29 0.05 0.02 0.30
e. 100 – 50 µ % - 0.04 0.02 0.01 0.42 0.01 0.02 0.02 0.27 0.02 0.06 0.27 0.02 0.01 0.26
f. 50 – 20 µ % - 1.42 12.80 24.03 18.03 24.51 9.67 11.87 18.51 29.23 3.07 26.06 13.74 22.01 25.86
g. 20 – 5 µ % - 15.94 6.24 16.31 4.75 10.43 4.43 10.41 4.49 17.44 21.98 10.09 16.03 0 9.99
h. 5 – 2 µ % - 72.57 72.5 54.03 69.82 56.66 77.06 66.07 60.71 40.33 62.17 46.24 59.54 73.38 46.44
i. 2 – 0,5 µ % - 9.96 8.32 5.60 5.08 8.37 8.73 11.53 15.14 11.78 11.11 11.49 10.53 4.46 11.59
j. <0,5 µ % - 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Chemical
1 Mercury (Hg) mg/Kg 0.7 0.007 0.007 0.002 0.006 0.016 0.007 0.005 0.001 0.001 0.0011 0.002 0.001 0.001 0.005
2 Arsenic (As) mg/Kg 41,6 0.076 0.137 0.075 0.146 0.066 0.157 0.048 <0.033 0.117 <0.033 0.097 <0.033 <0.033 <0.033
3 Cadmium (Cd) mg/Kg 4,2 <0.135 <0.135 <0.135 <0.135 <0.135 <0.135 <0.135 <0.135 <0.135 <0.135 <0.135 <0.135 <0.135 <0.135
4 Chromium (Cr) mg/Kg 160 2.591 0.404 1.664 2.290 1.423 2.479 <0.072 <0.072 5.127 <0.072 3.377 <0.072 1.883 1.043
5 Copper (Cu) mg/Kg 108 8.821 4.786 9.223 12.352 10.293 11.475 6.913 1.047 6.030 1.167 7.623 1.063 3.476 2.821
6 Nickel (Ni) mg/Kg - 5.761 <0.067 3.458 4.890 1.713 4.744 <0.067 2.250 6.345 3.152 1.674 <0.067 <0.067 <0.067
7 Zinc (Zn) mg/Kg 271 114.7 60.63 59.60 97.09 59.73 60.12 43.64 33.88 54.38 36.09 58.88 25.06 32.83 23.21
8 Lead (Pb) mg/Kg 112 9.925 3.911 7.291 7.701 3.931 9.206 5.950 2.170 19.097 8.001 17.202 3.889 7.167 5.617
Source : Primary Data, 2016
Note : Standard Quality Based on Canadian Sediment Quality Guidelines (SQG) for the Protection of Aquatic Life (Canadian Council of Minister of the Environment/ CCME) PEL: Probable
Effect Level.

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9. Fishpond Water and Sediment Quality

Water and sediment quality of surrounding fishpond have been examined as a baseline. Sampling has
done in September, 10th, 2016. The parameters for water are the same with the groundwater quality
survey and those for sediment are the same with the sediment quality survey at sea, and coordinate for
survey locations are presented in following table. The survey was conducted in the dry season.

Table 2.16. Coordinate for Fishpond Water and Sediment Quality

Location X Y
FP 1 107°54'26.30"E 6°14'58.50"S
FP 2 107°54'13.24"E 6°14'51.38"S
FP 3 107°54'0.90"E 6°14'31.10"S

a. Fishpond Water Quality

Result of laboratory analysis in table above shows that in almost all locations, the paramaters are
in range of quality standard, but Total Phenol parameter is tested exceeds standard, that is set in
0.002 mg/L, in FP 1 (0.007 mg/L), FP 2 (0.008 mg/L), and FP 3 (0.009 mg/L). BOD and COD of
all locations have different values, BOD and COD of location FP 1 have values less than location
FP 2 and FP 3. Beside, dissolved Lead (Pb) in location FP 1 has value that slightly exceeded the
standard, 0.074 mg/L with standard value 0.05 mg/L.

Laboratory result of fishpond water quality are figure in following table.

Table 2.17. Fishpond Water Quality Sampling Result

Result (Location)
No Test Description Unit Standard
FP 1 FP 2 FP 3
Physical Paramater
1 Temperature ˚C Natural 32.8 31.6 30.1
Chemical Parameter
1 pH 6.5-9.0 7.67 6.65 7.02
2 Salinity Natural 8 19 17
3 Total Ammonia (NH3-N) mg/L 0.3 0.19 0.888 1.005
4 Sulphide (H2S) mg/L 0.03 <0.0003 <0.0003 65.36
5 Total Hydrocarbon mg/L 1 <0.1 <0.1 <0.1
6 Total Phenol Compund mg/L 0.002 0.007 0.008 0.009
7 Oil & Fat mg/L 5 <0.1 <0.1 <0.1
8 MBAS mg/L 1 <0.070 0.125 0.074
9 BOD mg/L - <2.0 14.78 26.14
10 COD mg/L - <8.09 36.95 65.36
11 Total Phosphate (PO4) mg/L - 0.07 0.02 0.02
12 PCBs μg/L 0.01 <0.005 <0.005 <0.005
13 TBT μg/L 0.01 <0.005 <0.005 <0.005
Dissolved Metal Parameter
12 Copper (Cu) mg/L 0.05 0.0007 0.0006 0.0004
13 Zinc (Zn) mg/L 0.1 <0.0081 <0.0081 <0.0081
14 Cadmium (Cd) mg/L 0.01 0.025 <0.0079 <0.0079
15 Mercury (Hg) mg/L 0.003 0.0238 0.0238 0.0238
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Result (Location)
No Test Description Unit Standard
FP 1 FP 2 FP 3
16 Lead (Pb) mg/L 0.05 0.074 0.04 0.048
Microbiology Parameter
1 Total Coliform MPN/100 mL 1000 660 800 700
Source : Primary Data, 2016
Note : Based on Ministry of Environment Permit No 51/2004 Attach 1

b. Fishpond Sediment Quality

In table above, result of analysis of every locations for each Physical and Chemical Paramaters that
are tested, is different, however the difference is not too far and still in the same range.

Fishpond sediment quality measurement result can be seen in following table.

Table 2.18. Fishpond Sediment Quality Sampling Result

Result (Location)
No Parameters Unit Standard
FP 1 FP 2 FP 3
Physical Parameters
1 Appearance - - Cake Cake Cake
2 Odor - - No No No
3 Color - - Blackish Brown Blackish Brown Blackish Brown
4 Moisture Content % - 12.26 11.19 11.36
5 Specific Gravity g/ml - 0.86 1.09 1.569
6 Volatile % - 7.11 14.74 5.97
7 Ash Content % - 79.11 72.51 80.92
8 Ignition Loss (LOI) % - 18.89 25.49 12.08
9 Grading Analysis
a. 2000 – 1000 µ % - 0 0.58 0
b. 1000 – 500 µ % - 0.27 0.74 0
c. 500 – 200 µ % - 1.22 4.14 0.04
d. 200 – 100 µ % - 0.08 0.28 0.03
e. 100 – 50 µ % - 0.06 0.26 0.04
f. 50 – 20 µ % - 3.01 25.54 1.39
g. 20 – 5 µ % - 21.54 9.89 15.62
h. 5 – 2 µ % - 60.93 45.32 71.12
i. 2 – 0,5 µ % - 10.89 1.26 9.76
j. <0,5 µ % - 0 0 0
Chemical Parameters
1 Mercury (Hg) mg/L - <0.0026 <0.0026 <0.0026
2 Arsenic (As) mg/L - <0.0026 <0.0026 <0.0026
3 Cadmium (Cd) mg/L - <0.015 <0.015 <0.015
4 Chromium (Cr) mg/L - <0.027 <0.027 <0.027
5 Copper (Cu) mg/L - <0.017 <0.017 <0.017
6 Nickel (Ni) mg/L - <0.011 <0.011 <0.011
7 Zinc (Zn) mg/L - <0.025 <0.025 <0.025
8 Lead (Pb) mg/L - <0.031 <0.031 <0.031
Source : Primary Data, 2016

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2.1.2. Oceanography

a. Bathymetry and Topography

Survey and sea mapping (sea surta) basically is a depiction of the process the physical state of the
water area by data from measurement results on the ground. The data is that visualizing the
condition of the water horizontally and vertically.

Measurements were done to get the detailed data on the field either natural object or building
bridges, roads, and other. The objects that has been measured then measured in horizontal position
and vertical position, to further contour line can be estimated by interpolation.

From the topographical survey in an alternative location for new access roads to the Patimban Port
show that most of these locations are paddy fields. In some locations also found near the shoreline
ponds and mango gardens. Residential area are not too much visible along the survey line.
Elevation of land along the topographic survey ranged from -0.67 meters to in the rice fields, ±
2.00 meters for a residential area, ± 1.00 meters for the area along the shoreline.

The observation of the bathymetry of the Port Patimban locations can be seen in the following
picture.

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Figure 2.11. Topographyc and Bathymetry Measurement Result

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b. Tide Condition
Tide observations conducted to obtain data on the high tidal / water at a given location. Tide
observations done with the data record or record high ocean tides or water at any certain time
interval. In this work done tide observations during 30 days 30 nights from the 23rd May-June
23, 2016 at hourly intervals.

Tide observations are done at three observation sites as shown in the following table.

Table 2.19. Coordinate for Tide Sampling

Location X (UTM 48S) Y (UTM 48 S)
Tide Patimban 1 6°11'52.80"S 107°54'14.42"E
Tide Patimban 2 6°15'16.05"S 107°56'34.65"E

Table 2.20. Comparrison of Tide Constituent

Patimban 1 Patimban 2
Constituents Symbol H=Amplitude H=Amplitude
go phase go phase
(m) (m)
Average water level Z0 0.5376 0.5608
Main lunar constituent M2 296.7573° 0.1324 296.3879° 0.1339

Main solar constituent S2 160.7360° 0.0299 181.4894° 0.0375

Lunar constituent, due

N2 119.9504° 0.0539 119.6251° 0.0545
to Earth-Moon distance
Soli-lunar constituent,
due to the change of K2 87.8209° 0.0158 56.7040° 0.0235
declination
Soli-lunar constituent K1 68.3318° 0.1667 71.1414° 0.1813
Main lunar constituent O1 19.3899° 0.0859 18.9042° 0.0873

Main solar constituent P1 5.5596° 0.0819 359.0556° 0.0910

Main lunar constituent M4 107.8878° 0.0043 95.7519° 0.0046

Soli-lunar constituent MS4 71.3424° 0.0029 72.5035° 0.0037
Source : JICA SurveyTeam, 2016

According to calculated in formzhal value is 1.56 so type of tide in Patimban Port is mix
and dominated by diurnal type. From this figure can seen the graphic of tide level in
Patimban.

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Figure 2.12. Tide Condition in Location 1

Figure 2.13. Tide Condition in Location 2

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Figure 2.14. Graphic of Tide sampling in Patimban from 23 May until 23 jun 2016
Source : JICA Survey Team, 2016

c. Waves Condition
In wave analysis we know that the wind make the sea waves, therefore the wind data can be
used to estimate the height and direction of the waves at sampling location. Given the wave
data field measurement results are not available, and if there is only a short note, the data are
less reflect the overall condition of the wave, then to the analysis of this wave will using wave
forecast results based on the wind data. Wind data required as input data in order to obtain a
high wave forecasting waves plan.

The maximum wind speed and direction will be used to predict the daily high and the period
of maximum wave that can be generated winds in the period of time certain. Methodology
wave analysis as follows :

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Figure 2.15. Flow Chart of Waves Condition Analyzed

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Figure 2.16. Fetch in Study Location

Source : (i) Master Plan of Patimban, 2016

After fetch is determining then we will calculate the effective fetch in each direction of the
wind. Fetch effective is wave formation area indicated by area wind blowing from the deep
sea. Effective fetch length calculation is done using the help of a topographical map location
with a large enough scale so that it can be seen islands / mainland that affect the formation of
waves in a given location. Here are the steps of determining the effective fetch length :

• From wind coming direction from the sea then made 450 to the left and right. Then
divided into 9 pieces of fingers at a distance, for example 50. As sumbucutama is the
radius which coincides with the dominant wind direction.
• Calculate the radius length and forecast point until the point where the radius is cut the
mainland.
• Calculating the effective fetch.

In following table we can seen the calculated of effective length fetch from eight direction.

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Table 2.21. Length of Effective Fetch in Study Location

Fetch
Direction Length
N 419523
NE 538912
E 900840
SE 0
S 0
SW 0
W 75970
NW 327693

Hindcasting is calculated method for predicted the waves, where in calculating process is
using wind data from past. Hindcasting method can seen in following figure.

Figure 2.17. Flow Chart of Hindcasting Method

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For the flowchart of hindcasting calculating are seen in following figure :

Start

Finish

Figure 2.18. Flowchart SMB Calculated Method

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Waves height values of hindcasting result can generate waverose at location of study.
Waverose is showed on figure below.

Figure 2.19. Waverose in Patimban

Source : (i) Masterplan of Patimban, 2016 ; (ii) resolution of daily data
(iii) using determinated method of effective length fetch and hindcasting

On figure above can be seen dominant waves come from west and dominant wave
height estimated 1,0-1,5 meter.

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January February

March April

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May June

July August

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September October

November Desember
Figure 2.20. Waves Distribution from January – Desember 2004 – 2005
Source : (i) Masterplan of Patimban, 2016 ; (ii) maximum daily resolution data

Result from hindcasting method that is a time series data of waves and periode, will be
analyzed its extreme value to obtain waves height plan. At analysis of extreme value will be
used six distribution methods. From those 6 methods will take relative error value, and

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method result with small relative error value that will be taken as extreme value of wave
height of study location. This is wave result plan which will be used in location around
Patimban Port.

Table 2.22. Wave Plans with Various Repeat Periodes

EAST WEST NORTH WEST

Repetition Period (years)

NORTH NORTH EAST

(Log Pearson) (Log Pearson) (log Pearson) (Log Pearson) (Log Pearson)
Probability

Prediction (m)

Prediction (m)

Prediction (m)

Prediction (m)

Prediction (m)
Std. Deviation

Std. Deviation

Std. Deviation

Std. Deviation

Std. Deviation
0.995 200 3.7 7.2923 0.54 0.2522 3.16 1.3166 3.59 1.5364 3.31 0.6863

0.99 100 2.69 3.7573 0.49 0.1918 3.16 1.2732 3.21 1.1475 3.15 0.5538

0.98 50 1.95 1.9078 0.44 0.1408 3.16 1.1532 2.85 0.8324 2.99 0.4361

0.96 25 1.41 0.9424 0.39 0.0999 3.14 0.9531 2.5 0.5838 2.81 0.3361

0.9 10 0.9 0.3574 0.32 0.0631 3.07 0.5693 2.06 0.3487 2.54 0.2378

0.8 5 0.63 0.1841 0.26 0.0478 2.94 0.2417 1.73 0.2359 2.31 0.1925

0.667 3 0.48 0.1229 0.21 0.0401 2.77 0.2411 1.48 0.182 2.1 0.1716

0.5 2 0.37 0.0837 0.17 0.0335 2.51 0.4021 1.27 0.1485 1.9 0.1575
Source : F/S Patimban Port, 2015

From table above, 50 years repeat periode is choosed, whose highest wave height comes
from Northeast as much as 3.16 m.

d. Current Condition
Current sampling is done with observation directly on the field and simulation program. Field
observation is doing to current measurement.Assesement of sampling result based on RMAE
(Relative Mean Absolute Error). Verification will used for significant current height, lowest period
current, and direction result simultaneous current. Current measurements is doing in November
10th until November 23th 2016 (still continue). Current survey doing by RDI ADCP Sentinel

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Workshore 600 kHz. In bottom part of ADCP is installed with -18 depth for each point. For the
coordinate of current measurement are seen in following table.

Table 2.23. Coordinate Point for Current Sampling

Equipment Easting (m) Northing (m) Longitude (E) Latitude (S) Depth (m)

ADCP 825334 9316824 107°56’21.41” 6°10’21.13” ± 18

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Result from current measurement that has been done are figure in following figure.

Figure 2.21. Time Series of Wave Parameter

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Figure 2.22. Time Series of Wave Height

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Figure 2.23. Feather Plot from Current

e. Sediment
The type of seabed sediments in around location is described by the results of analysis of
samples of the seabed at some point in the image below.

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Figure 2.24. Sampling Location for Sediment Data

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Table 2.24. Seabed Sediment Characteristic in Around Location Project

Content Rate (%)
Location* Depth(m)
Gravel Sand Silt Clay
C1 8.7 0.00 8.38 71.25 20.37
C3 6.9 0.17 2.68 46.75 50.40
C5 4.0 0.16 0.92 71.17 27.75
E34 6.6 0.00 11.31 54.14 34.55
E42 9.5 0.00 1.41 54.28 44.31
E44 6.4 0.00 0.56 90.99 8.45
W21 6.6 0.00 0.23 66.54 33.23
W23 4.8 0.00 0.07 70.70 29.23
W24 3.5 0.00 0.17 41.60 58.23
W25 0.8 0.00 0.87 81.26 17.87
W31 4.6 0.00 0.23 82.14 17.63
W32 2.5 0.00 0.70 67.53 31.77
W33 1.5 0.00 0.39 53.32 46.29

Average 0.03 2.15 65.51 32.31

Source : JICA Survey team, 2016

Based on particle analysis, composition of seabed sediments in the study area is dominated by
silt.

f. Sea Level Rise and Climate Change

According to the Fourth Assessment Report (IPCC, 2007), model projections predicted a sea level
rise of 0.2-0.6 m in 2100 for the 90% confidence with a central estimate of 0.4m. In the absence
of the official level rise value for Indonesia water, the central estimate of 0.4m. could be adopted
for the calculation of the Total Design Still Water level. The argumentation for adopting the mean
sea level figure relates to the fact that sea level rise will develop slowly such that there is time to
react as the main effect related to overtopping can be mitigated if future measured sea level rise
indicates a necessity. Prediction of sea level rise on earth sea surface based on IPCC report.
(Reference; Based on the calculation by Dr. Ir. Subandono, sealevel rise ratio is 7.1mm/year at
Jakarta and 8.1mm at Semarang. Sealevel rise ratio at Patimban is calculated as 7.4mm/year
interporating from Jakarta and Semarang by distance. Based on the ratio, sealevel will be 0,6m
in the year of 2100 at Patimban.)

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Figure 2.25. Predicted future variation in the mean waterlevel of the Earth’s Ocean Surface according to
IPCC’s Report
Source : JICA Survey Team

g. Erosion Potential
Based in obtained data of the shoreline positions and shoreline changes in 2009 and 2015, Erosion
Potential data for Patimban Port is obtained, where :
• Tendency to Erosion :
1. Distance 3,500m to 6,000m
Because of interference with the sediment transport toward west by the fish pond at the
east side of this area.
2. Distance 6,700m to 8,900m (the west side of the power plant)
Because of interference with the sediment transport toward west by the jetty
• Stable Trend :
1. Distance 0m to 900m (at the west side of the jetty)
Because of the stone revetments

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2. Distance 1,100m to 3,500m

Because of the stone revetments
3. Distance 6,000m to 6,700m（at the fish pond）
Because of the stone revetments
• Tendency to Deposit :
1. Distance 0m
Because of the artificial reclamation for the fish ponds
2. Distcance 1,000m (at the east side of the jetty)
Because of interference with a west sediment transport by the jetty

5000 Alongshore shoreline distance(m) -：2009

-：2015

4000

3000

2000

1000

0 1000 2000 3000 4000 5000 6000 7000 8000 9000

Figure 2.26. Tendency of Shoreline Change from 2009 to 2015

Source : JICA Survey Team

Figure 2.27. Past Shoreline Changes Year 2009 – 2015

Source : JICA Survey Team

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2.1.3. Transportation
The location of Patimban Port development is Patimban Village, Pusakanagara District, Subang
Regency, West Java Province. It location can access from Subang and Indramayu/Cirebon.
Around road in Patimban Port is Gempol intersection of Pusakanagara, intersection of
Pusakanagara in Jatireja road, and Pantura road of Pusakanagara.

Access route into port are figure in following figure.

Access road to
port (Red Soil)

Pusakaratu
Road (National
road of
Pantura)
Gempol Road
Intersection of
Pusakaratu

Figure 2.28. Access Channel Route to Patimban Port

Gempol intersection of Pusakanagara and intersection of Pusakanagara in Jatireja road, has 6 m

wide, with construction structure is concrete material and some of that structure is broke, and has
1 line, 1 row and 2 way. This road has no median. Type of vehicles that pass in this road is bike
and sedan. This road is local road.

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Figure 2.29. Condition of Vehicles in Gempol intersection of Pusakanagara

Figure 2.30. Condition of Vehicles in intersection of Pusakanagara in Jatireja road

Pantura Pusakanagara road is national road with construction structure is asphalt and the condition
of road is good, with traffic volume is low and traffic flow is smoothly. The type of vehicles that
pass in this road is bike, sedan, bus, and truck. This road has 16 m wide and has a median.

Figure 2.31. Condition in Pantura National Road

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Red soil road is road that has been acquired by Suabng Government, and that road is still without
asphalt and concrete. The condition of road are figure in following figure.

Figure 2.32. Condition Road in Access Road Plan into Patimban Port (Red Soil)

Table 2.25. Road Condition in Around of Patimban Port

Road Condition Road Road Pavement Traffic Condition Total Way
Segment
Length Wide 2 1
Street Good Damage Concrete Asphalt Jammed Smooth
(m) (m) way way

Gempol
intersection of
Pusakanagara
2
and Good - - 6 Asphalt Smooth -
way
intersection of
Pusakanagara
in Jatireja road

Pantura
2
Pusakanagara Good 16 Concrete Smooth
way
Road

Source : Survey Team, 2017

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Figure 2.33. Section Road of Gempol Intersection and Jatireja Road of Pusakanagara Intersection

Figure 2.34. Section Road of Pantura Pusakanagara

Patimban Port development will be affected of traffic condition in Gempol Road Intersection of
Pusakanagara, Jatireja road Intersection of Pusakanagara, and Pantura Pusakanagara Road. To
known the effect of traffic, observation is done in that two section road. Observation is done from

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06.00 until 21.00. the type of vehicles that count is light vehicles (general transportation, and
private car), heavy vehicles (bus and truck) and bike. In following table are presented about
vehicles volume that pass in observation point.

Table 2.26. Vehicles Volume in Observation Point

Volume / Type of Vehicles
Time Location Light Vehicles Heavy Vehicles Bike
Ken/Hours Ken/Hours Ken/Hour
Morning Peak Hour 1 219 96 768
(07.00-08.00) 2 503 72 922
3 39 597
4 42 636
Afternoon Peak Hours 1 284 96 705
(12.00-13.00) 2 339 105 1212
3 98 976
4 72 852
Evening Peak Hours 1 363 117 1534
(17.00-18.00) 2 375 169 1952
3 82 1049
4 75 1042
Night Peak Hours 1 221 77 445
(18.00-19.00) 2 257 47 1297
3 55 599
4 26 527
Source : Observation Directly,18 Januari 2017
Note :
1. Pantura Pusakanagara Road, Cirebon Way, 06º17.086’ S dan 107º52.533’ T
2. Pantura Pusakanagara Road, Pamanukan Way , 06º17.080’ S dan 107º52.50’ T
3. Gempol Road Intersection of Pusakanagara, 06º17.07’S dan 107º52.49’ T
4. Jatireja Road Intersection of Pusakanagara 06º17.071’S dan 107º52.043’ T

Table 2.27. Capacity Roads

Name of Roads Co FCW FCPA FCHS C

Pantura Pusakanagara Road, Cirebon Way 1700 1,03 1 0,90 1576

Pantura Pusakanagara Road, Pamanukan Way 1700 1,03 1 0,90 1576

Gempol Road Intersection of Pusakanagara 3100 1 1 0,90 2790

Jatireja Road Intersection of Pusakanagara 3100 1 1 0,90 2790

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According to calculation of capacity roads, so the road capacity is :

1 = Pantura Pusakanagara Road, Cirebon Way has 1576 smp/hours capacity roads
2 = Pantura Pusakanagara Road, Pamanukan Way has 1576 smp/hours capacity roads
3 = Gempol Road Intersection of Pusakanagara has 2799 smp/hours capacity roads
4 = Jatireja Road Intersection of Pusakanagara has 2799 smp/hours capacity roads

From following table are known taht VCR value of Pantura Pusakanagara Road in point sampling
is 0,27-0,69., while Gempol Intersection Road and Jatireja Intersection Road is 0,06-0,12.

Table 2.28. Vehicles Volume Based on Calibration smp/hours

Volume Speed Service
Time Point Capacity VCR
(smp/hours) (km/hours) Level

1 536 1576 0.34 Be Driven > 20 km/ hours B

2 827 1576 0.52 Be Driven > 20 km/ hours C
Morning
Peak Hours 3 188 2790 0.07 Be Driven > 30 km/ hours A

4 201 2790 0.07 Be Driven > 30 km/ hours A

1 585 1576 0.37 Be Driven > 20 km/ hours B
2 779 1576 0.49 Be Driven > 20 km/ hours C
Afternoon
Peak Hours 3 342 2790 0.12 Be Driven > 30 km/ hours A

4 285 2790 0.10 Be Driven > 30 km/ hours A

Evening
1 899 1576 0.57 Be Driven > 20 km/ hours C
Peak Hours
2 1083 1576 0.69 Be Driven > 20 km/ hours C

3 344 2790 0.12 Be Driven > 30 km/ hours A

4 336 2790 0.12 Be Driven > 30 km/ hours A
Night Peak
1 432 1576 0.27 Be Driven > 20 km/ hours B
Hours
2 642 1576 0.41 Be Driven > 20 km/ hours B

3 205 2790 0.07 Be Driven > 30 km/ hours A

4 158 2790 0.06 Be Driven > 30 km/hours A
Notes :
1. Pantura Pusakanagara Road, Cirebon Way, 06º17.086’ S dan 107º52.533’ T
2. Pantura Pusakanagara Road, Pamanukan Way , 06º17.080’ S dan 107º52.50’ T
3. Gempol Road Intersection of Pusakanagara, 06º17.07’S dan 107º52.49’ T
4. Jatireja Road Intersection of Pusakanagara 06º17.071’S dan 107º52.043’ T

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Based on characteristic of service level, VCR value that highly in Pantura Road that is 0.69 and
Gempol Intersection Road and jatireja Intersection Road that is 0.12. based on characteristc table
of Services Level that Pantura Road has highly services level C and Gempol Intersection Road
and Jatireja Intersection Road has highly services level A. It shown that Pantura Road has steady
flow, but speed and vehicles movement are controlled. The driver is limited from choose of speed,
while Gempol Intersection Road and Jatireja Intersection Road has free flow condition with
maximum speed, driver can choose speed that they want without obstacle.

Table 2.29. Characteristic of Services Level

Limit Scope
Services Level Characteristics
V/C
A Free flow condition with maximum speed, driver can choose the 0.00 – 0.20
speedthat they want without obstacle.
B. Stable flow, but speed of operation began to restricted by traffic 0.20 – 0.44
condition. Driver can choose the speed that they want.
C. Stable flow,but speed and vehicles movements is controlled. 0.45-0.74
Driver is limited from choose the speed.
D. Approaching unstable flow, velocity can be tolerated. 0.75-0.84
E. The volume is aproaching or in capacity. The flow is not stable and 0.85 – 1.00
sometimes the speed is stoped.
F. Flow that separated or jammed, low speed, volume in below > 1.00
capacity. The queue is long and make the big obstacles.
Source : Menuju lalu lintas dan angkutan jalan yang tertib, Direktorat Jenderal Perhubungan Darat, 1997

2.1.4. Biology Aspect

1. Protected Area
West part of the project site is designated as a protected forest, while there is no protected forest in
the backup area. Production forests and conservation forest are located in 30km south and 75km south
west of the project site. According to the Forest Law No.41 / 1999, Protected forest is designated as
the forest for water and soil conservation such as watershed preservation, flood protection, soil-
erosion protection, and seawater intrusion. In a protected forest, commercial logging is prohibited.
Production forest is defined as the forest which has the function of producing forest products.
Conservation forest is designated as the forest areas with the function of maintaining biodiversity and
ecosystem of plants and animals. In the conservation forest, commercial logging and other resource
development is prohibited.

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Other national parks and Ramsar wetlands do not exist in and around the project site.

Figure 2.35. Designated Forest Area Around the Project Site

Source : DGST Pre-F/S
Note :
Green : Protected Forest,
Red : Production Forest,
Yellow : limited Production Forest,
Yellow Green : Preservation Forest

General condition of the seabed around the port development site is muddy and coral reef and
seagrass have not been confirmed. The land for the backup area is used as fish ponds. Major part
of the coast line has been covered by revetment except for the sandy beach located at the south
part of the existing pier. On the other hand, the protected forest is located around northwest to
west side of the backup area, where mangrove forest is observed. In addition, the south part of the
west side of the protected forests has been developed as fish ponds.

There are no existing information on flora/fauna and ecosystem in and around the backup area.
Important bird and biodiversity areas (IBA) designated by Bird Life International are located in
about 100km west and about 40km east of the project site, however, no IBA is existed in and
around the project site. Picture of surrounding areas which are significant biologically can be seen
on figure below.

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Mangrove Habitat

Fishpond

Project Location

Backup Area

Figure 2.36. Zonation of Mangrove Habitat Presence in Project Location

Project site

Figure 2.37. Important Areas for Avifauna and Biodiversity Areas (Green)
Source : Bird Life International

2. Benthos
Sampling of benthos has carried out on preliminary study in Mei 4th 2016. Data are taken from
11 similar locations with sediment quality sampling. Benthos that can be found in every location,
but the number is not too many. Identified Benthos species can be seen in Table 2.30.

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Table 2.30. Benthic which Found in Sampling Location

Location (Number /m2)
No Species
S1 S2 S3 S4 S5 S6 S7 S8 S9 S 10 S 11
Gastropoda
1 Melanoides tuberculata 0 0 0 29,41 205,88
2 Pleurocera sp. 0 29,41
3 Melanoides sp. 0 0 88,23
Bivalvia
1 Dreissena sp. 29,41
2 Anadara grandis 58,82 147,47 0 0 29,41 58,82 0
3 Polymesoda sp. 29,41 0
4 Mytillus sp. 0 0
5 Proptera sp. 29,41 88,23
Total (N) 0 58,82 0 0 88,23 176,47 0 0 58,82 441,17 0
Taxa Number (S) - 2 - - 2 2 - - 2 4 -
Diversity Index/Shanon – Wienner (H’) 0 0.69 0 0 0,63 0,45 0 0 0,69 1,26 0
Equitability Index (E) - 1.00 - - 0,91 0,65 - - 1,00 0,91 -
Dominance Index (D) 0 0.50 0 0 0,55 0,72 0 0 0,50 0,31 0
Source : Primary Data, 2016
Notes :
H’ = Diversity Index (- ∑ Pi ln Pi)
S = Taxa Number
E = Equivalent Index (H’/Ln (S))
D = Dominance Index (∑ (Ni/N)2)

Follow barbour et al (1987), classified the diversity index Shanon and Wiener result diversity is
very low. This result figure that in S10 has highly diversity index (1.26), and S1, S3, S4, S7, S8,
and S11 has low diversity index (0). This result figure in S10 are contaminated medium, and S1,
S3, S4, S7, S8, and S11 are contaminated weight. Odum (1971) said that diversity in ecosystems
tend have lower species cause pressure of physical or chemical factors. Fisherman activities
through in every sampling location. They are catch fish and shrimp in every sampling location
especially in sea side (near ashore).

The species which most frecuency in every sampling location is Anadara sp. (Bivalvia) And
Melanoides sp. (Gastropoda). This species can be being an indicator of pollutant water, because
that ability which pollutant absorb.

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Table 2.31. Coordinate of Benthic Sampling Location

Location X Y Location X Y
S1 107°54’15.02”E 06°13’55.48”S S7 107°55’46.91”E 06°11’42.00”S
S2 107°54’35.98”E 06°14’24.96”S S8 107°56’16.84”E 06°10’47.22”S
S3 107°54’0147”E 06°12’14.12”S S9 107°59’41.43”E 06°04’35.09”S
S4 107°55’39.88”E 06°14’59.38”S S 10 107°57’19.06”E 06°03’16.80”S
S5 107°54’42.56”E 06°13’39.07”S S 11 108°04’26.16”E 06°07’12.50”S
S6 107°55’16.35”E 06°12’37.76”S

3. Plankton
Plankton sampling process has been done in May, 4, 2016. Sampling Location of plankton are in
7 locations, with each Coordinates are written in table below.

Table 2.32. Coordinate of Plankton Sampling

Location X Y
P1 107°53'51.62"E 6°12'50.16"S
P2 107°55'51.24"E 6°13'55.93"S
P3 107°54'23.57"E 6°14'13.32"S
P4 107°54'51.43"E 6°13'23.04"S
P5 107°55'54.51"E 6°11'28.22"S
P6 107°57'4.94"E 6° 9'20.01"S
P7 107°59'41.43"E 6° 4'35.09"S

Based on plankton analysis result in wet/rainy season at observation location, there are
zooplanktons and Phytoplanktons that consist of 22 species phytoplankton are divided into 9
classes, and 15 species zooplankton are divided into 9 classes. From obtained data, it can be seen
that every locations has species difference which is found and affect plankton diversity in the sea.
For complete data can be seen in the table below.

Table 2.33. Phytoplankton Species and that Diversity in Rainy Season in Every Sampling Area
∑ Individu/L (Location)
No Species
P1 P2 P3 P4 P5 P6 P7
PHYTOPLANKTON
Charophyta
1 Closterium gracile 5000 4000 6000 23000 2000 3000 3000
2 Gonatozygon kinahani 9000 23000 39000 63000 26000 43000 26000
3 Zygnemopsis circumcarinatum 1000 0 0 0 0 1000 0
4 Closterium cornu 0 0 1000 3000 0 0 0
5 Closterium sp. 0 0 0 0 0 0 1000

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∑ Individu/L (Location)
No Species
P1 P2 P3 P4 P5 P6 P7
6 Spirogyra prolifica 0 0 0 0 0 0 1000
Chlorophyta
1 Volvox aureus 0 0 0 0 0 0 1000
Cyanophyta
1 Spirulina major 1000 1000 1000 1000 2000 1000 0
Dinoflagellata
1 Ceratium fusus 18000 0 23000 0 0 0 0
2 Ceratium furca 2000 0 1000 0 0 0 0
3 Ceratium tripos 1000 0 7000 0 0 0 3000
4 Noctiluca sp. 0 0 0 1000 0 0 0
Bacillariophyta
1 Bacillaria paxillifera 0 0 0 0 1000 0 0
2 Biddulphia mobiliensis 0 0 0 0 0 0 1000
3 Triceratium sp. 0 0 1000 0 0 0 0
4 Synedra acus 25000 57000 43000 133000 48000 50000 23000
5 Melosira granulata 15000 0 4000 0 0 0 0
6 Asterionella sp. 1000 0 8000 0 0 0 0
7 Pinnularia sp. 6000 3000 4000 5000 2000 3000 3000
8 Leptocylindrus minimus 0 0 1000 0 0 0 0
9 Chaetaceros sp. 2000 12000 20000 2000 0 0 1000
Euglenophyta
1 Euglena acus 0 0 0 0 0 0 1000
Total (N) 86000 100000 159000 231000 81000 101000 64000
Taxa Total (S) 12 6 14 8 6 6 11
Diversity Index, Shanon – Wienner (H’) 1.960 1.192 2 1 1 1 2
Equitability Index (E) 0.789 0.665 0.756 0.547 0.556 0.564 0.648
Domination Index (D) 0.178 0.394 0.177 0.416 0.456 0.428 0.302
Source : Primary Data, 2016
NOTE :
Shannon-Wienner (Wilhm and Doris (1968) in Wilhm (1975 dan Wilhm et al.,(1975) in Mason (1981)):
= H’<1 = Low Diversity and Polluted Level High
= 1<H’<3 = Average Diversity and Polluted Level is Average
= H’>3 = High Diversity and Polluted Level is Low
Equitability Index (E): = E<0,4 = Low Equitability
= 0,4<E<0,6 = Average Equitability
= E>0,6 = High Equitability
Dominancy Index (D): = D<0,4 = Low Diminance
= 0,4<E<0,6 = Average Dominance
= D>0,6 = High Dominance

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Based on the table, amount of phytoplankton obtained 22 species in 7 Phylum, sampling at 7

locations. Plankton is one of environmental indicator conditions, especially water. One way to see
the indications of water pollution can use the index calculation diversity (biodiversity) Shannon-
Wiener. Based on the results of a calculation by Shannon-Wiener index, generally Patimban Sea
is average polluted with the Shannon-Wiener index value ranging from 1 to 2.

Supporting factor for phytoplankton growth are very complex and interacting between the factors
of physico-chemical waters such as light intensity, dissolved oxygen, temperature stratification,
and availability of nutrients nitrogen and phosphorus, while the biological aspect is activity of
predation by animals, natural mortality and decomposition (Goldman and Horne, 1983).

Pollution factor in Patimban waters came from ponds effluent in surround of the beach. The
effluent stream carrying life materials that sustaining nutrients for phytoplankton life in Patimban
sea water. However, effluent ponds also carries sediment that can inhibit the growth of
phytoplankton because sediment turbidity in water and inhibits sunlight for photosynthesis. This
is consistent with the values of quality of sea water.

Based on the table, diversity index and total species of phytoplankton in Bacillariophyta Phyllum
is highest. This is because this phyllum can be adapted with around environment condition
between with othe class. This is suitable eith atatement by Arinardi et al (1997), that
Bacillariopyceae is more adapted with environment condition. This class is cosmopolite and
tolerant with change of environment.

Other index that supporting of Shannon-Wiener index can be seen in the table, among other things,
Equitability Index (E), this index to analyze the level of evenness while dominance index to
analyze dominance level of a certain species. In the above table, the value of both index is
inversely proportional to each other. At a certain sampling point that has high Equitability Index
values, will have a value of low dominance index. It is shows, in P1, P2, P3 and P7, the types of
phytoplankton are spread evenly and no one dominated at these points.

For the types of Zooplankton that has been found are figure in following table.

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Table 2.34. Zooplankton Species and that Diversity in Rainy Season in Every Sampling Area

∑ Individu/L (Location)
No Type
P1 P2 P3 P4 P5 P6 P7
ZOOPLANKTON
Artropoda
1 Acanthacyclps robustus 1000 0 0 0 0 0 0
2 Copepod nauplius 3000 0 0 0 0 0 0
3 Cyclopoid copepodite 4000 0 13000 0 0 0 0
4 Cyclops bicuspidatus 2000 0 0 0 0 0 0
5 Undinula vulgaris 9000 0 23000 0 0 0 0
6 Barnacle nauplius 0 0 1000 0 0 0 0
Ciliophora
1 Tintinnid sp. 52000 1000 1000 0 0 0 0
Crustaceae
1 Alonella dadayi 1000 0 0 0 0 0 0
2 Hyperia sp. 0 1000 0 0 0 0 0
Eurotifera
1 Keratella sp. 2000 0 3000 5000 6000 4000 3000
Sarcodina
1 Arcella vulgaris 1000 2000 2000 0 1000 1000 1000
Adenophorea
1 Rabdalaimus sp. 0 2000 0 1000 0 0 0
Maxillopoda
1 Nauplius sp. 0 0 2000 0 0 0 0
Urochordata
1 Tunicate larva 0 0 1000 0 0 0 0
Malacostraca
1 Procambarus sp. 0 0 0 0 0 1000 0
Total (N) 75000 6000 46000 6000 7000 6000 4000
Taxa Total (S) 9 4 8 2 2 3 2
Diversity Index, Shanon – Wienner (H’) 1.106 1.329 1.404 0.450 0.410 0.867 0.562
Equitability Index (E) 0.503 0.959 0.675 0.650 0.591 0.789 0.811
Domination Index (D) 0.500 0.277 0.339 0.722 0.755 0.5 0.625
Sourrce : Primary Data, 2016

Based on the data in the table, the number of species of zooplankton is 30 species in 9 classes.
Patimban sea water is moderate polluted and height based on Shannon-Wiener index calculations
with a range of 1.1 to 1.4 value and height polluted from 0.41 to 0.86. If compared with Shannon-
Wiener value of phytoplankton, sampling points that suitable with phytoplankton value and

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zooplankton are P1, P2, and P3. While sampling points of P4-P7, the number of Shannon-Wiener
index value Zooplankton is heavily polluted. This is probably due to the number of species
obtained at points P4-P7 sampling is lower than the sampling points P1-P3. Thus resulting index
values of other affected as well.

4. Nekton
Nekton sampling has been done in May, 4, 2016, at seven location in rainy season and follow
same as plankton sampling location. Coordinate location which used for this sampling are figure
in following table.

Table 2.35. Coordinate Location of Nekton Sampling

Location X Y
N1 107°53'51.62"E 6°12'50.16"S
N2 107°55'51.24"E 6°13'55.93"S
N3 107°54'23.57"E 6°14'13.32"S
N4 107°54'51.43"E 6°13'23.04"S
N5 107°55'54.51"E 6°11'28.22"S
N6 107°57'4.94"E 6° 9'20.01"S
N7 107°59'41.43"E 6° 4'35.09"S

Result of this sampling there are 8 species are found in every location which divided two class,
pisces and crustaceae, like showed in following table.

Table 2.36. Nekton which Found in Sampling Area

Location Total
Local
No Species N1 N2 N3 N4 N5 N6 N7 Individu
Name
RS DS RS DS RS DS RS DS RS DS RS DS RS DS RS DS
Pisces
Leiognathus Ikan 61 13
1 3 3 28 7 35 3
equulus Petek
Sardinella Ikan 2
2 1 1
gibbosa Tembang
Valamugil Ikan 2 8
3 2 1 1 4 2
seheli Blanak
Ikan 1
4 Solea solea 1
Sebelah
Chanos Ikan 3
5 3
chanos Bandeng
Crustaceae
Litopenaeus Udang 9 6
6 3 1 2 5 2 1 1
vannamei Jerbung
Harpiosquilla Udang 1 1
7 1 1
raphidea Lipan

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Location Total
Local
No Species N1 N2 N3 N4 N5 N6 N7 Individu
Name
RS DS RS DS RS DS RS DS RS DS RS DS RS DS RS DS
Charybdis Rajungan 1
8 1
feriatus Karang
Kepiting 1
9 Scylla Sp. 1
Bakau
Total Species 4 3 1 1 2 3 3 0 2 0 2 3 2 2 80 29
Source : Primary Data, 2016
Note : RS = Sampling in Rainy Season; DS = Sampling in Dry Season

From table, we can see the table show that many species are found in N 1 with 4 species and the
fewest species is in N 5 with nol species. This result figured that sea condition are not good due
to too few diversity in every sampling area. The few number of species found in area maybe
because sampling place, timing, and equipment that used are less fit. Sampling time is significant
to fishes that are obtained, equipments affect catchment result, and sampling location affects fish
presence in one location whether there are plenty or not. In number of fishing result, Ikan Petek
(Leiognathus equulus) is the most caught fish with 66 indiviuals in all of sampling location. This
species also is found in other location, where in 4 locations, this species is capable to be found, so
is Udang Jerbung (Litopenaeus vannamei).

Figure 2.38. Petek Fish (Leiognathus equulus) and Jerbung Shrimp (Litopenaeus vannamei)

5. Terrestrial Flora and Fauna

Sampling of terrestrial flora and fauna has carried out in preliminary survey on May 23th-25th
2016. Terrestrial flora an fauna data retrieval is divided into several vegetation type at 3
observation points, those farmfield, riparian, open field.

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Table 2.37. Coordinate for Terrestrial Flora and Fauna Sampling

Location X Y
F1 107°54'11.65"E 6°14'38.54"S
F2 107°54'20.47"E 6°14'39.47"S
F3 107°52'58.02"E 6°14'28.14"S

a. Terrestrial Flora
Vegetation types in every observation location such as leftside and rightside of port and access
road. Flora types that are found from every observation locations can be seen in table below.

Table 2.38. List of Flora in Sampling Location

Sampling Conservation
No Local Name Scientific Name Family Location Status

F1 F2 F3 UU-RI IUCN
1 Akasia Daun Lancip Acacia auriculiformis Fabaceae √ √ √
2 Angsana Pterocarpus indicus Papilionaceae √
3 Bakau Akar Rhizopora sp. Rhizoporaceae √
4 Belimbing Averrhoa sp. Oxalidaceae √
5 Cabai Rawit Capsicum frutescens Solanaceae √
6 Jabon Neolamarckia cadamba Rubiaceae √ √
7 Jagung Zea mays Poaceae √
8 Jambu Air Syzygium aqueum Myrtaceae √
9 Jambu Biji Psidium guajava Myrtaceae √
10 Jarak Ricinus communis Acalypheae √
11 Jeruk Nipis Citrus aurantifolia Rutaceae √
12 Kangkung Laut Ipomoea pescaprae Convolvulaceae √ √
13 Katuk Sauropus androgynus Phyllanthaceae √
14 Kayu Manis Cinnamomum verum Lauraceae √
15 Kemangi Ocimum citriodorum Lamiaceae √
16 Kelapa Cocos nucifera Arecaceae √ √ √
17 Kersen Muntingia calabura Mutingiaceae √
18 Ki Hujan Albizia saman Fabaceae √
19 Lamtoro Leucaena leucocephala Fabaceae √ √
20 Lengkeng Dimocarpus longan Sapindaceae √
21 Leunca Solanum nigrum Solanaceae √
22 Mangga Mangifera indica Anacardiaceae √
23 Nangka Artocarpus heterophyllus Moraceae √

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Sampling Conservation
No Local Name Scientific Name Family Location Status

F1 F2 F3 UU-RI IUCN
24 Padi Oryza sativa Poaceae √ √ √
25 Pepaya Carica papaya Caricaceae √ √
26 Petai Parkia speciosa Fabaceae √
27 Pisang Musa sp. Musaceae √ √ √
28 Rumput teki Cyperus rotundus Cyperaceae √
29 Salak Salacca zalacca Arecaceae √
30 Sidagori Sida rhombifolia Malvaceae √ √ √
31 Soka jawa Ixora javanica Rubiaceae √
32 Sukun Artocarpus altilis Moraceae √
33 Suren Toona sureni Merr Meliaceae √ √
34 Talas Colocasia esculenta Araceae √
35 Tebu Saccharum sp. Poaceae √
36 Tembelekan Lantana camara Verbenaceae √
37 Terong Ungu Solanum melongena Solanaceae √
38 Tomat Besar Solanum lycopersicum Solanaceae √
39 Waru Laut Thespesia populnea Malvaceae √ √ √
Source : Primary Data, 2016.
Note:
F1 = Coastal area Behind Terminal (Right side)
F2 = Coastal area Behind Terminal (Left side)
F3 = Access road area
UU-RI = Protected by Indonesia Government (PP No 7, Tahun 1999)
IUCN = International Union for Conservation of Nature (VU means Vulnerable)

The Plant community in F1 location are agricultural plants such as Paddy (Oryza sativa),
Coconut (Cocos nucifera), Eggplant (Solanum melongena), Tomato (Solanum lycopersicum),
Banana (Musa sp.), and Corn (Zea mays). Another plants that are present such as Acacia (Acacia
auriculiformis), Root Mangrove (Rhizopora sp.), Kangkung Laut (Ipomoea pescaprae), Sidagori
(Sida rhombifolia), soka (Ixora javanica), dan suren (Toona sureni Merr) can be found in this
area too. But, the very dominant plant in this area is Paddy. From this sampling area, there are no
plant who status categorized is protected by government. Even so, there is flora species that in
the ecosystem become significant things because their function and role in ecosystem, that is
mangrove. Mangrove that is found, is Rhizopora sp. This plant has important role in habitat and
presence of animals in the mangrove ecosystem as place for fishing, protection, and breed.

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Figure 2.39. Dominant plants in F1 (Coastal area behind the terminal (Right)) sampling area
Source : Primary Data, 2016

From F2 (Coastal area behind the terminal (Left)) sampling location, the dominant plant who can be found
like Paddy (Oryza sativa), Grass (Cyperus rotundus), Banana (Musa sp.), Coconut (Cocos nucifera),
Acacia (Acacia auriculiformis), Suren (Toona sureni Merr), and Jabon (Neolamarckia cadamba). Some
plants who can be found in this area are not really dominant like Kangkung Laut (Ipomoea pescaprae),
Lamtoro (Leucaena leucocephala), Papaya (Carica papaya), Sidagori (Sida rhombifolia), Tembelekan
(Lantana camara), and Waru laut (Thespesia populnea). Plant community of this site is a transition
between plant near rim of sea and settlement, so that’s why the plants from this site like a mix plant from
both of transition area. There are no plants who protected categorized by government from this site.

Figure 2.40. Dominant plants in F2 (Coastal area behind the terminal (Left)) sampling area
Source : Primary Data, 2016

From F3 (Access road area) sampling location, the dominated plants who can be found
are Paddy (Oryza sativa), Lamtoro (Leucaena leucocephala), Manggo (Mangifera indica),
Jabon (Neolamarckia cadamba), and Coconut (Cocos nucifera). Especially plant is Mango

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and Paddy. Some plants who can be found in this area but not really dominant like Waru laut
(Thespesia populnea), Tebu (Saccharum sp.), Talas (Colocasia esculenta), Sukun
(Artocarpus altilis), Sidagori (Sida rhombifolia), Salak (Salacca zalacca), Banana (Musa
sp.), Petai (Parkia speciosa), Papaya (Carica papaya), Nangka (Artocarpus heterophyllus),
Kersen (Muntingia calabura), Cinnamon (Cinnamomum verum), Citrus(Citrus aurantifolia),
Jarak (Ricinus communis), Guava (Psidium guajava), Star Fruit (Averrhoa sp.), Angsana
(Pterocarpus indicus), and Acacia (Acacia auriculiformis). There are some annual and
agriculture plant who can be found in this area like Pepper (Capsicum frutescens), Katuk
(Sauropus androgynous), Kemangi (Ocimum citriodorum), and Leunca (Solanum nigrum).
The plant communities in this sampling area are transitions from home garden plant
community, agriculture plant community, and paddy field. That’s why in this area we can
found those plants. There are no plants who protected categorized by government from this
site.

Figure 2.41. Plants from F3 (Access road area) sampling area

Source: Primary Data, 2016

b. Terrestrial Fauna
Mammals, Reptile, and Amphibian
Type of fauna except bird that found in around of sampling location, are wild animals and domestic
animals. Terrestrial fauna survey is conducted with 2 methods, first direct observation and indirect

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method as interview to local people for collecting fauna information that is present in the
observation location but is not observed directly. From those methods, the result is number of
fauna is 18 species from 3 classes and 14 families. 10 species are found directly, other 8 species
are interview result. For more completed data can be seen in following table.

Table 2.39. Mammals, Reptile, and Amphibia that Founded in Around Location
Name Location Conservation
No. Family
Local Name Binomial English F1 F2 F3 Status
Mammals
1 Ovidae Kambing Ovis aries Sheep V V V Least Concern
2 Gallidae Ayam Gallus gallus Chicken V V V Least Concern
3 Felidae Kucing Felis domesticus Domestic Cat V V V Least Concern
4 Canidae Anjing Canis lupus Dog V V V Least Concern
5 Bovidae Kerbau Bubalus bubalis Water Buffalo V Least Concern
6 Muridae Tikus* Rattus sp. Rat V V V Least Concern
7 Sciuridae Bajing Kelapa* Callosciurus notatus Plaintain Squirrel V V V Least Concern
Reptile
8 Agamidae Kadal Mabuia multifasciata East Indian Brown Mabuya V V V Least Concern
9 Agamidae Kadal Terbang Draco volans Common Flying Dragon V V Least Concern
10 Agamidae Londok Calotes jubatus Garden Lizard V Least Concern
11 Colubridae Ular Air Enhydris enhydris Rainbow Water Snake V V Least Concern
Pelangi*
12 Colubridae Ular Kisik* Xenochrophis vittatus Striped keelback V Least Concern
13 Colubridae Ular Sapi* Natrix pittatus Grass Snake V V Least Concern
14 Elapidae Ular kobra* Naja sp Cobra Snake V V Least Concern
15 Varanidae Biawak* Varanus salvator Monitor Lizard V Least Concern
Amphibia
16 Ranidae Katak Rana sp Frog V V V Least Concern
17 Discoglossidae Katak sawah* Fejervarya sp. Rice field frog V V Least Concern
18 Bufonidae Kodok Buffo melanotictus Toad V V V Least Concern
Note : *mean : Animals that may exist in the location of the observations but were not observed
directly (by interview).

Habitat types of F1 location are backyards, fields, and fishponds. Type of fauna except bird
(avifauna) that are found in F1 location are Sheep (Ovis aries), Chicken (Gallus gallus), Cat (Felis
domesticus), Dog (Canis lupus), and Amphibia and Reptillia, those are East Indian Brown Mabuya
and Common Flying Dragon (Mabuia multifasciata, Draco volans), also frog and toad (Rana sp.
and Bufo melonotictus). While fauna that are not observed directly (interview result) are Monitor
Lizard (Varanus salvator), Grass Snake, Cobra, Striped Keelback and Rainbow water snake
(Natrix pittatus, Naja sp., Xenochrophis vittatus, Enhydris enhydris), also rice field frog
(Fejervarya sp.), and Rat (Rattus sp.).

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Habitat types of F2 location are shoreline, paddy field, vegetable farm (tomato, chilli, and corn),
and fishpond. Fauna species that are found in F2 location are Sheep (Ovis aries), Chicken (Gallus
gallus), Cat (Felis domesticus), Dog (Canis lupus), herpetofauna such as frog and toad (Rana sp.
and Bufo melonotictus) and East Indian Brown Mabuya (Mabuia multifaciata). Fauna that are not
observed directly (interview result) are snakes, Rainbow water snake and Striped Keelback
(Enhydris enhydris, Xenochrophis vittatus).

Figure 2.42. Wild Animal which Found in Sampling Location

Source: Primary Data, 2016

Habitat types of F3 location are paddy field and backyard. Sheep (Ovis aries), Chicken (Gallus
gallus), Cat (Felis domesticus), Dog (Canis lupus) also water buffalo (Bubalus bulalis), East
Indian Brown Mabuya and Common Flying Dragon (Mabuia multifasciata, Draco volans), and
Garden Lizard (Calotes jubatus), Toad (Bufo melanostictus). While Fauna that are not observed
directly (interview result) are Grass Snake, Cobra, Striped Keelback and Rainbow water snake
(Natrix pittatus, Naja sp., Xenochrophis vittatus, Enhydris enhydris), also rice field frog
(Fejervarya sp.), and Rat (Rattus sp.). Mudflat or shoreline that is formed of mud material, is not
found in every observation locations.

In observation locations, there is no fauna that is protected by Law or stated in ‘High Risk’ in
IUCN Red Lits. But, with Port Development in Patimban, it may cause some wild fauna disappear
or move to other place, that has better or equal condition with existing habitat due to its habitat is
changed, such as Monitor Lizard that requires humid location and far from human. While, other
fauna may still adapt with environmental changes in their habitat and can live coexist with human.

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Birds (Avifauna)
Avifauna is a group of the birds that live in a period, or in a certain area (Lincoln et al, 1993). For bird
sampling is used IPA method, where the observe silence for 20 minutes at one point, then move as far as
200 m from the previous point to the next point. Total distance of each point of observation is 800 m for
each location. Bird watching is done by observing the extent to within view of observers on all sides to
follow the wind direction, then records the type of the bird species along with the numbers.

Birds present in every station sampling area in Patimban Village can be seen at following table.

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Table 2.40. List of Bird Type which Found in Sampling Location

Name Location
No Family
Local Binomial English F1 F2 F3
1 Walet Sapi Collocalia esculenta (Linnaeus, 1758) Glossy Swiftlet Appodidae 77 99 164

2 Bondol Peking Lonchura punctulata (Linnaeus, 1753) Scally-Breasted Munia Estrildidae 122 14 28

3 Cici Padi Cisticola juncidis (Rafinesque , 1810) Zitting Cisticola Silvidae 20 0 13

4 Kacamata Biasa Zosterops palpebrosus (Temminck, 1824) Oriental White-Eye Zosteropidae 0 0 1

5 Cabai Jawa Dicaeum trochileum (Sparrman, 1789) Scarlet-Headed Flowerpecker Dicaeidae 0 0 1

6 Blekok Sawah Ardeola speciosa (Horsfield, 1821) Javan-Pond Heron Ardeidae 12 23 2

Kapasan Sayap
Lalage sueurii (Vieillot, 1818) White-Shouldered Triller Campephagidae 0 0 1
7 Putih
8 Raja Udang Biru Alcedo coerulescens Vieillot, 1818 Cerulean Kingfisher Alcedinidae 0 0 3

9 Bondol Haji Lonchura maja (Linnaeus, 1766) White-Headed Munia Estrildidae 32 27 12

10 Remetuk Laut Gerygone sulphurea (Wallace, 1864) Golden-Bellied Gerygone Acanthizidae 0 0 1

11 Tekukur Biasa Geopelia striata (Linnaeus, 1766) Zebra Dove Columbidae 2 20 5

12 Merbak Cerukcuk Pycnonotus goiavier (Scopoli, 1886) Yellow-Vented Bulbul Pycnonotidae 2 0 34

13 Kuntul Cina Egretta eulophotes (Swinhoe, 1860) Chinese Egret Ardeidae 18 13 2

14 Kuntul Kecil Egretta garzetta (Linnaeus, 1766) Little Egret Ardeidae 1 35 8

15 Gereja Erasia Passer montanus (Linnaeus, 1758) Eurasian Tree Sparrow Ploceidae 24 93 65

16 Punai Gading Treron vernans (Linnaeus, 1771) Pink-Necked Green Pigeon Columbidae 0 0 2
Lonchura leucogastroides (Horsfield &
Bondol Jawa Javan Munia Ploceidae 1 5 59
17 Moore, 1858)
18 Cerek Tilil Charadrius alexandrinus (Linnaeus, 1758) Kentish Plover Charadriidae 20 33 0

19 Kapinis Laut Apus pacificus (Latham, 1802) Pacific Swift Apodidae 13 0 0

Gagang Bayam
Himantopus leucocephalus (Gould, 1837) White-Headed Stilt Recurvirostridae 0 7 0
20 Timur
Layang - Layang
Hirundo tahitica (Gmelin, 1789) Pacific Swallow Hirundinidae 1 7 0
21 Batu
Burung Madu
Nectarinia jugularis (Linnaeus, 1766) Olive-Backed Sunbird Nectariniidae 0 1 0
22 Sriganti
Source : Primary Data, 2016
Note :
F1 = Coastal area behind terminal (Right)
F2 = Coastal area belakang terminal (Left)
F3 = Access Road

The dominant bird species in this sampling area is Glossy-Swiftleft (Collocalia esculenta),
Eurasian Tree Sparrow (Passer montanus), and Scally-Breast Munia (Lonchura punctulata), with
consecutive dominance value is 30,28%, 16,21%, and 14,6%. Table 2.41. show the high
dominance is Glossy-Swiftleft and Eurasian Tree Sparrow. Glossy-Swiftleft life in every type
habitat like beach, lake, ponds, farm, paddy field, road, trees, garden, and agricultural land. While

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Eurasian Tree Sparrow life in agricultural land, paddy field, road, trees, and garden. The bird
species that not really dominant in this sampling area is Oriental White-Eye (Zosterops
palpebrosus), Scarlet-Headed Flowerpecker (Dicaeum trochileum), White-Shouldered Triller
(Lalage sueurii), Cerulean Kingfisher (Alcedo coerulescens), Golden-Bellied Gerygone
(Gerygone sulphurea), Pink-Necked Green Pigeon (Treron vernans), and Olived-Backed
Sunbird (Nectarinia jugularis), with consecutive dominance value is 0,09%, 0,09%, 0,09%,

1 2 3

4 5

Source : Primary Data, 2016

Figure 2.43. Birds which Found in Sampling Location.
1 = Raja Udang Biru (Alcedo coerulescens Vieillot, 1818); 2 = Gagang Bayam (Himantopus
leucocephalus Gould, 1837); 3 = Cabai Jawahttps://en.wikipedia.org/wiki/Scarlet-
headed_flowerpecker (Dicaeum trochileum Sparrman, 1789); 4 = Blekok Sawah (Ardeola speciosa
Horsfield, 1821); 5 = Kuntul Kecil (Egretta garzettaLinnaeus, 1766).

Diversity Index Shannon-Wienner (H’) in the study area is 2,24 or in condition moderate category.
Based on primary data of 2016, in the study area recorded Olived-Backed Sunbird (Nectarinia
jugularis), that have a status protected by regulation and legislation of Republic of Indonesia,

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Act No. 5 Year 1990, and Government Regulation No. 7 Year 1999. In addition, from 22 species
found, based on Government Regulation No. 7 Year 1999 about Preservation of Plant and Animal,
five types of birds that is Javan-Pond Heron, Chinese Egret, Little Egret, Cerulean Kingfisher,
and Olived-Backed Sunbird, are wildlife that is protected.

Table 2.41. Diversity Index of Bird Species in Sampling Location

No English Binomial AR AR % FR FM FR % H' D

1 Glossy Swiftlet Collocalia esculenta (Linnaeus, 1758) 340 30.28 3 1.00 6.82 Dominant
2 Scally-Breasted Munia Lonchura punctulata (Linnaeus, 1753) 164 14.6 3 1.00 6.82 Dominant
3 Zitting Cisticola Cisticola juncidis (Rafinesque , 1810) 33 2.94 2 0.67 4.54 Sub-dominant
4 Oriental White-Eye Zosterops palpebrosus (Temminck, 1824) 1 0.09 1 0.33 2.27 Not Dominant
Scarlet-Headed
5 Dicaeum trochileum (Sparrman, 1789) 1 0.09 1 0.33 2.27 Not Dominant
Flowerpecker
6 Javan-Pond Heron Ardeola speciosa (Horsfield, 1821) 37 3.29 3 1.00 6.82 Dominant
White-Shouldered
7 Lalage sueurii (Vieillot, 1818) 1 0.09 1 0.33 2.27 Not Dominant
Triller
8 Cerulean Kingfisher Alcedo coerulescens Vieillot, 1818 3 0.27 1 0.33 2.27 Not Dominant
9 White-Headed Munia Lonchura maja (Linnaeus, 1766) 71 6.32 3 1.00 6.82 Dominant
Golden-Bellied
10 Gerygone sulphurea (Wallace, 1864) 1 0.09 1 0.33 2.27 Not Dominant
Gerygone
11 Zebra Dove Geopelia striata (Linnaeus, 1766) 27 2.4 3 1.00 6.82 Sub-dominant
2.24
12 Yellow-Vented Bulbul Pycnonotus goiavier (Scopoli, 1886) 36 3.21 2 0.67 4.54 Sub-dominant
13 Chinese Egret Egretta eulophotes (Swinhoe, 1860) 33 2.94 3 1.00 6.82 Sub-dominant
14 Little Egret Egretta garzetta (Linnaeus, 1766) 44 3.92 3 1.00 6.82 Dominant
15 Eurasian Tree Sparrow Passer montanus (Linnaeus, 1758) 182 16.21 3 1.00 6.82 Dominant
Pink-Necked Green
16 Treron vernans (Linnaeus, 1771) 2 0.18 1 0.33 2.27 Not Dominant
Pigeon
Lonchura leucogastroides (Horsfield &
17 Javan Munia 65 5.79 3 1.00 6.82 Dominant
Moore, 1858)
18 Kentish Plover Charadrius alexandrinus (Linnaeus, 1758) 53 4.72 2 0.67 4.54 Dominant
19 Pacific Swift Apus pacificus (Latham, 1802) 13 1.16 1 0.33 2.27 Sub-dominant
20 White-Headed Stilt Himantopus leucocephalus (Gould, 1837) 7 0.62 1 0.33 2.27 Sub-dominant
21 Pacific Swallow Hirundo tahitica (Gmelin, 1789) 8 0.71 2 0.67 4.54 Sub-dominant
22 Olive-Backed Sunbird Nectarinia jugularis (Linnaeus, 1766) 1 0.09 1 0.33 2.27 Not Dominant
Source : Primary Data, 2016
Note: AR = Relative Abundance H ‘= Diversity Index Shannon -Wienner
FR = Relative Frequency D = Dominance

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After classifies avifauna to each family, total of 17 family that inhabit in study area. The most
dominant family from Ardeidae with four species. Family Ardeidae is birds with long legs, long
neck and long straight beak used to prey small fish or small invertebrates (MacKinnon et al,
2010).

Table 2.42. Conservation Status of Avifauna Species which Found in Sampling Location.
Conservation Status
No Family Binomial English
IUCN CITES UU-RI
1 Appodidae Collocalia esculenta (Linnaeus, 1758) Glossy Swiftlet
2 Estrildidae Lonchura punctulata (Linnaeus, 1753) Scally-Breasted Munia
3 Lonchura maja (Linnaeus, 1766) White-Headed Munia
4 Silvidae Cisticola juncidis (Rafinesque , 1810) Zitting Cisticola
5 Zosteropidae Zosterops palpebrosus (Temminck, 1824) Oriental White-Eye
Scarlet-Headed
6 Dicaeidae Dicaeum trochileum (Sparrman, 1789)
Flowerpecker
7 Ardeidae Ardeola speciosa (Horsfield, 1821) Javan-Pond Heron √
8 Egretta eulophotes (Swinhoe, 1860) Chinese Egret VU √
9 Egretta garzetta (Linnaeus, 1766) Little Egret √
White-Shouldered
10 Campephagidae Lalage sueurii (Vieillot, 1818)
Triller
11 Alcedinidae Alcedo coerulescens Vieillot, 1818 Cerulean Kingfisher √
Golden-Bellied
12 Acanthizidae Gerygone sulphurea (Wallace, 1864)
Gerygone
13 Columbidae Geopelia striata (Linnaeus, 1766) Zebra Dove
Pink-Necked Green
14 Treron vernans (Linnaeus, 1771)
Pigeon
15 Pycnonotidae Pycnonotus goiavier (Scopoli, 1886) Yellow-Vented Bulbul
16 Ploceidae Passer montanus (Linnaeus, 1758) Eurasian Tree Sparrow
Lonchura leucogastroides (Horsfield &
17 Javan Munia
Moore, 1858)
18 Charadriidae Charadrius alexandrinus (Linnaeus, 1758) Kentish Plover
19 Apodidae Apus pacificus (Latham, 1802) Pacific Swift
20 Recurvirostridae Himantopus leucocephalus (Gould, 1837) White-Headed Stilt
21 Hirundinidae Hirundo tahitica (Gmelin, 1789) Pacific Swallow
22 Nectariniidae Nectarinia jugularis (Linnaeus, 1766) Olive-Backed Sunbird √
Source : Primary Data, 2016
Note :
IUCN = International Union for Conservation of Nature (VU mean Vulnerable Status)
CITES = Convention of International Trade in Endangered Species of Wild Flora and Fauna
UU-RI = Protected by Government Regulation (No 7, Tahun 1999)

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2.1.5. Social, Economic, and Culture Aspect

1. Number of Residents

The welfare of population is a parameter of the success of a nation, so that the welfare population
is always a main target in the process management of the country. This goal is not unattainable if
the Government cannot solve the problem of population: as the magnitude of the population and
not meratanya or not terberdayakannnya residents spread all the inhabitants. Based on the results
of the projection figure, Subang Regency by 2014 amount to approximately 1,524,670 inhabitants
with a population density of approximately 743.10 inhabitants per square kilometer.

The spread of residents in Subang Regency is not evenly between other district. Subang district is
a district with the highest population density level it is 2896.13 inhabitants/km2. The plan of the
development activities of the port Patimban located in Pusakanagara district also affect the
surrounding area namely Pusakajaya Village. Pusakanagara and Pusakajaya District was 2 region
in Subang Regency which will be affected directly from physical development of the Patimban
Port.

One of the major changes that will affect by 2 district are aspects of demography. Social change
will occur significantly, in the medium term as well as long demographic change will occur
(succession demographics), socio-economic (employment, income, changes in consumption
patterns) and cultural (lifestyles) and diversity. This region would be a "melting pot" gathering
place for people with diverse backgrounds. Therefore to consider changes in the population from
year to year of Pusakanagara District and Pusakajaya District, Subang Regency. The goal is to see
the economic development of the region as seen from the growth of the population.

According to the BPS Subang Regency in 2015, rate of population growth per year in 2000-2010
and 2010-2014. Population growth rate years 2000-2010 in Pusakanagara District was 0.48 and in
2010-2014 is 0.45. In Pusakajaya District, the rate of population growth years 2000-2010 is 0.43,
and in 2010-2014 is 0.39. Rate of population growth in Pusakanagara District and Pusakajaya
District as well as predictions of population growth until the year 2024.

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Table 2.43. Number of Residents and Growth Rate in Pusakanagara District and Pusakajaya District
Number of Residents
No. Years Pusakanagara Pusakajaya Note
District District
1. 2000 36.451 42.808 Source : BPS
2. 2010 38.253 44.668 Subang Regency
3. 2014 38.951 45.373
4. 2015 39.125 45.549 Sumber :
5. 2016 39.299 45.725 Consultant
6. 2017 39.473 45.901 Analyzed based on
7. 2018 39.647 46.077 prediction of
8. 2019 39.821 46.253 residents growth,
9. 2020 39.995 46.429 2107
10. 2021 40.169 46.605
11. 2022 40.343 46.781
12. 2023 40.517 46.957
13. 2024 40.691 47.133
Source : BPS Subang Regency and Analyzed by Consultant, 2017

A fairly high population growth have an impact on the issue of employment. The growth of the
workforce less offset by growth in employment will cause employment levels tend to decline.
However the number of residents who work do not always describe the amount of job
opportunities that exist.

This is because often the occurrence of discrepancies in the job market. Labor is capital for the
movements of the wheel of development. The number and composition of the workforce will
continue to undergo changes in line with the demographic process. Such is the case with the
development plan of the port Patimban which will slowly increase the number of inhabitants in
the region. The impact that must be anticipated is the provision of supporting facilities and
infrastructure for the population as well as the field of jobs appropriate education and expertise.

a. Education Degree
Composition of education degree, most of residents of Pusakanagara District have Elementary
school degree with percentage 28.87% of 27,781 persons and other ones have Diploma (D3)
degree is the lowest number of residents that is 153 persons with 0.55% percentage. Residents that
have Bachelor degree are up to 255 persons with percentage 0.92%. this condition shows that
human resources around project area have low degree of education. In the Table below, education
degree of Pusakanagara District and Pusakajaya Village is showed.

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Table 2.44. Number of People by Education Level

Not Finished
Not/Yet
No Village Finished in
in School Junior High Senior high
Elementary Elementary Academic University
School School

1 Pusakaratu 1.889 1.757 2.572 1.160 852 74 123

2 Gempol 890 842 817 298 168 8 36
3 Kalentambo 1.321 1.322 1.484 653 390 23 42
4 Kotasari 1.336 889 1.397 460 320 30 36
5 Patimban 2.215 1.869 1.753 467 244 17 19
Total 7.660 6.680 8.021 3.038 1.974 153 255
1 Pusakajaya 2.626 1.938 3.082 1.424 952 92 159
Total 2.626 1.938 3.082 1.424 952 92 159
Source : BPS Subang District, 2014

b. Age Group
In Tabel 2.45, number of resident of Pusakanagara District based on grup age year 2014 and
Pusakajaya Village in 2015 is showed. This shows that Pusakanagara District is dominated by
55+ age group whose number is 3,439 persons. Therefore, ratio of dependence in this area is
low, so productive age residents do not burden to fund the non-productive and yet-productive
age. While in Pusakajaya Village, in dominated by 55+ age group with 1.113 people.

c. Main Livelihood
People in Pusakanagara District have various main occupations. Following table shows main
occupation types based on profile and Typology data of Pusakanagara District year 2014, and
Pusakajaya Village in 2015.

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Table 2.45. Total population based on age in Pusakanagara District year 2014.
No. Village 0-4 5-9 10 – 14 15 - 19 20 - 24 25 - 29 30 - 34 35 - 39 40 - 44 45 - 49 50 - 54 55 + Total
1 Pusakaratu 829 791 835 749 640 749 762 641 557 477 454 953 8.437
2 Gempol 236 265 260 218 171 218 235 266 258 240 218 471 3.057
3 Kalentambo 467 453 516 424 379 433 451 439 356 330 276 711 5.236
4 Kotasari 438 410 479 369 332 413 376 369 292 260 185 543 4.466
5 Patimban 634 677 715 532 452 474 544 593 458 403 341 760 6.585
Total 2.603 2.597 2.805 2.292 1.976 2.288 2.369 2.308 1.920 1.710 1.474 3.439 27.781
1 Pusakajaya 948 1.028 1.081 907 817 959 821 805 766 640 530 1.113 10.415
Total 948 1.028 1.081 907 817 959 821 805 766 640 530 1.113 10.415
Source : Pusakanagara District, 2014 ; and Pusakajaya District, 2015

Table 2.46. Number of Residents Based on Occupation Year 2014.

Agriculture Trading,
Mining and Indust Electrical, Construc transport Financial
No Village Hotel, and Services Other Total
Dredging rial Gas, Water ted ation Institution
Farmer Labor Restaurant
1 Pusakaratu 261 986 6 145 10 100 1.047 175 26 614 104 3.473
2 Gempol 141 532 0 28 11 22 265 92 4 256 8 1.359
3 Kalentambo 295 1.116 0 73 8 42 395 86 13 144 25 2.199
4 Kotasari 165 626 4 43 6 290 417 63 7 139 129 1.889
5 Patimban 366 1.299 2 20 11 27 613 59 6 115 43 2.539
Total 1.206 4.558 12 310 47 480 2.738 474 55 1.269 309 11.459
1 Pusakajaya 330 1.249 4 175 12 129 1.081 351 26 445 172 3.956
Total 330 1.249 4 175 12 129 1.081 351 26 445 172 3.956
Source : Pusakanagara District, 2014 ; and Pusakajaya District, 2015

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2. Economical Facility
Residents of Pusakanagara District are dominated by Farm Workers (39.78%) and the least
livelihood (occupation) is Mine and Quarry (0.1%). Majority of instutions of economy in
Pusakanagara District are small shops that are up to 541 units. While for major owner for
marketing place in Pusakajaya Village is shopping complex with n 102 units. Economical
Facilities that located in Pusakanagara District and Pusakajaya Village is able to be seen in
following table.

Table 2.47. Marketing Place in Pusakanagara District, 2014 and Pusakajaya Village, 2015
No Village Market Kios Warung Shop Other
1 Pusakaratu - 26 115 48 1
2 Gempol - 22 76 7 1
3 Kalentambo - 13 54 30 -
4 Kotasari - 5 32 27 -
5 Patimban - 5 264 50 1
Total - 70 541 162 3
1 Pusakajaya 1 49 264 102 2
Total 1 49 264 102 2
Source : Pusakanagara District, 2014 and Pusakajaya District, 2015

In term of Land use, most of lands in project area are used as farmlands. Most of farmlands in
project area are paddy field 1,687.2 Ha or 44.43% or total lands in the project area. While,
majority land used in Pusakajaya Village is paddy field among 512.00 Ha. Extents area by
type of soil used in Pusakanagara District year 2014 and Pusakajaya Village years 2015.

Table 2.48. Soil Extent by Used in 2014

No Village Paddy Field Moor Housing Graveyard Garden Fish Pond Other Total (Ha)
1 Pusakaratu 290 30 104,29 2 2,64 0 9,06 437,99
2 Gempol 218,2 0,98 63,06 0,62 58 0 13,10 353,96
3 Kalentambo 603,40 0,60 64,40 1,97 3,41 0 1,08 674,86
4 Kotasari 252,40 0,70 39,41 1,32 1,32 0 5,37 300,52
5 Patimban 314,20 0 155,42 3 51,66 1.053 432,24 2.009,52
Jumlah 1.678,2 32,28 426,58 8,91 117,03 1.053 460,85 3.776,85
1 Pusakajaya 516.00 3.00 90.22 3.00 6.90 0 0.88 620.00
Jumlah 516.00 3.00 90.22 3.00 6.90 0 0.88 620.00
Source: Pusakanagara District, 2014 and Pusakajaya District, 2015

Table 2.49. Paddy Productivity in Pusakanagara District

Village Total Area (Ha) Productivity per ha (Ton/Ha) Production (Ton)
Pusakaratu 322,00 6,83 2.197,65
Gempol 241,00 7,05 1.699,05
Kalentambo 641,00 6,83 4.374,83
Kotasari 357,00 6,28 2.240,18
Rancadaka 869,00 6,80 5.909,20
Patimban 303,00 5,80 1.757,40

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Village Total Area (Ha) Productivity per ha (Ton/Ha) Production (Ton)

Mundusari 327,00 7,44 2.42,88
Total 3.060,00 47,02 20.611,18

According to paddy productivity in Pusakanagara District, can seen that total area that used
for paddy field is 3.060 ha with total production is 20.611,18 ton. The most of paddy
productivity is Rancadaka village with 5.909,20 ton.

3. Perception of Resident
a. The Respondents Knowledge About The Port Patimban Construction Plan
The Knowledge of its society about the Construction of the Port Patimban Plan is the one thing
that is important in the smooth construction in the future. The society need to know the action
plan and its possible impacts, both positive and negative.

From the results of the survey and interview data showed that people in the research area most
of which amounted to 85% of respondents who have already knew about the plan Port
Patimban Construction will be implemented and only 15% of respondents were not aware of
these activities. The are still the majority of respondents who do not know Port Patimban
Construction plan shows which needs an intensive socialization so that people will know about
and support Port Patimban Construction Plan. The data presented in Table and Figure below.

Table 2.50. The Respondents Knowledge About The Port Patimban Construction Plan
The Respondents Knowledge About The
The Village
Port Patimban Construction Plan
No. Respondents Origin Total
Know Does Not Know
PUSAKANAGARA DISTRICT
1. GEMPOL 11 1 12
2. PATIMBAN 32 6 38
3. KALENTAMBO 12 0 12
4. PUSAKARATU 9 3 12
5. KOTASARI 10 3 13
PUSAKAJAYA DISTRICT
6. PUSAKAJAYA 11 2 13
Total 85 15 100
Percentage 85,0% 15,0% 100,0%
Source : Social Survey Team, 2016

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RENCANA PEMBANGUNAN PELABUHAN PATIMBAN

Patimban Port Development Plan

Know
MENGETAHUI

85%
85,0%

TIDAK MENGETAHUI
Doesn’t Know
15,0%
15%

Figure 2.44. Respondents Knowlege about Patimban Port Construction Plan

Source : Social Survey Team, 2016

b. The Source Information of Patimban Port Construction

The Sources of information obtained by the respondents who had knowledge of the plans of
Port Patimban Construction is derived from a variety of sources, including from the: village /
district, RT / RW / Society Figure, the proponent (The Ministry of Transportation), Neighbors
Neighborhood / Friends and Media.

From the results of questionnaires, data showed that the source of most information obtained
from neighbors / friends to the percentage of 61% followed by resources from the village /
district which was answered by 11% of respondents then information from the proponent in
this case the Ministry of Transportation, which was answered by 9% of respondents. Further
information is derived from the RT / RW / Society Figure who answered by 3% of respondents,
and the last is the information from the media answered by 1% of respondents. The data
presented in Table and Figure below.

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Table 2.51. The Source Information Port Patimban Construction

The Source Information Port Patimban Construction
The Village
No. Respondents The Ministry of Total
Not Village/ RT/RW/ Neighbour/Fr
Origin Transortation Media
Answered Subdisctric Society Figure iends
(KEMENHUB)
Pusakanagara District
1. Gempol 1 1 0 4 6 0 12
2. Patimban 6 3 1 1 27 0 38
3. Kalentambo 0 0 0 1 10 1 12
4. Pusakaratu 3 1 1 0 7 0 12
5. Kotasari 3 2 0 3 5 0 13
Pusakajaya District
6. Pusakajaya 2 4 1 0 6 0 13
Total 15 11 3 9 61 1 100
Percentage 15,0% 11,0% 3,0% 9,0% 61,0% 1,0% 100,0%
Source : Social Survey Team, 2016

Figure 2.45. Source Information Port Patimban Construction

Source : Social Survey Team, 2016

c. Perceptions of Respondents Against The Construction Plan

The society support in construction activities is very important for the smooth construction of
the Port of Patimban at all stages. From the results of the survey and interview data showed
that as many as 62% of respondents support Port Patimban Construction plan. The Positive
interaction that has been built by the Ministry of transportation which has built a great support

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from the community to the plan activities. However, there are 38% of respondents who do not
agree of the Port Patimban Construction plan. The data presented in Table and Figure below.

Table 2.52. Perceptions of Respondents Against the Construction Plan

PERCEPTIONS OF RESPONDENTS
The Village AGAINST THE CONSTRUCTION PLAN Total
No.
Respondents Origin
AGREE DISAGREE

Pusakanagara District
1. Gempol 10 2 12
2. Patimban 14 24 38
3. Kalentambo 12 0 12
4. Pusakaratu 10 2 12
5. Kotasari 7 6 13
Pusakajaya District
6. Pusakajaya 9 4 13
Total 62 38 100
Percentage 62,0% 38,0% 100,0%
Source : Social Survey Team, 2016

PERSEPSI TERHADAP
Perception RENCANA PEMBANGUNAN
to Development Plan

TIDAK
Not SETUJU
Agree
38 %
38,0%

SETUJU
Agree
62,0%
62 %

Figure 2.46. Perceptions of Respondents Against the Construction Plan

Source : Social Survey Team, 2016

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d. The Agreement Reasons for The Port Patimban Construction

The support from the society who agreed with the plan of Port Patimban Construction is based
on the reason, those are the construction of the Port Patimban: can promote the environment,
create jobs, will open up business opportunities, increased incomes and the environment
around Patimban will be crowded by newcomers. From the various agreed reasons, such sorted
from most large percentage of answer was 32% of respondents revealed that the Port Patimban
will open a lot of good jobs for workers in the port as well as supporting staff. The next highest
answer is Port Patimban Construction can open up business opportunities and bring the
environment into advanced, two answers were equally stated by 22% of respondents.

There are also 5% of respondents who answered that the Port Patimban Construction can
increase the income of the population that has had a current job and the last answer is by 5%
of respondents Port Patimban Construction will make the environment more crowded and
developed into the region. The data presented in Table and Figure below.

Table 2.53. The Agreement Reason for Patimban Port Construction

The Agreement Reasons for The Port Patimban Construction Total
The Village
Not can promote open up Crowded by
No. Respondents increased
Answered the create jobs business the new
Origin incomes
environment opportunities comers
Pusakanagara District
1. Gempol 1 5 1 2 2 1 12
2. Patimban 9 4 10 15 0 0 38
3. Kalentambo 3 4 3 1 1 0 12
4. Pusakaratu 0 2 9 0 1 0 12
5. Kotasari 4 4 2 1 1 1 13
Pusakajaya District
6. Pusakajaya 0 3 7 3 0 0 13
Total 17 22 32 22 5 2 100
Percentage 17,0% 22,0% 32,0% 22,0% 5,0% 2,0% 100,0%
Source : Social Survey Team, 2016

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Figure 2.47. The Agreement Reason for Patimban Port Construction

Source : Social Survey Team, 2016

e. The Disagree Reason for Port Patimban Construction

On the each plan activities that related to the wider society will always be pros and cons or
disagreement. The respondents reason which were not support the plan of construction
activities of Patimban plan consists of a variety of reasons, including loss of livelihood, loss
of income, loss of land to sea / fishing, noise pollution, land eviction of citizens, the
environment becomes prone to crime, congestion, the risk of flooding, citizens become
individualistic and original residents will be left behind because of their entrants.

The order of disagree reason of Port Patimban construction is the greatest percentage loss of
livelihoods, especially for the farmers whose land will be the site of Port Patimban
Construction, it is stated by 30% of respondents. Similarly, the associated disquiet over land
eviction of citizens which has been used for the benefit become the reason of the large disagree
enough also is stated by 27% of respondents. There are 8% of respondents who do not agree
to the construction of the Port of Patimban because it would give the occurrence of jam. Its
conditions are expected by 7% of respondents that will cause a reduction in income due to the
activity of the locals to earn a living will be disrupted.

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For residents who work as fishermen go to sea there is a concern because less land will be
hindered by the activity of the Port Patimban Construction, as stated by 6% of respondents.
Port Patimban construction also makes 6% of respondents are upset their noise pollution from
large ships that will be docked in the port of this Patimban. It being more in percentage is small
enough that concerns the susceptibility of criminality in the environment, the risk of flooding,
residents become individualistic and original residents be left behind because of their arrivals,
things were equally stated by 1% of respondents. The data presented in Table and Figure below.

Table 2.54. The Disagree Reason for Patimban Port Construction

Total
The Disagree Reason for Port Patimban Construction

The Village

original residents be
the risk of flooding
loss of land to sea

becomes prone to
loss of livelihood

land eviction of
noise pollution
Not Answered

individualistic
Less Income

No. Respondents

congestion

left behind
become
citizens

crime
Origin

Pusakanagara District
1. Gempol 5 4 0 1 0 0 0 1 0 0 1 12
2. Patimban 1 18 6 4 1 7 0 1 0 0 0 38
3. Kalentambo 3 4 1 0 0 3 1 0 0 0 0 12
4. Pusakaratu 3 0 0 1 1 5 0 2 0 0 0 12
5. Kotasari 3 3 0 0 0 7 0 0 0 0 0 13
Pusakajaya District
6. Pusakajaya 1 1 0 0 0 5 0 4 1 1 0 13
Total 16 30 7 6 2 27 1 8 1 1 1 100
Percentage
16,0% 30,0% 7,0% 6,0% 2,0% 27,0% 1,0% 8,0% 1,0% 1,0% 1,0% 100,0%

Source : Social Survey Team, 2016

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Figure 2.48. The Disagree Reason for Patimban Port Construction

Source : Social Survey Team, 2016

f. The Respondent’s Expectation Concerning To The Port Patimban Construction

Port Development Plan in Patimban Village area, The Pusakanagara Subistrict has provided a
number of positive expectations for the society around, both of residing in the Sub-district of
Pusakanagara and Sub-distric of Pusakajaya or people who are not staying at that location but
interact intensively with the territory.

Some expectations from those surveyed respondents are sorted from the start of the most
substantial: 49% of respondents expect that local residents can be involved work in the
construction of the Port of Patimban that would adapted to the educational qualifications
acquired; 27% of respondents would like to be given of a place of business aound of Patimban
Port, particularly for local residents who have had to be prioritized; 5% of respondents expect
that the construction of the Patimban Port would not to the detriment the society; 4% of
respondents expect for residents who affected by land evictions for Patimban Port
Construction will get compensation / reimbursement prices as they desired; The next 4% of
respondents there are also expect that his land is not evicted because they do not have
anywhere else as a source of livelihood; 3% of respondents expect this Port Patimban
Construction can be controlled from the side of safety and not to cause any disturbance to the
environment; 2% of respondents expect the Port Patimban later can become a tourist attraction;
2% respondents wanted the Port Patimban Construction can bring the environmental progress

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and prosperity for the society; 2% of respondents want the population who are farmers but the
land be evicted for the Port Patimban Construction can still farming in a new better
replacement location and the last 1% of respondents expect for residents affected by land
acquisition so that the price of it could rise up from the previous replacement. The data
presented in Table and Figure below.

Table 2.55. The Respondent’s Expectation Concerning to Patimban Port Construction

Total
The respondent’s expectation concerning to The Port Patimban Construction

The Village
construction of the

get compensation /

Do Not Let it Give

given of a place of

prosperity for the

Port of Patimban

can be controlled

Rise up the Land

tourist attraction
Respondents
safety and not to

can still farming

would like to be

from the side of

can be involved

reimbursement

environmental
Disadvantages
No.

can become a

Flood Causes

can bring the

progress and
Considering
Not Evicted
Origin
work in the

cause any
business

prices

Price
Pusakanagara District
1. Gempol 5 4 0 0 0 1 2 0 0 0 0 12
2. Patimban 20 14 1 1 1 0 0 0 0 0 1 38
3. Kalentambo 7 3 0 0 0 0 0 0 0 1 1 12
4. Pusakaratu 4 4 2 0 0 0 1 0 1 0 0 12
5. Kotasari 6 0 0 3 1 2 1 0 0 0 0 13
Pusakajaya District
6. Pusakajaya 7 2 0 0 0 1 1 1 1 0 0 13
Total 49 27 3 4 2 4 5 1 2 1 2 100
Percentage 4,0
49,0% 27,0% 3,0% 4,0% 2,0% 5,0% 1,0% 2,0% 1,0% 2,0% 100,0%
%
Source : Social Survey Team, 2016

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Figure 2.49. Respondent’s Expectation Concerning to Patimban Port Construction

Source : Social Survey Team, 2016

g. The Fresh Water Sources Which Is Used To Bathing And Washing

The fresh water is a basic needs for the human to be used to drink water, cooking needs, bathing,
or washing. The fresh water supplying to fulfill the household needs in the research area, they
are consist of the various sources they are: dig well, drilled well, buy and others.

Based on the questionnarie spreading result, the fresh water sources which is mostly used by
the respondents who is obtained from the drilled well is about 56%, and the respondents who
are obtained from the dig well is about 33%, and the respondents who use the water from their
neighboor is baout 5%, and the small part of respondents also use the water from the small
river is about 1%.

The respondents who use the water from the dig well or drilled well using the water sourced
from the lower ground / and the depth is around the various average value from <10 which is
answered by 49% respondents and the depth 10-20m is stated by 8% respondents. The data
itself shown by the table and the figure below.

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Table 2.56. The Fresh Water Sources Which is Used to Bathing and Washing

THE WATER SOURCES FOR BATHING AND WASHING

The Village
NO. TOTAL
Respondents SMALL
DIG DRILLED NEIGHBOUR’S
Origin BUY RIVER
WELL WELL HELP
WATER
Pusakanagara District
1. Gempol 2 9 1 0 0 12
2. Patimban 15 22 0 1 0 38
3. Kalentambo 2 5 3 1 1 12
4. Pusakaratu 2 9 0 1 0 12
5. Kotasari 6 7 0 0 0 13
Pusakajaya District
6. Pusakajaya 6 4 1 2 0 13
Total 33 56 5 5 1 100
Percentage 33,0% 56,0% 5,0% 5,0% 1,0% 100,0%

Figure 2.50. Fresh Water Sources Which is Used to Bathing and Washing
Source : Social Survey Team, 2016

h. The Fresh Water Sources For Drinking and Cooking

For some respondents, the consumption for drinking and cooking there is the difference
between the water for bathing and washing because of the condition of the water which is not
possible to enter into the human body. Based on the interview result, it was obtained that 83%
respondents choose to buy the water for drinking and cooking, 9% respondents keep the water
from the drilled well water for drinking and cooking, 6% others also keep using the dig well

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water for drinking and cooking, and 2% respondents keep the water from theirs neighbour’s
help for drinking and Cooking. Those data is presented in this table bellow.

Table 2.57. The Fresh Water Sources Which is Used to Drinking and Cooking
THE WATER SOURCES FOR DRINKING AND COOKING
NO. The Village Respondents TOTAL
DIG DRILLED NEIGHBOUR’S
Origin BUY
WELL WELL HELP
Pusakanagara Distict
1. Gempol 0 0 12 0 12
2. Patimban 2 1 35 0 38
3. Kalentambo 1 1 9 1 12
4. Pusakaratu 2 5 5 0 12
5. Kotasari 1 0 12 0 13
Pusakajaya District
6. Pusakajaya 0 2 10 1 13
Total 6 9 83 2 100
Persentage 6,0% 9,0% 83,0% 2,0% 100,0%

Figure 2.51. Fresh Water Sources Which is Used to Drinking and Cooking
Source : Social Survey Team, 2016

i. The Water Quality Which is Used by The Respondents

Based on the questionnarie spreading, the water quality which is used by the most of the
respondents in the research area is basiclly fresh and good condition as stated by 76%

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respondents. Some of them are said that the water sources which is used for daily needs
(bathing and washing) is less good condition, as stated by 18% respondents which are stated
that the water sources is turbid, 4%respondents stated that the water sources is salty tasted
because of the water sources position is near by the North beach of the Java. There are also
2% respondents who stated that the water sources they are used is smells bad. The data is
presented in this table below.

Table 2.58. The Water Condition who Used by Respondents

Water Condition
No. The Village Respondents Origin Total
GOOD/CLEAR TURBID SMELLS BAD TASTED
Pusakanagara District
1. Gempol 11 0 0 1 12
2. Patimban 29 7 2 0 38
3. Kalentambo 10 1 0 1 12
4. Pusakaratu 8 4 0 0 12
5. Kotasari 9 4 0 0 13
Pusakajaya District
6. Pusakajaya 9 2 0 2 13
Total 76 18 2 4 100
Percentage 76,0% 18,0% 2,0% 4,0% 100,0%

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Figure 2.52. Water Condition which Used by Respondents

Source : Social Survey Team, 2016

j. Sewerage System
The society around the Port development generally manage the wastewater invidually in each
household. The system used is the local sanitation (on-site sanitation), by the managing tools
lavatory waste water in the form of a septic tank, as stated by 62% of respondents. Furthermore,
there are 21% of respondents who distribute the dirty water from the house with a direct
channel to the sea, the next 16% of respondents discard the dirty water into drainage channels
and 1% of respondents channeling dirty water directly into the gutter. For sewerage without
septic tank system, wastewater is usually a former laundry and kitchen waste water. The data
is shown in Table and Figure below.

Table 2.59. Sewerage System

Sewerage System
The Village Respondents
NO. Total
Origin Septic Drainage A Direct Channel To The
Tank Channels The Sea Gutter
Pusakajaya District
1. Gempol 6 5 1 0 12
2. Patimban 25 10 3 0 38
3. Kalentambo 8 0 4 0 12
4. Pusakaratu 7 1 4 0 12

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5. Kotasari 8 0 4 1 13
Pusakajaya district
6. Pusakajaya 8 0 5 0 13
Total 62 16 21 1 100
Percentage 62,0% 16,0% 21,0% 1,0% 100,0%

Figure 2.53. Sewerage System

Source : Social Survey Team, 2016

k. Waste Management
System Level Waste Disposal in Household
The waste disposal system arounf the Patimban ort development mostly use the communal
system that is collected and combusted directly as stated by 47% respondents. This is due to
the presence of the waste management system provided by the government. Besides the
dominant summited waste is the household waste in relative quantity does not full. In addition
to more practical, the pollution also level has not too high and would be done by local people.
Things need to be done is should to do an approval together by the local society is about the
waste location which is carried out of the arson. Certainly, the chosen location is far away
from the location of settlements so it would not influence the health of the population.

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There are 27% of respondents who throw trash household activities directly into the river,
especially for the respondents whose home is close to the river flow. There is also 26% of
respondents who collect it in the landfill at their home / put in the trashbin. The data shown in
Table and Figure below.

Table 2.60. System Level Waste Disposal in Household

System Level Waste Disposal in Household

No. The Village Respondents Total
Origin Throw It Into The Burn Throw It To The
Trashbin Directly River
Pusakanagara District
1. Gempol 2 7 3 12
2. Patimban 10 8 20 38
3. Kalentambo 1 10 1 12
4. Pusakaratu 4 8 0 12
5. Kotasari 4 8 1 13
Pusakajaya District
6. Pusakajaya 5 6 2 13
Total 26 47 27 100
Percentage 26,0% 47,0% 27,0% 100,0%

Figure 2.54. System Level Waste Disposal in Household

Source : Social Survey Team, 2016

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The Sorting Waste by Respondents

Domestic waste from the rest of the household activities are not entirely discarded, some
respondents that sorting between organic (derived from the remains of living things that
undergo decomposition, such as leaves, woods, egg shells, etc.) and non-organic waste
(derived from materials are not easily decomposed by the bacteria, such as plastic, beverage
bottles, cans, etc.). In the research area, there are 21% of respondents who do the sorting of
waste by its type. Their aim is to make non-organic waste that has been collected can be sold
back to the collector and earn the money. The majority of respondents are 79% do not pick
through the trash but discarded immediately. The data shown in Table and Figure below.

Table 2.61. Sorting Waste by Respondents

No. The Sorting Waste
The Village Respondents Origin Total
Yes Not
Pusakanagara District
1. Gempol 2 10 12
2. Patimban 6 32 38
3. Kalentambo 4 8 12
4. Pusakaratu 4 8 12
5. Kotasari 1 12 13
Pusakajaya District
6. Pusakajaya 4 9 13
Total 21 79 100
Percentage 21,0% 79,0% 100,0%

Figure 2.55. Sorting Waste by Respondents

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4. Auction Places (TPIs) as Fields of Study with Number of Registered

There are auction places of fish around project site, those are :
1. TPI Kali Genteng
2. TPI Truntum
3. TPI Tanjung Pura
There are numbers of fishermen which are registered in every TPI can be seen in following
table.
Table 2.62. Auction Places (TPIs) by Number of Registered Fishermen
TPI
Item
Kali Genteng Truntum Tanjung Pura
Number of Fishermen (person) 146 119 157
Number of Fishermen That Have Fishing
105 109 146
Boats (person)
Number of Fishermen That Do Not Have
41 10 11
Fishing Boats (person)
Number of Total Village Population
867 1.854 1.356
(person)
Source : Fishig Ground Survey Team, 2016

• Fishermen Fish Production and Fishing Ground (TPI Kali Genteng)

Kali Genteng Residence is an area with the most fishing activity in Pusakanagara District.
There are 8 groups of fishermen with 105 persons members. Main commodity of their
catching is White pomflet fish with 368 kg amount. There is amount of fishes which is
usually obtained by fishermen of TPI Kali Genteng, can be seen in following figure.

400
368
Kerapu
350
Bawal Putih (Loan)
300 Rajungan

250 Udang
Cumi
Volume (Kg)

200
Kepiting
150 Sotong
Petek
100
66 Kembung
50
50 37,3
25 22 26.2 23 25 22 Tenggiri
5 12.520 5
20
3
0 Teri
1

Figure 2.56. Comodity of Fish Cath in TPI Kali Genteng

Source : Fishing Ground Survey Team, 2016

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• Fishermen Fish Production and Fishing Ground (TPI Trungtum)

There are 5 group of fishermen, those are Kerapu Mas, Rebon Mas, Mina Jaya Harapan,
Mina Subur Jaya, dan Mina Bahari. Main commodities of this TPI among them is glass
fish. Amount of fishes that is usually obtained can be seen on following figure.

350
300
300

250 Rajungan
Udang
Volume (Kg)

200
Petek
150 Kembung

100 Tenggiri
Kuro
50 36,7
25
8.2 10 7
0
1

Figure 2.57. Comodity of Fish in TPI Truntum

Source : Fishing Ground Survey Team, 2016

• Fishermen Fish Production and Fishing Ground (TPI Tanjungpura)

Tanjung pura is one of large residences in Pusakanagara District, with main activity of its
community is Fishermen. Fishing results that are often got, are White pomflet fish and
shrimp. Amount of main fishing result can be seen on Following Figure.

Loan 152

Shrimp 119

0 50 100 150 200

Volume/Person/Trip (Kg)

Figure 2.58. Comodity of Fish Cath in TPI Tanjungpura

Source : Fishing Ground Survey Team, 2016

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5. Fishing Ground
Fishing ground names are taken based on nearest area to fishing ground, for example, Ciasem
Fishing ground is named because the location near with Karang Asem region, and Mayangan
Fishing ground is taken from Mayangan Region.

Based on survey which has conducted, there are 6 fishing grounds that often become place to
fish for fishermen of 3 TPIs. The locations are :
1. Ciasem
2. Mayangan
3. Bobos
4. Pantai Patimban
5. Gebang
6. Eretan (Electricity Steam Power Plant)

According to collected data, fishermen do not only fish in one fishing ground, but also fish in
another fishing grounds.

• Fishing ground of TPI Kali Genteng Fishermen

Majority of Fishermen of TPI Kali Genteng fish in Gebang Ground due to amount of fish
is more than other grounds. Plus, distance of Kali Genten and Gebang ground is not too far
to be reached. So that the cost for going fish become less. Figure of fishing ground of TPI
Kali Genteng Fishermen can be seen in figure 2.59.

• Fishing ground of TPI Truntum Fishermen

Some of fishermen of this TPI fish around Pantai Patimban as many as 36% of fishermen.
Because TPI and fishing ground have distance not too far. So the cost of fish is less. Figure
of Fishing ground of TPI Truntum Fishermen can be seen in Figure 2.60.

• Fishing ground of TPI Tanjung Pura Fishermen

Majority of fishermen of this TPI fish in Gebang ground due to the ground is not far from
TPI. Then the second visited ground. On other hand, Mayangan becomes less visited
ground by fishermen because of it is distant from TPI. Figure of Fishing ground of TPI
Tanjung PuraFishermen can be seen in Figure 2.61.

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1. Ciasem
2. Mayangan
3. Bobos
4. Pantai Patimban
5. Gebang
6. Eretan
3
2

1
5
5
4

Figure 2.59. Maps of Kali Genteng Fishermen Fishing Route by Fishing Ground
Source : Fishing Ground Survey Team, 2016

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1. Ciasem
2. Mayangan
3. Bobos
4. Pantai Patimban
5. Gebang
3
6. Eretan
2

1
5
5
4

Figure 2.60. Maps of Truntum Fishermen Fishing Route by Fishing Ground

Source : Fishing Ground Survey Team, 2016

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1. Ciasem
2. Mayangan
3. Bobos
4. Pantai Patimban
5. Gebang
3
6. Eretan
2

1
5
5
4

Figure 2.61. Maps of Tanjungpura Fishermen Fishing Route by Fishing Ground

Source : Fishing Ground Survey Team, 2016

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6. Fish Farming Activities

a. Fish Farming on Brackish Water Activities
There is a brackish water fish farming activities or better known as the fishpond in the area of the
project footprint. In the planning, there is a land of ponds to be used for back-up area. Aquaculture
activities conducted in the region of the project footprint is cultivated with commodities milkfish
(Chanos chanos) and vannamei shrimp (Litopenaeus vanamei).

From the results of a survey of the field, there are two categories of fishpond if classified based
on the technology culture, i.e. the fishpond with extensive/traditional technologies and technology
intensive farm. On cultivating technology extensively cultivated commodity, is fish, while the
cultivation technology of intensive shrimp commodity vanamei has.

In this patimban port development activities, in particular for back up area will be. There is a land
of ponds covering an area of 113.15 Ha are affected by the project footprint. Most of the land is
farmed with technology-intensive.

In this patimban port development activities, in particular for back up area. There is a land of
ponds covering an area of 113.15 Ha are affected by the project footprint. Farmed land affected
by the project footprint is located in Block 16, 18, 19 and 20. As for the area of land farmed for
each block can be seen in the following table:

Table 2.63. Wide Fishpond on every block

No. Block Broad Causeway (Ha)
2 Block 16 1.47
3 Block 18 32.39
4 Block 19 56.65
5 Block 20 22.64
Source: LARAP, 2016

If viewed from the condition of the asset, identified 34 businesses from fishpond but which is a
productive farm as much as 19 fishpond. the following is a productive farm data on each block.

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Table 2.64. The Number Of Productive Fishponds

No. Block The number of productive
fishponds
1 Block 15 1
2 Block 16 0
3 Block 17 2
4 Block 18 6
5 Block 19 6
6 Block 20 4
Source: LARAP, 2016
For most types of farm commodities are shrimp of 72.7 percent and 27.3 percent milkfish ponds.

Table 2.65. Commodity Types Of Ponds

No. Block Farmed Shrimp Farmed Whitefish
1 Block 15 1 1
2 Block 16 0 1
3 Block 17 2 0
4 Block 18 4 2
5 Block 19 5 1
6 Block 20 4 1
Total 16 6
Source: LARAP, 2016

b. Milkfish Farming Activities

Based on the results of field surveys, fish farming activities banding is performed with the solid
stocking 4,000-5,000 head/ha. Milkfish farming activities carried out during the 4 months of/siklus,
so that it can be done in 1 year cultivation by as much as 3 cycles. Harvest activities carried out at
the time of banding reach a size of 6-8 tails/kg.

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Figure 2.62. Pond Farming Milkfish

The following is an analysis of income from fish farming activities milkfish per production cycle
per swath in the region of the project footprint (back-up area) in the village of Patimban.

Table 2.66. Expenses For The Production Of Fish Whitefish

The total
Component Unit Price (Rp) Unit Description
number of
Cost of preparation
vitamins, ursal and
probiotics Bag 50,000 4 200,000 wholesale
Nener Tail 800 5.000 4 million
Saponins Kg 8,000 50 400,000
Labor costs
Today The Working
land preparation People (HOK) 1,500,000 1 1,500,000 wholesale
Today The Working
Harvest People (HOK) 100,000 4 400,000
Expenditure 6,500,000
Source: Survey and analysis, 2017

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Table 2.67. Revenue for the production of Fish Whitefish

SR = 80% 4,000 tail
Production 666.67 kg
income RP 10 million
Source: Survey and analysis, 2017

Based on the second table above, note that the loss of income due to loss of land that is used as
the project's footprint is Rp. 3,500,000/outdoor/cycle.

As for the aspirations of farmers, fish farmers/milkfish farmers is the replacement of the
corresponding land, and diolibatkan in the development activities of the port.

c. Shrimp Farming Activities Vanamei

In production generally there are 1 outdoor tandon to serve 4 ponds that are used as outdoor
production. the average pool used for the production of measuring 0.5 Ha. Shrimp aquaculture
activities carried out with intensive technology vanamei. It is characterized by densely stocking
high, i.e. an average of 100 head/m2. Benur used for shrimp aquaculture activities was Post; plural
larvae (PL) 5 days. In the activities of production, cultivation cycle 1 had a time of 6 months. as
for the types of cultivated shrimp are shrimp vannamei (Litopenaeus vannamei).

Figure 2.63. Species Of Shrimp farmed (Litopenaeus vannamei)

Shrimp harvest Activities carried out in partial vanamei, where harvest is first done on size/size
80 (tail/kg), while the second harvest is done at the time of the size/size 50 (tail/kg). the average
market price for size 80 is Rp. 60,000 head/kg, while for size 50 is Rp. 80,000. partial harvesting
activities are generally carried out by doing the harvest by 30% in phase 1 for size 80 and 70% in
phase 2 for size 50. In one production cycle, the resulting average production of 8 tons.

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Shrimp farming activities vanamei intensively is a capital-intensive farming activities. However,

these activities also generate enormous profits from each production. Following is the result of
revenue analysis of the shrimp farming activities vanamei intensively in the area of the project
footprint.

Table 2.68. Expenditure for Production Intensive Vanamei Shrimps Per Cycle
Component Unit Price (Rp) Unit Total Description
Cost of preparation
Plastic Roll 5 million 4 20 million
benur PL-5 Tail 45 500,000 22,500,000
Lime Kg 1,000 2,000 2 million
Maintenance costs
Urea Kg 15 2,000 30,000
Bran Kg 3,000 300 900,000
Feed Kg 16,000 10,000 160 million
Electric 40 million 1 40 million 1 cycle
Windmills Unit 572,000 7 4,004,000
Labor costs
Today The Working
land preparation 7 million 1 7 million Wholesale
People (HOK)
Today The Working
Harvest 4 million 1 4 million Wholesale
People (HOK)
Person Of The Month
Security/security guard 2,500,000 4 10 million
(OB)
Person Of The Month
Feeder 2,500,000 4 10 million
(OB)
Person Of The Month
Technician 4 million 6 24 million
(OB)
Expenditure 304,434, 000
Source: Survey and analysis, 2017

Table 2.69. Revenue from production of the Vanamei Shrimps Intensively Per Cycle
SR = 80% 400,000 Tail
partial harvesting 1 120,000 Tail
partial harvest 2 280,000 Tail
partial harvest production 1 1,500 Kg
partial harvest production 2 5,600 Kg
partial harvest revenue 1 RP 120 million
partial harvest income 2 RP 448 million
the amount of income RP 568 million
Source: survey and analysis, 2017

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Based on the results of the analysis of pengeluaan and income above, it can be noted that in one
production cycle per pond, making a profit of Rp. 263.566.000/cycle/pond. so if that value then
may be known to an average loss of income from their respective employers and workers farmed
due to loss of land for the construction of the back-up area of the harbour.

Figure 2.64. Pond Farming Intensively Vanamei Shrimps

As for the aspirations of the farmers affected by the construction of the port area to back up is
the obvious replacement with a price to match. Given the magnitude of the gains were lost due to
loss of land farmed.

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7. Farming Activities
a. Extensive Areas of potentially impacted by the project in a Back-Up Area
Based on survey results obtained in the field, total area of back-up area is 356.23 acres . The total
area is planned, as many as 10 hectares will be used for the back-up on the phase 1, while the rest
of the land will be used for long-term development, the Green open space and buffer zone. Based
on the mapping and logging results, then the project location the port of Patimban in the
Pusakanagara subdistrict of Subang Regency is divided into 6 main blocks, namely Blocks 15, 16,
17, 18, 19, and 20. Spacious, each block can be seen in the following table.

Table 2.70. Broad Back-Up The Area in each block (in addition to PT. Wahana)
Block Area (M2) Area (Ha)
15 757,335.48 75.73
16 222,105.85 22.21
17 729,667.51 72.97
18 377,854.42 37.79
19 1,090,140.59 109.01
20 385,194.15 38.52
Total 3,562,297.99 356.23
Source: LARAP Survey Team, 2016

The results of the field survey also shows that in the area there are the roads, rivers and irrigation
canals.

The Total area of land owned by the company or the local community and the private sector that
will be affected by the plan of the harbor construction project Patimban is 3 1 2, 38 hectares and
land area owned by the Government is 43, 85 hectares.

Table 2.71. The Total area of land belonging to local people and Companies
Block The owner of the Area (m 2) Area (ha)
15 Public land 730,396.05 73.04
16 Public land 200,646.45 20
17 Public land 716,757.12 71.68
18 Public land 353,162.52 35.32
Public land 344,604.30 34.46
19 Private land (PT. Governance
412,705.36 41.27
Dynamics)
20 Public land 365,518.37 36.55
Total area 3,123,790.18 312.38
Source: LARAP Survey Team, 2016

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Table 2.72. Government Land Area Per Block

Block Owner Area (m2) Area (ha)
The Land Of The Village 7, 944.64 0.79
15
State Land 18, 994.76 1.90
Twisted Land 1, 628.98 0.16
16 The Land Of The Village 8, 363.84 0.84
State Land 11, 466.58 1.15
The Land Of The Village 2, 253.24 0.23
State Land 5, 920.45 0.59
17
Public Works Land 1, 996.46 0.20
The Waqf Land 2, 740.23 0.27
The Land Of The Village 1, 390.97 0.14
18
State Land 23, 300.93 2.33
Twisted Land 295, 808.23 29.58
The Land Of The Village 450.72 0.05
19 State Land 13, 110.93 v1.31
LahanPemerintah Area 20, 911.62 2.09
Waqf Land (Mosque) 2, 549.44 0.25
The Land Of The Village 16, 906.32 1.69
20
Waqf Land (Mosque) 2, 769.45 0.28
Total 438, 445.98 43.85
Source: analysis of Quantifying Spatial 2016.

b. The number of Fields and Land Owner

Back-Up Area
Based on the survey, there were 266 fields owned by the land owner in the area 156 back-up of
any of the affected blocks. There are only a few landholders in the area of back-ups that have more
than one area of the farm and it is distributed in different blocks. Because of that, therefore the
number of landholders in each block, namely 188 people, be it does not represent the actual amount
of land owners. Details of the number of fields and land owners can be seen in the following table.

Table 2.73. The total number of fields and land owner

Block Fields Land Owner
15 80 50
16 27 25
17 75 43
18 15 13
19 46 35
20 23 22
Total 266 * 156
* Note: Not a total land areas per block, but only based on actual land owner.

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Access Roads
Based on the survey, there were 106 the owner of land in the Kalentambo Village, Gempol Village,
Kotasari Village, Pusakajaya Village, and Pusakaratu Village. Meanwhile, the number of fields
that are potentially affected by the expansion of the access road to the project is as much as 229
fields. The number of land owners and land areas per village presented in the following table.

Table 2.74. The number of Fields and Land Owners per Village
Village Fields Land Owner
Gempol 56 47
Kalentembo 20 18
Kotasari 19 19
Pusakajaya 7 7
Pusakaratu 20 19
Total 122 106
Source: LARAP Survey Team, 2016

c. Status Of Land Tenure

Back Up Area
Based on the identification of the ownership status of the land in the area of the port development
project of Patimban, then the overall status of the ownership of land is divided into two categories,
namely, the first is Private Land Ownership and Government Land. The definition of the status of
land tenure can be described as follows:
1. Land Property of Private-owned
In this case it is/was associated with land ownership documents in the form of Document
Girik/tax payments, deed of sale and purchase, or a certificate of ownership rights, use
rights, usage rights, and land management. Status of land property rights in the village of
Patimban, owned by individuals or companies.
2. Government-Owned Land
Among them are:
• State-owned land usage, management, and whatever has not been mandated to local
governments. Types of land include land located along the banks of streams or riparian
zone and the newly formed land due to accumulation of sedimentation of marine
material.
• The land of the village belongs to, which in this case is the land allocated for the
facilities of the village.

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• Land Crooked, which in this case is not the village land devoted to the public interest.
• Subang Regency, lands, which in this case is in the form fields that are used as samples
to estimate the volume of the construction project for the port of Patimban.

Land Ownership status that are mentioned above are compiled through surveys of assets on the
LARAP with Deploy questionnaires to residents potentially affected, where its status 25.97% as
owner, landlord and tenant 41,56%, and the status of the remaining 32.47% as a tenant. A complete
overview of the status of land tenure can be seen in the following table.

Table 2.75. The Status Of Land Ownership

The status of land ownership
No. Block Total
Owner Owner and tenant Tenants
1 15 0 45 0 45
2 16 0 15 0 15
3 17 0 36 0 36
4 18 9 0 4 13
5 19 33 0 67 100
6 20 18 0 4 22
Total 60 96 75 231
percentage 25.97% 41.56% 32.47% 100.00%
Source: LARAP Survey Team , 2016

From all areas of land, most of the land had the ownership documents, such as certificates, girik,
and the deed of sale and purchase. The land is mostly have ownership documents or documents
that explain the legal basis of their tenure, such as certificates, girik, and the deed of sale and
purchase of land. The number of residents who have proof of ownership such as certificates, girik,
and the deed of sale was as much as 96,1%, and that can't be a legitimate document indicating as
much as 2.9%. In this case, the good citizens who have land ownership documents, do not
understand the problem, or they do show documents, however, is not a proof of ownership rights
to the land. In the acquisition of land or compensation, in the process of land use conditions are
relatively similar, proof of ownership documents are also factors that determine the amount of
compensation, because this document is evidence of the legal rights of land ownership. The higher
the status of ownership, then the compensation obtained will be higher.

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Table 2.76. Proof of ownership of land documents that potentially affected by the Port Development
Block
Proof of Ownership Documents Total %
15 16 17 18 19 20
Certificate 13 3 14 6 8 5 49 47.1
Without Certificate 0 1 0 1 0 1 3 2.9
Girik/Tax Payment 2 0 5 4 4 1 16 15.4
The Deed Of Sale And Purchase 12 1 17 0 1 5 36 34.6
Total 27 5 36 11 13 12 104 100.0
Source: LARAP Survey Team, 2016

Tenants in most affected areas occupying land with permission, but without paying (60%) and
rent (40,0%).

Table 2.77. The Status Of Land Ownership (Tenant)

Block
The status of land ownership Total %
15 16 17 18 19 20
Rent 0 0 0 0 18 0 18 40.0
Occupying land under a permit
0 0 0 0 23 4 27 60.0
without paying
Total 0 0 0 0 41 4 45 100.0
Source: LARAP Survey Team , 2016

d. Land Use Conditions

Back-Up Area
Land use refers to the land area used for a particular purpose. Based on the results of field analysis
and validation of spatial, land use in the development plan of Patimban Port are classified into 9
categories such as can be seen in Table 5-10. With reference to the results of the analysis of the
quantification of spatial, extensive land use in the area of back-up with an area of 207.24 hectares
of its use is for rice paddies, and then followed by the use of land for a farm with an area of 113.15
hectares. The rest is used for agriculture, cemeteries, pastures, home page, roads, irrigation, and
the river. Extensive land use in the area of back-up area and the land use of each block can be seen
in the following table.

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Table 2.78. Extensive land use in Back-Up Area

No. Land use Area (m2) Area (ha)
1 Irrigation 9,975.27 1.0
2 Road 34,164.84 3.42
3 Grave 5,318.89 0.53
4 Agriculture 186,171.02 18.62
5 Builded Lands 87,733.07 8.77
6 The Meadow 26,183.63 2.62
7 Rice fields 2,073,269.67 207.33
8 River 7,895.23 0.79
Brackish Water
9 1,131,524.54 113.15
Fishponds
Total 3,562,297.99 356.23
Source: LARAP The Survey Team, 2016

Table 2.79. Extensive land use in each Block the port development project Patimban
Block Land use Area (m2) Area (Ha)
Irrigation 669.19 0.07
15 Road 22, 387.91 2.24
Rice fields 734, 216.54 73.42
The total area of the block 15 756, 372.28 75.64
Rice fields 207, 374.39 20.74
16 Brackish Water
14, 731.46 1.47
Fishponds
The total area of the block 16 222, 105.85 22.21
Irrigation 5, 920.45 0.59
Road 2, 253.24 0.23
17
Awakened Lands 9, 154.73 0.92
Rice fields 712, 339.09 71.23
The total area of the block 17 729, 667.51 72.97
Irrigation 2, 919.44 0.29
Road 1, 390.97 0.14
18 Rice fields 49, 672.12 5
Brackish Water
323, 871.88 32.39
Fishponds
The total area of the block 18 377, 854.42 37.79
Irrigation 466.18 0.05
Road 5, 326.58 0.53
Graves 2, 549.44 0.25
The Field Of
90, 617.21 9.06
19 Agriculture
Awakened Lands 64, 983.19 6.50
The Meadow 26, 183.63 2.62
Rice fields 325, 624.53 32.56
River 7, 895.23 0.79
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Block Land use Area (m2) Area (Ha)

Brackish Water
566, 494.59 56.65
Fishponds
The total area of the block 19 1,090, 140.59 109.01
Road 2, 806.14 0.28
Graves 2, 769.45 0.28
The Field Of
95, 553.81 9.56
Agriculture
20
Awakened Lands 13, 595.14 1.36
Rice fields 44, 043.00 4.40
Brackish Water
226, 426.61 22.64
Fishponds
The total area of the block 20 385, 194.15 38.52
Total Area Of All Blocks 3,562, 297.99 356.23
Source: analysis of Quantifying Spatial 2016

Access Roads
Based on the results of quantification, the total area of land belonging to the local community and
Government is of 61.50 hectares. There are several land use in the area, the largest land use in the
region for rice is as big as the land belongs to 28.63 acres in local communities, and land acres
17.21. The results of extensive quantification on land use in areas potentially affected by the
presented on the following table.

Table 2.80. Land use by the community and the Government of the Inventoried
No. Land use Area (m2) Area (ha)
Local Community
Brackish Water
1 875.38 0.09
Fishponds
2 Irrigation 952.25 0.10
3 Road 112.76 0.01
4 Builded Lands 43,440.29 4.34
5 The Meadow 10,519.23 1.05
6 Farm 89,984.27 9.00
7 Paddy fields 286,413.16 28.64
Total 432,297.35 43.23
Government
1 Irrigation 981.80 0.10
2 Road 3,539.47 0.35
3 Graves 1,291.15 0.13
4 Awakened Lands 1,529.09 0.15
5 Farm 656.27 0.07
6 Rice fields 172,058.63 17.21
7 River 1,101.61 0.11
8 Riverside 2,214.61 0.22

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No. Land use Area (m2) Area (ha)

Total 183,372.63 18.34
Total 615,669.98 61.57
Source: LARAP Survey Team , 2016

Table 2.81. Extensive inventory of land use in each village

Village Land use Area (m2) Area (ha)
Gempol Irrigation 324.69 0.03
Road 2, 403.47 0.24
Awakened Lands 4, 146.85 0.42
The Field of Agriculture61, 529.60 6.15 in the
Rice fields 199, 791.58 19.98
River 361.58 0.04
Total 268, 580.85 268, 579.28
Kalentambo Irrigation 952.25 0.10
Rice fields 114, 199.69 11.42
Total 114, 501.70 115, 151.95
Kotasari Irrigation 657.11 0.07
Road 961.55 0.10
Builded lands 23, 947.86 2.39
The Meadow 10, 519.23 1.05
The Field of Agriculture 16, 224.59 1.62
Paddy fields 4, 536.43 0.45
River 223.27 0.02
Riverside 572.63 0.06
Total 57, 642.68 57, 642.68
Pusakajaya Brackish Water Fishponds 875.38 0.09
Road 208.58 0.02
Builded Lands 16, 853.14 1.69
Rice fields 3, 171.10 0.32
River 260.58 0.03
Total 21, 368.78 2.14
Pusakaratu Road 78.64 0.01
Graves 1, 291.15 0.13
The Field of Agriculture 12, 884.78 1.29
Paddy fields 136, 772.99 13.68
River 256.18 0.03
Riverside 1, 641.98 0.16
Total 152, 925.72 15.29
The Number of All Villages 615, 669.98 61.5 7
Source: LARAP Survey Team , 2016

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e. The General conditions of the Owner and tenant Farmers Or Peasants Land in Back Up
Area
Based on a map of land use, land tenure in back-up area was dominated by the ownership of the
fields and fishponds. Paddy field owned by unidentified individuals and village in the form of
Crooked Land or land that is used as the paddy fields to finance salaries of village officials.
Meanwhile, ownership of the Causeway is divided into individual and corporate ownership or
private ownership. There are two companies that do business in areas of brackish water fishponds
of the administration of the village of Patimban, namely PT. Wahana Mitra Semesta and PT.
Laksana Dinamika.

Owners of land in Patimban Village mostly living outside in Patimban, among others, in the village
of Kalentambo, village Rancadaka, Gempol village, and some of them even lived outside the
District of Subang. Different from owner, tenant of the land generally lived in the village of
Patimban and they have lived in the village for a very long time. A total of 156 owners of land in
back-up area. Dominant livelihood of renter in back-up area are identified in line with land use,
among other things :

1. Farmers of paddy fields.

2. Tenant farm for fishpond business.
3. Farmers of agriculture land.
4. Tenant of land for purpose of the retail business.

With pattern of land management, in general, owner of the land to manage their own land with
employs several workers. However, there are also some land owners who cede their land
management they land to tenants or farmers. In addition, there is also the owner of the land who
manage their own land and also became farmers on land belonging to another person. The
following table contains the number of the quantification of owners and tenant farmers or land
tenants per block in the back-up area.

Table 2.82. The number of land Owners and Land Tenants in the area of the port of Patimban Project
The number of
Block The Number Of Tenants
Owners
15 50 -
16 25 -
17 43 -
18 13 6
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19 35 72
20 22 2
Total 156 80
Source: LARAP Survey Team

Plants that are Potentially affected by the project in back Up Area

Based on field survey, there are 36 kinds of plants in the entire block of potentially impacted by
the project. Details of the plants that are potentially affected by the project can be seen in the
following table.

Table 2.83. The number of plants that are Potentially affected by the Project
Block
No. Type Of Plant Total %
15 16 17 18 19 20
1 Akasia 3 0 0 9 43 16 71 2.62
2 Angsana 0 0 0 0 8 0 8 0.30
3 Asem 0 0 0 0 0 4 4 0.15
4 Bakau 0 15 0 16 160 0 191 7.06
5 Belimbing Wuluh 0 1 0 0 0 0 1 0.04
6 Beringin 5 0 0 1 9 0 15 0.55
7 Bintaro 0 0 0 0 1 0 1 0.04
8 Gamal 45 80 0 0 12 15 152 5.62
9 Gempol 0 1 0 0 0 0 1 0.04
10 Glodokan 0 0 0 0 0 1 1 0.04
11 Jabon 25 2 0 0 0 0 27 1.00
12 Jambu Air 30 5 0 0 0 0 35 1.29
13 Jambu Biji 13 14 0 0 0 10 37 1.37
14 Jati 1 1 0 0 1 0 3 0.11
15 Kelapa 39 241 0 2 8 24 314 11.60
16 Kersen 29 43 2 6 47 0 127 4.69
17 Ketapang 0 0 0 1 49 8 58 2.14
18 Lamtoro 46 66 0 15 67 69 263 9.72
19 Mahoni 0 0 0 0 0 4 4 0.15
20 Mangga 41 171 0 0 0 73 285 10.53
21 Mengkudu 7 21 0 0 0 3 31 1.15
22 Nangka 0 8 0 0 0 1 9 0.33
23 Palem putri 0 0 0 0 0 13 13 0.48
24 Palem tiang 0 0 0 0 0 11 11 0.41
25 Palem tupai 0 0 0 0 0 5 5 0.18
26 Pepaya 8 33 0 0 0 6 47 1.74
27 Pete 0 14 0 0 0 0 14 0.52
28 Pisang 70 121 1 58 189 268 707 26.12
29 Randu 9 17 0 0 0 1 27 1.00
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Block
No. Type Of Plant Total %
15 16 17 18 19 20
30 Kisah 0 4 0 0 0 0 4 0.15
31 Sawit 0 1 0 0 0 0 1 0.04
32 Sawo 0 10 0 0 0 2 12 0.44
33 Srikaya 0 0 0 0 0 1 1 0.04
34 Sukun 0 17 0 0 0 0 17 0.63
35 Trembesi 0 2 0 0 9 10 21 0.78
36 Waru 4 95 0 24 32 34 189 6.98
Total 375 983 3 132 635 579 2707 100
Source: LARAP Survey Team, October 2016

Based on the results of questionnaire distribution in each block, plants that are potentially affected
by the project can be seen in the following description.

f. Trees and plants that potentially affected by the project

Annual Plant
Based on the survey, 30.4% of the annual crop of potentially affected by the project is the rice,
and then followed by bananas (19.6%) with an area of between 1,000 m2 up to 30,000 m2. More
details on this can be seen in the following table.

Table 2.84. The number of Annual Crop Fields are potentially affected by the Project
Types Of Annual Block
No. Total %
Plants 15 16 17 18 19 20
1 Onion 0 0 0 0 2 0 2 4.3
2 Buntung 0 0 0 0 1 0 1 2.2
3 Corn 0 0 0 0 0 1 1 2.2
4 Nut 0 0 1 0 0 0 1 2.2
5 Long Beans 0 0 0 0 1 0 1 2.2
6 Coconut 0 0 0 0 1 0 1 2.2
7 Coconut 0 0 0 0 1 1 2 4.3
8 Kormis 0 0 0 0 1 0 1 2.2
9 Mango 2 0 0 0 0 1 3 6.5
10 Mango 0 0 0 0 1 0 1 2.2
11 PADI 5 1 4 0 2 2 14 30.4
12 Reduce 0 0 1 0 0 0 1 2.2
13 Papaya 0 0 0 0 0 1 1 2.2
14 Banana 2 0 0 1 4 2 9 19.6
15 Mustard greens 0 0 0 0 1 0 1 2.2
16 Watermelon 0 0 0 0 2 0 2 4.3
17 Eggplant 0 0 0 0 1 0 1 2.2
18 Cucumber 0 0 0 0 2 0 2 4.3
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Types Of Annual Block

No. Total %
Plants 15 16 17 18 19 20
19 Sweet 0 0 0 0 1 0 1 2.2
Total 9 1 6 1 21 8 46 100.0
Source: LARAP Survey Team , 2016

Table 2.85. The Selling Price Per Kg

The sales price Block
Not Total %
(Rp) 15 19 20
1 4,000 0 2 0 2 25.0
2 7,000 0 1 0 1 12.5
3 100,000 2 0 0 2 25.0
4 900,000 0 0 1 1 12.5
5 4 million 0 2 0 2 25.0
Total 2 5 1 8 100.0
Source: LARAP Survey Team , 2016

Plant Woody
There are 13 species of woody plants that potentially affected by land acquisitions, it is, Earleaf
Acacia and Terminalia Catappa (18.2%) and Sonneratia (13.6%).

Table 2.86. The Number Of Potentially Exposed Wood Plant Project

Types Of Plants Block
No. Total %
Are Woody 15 16 17 18 19 20
1 Banyan 2 0 0 0 0 0 2 9.1
2 Chili 0 0 0 0 0 1 1 4.5
3 Teak 0 0 0 0 1 0 1 4.5
4 Kapidada 2 0 0 1 0 0 3 13.6
5 Ketapang 0 0 0 0 4 0 4 18.2
6 Albizia Saman 0 0 0 0 1 0 1 4.5
7 Kormis 0 0 0 0 4 0 4 18.2
8 Pumpkin 0 0 0 0 0 1 1 4.5
9 Lantoro 0 0 0 1 0 0 1 4.5
10 Banana 0 0 0 0 0 1 1 4.5
11 Rundu 0 0 0 0 1 0 1 4.5
12 Breathtaking 0 0 0 0 1 0 1 4.5
13 Waru 0 0 0 0 1 0 1 4.5
Total 4 0 0 2 13 3 22 100.0
Source: LARAP Survey Team , 2016

Based on the age of the plant, 69.7% of woody plants that could potentially have affected more
than 10 years, and then followed by ages 6-10 years as much as 21.2%.
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Table 2.87. The amount of Woody Plants that are Potentially Affected (based on the age of the plant)
Block
No. The age of the plant Total %
15 16 17 18 19 20
1 1-3 years 0 0 0 0 1 1 2 6.1
2 4-5 years, with a wood diameter of 4-6 cm 0 0 0 0 1 0 1 3.0
3 6-10 years, with a wood diameter of 7-8 cm 0 0 0 0 7 0 7 21.2
Over 10 years, with a wood diameter of more
4 1 0 0 10 12 0 23 69.7
than 20 cm
Total 1 0 0 10 21 1 33 100.0
Source: LARAP Survey Team , 2016

Fruit Plants
There are 27 kinds of fruit plant that potentially affected by the project, it is, bananas (29.6%)
and mango (22.2%). More details on this can be seen in the table below.

Table 2.88. The Number Of Potentially Affected Fruit Crop Projects

Type Of Plant Block
No. Total %
Fruit 15 16 17 18 19 20
1 Chili 0 0 0 1 0 0 1 3.3
2 Nut 0 0 1 0 0 0 1 3.3
3 Coconut 0 2 0 0 4 2 8 26.7
4 Pumpkin 0 0 0 1 0 0 1 3.3
5 Mango 4 1 1 0 0 2 8 26.7
6 Papaya 0 1 0 0 1 0 2 6.7
7 Banana 0 1 2 1 2 2 8 26.7
8 Eggplant 0 0 0 1 0 0 1 3.3
Total 4 5 4 4 7 6 30 100.0
Source: LARAP Survey Team , 2016

Based on age, 47.2% of fruits that could potentially have affected is 1-3 years, 47.1% of the
plants have more than 10 years of age, and 11.8% of the plants have aged 4-5 years.

Table 2.89. The number of Fruits that are Potentially affected by the project (based on age)
Block
No. Operate Plant Fruit Total %
15 16 17 18 19 20
1 1-3 years 1 0 1 3 0 2 7 30.4
2 4-5 years 0 0 0 0 0 1 1 4.3
3 6-10 years 1 0 0 1 3 0 5 21.7
4 Above 10 years 2 1 2 0 2 3 10 43.5
Total 4 1 3 4 5 6 23 100.0
Source: LARAP Survey Team , 2016

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Total production in one age category based on crop plants can be seen in the following table.

Table 2.90. Production Per Plant in one Harvest (based on the age of the plant)
Production Per Plant Block
Age Of Plant Total %
(Kg) 15 16 17 18 19 20
20 0 0 1 0 0 0 1 8.3
200 0 0 0 1 0 0 1 8.3
1-3 years
3 0 0 0 1 0 0 1 8.3
5 0 0 0 1 0 0 1 8.3
1 0 0 0 0 1 0 1 8.3
4-5 years
5 0 0 0 0 1 0 1 8.3
100 1 0 0 0 0 0 1 8.3
6-10 years 15 0 0 0 1 0 0 1 8.3
40 0 0 0 0 1 0 1 8.3
100 1 0 0 0 0 0 1 8.3
Above 10 years 200 0 0 0 0 0 1 1 8.3
40 0 0 0 0 1 0 1 8.3
Total 2 0 1 4 4 1 12 100.0
Source: LARAP Survey Team , 2016
Table 2.91. The frequency of the Harvest in a year (based on the age of the plant)
The Frequency Block
Age Of Plant Total %
Of Harvest15 16 17 18 19 20
2 0 0 1 0 0 3 4 30.8
15 0 0 0 1 0 0 1 7.7
1-3 years
20 0 0 0 1 0 0 1 7.7
100 0 0 0 1 0 0 1 7.7
4-5 years 12 0 0 0 0 1 0 1 7.7
1 1 0 0 0 0 0 1 7.7
6-10 years
10 0 0 0 1 0 0 1 7.7
1 1 0 0 0 0 0 1 7.7
Above 10 years
12 0 0 0 0 1 1 2 15.4
Total 2 0 1 4 2 4 13 100.0
Source: LARAP Survey Team , 2016

Fruit sale price ranges between Rp 800 to Rp 1.000.000 per kg at each harvest.

Table 2.92. The selling price per Kg in a single Harvest

The sales price Block
No. Total %
(Rp) 15 16 17 18 19 20
1 800 0 0 0 0 0 1 1 5.9
2 2,000 0 1 0 0 0 0 1 5.9
3 2,500 0 0 0 1 0 0 1 5.9
4 4,000 0 0 0 1 0 0 1 5.9
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5 5,000 0 0 1 0 0 0 1 5.9
6 6,000 1 0 0 1 0 1 3 17.6
7 7,000 0 0 0 0 1 0 1 5.9
8 10,000 0 0 0 0 2 1 3 17.6
9 12,000 0 0 0 0 0 1 1 5.9
10 14,000 0 0 0 0 1 0 1 5.9
11 15,000 1 0 0 0 0 0 1 5.9
12 20,000 0 0 0 1 0 0 1 5.9
13 1.000.000 1 0 0 0 0 0 1 5.9
Total 3 1 1 4 4 4 17 100.0
Source: LARAP Survey Team 2016

h. The attitude of Society backed Up the Area Affected On the development plan of the port
Patimban
After learning about the existence of Patimban Port development plan, 78.5% community argue
agree of this Patimban Harbor Development, only 3.8 percent who disagreed.

Table 2.93. The Attitude of the Affected Communities Regarding Patimban Port Development Plan
The Attitude Of The Society
No. Block Total
Agree Do Not Agree Don't Answer
1 15 42 1 8 51
2 16 14 0 1 15
3 17 25 3 4 32
4 18 7 0 1 8
5 19 8 0 3 11
6 20 6 1 6 13
Total 102 5 23 130
Percentage of
78.5% 3.8% 17.7% 100%
the
Source: LARAP Survey Team 2016

The reason of affected people in back up area are supported in Patimban Port development
include:
- Can change the fortunes of the balance
- It can help the economy
- For development
- Can replace in same land
- Compensation in accordance with the wishes of the community
- Join with others
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- Build the economy

- Building a village
- Opening job opportunity
- For upgrade the local economy
- The development of the region
- Development of indigenous communities
- Want to be a developed area
- The acceleration of development

The reason of community affected in back up area not support in Patimban Port project include:
- Should Start a business from beginning
- Land Price is expensive, they fear can not buy anymore
- Fear of displaced from place of birth
- Worry about loss of work

2.1.6. Public Health Component

Number of Health Faclities in Study area can be seen in below table.

Table 2.94. Data of Facilities in Pusakanagara Year 2014

No Village Hospital Puskesmas Posyandu Pos KB Clinic
1 Pusakaratu 0 1 8 1 0
2 Gempol 0 0 5 1 0
3 Kalentambo 0 1 6 1 0
4 Kotasari 0 0 4 1 0
5 Patimban 0 0 7 1 0
Total 0 2 30 5 0
1 Pusakajaya 0 0 11 1 1
Total 0 0 11 1 1
Source : Puskesmas Pusakanagara District, 2014 ; Pusakajaya Dalam Angka 2015

Based on those data above, Pusakanagara District is known to have the most number of Health
Facilities as Posyandu 30 units, pos KB 5 units, and Puskesmas 2 units, but other health facilities
is none. While in Pusakajaya Village, public health facility which have is posyandu in 11 units.
The nearest health facility located in port development activity site is health center (posyandu) of
Pusakanagara which located in Pusakajaya village, as well as local general hospitals (Hospital),
Subang regency.
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a. High Desease Types

Highest disease types in study area can be seen on below figure

HIGHEST DISEASE IN PUSAKANAGARA, 2011-2014

160
140
120
100
80
60
40
20
0

Figure 2.65. Disease Types in Pusakanagara Puskesmas year 2014

According to figure above, in Pusakanegara Puskesmas in 2014, the most dominant disease is
other acute infection of respiratory tract disease as many as 141,12 cases.

Table 2.95. Number of Cases of HIV/AIDS, STI(Sexually Transmitted Infection), Dengue Fever, TBC,
Diarrhea, Malaria in Pusakanagara District Year 2014.
Sub-District HIV/AIDS IMS Dengue Fever Diarrhea TBC Malaria
Pusakanagara (Pusakaratu,
Gempol, Kalentambo,
Kotasari, Rancadaka,
13 226 3 1010 39 0
Patimban, Mundusari)
Total 13 226 3 1010 39 0
Source : BPS Subang Regency, 2015

To find out information about the existence of a population of around HIV / AIDS around Port
development plan Patimban, secondary as well as primary data required to support information.

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The method used to obtain the primary data is in-depth interview to the officer Responsible for
the field of HIV / AIDS in sub-district Puskesmas Pusakanagara. Primary data was also supported
by a survey in the community about the people living with HIV / AIDS. Secondary data obtained
through Literature Review of Books Reports in Public Health District Health Clinics Pusakanagara.

Based on data from the health center UPTD Pusakanagara 2015 recorded a number of findings of
infectious diseases in 2014. The data is described in the following table.

Table 2.96. Sexually Transmitted Diseases in Pusakanagara District

No. Infectious Diseases Number of people)
1. HIV (+) / AIDS 84
2. syphilis 23
3. Gonorrhea (GO) 67
Source: PHC UPTD Pusakanagara 2015

People With HIV / AIDS (PLWHA) in this region, but they currently live and mingle with other
people. Especially for community data that has been recorded HIV / AIDS, health centers
Pusakanagara officer detailing the amount Based on year. The data is described in the following
table.

Table 2.97. Number of people living with HIV / AIDS in the District Pusakanagara
Year Identification Number of
No. Information
PLWHA people)
1. 2009 -2014 69 Gender was not recorded
- 5 men (Customer)
2. 2015 12 - 7 women (Housewife, instead Female Sexual Worker
/ WPS)
Information :
3. 2016 3 - 2 people died,
- 1 treatment
amount 84
Source: Data HIV and Leprosy Program UPTD PHC Pusakanagara 2015
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From these data it can be seen that the number of AIDS patients has declined every year her. Since
unidentified number of people living with HIV from 2009 to 2016 recorded 86 (+) AIDS. Until
mid 2016 PLHIV diminishing as have many died. There is only one HIV-positive people who are
still identified and are currently undergoing treatment at the health center Pusakanagara, especially
HIV and Leprosy Field Services. To identify people living with HIV in particular, the detection
process is carried directly to lokalisasis in the area around Patimban.

Party information Pusakanagara based health centers, in Patimban there are 3 Localization namely
tiles, Truntum and Palm Beach. The WPS / PSK on the localization were from the local population
(around Subang) as well as newcomers. Locals who became WPS in localization are from the
region and Patokbeusi Ciasem. WPS is a newcomer coming from Indramayu, Cirebon and also
from Tasikmalaya region.

Knowledge About HIV / AIDS In Local Environment

HIV (Human Immunodeficiency Virus) is a virus that attacks the human immune system and can
cause AIDS. The existence of people living with HIV / AIDS (PLWHA) can not be known directly
through visual identification as in people suffering from dengue fever or smallpox where there are
particular features on the face or other body parts. Symptoms of HIV / AIDS can only be known
through laboratory tests.

HIV / AIDS is often associated with sex, drug use and death, many people who do not care, do
not accept, and the fear of this disease in almost all walks of life. It makes people living with HIV
are often shunned because society considers dirty disease that can be transmitted and has no cure.

Questions pertaining to HIV / AIDS presented a rather sensitive question when asked of
respondents. Most respondents / 74% tend to respond with answers not know people with HIV /
AIDS in their immediate environment and even some respondents did not answer 4%. But there
are also 22% of the respondents answered that there are people living with HIV / AIDS who live
in the surrounding neighborhood. The data shown in the table below.

Table 2.98. Knowledge About HIV / AIDS at the Local Environment

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PEOPLE WITH HIV / AIDS IN THE

VILLAGE OF ORIGIN OF LOCAL
No. Total
RESPONDENTS
No answer There is There is no
Pusakanagara District
1. Gempol 1 7 4 12
2. Patimban 0 5 33 38
3. Kalentambo 0 3 9 12
4. Pusakaratu 2 2 8 12
5. Kotasari 1 4 8 13
Pusakajaya District
6. Pusakajaya 0 1 12 13
Total 4 22 74 100
Percentage 4.0% 22.0% 74.0% 100.0%

PATIENTS OF HIV/AIDS IN COMMUNITY

Knowledge About HIV / AIDS at Local
Environment
NO ANSWER

4,0%

KNOWING
22,0%

DO NOT KNOW

74,0%

Figure 2.66. Knowledge About HIV / AIDS at the Local Environment

Source: Survey Results, 2016

Efforts handling HIV / AIDS patients by PHC Pusakanagara

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In order to prevent the development of disease transmission of HIV / AIDS, sub-district Puskesmas
Pusakanagara Party has undertaken various programs / activities, including :
1. Socialization prevention disease sexually transmitted directly to Lokali sasi, either to
Customers Sex and the WPS / PSK. one of form prevention is with use condom if do risky
sexual relationships.
2. Treatment for patients suffering from STI, GO and syphilis with Inject and Oral methods
in health centers Pusakanagara.
3. Examination regularly (every 3bulan once) through VCT method
4. Cooperation with NGOs Resik for socialization prevention of STIs and HIV / AIDS.
5. Cooperate with Organization residents AIDS Care (WPA) in level village for do various
activity positive with PLWHA, one only Gathering activities. time this WPA-level
organizations village new in the Village Patimban and Village Kotasari while WPA level
districts not yet formed.

Expectations of Port Development Patimban Related Issues HIV / AIDS

Related plans Patimban Port Development, the health center Pusakanagara have some hope in
order to support the smooth development. Expectations are that:
1. Localization of existing do not dissolved / removed. The goal is that no happen spread
disease the sexually transmitted bersiko high spread more large to community.
localization prostitution permanent be guarded level more security strict to be more easy
do supervision by various side related.
2. Focus coaching in Localization by sharing intansi related, among others Service Health
and Service Social.
3. Held Mobile Clinic for watching WPS health basis fast.
4. Do socialization / education about danger transmission disease be sexually transmitted
routine good the WPS or community in Spacious around Port Patimban.

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2.2. Other Activities in Nearby Planned Activities

Existing condition in location which would be port is trading activity like warung and shop, shrimp
pond, fish pond, fishermen, agricultural, (paddy), and other industry activity like salted fish
making and terasi. Beside, there are education facility (SD) and religion facility (Mosque). Other
than that, until now, sea traffic of Patimban are dominated by fishermen ship with 5 PK size. For
that reason, in process of Patimban Port socialization and coordination with head of TPI, fishermen
group, and PT. Pertamina is must to do. Beside, signs will be installed in this sea.

With the planned construction of Patimban Port would make largely affect it’s existence and
activities of the days in public. In construction location of back up area (for example), would be
erased of fishpond area and agricultural area for build to be access road, operational office, parking
area, electrical installation, and clean water installation. For sea area, would be affected in
fishermen activity in search of fish, cause construction activity like container terminal, car terminal,
petroleum terminal, seawall, berth, and other facilities. Maps of another surrounding activity in
port location area figure in following figure

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Figure 2.67. Maps of Another Surrounding Activity in Port Location Area

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K 16

Figure 2.68. Maps of Land Use in Back up Area

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CHAPTER 3
SIGNIFICANT IMPACT ASSESSMENT

Assessment of significant impact is conducted on environmental parameters including

hypothetical significant impacts in accordance with the results of scoping in Chapter I. This
assessment consists of 2 (two) phases, namely :

1. Assessment of Magnitude Impact

Assessment of magnitude impact is conducted to determine whether an environmental

impact affects large, medium or small by assessing how large the scale changes in the
environmental quality of the conditions that will come than the condition without the
project before.

2. Determination of Impact Importance

Determination of important charactertistic of the impact is done by connecting every

magnitude with 7 criteria of significant impact as contained in clause 22 verse (2)
Regulations No. 32 Year 2009 about The Protection an management of the environment
and Goverment Regulations No. 27 year 2012 about the environmental permit, as
follows;
1. The number of people affected
2. The sperad area of impact
3. Intensity and duration of the impact
4. The number of other environmental components affected
5. Cumulative character of impact
6. Reversible or irreversible impact
7. Knowledge and technology criteria
Environmental parameter include Hypothetic Significant Impact and estimated impact
are as follow:

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3.1. Pre-Construction Phase

3.1.1. Land Acquisition
3.1.1.1. Loss of Livelihood
Land acquisition involves 2 areas, 23 Ha for Back Up area and 15,79 Ha for access road
along 5 km. Land owners for back up area are 156 person and 106 person for access road.
Land acquisition activity will cause termination of cultivation on the land both for back up
area and access road. This land acquisition will cause discontinuation of cultivation on the
land for the back up area and access road. And then that activity will cause loss of livelihood
such as farmers, farm workers, fishponds owners, and fishpond workers. Based on the
baseline survey for Resettlement Action Plan, the number of affected people are 297 persons
(70 famillies) for the back-up area and 95 persons (33 families) for the access road
development.

Table 3.1 Unit and People Number Affected by Back Up Area Land Acquisition

Types of people Householder/

Affected asset People number
affected Unit
Owner 105 244
1. Farm land Tenant 1 1
worker 27 27
Owner (Induvidualal) 24 55
Owner (Company) 1 -
2. Fishpond
Tenant 23 48
Worker 18 18
Total 199 393
Source : LARAP Survey Team, 2017

Furthermore, the number of people affected by access road land acquisition is in this
following table

Table 3.2. The Number of People Affected by Access Road Land Acquisition

Types of people Householder/

Affected asset People number
affected Unit
Owner 45 104
1.Farm land Tenant 14 20
worker 14 14
2. Fishpond Owner (Induvidualal) 1 4
Total 74 142
Source : LARAP Survey Team, 2017

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Table 3.3. The number of Householders and People Required to Relocate

Area The number of The number of people
householder
Back Up Area 70 297
Access road 33 95
Total 103 392
Source : LARAP Survey Team, 2017

Table 3.4. The Whole Number of Unit and People Affected by Back up area and Access
Road Land Acquisition

Types of people Number of

Affected asset
affected people
Owner 348
1. Farm land Tenant 21
worker 41
Owner (Induvidualal) 59
Owner (Company) -
2. Fishpond
Tenant 48
Worker 18
Total 535

The change or loss of livelyhood especially will occur to farmer owners, tenants, or workers,
along with brackish water fish farmer (fishpond) both of owner, tenants, and workers (with
commodity of fishmilk and vannamei shrimp) whom affected by land acquisition for Back up
area and access road.

Loss of Farmer Livelyhood

Agriculture activity in Pusakanagara district is one of Patimban people main livelyhood
beside aquaculture and capture fisheries. The loss of Patimban farmmers livelyhood counts
with operational cost analysis as follows:

Table 3.5. Operational Cost of Farmer/Harvest

No. Uraian Amount (Rp)
A. Modal
1 Benih, 30 kg @ Rp. 8.000 240.000
2 Pupuk kandang 1000 kg @ Rp. 1.000 1.000.000
3 Pupuk Urea, 150 kg @ Rp. 1.300 195.000
4 Pupuk SP36, 100 kg @ Rp. 2.200 220.000
5 Pupuk NPK Ponska 300 kg @ Rp. 2.300 690.000
6 Petroganik, 1000 kg @ Rp. 500 500.000
7 Pestisida / Insektisida, 2 liter @ Rp. 75.000 150.000
Amount Modal (A) 2.995.000
B.Biaya Operasional / Upah Kerja

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1 Pengolahan lahan 30 HOKp @ 30.000 atau wholesale 900.000

2 Pencabutan bibit + penanaman 20 HOKw @ Rp.45.000 900.000
3 Penyiangan + pemupukan ke-1 16 HOKp @ Rp. 50.000 800.000
4 Penyiangan + pemupukan ke-2 16 HOKp @ Rp. 50.000 800.000
5 Penyemprotan 4 HOKp @ Rp. 50.000 200.000
6 Panen dan pasca panen 12 HOKp @ Rp. 50.000 600.000
7 Biaya pengeringan 8 HOKp @ Rp. 50.000 400.000

Amount Biaya Operasional (B) 4.600.000

Pengeluaran (A+B) 7.595.000
Source : Survey and analysis, 2017

Income
 Paddyrice productivity of Pusakanagara district based on Subang regency BPS data 2014
= 47,02 ton/ha/year (as describe previously in section 2).
 After exsiccate 18% so the result ,1 ton GKG per hectare
 Therefore Pusakanagara net paddyrice productivity is 38,56 ton/ha.
 Price for 1 kg GKG is Rp. 4.000.

So, the crops that obtained by farmer per Pusakanagara district = 38.560 kg x Rp. 4.000= Rp.
154.240.000
Notes :
GKP = Gabah Kering Panen (crop dry grain)
GKG = Gabah Kering Giling (dried paddy)

 If IP (Index Planting) Paddyrice in Pusakanagara district is 2 x once a year/harvest

cycles.
 Expenses for farming every year: Rp.7.595.000 x 2 harvest cycles = Rp.15.190.000/year

Profit
= Income – outcome
= Rp. 154.240.000– Rp.15.190.000
= Rp. 139.050.000/year

Distribution system of agricultural products in Pusakanagara district use profit sdayng

system called “maro” (‘maro’ system explanation describe in the last part of livelyhood loss
and income change estimation). The profit that obtained by land owner and tenant is crop
profit/year devided by 2 Rp. 139.050.000/year : 2 = Rp. 69.525.000/owner/year.

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Workers average income in agriculture activity/month (HOK) is Rp.850.000 =

Rp.10.200.000. Therefore, loss of income from agriculture aspect for land owner is Rp.
69.525.000/owner/year, renter Rp. 69.525.000/renter/year, and worker
Rp.10.200.000/person/year.

Milkfish Farmer Income Loss

Based on the baseline survey of farming ponds in back up area location, there are 2 pond that
used for milkfish farming on area of 1 Ha/swath. It is located in Patimban village Dusun
Genteng.

The milkfish farming activity is done by the stocking density of 4.000 – 5.000 fish/Ha. The
milkfish farming activity is carried out for 4 months/cycle, so the farming activity can be
done as much as 3 cycles in a year. The harvesting activity is done when the milkfish reach
the size of 6-8 fish/kgs. These are the income analysis of milkfish farming activity per swath
per production cycle in the project site area (back-up area) in Patimban Village:

Table 3.6. Expenditures for Milkfish Production

Component Piece Price (Rp) unit Amount description
Preparation cost
Vitamine, Ursal
and Probiotic Bag 50,000 4 200,000 wholesale
Nener fish 800 5,000 4,000,000
Saponin Kg 8,000 50 400,000
Workers cost
Land preparation Day person work 1,500,000 1 1,500,000 wholesale
Harvest Day person work 100,000 4 400,000
Expenditures 6,500,000
Source: Survey and analysis, 2017

Table 3.7. Income for Fishmilk Production
SR =80% 4,000 Fish
Production 666.67 Kg
Income Rp 10,000,000 / cycle
Rp. 30.000.000/year
Source: Survey and analysis, 2017

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Based on both table above, it is known that the loss of income caused land lost that used as
project site is Rp.3.500.000/pond/cycle. Therefore, loss of income from fishpond farming is
Rp.3.500.000/pond/cycle x 3 cycle/year = 10.500.000. The negative impact felt quite large
by fishpond owners and workers. While the aspiration from fishpond/milkfish farmer is
suitable land replacements, and they could be involved in Patimban Seaport development
activity.

Vanamei shrimp farmer loss of income

Venamei shrimp farming activity is done with intensive technology. It marked by high
stocking density which is 100 shrimp/m2. Seed that used for shrimp farming activity is Post
larvae (PL) aged 5 days old. In production activity, 1 cycle cultivation has 6 months periods.
So there are 2 venamei shrimp harvest cycle in a year.

Venamei shrimp harvest activity is done partialy, where the first harvest is done in size 80
(shrimp/kg), while the second harvest is done in size 50 (shrimp/kg). Average market price
for size 80 is Rp.60.000 ekor/kg, while for size 50 is Rp.80.000.

Partial harvesting activity is generally done 30% at phase I for size 80 and 70% at phase 2
for size 50. In 1 cycle of production, production average is 8 ton.
Venamei shrimp farming is capital intensive activity. However, this activity is also
producing high profit from each production. Here is the analysis of income from venamei
shrimp farming intensively in the project site area.

Table 3.8. Expenditure for Shrimp Vanamei Production Intensively per cycle

Component Piece Price (Rp) Unit Amount Description

Preparation cost
Plastic Roll 5,000,000 4 20,000,000
Benur PL-5 fish 45 500,000 22,500,000
Calx Kg 1,000 2,000 2,000,000
Maintenance cost
Urea Kg 15 2,000 30,000
Bran Kg 3,000 300 900,000
Fish feed Kg 16,000 10,000 160,000,000
Electricity 40,000,000 1 40,000,000 1 Cycle
Spool Unit 572,000 7 4,004,000
Workers cost
Land preparation Day person work 7,000,000 1 7,000,000 Wholesale

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Component Piece Price (Rp) Unit Amount Description

Harvest Day person work 4,000,000 1 4,000,000 Wholesale
Security Person month 2,500,000 4 10,000,000
Feeder Person month 2,500,000 4 10,000,000
Technician Person month 4,000,000 6 24,000,000
Expenditures 304,434,000
Source : Survey and analysis, 2017

Table 3.9. Income from Vanamei shrimp production Intensively per Cycle

SR =80% 400,000 Fish

Partial harvest 1 120,000 Fish

Partial harvest 2 280,000 Fish

Partial harvest 1 production 1,500 Kg

Partial harvest 2 production 5,600 Kg

Partial harvest 1 income Rp 120,000,000
Partial harvest 2 income Rp 448,000,000
Amount of income Rp 568,000,000 / Cycle
Rp. 1.136.000.000 /year
Source : Survey and analysis, 2017

Outcome which is obtained by fishmilk ponds owner (Rp.30.000.000/year) and venamei

shrimp (1.136.000.000 /year) in Pusakanagara district is Rp. 1.166.000.000/year.

Sdayng profit system for both of agriculture land owner and fishpond farming with the
sharecroppers in Patimban is using “maro” system. Profit sdayng system bridge land owners
needs to the sharecroppers to manage their land with the needs of land availability from
farmer community whom landless.

“Maro’ sdayng profit system can be done by :

 Before give the land to the sharecroppers, owner get some money – profit sdayng 50 %
of crops per cultivate season; workers who provide production facilities.
 Before cultivation, land owner obtain crops that worth the money and then share the
profit 50%
 Sharecroppers provide production facility; owner requires a certain portion from the
crops; the rest of crops is devided equally; workers provide all of cost needed
including worker

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Table 3.10. Estimation Analysis of livelyhood and Income Loss Impacts caused by
Patimban Seaport Development
No. Livelihood Worker unit Without Project (Wo/P) With Project (Wi/P) Besaran Dampak
sector (Wi/P - Wo/P)
Person Rupiah/Year Person Rupiah/Year Person Rupiah/Year
1. Owner 348 695.250.000 348 0 348 -695.250.000
2. Agriculture Tenant 21 695.250.000 21 0 21 -695.250.000
3. Worker 41 102.000.000 41 0 41 -102.000.000
4. Milkfish 59 150.000.000 59 0 59 -150.000.000
Owner
(Induvidual)
5. Shrimp owner 5.680.000.000 0 -5.680.000.000
(Induvidual)
6.. Milkfish 48 150.000.000 48 0 48 -150.000.000
Fishpond ponds tenant
7. Shrimp pond 5.680.000.000 0 -5.680.000.000
tenant
8. Milkfish pond 18 60.000.000 18 0 18 -60.000.000
worker
9. Shrimp pond 84.000.000 0 -84.000.000
worker
Amount 535 13.296.500.000 535 - 535 -13.296.500.000
Source : Calculation result, 2017

Land acquisition will cause loss of livelyhood and change of income from agriculture aspect
and brackish water fishponds (fishmilk and shrimp) untill 0 rupiah/year. Therefore land
acquisition can be categorized into activity that can cause significant impact to the
decreasing of farming production and brackish water fishponds (fishmilk and shrimp).

These impacts are Negative significant impact (P-) based on consideration :

1. The number of people affected

People affected are land owners, tenants and farm/pond workers who work on land for
back up area and access road. The number of land farming owner are 348 person, tenants
are 21 person, and workers are 41 person. The number of fishpond owner are 59 person,
tenants are 48 person, and workers are 18 person. So, the impact is significant impact
(P).
2. Impact Spread Area
Impact spread area is more than one village consist of Pusakaratu village, Kalentambo
village, Kotasari, and Patimban, Pusakanagara district and Pusakajaya village,
Pusakajaya district. So the impact is rated as significant impact (P).
3. Duration and intensity of impact
As told before, the land acquisition process will cause discontinuation of cultivation so
that many people will lost their livelihood specifically in the farming and fishpond

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sectors. Although the activities happens in short duration, but the impact will continue
especially when they do not get a replacement livelihood. It will cause aftereffects to the
loss of income that reach total number of (–) Rp13.296.500.000/ year. So, this impact is
significant impact (P).
4. Other Component Affected
Other component affected is social component, which is public unrest, so the impact
rated as significant impact (P)
5. Cummulative Nature of Impact
Impact source of livelihood loss only come from land acquisition activity, so the impact
is not cummulative. Based on estimation in this criteria, impact is rated as non
significant impact (TP).
6. Reversible or irreversible impact
Impact is irreversible, because farmer and farm/pond workers can’t back to work on that
land untill they able to find other job. So, impact is rated as significant impact (P).

3.1.1.2. Lost of land Productivity

Based on field analysis and spatial validation, land use in Patimban Seaport development
plan in Patimban village is classified into 9 category as seen in the table 3-11. Refering to the
result of spatial quantification analysis, the biggest land use in the back up area is 207,24 ha
for ricefields, and then followed by fishponds on 113,15 ha area. The rests are used for
agriculture, funeral, meadow, yard, road, irrigation, and river. Land use area in the back up
area is in the following table:
Table 3.11. Land use area in the Back-Up Area
No. Land use Width (m2) Width (ha)
1 Irrigation 9,975.27 1.0
2 Road 34,164.84 3.42
3 Funeral 5,318.89 0.53
4 Farm 186,171.02 18,62
5 Built land 87,733.07 8.77
6 Meadow 26,183.63 2.62
7 Sawah 2,073,269.67 207,33
8 Sungai 7,895.23 0.79
9 Tambak Air Payau 1,131,524.54 113,15
Total 3,562,297.99 356,23
Source : Spacial Quantification Analysis 2016

Here is the analysis of farming, ricefields, and brackish water fishpond productivity decline
from land use of Patimban Seaport back up area.

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Scale of impact to the farming, ricefields, and brackish water fishpond productivity decline
will be count with formulas:
n
Pr0  1 j Pr j
j 1
n
Prtp  1tpj Prtpj
j 1
n
Prdp   (1tpj  1ij ) Prdpj
j 1
Where :
l = Land area of farming/ricefield/brackish water fishpond;
Pr = production (Rp/ha);
ltp dan Pr tp = consecutive area and production at time t1 without project;
li = Land area of farming/ricefield/brackish water fishpond developed
Prdp = Production with project at time t1
J = Kind of plantation;

Patimban Seaport Development Impact to The farming and Ricefield

Farming and ricefield production at time t1 is estimated not simillar to the baseline t0,
because of agriculture intensification, so the activity impact to the farming and ricefield
production is :
 Pr = (Prdp – Prtp)
If :

L : Ricefield and moor (as described in the section 2 Detail of Baseline) =

1.710,48 ha;

Pr : Paddyrice productivity in the Pusakanagara district bsed on data of Subang

regency BPS 2014 = 47,02 ton/ha/year (as described in the section 2)
ltp dan Pr tp : 1.710,48 ha and 47,02 ton/ha
li : Developed farm and ricefields land area = 18,62+207,33 = 225,95 ha
J : Paddy-rice;

Answer:
Paddyrice production :
Prtp = 1.710,48 ha x 47,02 ton/ha = 80.427 ton/ha
Pr dp = (1.710,48 – 225,95) ha x 47,02 ton/ha
= 1.484,53 x 47,02 ton/ha
= 69.803 ton/ha
 Pr = (Prdp – Prtp) = 69.803 - 80.427 ton/ha/year
= (minus) 10.624 ton/ha/year

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Patimban seaport development project in 2027 potentially make Pusakanagara district area
loss of farming production potency as much as (minus) 10.624 ton/ha/year x 10 year =
106.240 ton/ha.

Patimban Seaport Development Impact to The Fishmilk Ponds

Impact of Patimban seaport development activity to the fishmilk ponds production is:
 Pr = (Prdp – Prtp)
If :

L : Brackish water ponds area (as described in section 2 environmental hue ) =

461,73 ha;
Pr : Fishmilk ponds productivity/year in Pusakanagara district based on primary
data = 2 ton/ha
ltp dan Pr tp : 461,73 ha and 2 ton/ha
li : 113,15 ha
J : Brckish water pond

Answer :
Fishmilk ponds production
Prtp = 461,73 ha x 2 ton/ha = 923,46 ton/ha
Pr dp = (461,73 – 113,15) ha x 2 ton/ha
= 348,58 ha x 2 ton/ha
=697,16 ton/ha
 Pr = (Prdp – Prtp) = 697.16 - 923,46 ton/ha/year
= (minus) 226,30 ton/ha/year

Patimban seaport development project in 2027 potentially make Pusakanagara district area
loss of fishmilk ponds production potency as much as (minus) 226.3 ton/ha/year x 10 =
2.263,0 ton/ha

Patimban Seaport Development Impact to The Venamei Shrimp ponds

Patimban Seaport Development Impact to The Venamei Shrimp ponds production is :

 Pr = (Prdp – Prtp)
If:

L : Brackish water ponds area (as described in section 2 environmental hue ) =

461,73 ha;
Pr : Venamei shrimp ponds productivity/year in Pusakanagara district based on

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primary data = 8 ton/ha

ltp dan Pr tp : 461,73 ha and 8 ton/ha
li : 113,15 ha
J : Brackish water pond

Answer :
Brackish water production
Prtp = 461,73 ha x 8 ton/ha = 3.693,84 ton/ha
Pr dp = (461,73 – 113,15) ha x 8 ton/ha
= 348,58 ha x 8 ton/ha
= 2.788,64 ton/ha
 Pr = (Prdp – Prtp) = 2.788,64 - 3.693,84 ton/ha/year
= (minus) 905,2 ton/ha/year

Patimban seaport development project in 2027 potentially make Pusakanagara district area
loss of brackish water production potency as much as (minus) 905,2 ton/ha/year x 10 =
9.502 ton/ha

Table 3.12. Analysis of Impact Estimation of Land Productivity Loss with Patimban Seaport
Development in Pusakanagara District
No. Type of Land Without Project With Project Magnitude of
(Wo/P) (Wi/P) impact (Wi/P-
(ton/ha) (ton/ha) Wo/P) (ton/ha)
1. Farm and Ricefields 69.803 80.427 -10.624
2. Brackish water pond 697,16 923,46 -226,30
(Fishmilk)
3. Brackish water pond 2.788,64 3.693,84 -905,20
(Fishmilk)
Amount 73.288,80 85.044,30 -11.755,50
Source : Consultant analysis, 2017

Seen from the magnitude of land productivity loss which is 11.755 ton/ha from land
acquisition activity, it can be categorized into causing significant impact.

This impact is rated as Negative Significant Impact (P-) based on consideration :

1. The Number of People Affected

The affected people is land owner, tenants, and farm/ponds workers that work in the land
for Back up area and access road. The number of farm land owners are 348 person,
tenants are 21 person, and workers are 41 person. While the number of Induvidualal

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fishpond owners are 59 person, tenants are 48 person, and workers are 18 person. So the
impact is rated as significant impact (P).
2. Impact Spread Area
Impact spread area is more than one village consist of Pusakaratu village, Kalentambo
village, Kotasari, and Patimban, Pusakanagara district and Pusakajaya village,
Pusakajaya district. So the impact is rated as significant impact (P).
3. Duration and Intensity of Impact
Based on the calculation above, Patimban seaport development project in 2027
potentially make Pusakanagara district area loss of agriculture production potency as
much as (minus) 10.624 ton/ha, fishmilk ponds (minus)226.3 ton/ha and Venamei
shrimp ponds (minus) 905,20 ton/ha. Thus the impact is rated as significant impact (P).
4. Other Component Affected
Other component affected is social component sosial that is public unrest, So the impact
is rated as significant impact (P).
5. Cummulative Nature of Impact
Impact source of livelihood loss only come from land acquisition activity, so the impact
is not cummulative. Based on estimation in this criteria, impact is rated as non
significant impact (TP).
6. Reversible or Irreversible Impact
Impact is irreversible, because farmer and workers can’t work in those land anymore
untill they able to look for another job. So, the impact is rated as significant impact (P).

3.1.1.3. Public Unrest

Land acquisition activity is estimated affect to public unrest as the result of livelihood loss
and decreasing of agriculture productivity due to land conversion from farmland and
fishpond to back up area and access road.
The decreasing or even the loss of arable land such as fishponds and ricefields induce public
unrest about the loss of their main livelyhood source. It is in accordance with survey result
that with the highest persentage of 30% respondents feel worried with the Patimban Seaport
development plan, because of the loss of livelyhood as the result of land conversion from
farming and fishpond area to the back up area and access road, especially for sharecroppers
and fishpond farmer. Hence, land acquisition impacts is quite potentially make public unrest
generally and farmer unrest especially. If there’s not handling on public unrest as the result
of land acquisition and it is allowed to be protracted, so it may cause potential conflict in the

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public. So that, land acquisition activity can be categorized to arouse significant impact of
\public unrest.

So that, land acquisition activity can be categorized as rise big impact to the public unrest.

Table 3.13. Analysis of Public Unrest Impact Estimation in The Construction Phase
No. Types of Impact Without Project With Project Besaran Dampak
(Wo/P) (Wi/P) (Wi/P- Wo/P)
1. Public unrest Public unrest is There are 30% 30% respondents feel
percentage as the unidentify respondents state worried due to
effect of development without seaport worries livelihood and income
plan project loss

Source : Consultant analysis, 2017

This impact is rated as Negative significant impact (P-) based on consideration:

1. The Number of People Affected
The affected people is land owner, tenants, and farm/ponds workers that work in the land
for Back up area and access road. The number of farm land owners are 244 person,
tenants are 1 person, and farm workers are 27 person. While the number of individual
fishpond owners are 55 person, tenants are 48 person, and workers are 18 person. So the
impact is rated as significant impact (P).
2. Impact Spread Area
Dispersion area of impact is more than 1 village,consists of Pusakaratu village, Gempol,
Kalentambo, Kotasari, and Patimban, Pusakanagara district and Pusakajaya village,
Pusakajaya district. So, the impact is rated as significant impact (P).
3. Duration and Intensity of Impact
As told before, the land acquisition process will cause discontinuation of cultivation so
that many people will lost their livelihood specifically as farmers and farm workers.
Although the activities happens in short duration, but the impact will continue especially
when they do not get a replacement livelihood. So, this impact is estimated to be
significant impacts (P).
4. Other Component Affected
Other Component Affected is social component that is public unrest, so the impact is
rated as significant impact (P).
5. Cummulative Nature of Impact
The impact source of livelyhood loss is only come from land acquisition, so the impact is
non cumulative. Based on estimation, impact is rated as non significant impact (TP).
6. Reversible or Irreversible Impact

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Impact is irreversible, because farmer and farm/pond worker is not able to back to work
in those lands untill they can look after another job. So, the impact is significant impact
(P)

3.2. Construction Phase

3.2.1. Procurement of Labor and Operation Basecamp
3.2.1.1. Job and Bussiness Opportunity
The needs of construction worker are 1.030 person for Phase I stage 1, and 680 person for
Phase I stage 2, about >20% workers is prioritized local people, as seen in the table below.
The neeeds of local workers is estimated 206 person for all phase 1.

Table 3.14. Estimation of Construction Workers Phase I Stage 1 – Phase I Stage 2

Section Phase Total workers
Phase I-1 560
Port
Phase I-2 390
Phase I-1 470
Road
Phase I-2 290
Phase I-1 1,030
Total
Phase I-2 680
Source : JICA Survey Team

Estimation of job and business opportunities impacts are determined by comparing recruited
local workers ratio with the required total workers to recruited total workers ratio with
unemployment number in the study area. In the description of the environmental baseline, it
is known that the number of other category (people who do not have a permanent job) from 2
districts is 481 person (See section type of work). The ued formula is:

LO = x 100 %

Which :
LO : Job opportunity rate
LO in : Number of recruited local worker
LO n : Total number of total recruited workers
UL : Number of unemployment people around study area

The impact criteria is as follow :

(i) Activity has significant impact in make job opportunity if LO = 1
(ii) Activity has enough impact if LO is valued between 0 to less than 1 and
more than 1 – 2; and

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(iii) Activity has less impact if LO more than 2

Calculation of those formulas area :

LO = x 100 %

= 2,3
Through that calculation, it is obtained the conclusion that job opportunity impact criteria
has fair value. However, job opportunity is very needed by local people, so it is very
important to be sought for job seekers around the location of Patimban seaport development.
It need to be consider that the impact of created job opportunity is different with business
opportunity. With the huge number of required workers, it will create job opportunities and
business opportunities for the people around the project location. Most of workers who are
not come from that area will stay in basecamp which is completed with canteen that can be
managed by local people. Providing shelter and its supporting facilities will also completed
with canteen/food stalls with expected capacity that can fullfill workers eat and drink needs
everyday. Beside canteen/food stall, workers also need other daily needs such as bathing
and washing needs. Those needs can be fullfilled by shop/groceries around the project site.

The impacts of created business opportunity are estimated by counting the potential
foodservice and lodging that may appear from Patimban seaport development activity :

 Food service
The total number of construction workers (person) x construction time (day) x 3 times
eating/day x Price of a meal (rupiah) :
1.030 person x 720 days x 3 x Rp.15.000 = Rp. 33.372.000.000

 Lodging services
The number of recruited commuter (non-local) construction workers (person) x construction
time (month) x rent price/month (Rupiah) :
824 person x 24 month x Rp.300.000 = Rp. 5.932.800.000

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Table 3.15. Analysis of Job and Business opportunities Impact with Patimban Seaport
Development in Location affected
No. Business opportunity Without Project With Project Scale of impact
(Wo/P) (Wi/P) (Wi/P- Wo/P)
1. Food service 0 33.372.000.000 33.372.000.000
2. Lodging service 0 5.932.800.000 5.932.800.000
Total 0 39.304.800.000 (+) 39.304.800.000
Source: Consultant analysis, 2017

It is expected with the appearance of food and lodging services business will increase local
peopple standard of living. Regarding the calculation result, so the positive impact that
occured is categorized as significant. Seeing from impact of interset based on significant
impact criteria, so the impact of workers employment activity to the job opportunity
parameter can be described as follow :

1. The Number of People Affected

The local residents that will accept the benefits of this activity is estimated around 206
person (20%), they have big opportunities to be recruited as construction workers. As for
business opportunities, the big opportunities comes from food and lodging services for
non-local workers. So that job opportunity for local people and business opportunities in
workers employment activities are predicted as significant impacts (P).
2. Impact Spread Area
Employment procurement activities potentially involving workers from outside and also
various villages around project area such as Pusakaratu Village, Gempol Village,
Kalentambo Village, Kotasari Village and Patimban Village, District Pusakanagara.
Because of that the impact is considered to be significant impacts (P).
3. Duration and Intensity of Impact
Workers employment activity to the job opportunity is estimated to occur in quite long
term around 24 months, so the impact is estimated as significant impact (P).
4. The Other Component Affected
There are no other environmental components affected by the activities of emplotment
procurement, so that the impact is considered as non significant impact (TP).
5. Cummulative Nature of Impact
Impact of job and business opportunities are not cummulative. So, the impact is
predicted as non significant impact (TP).

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6. Reversible or Irreversible Impact

Impact of job and business opportunity parameter can be reversible because people
either can work or have business in others place or sector. So, the impact that appeared is
estimated as non significant impact (TP)

Based on description above, so the impact of workers employment to the job opportunity is
estimated as positive significant impact (+P).

3.2.2. Mobilization of Heavy Equipment and Materials

3.2.2.1. Road Traffic Disruption
Most of heavy equipment and material mobilization for seaport development will be through
sea route. While for back up area and access road, heavy equipment and material
mobilization will be through land route.

Rock material will be taken from Purwakarta, so the mobilization route is : material is
transported from purwakarta – Jalan Raya Sukatani – Jl. Ciganea – Jl. Tol Cipularang – Jl.
Tol Jakarta Cikampek – Jalan Pantura – seaport access road (seaport access road that has
been freed by Subang government). The estimated number of trucks are 123 ritation per day
for access road construction materials mobilization and 77 ritation for seaport development
material mobilization (rocks). Using work assumption 8 hours, calibrated with 1,3 and
round-trip transport, so the extra traffic volume obtained from materials mobilization is 40
smp per hour. Based on that route and high amount of truck, traffic disruption is estimated to
occur around the crossing between access road and Pantura road.

Table 3.16. VCR Value in Material and Heavy Equipment Mobilization Construction Phase
Existing Tahap konstruksi + Eksisting
Magnitude
(Without Project) (With Project)
impact/
Change
Time Point from
Volume VCR Volume Service
Capacity VCR existing +
(smp/jam) existing (smp/jam) rate
construction
(%)
Morning peak 1 536 1576 0.34 576 0.37 B 7.47
hour
(07.00-08.00) 2 827 1576 0.52 867 0.55 C 4.84
Afternoon 1 585 1576 0.37 625 0.40 B 6.84
peak hour
(12.00-13.00) 2 779 1576 0.49 819 0.52 C 5.14
Evening peak 1 899 1576 0.57 939 0.60 C 4.45
hour
(16.00-17.00) 2 1083 1576 0.69 1123 0.71 C 3.69
Night peak 1 432 1576 0.27 472 0.30 B 9.25

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Existing Tahap konstruksi + Eksisting

Magnitude
(Without Project) (With Project)
impact/
Change
Time Point from
Volume VCR Volume Service
Capacity VCR existing +
(smp/jam) existing (smp/jam) rate
construction
(%)
hour 2 642 1576 0.41 682 0.43 B 6.23
(18.00-19.00)
Description :
1. Pantura road Pusakanagara head to Cirebon , 06º17.086’ S dan 107º52.533’ T
2. Pantura road Pusakanagara head to Pamanukan , 06º17.080’ S dan 107º52.50’ T

From the table above, it show that VCR average is increasing around 0.03 or the average of
the increasing traffic volume is around 9.25 %. It show non-significant increasing volume.
The rise of traffic volume around 200 trucks per day will affect the traffic around the
crossing between access road and Pantura road crossroads. Deceleration of vehicle speed
will occur in the crossroads as the result of traffic volume increase and material mobilization
activity.

Seen from the aspect of the impact of interest, so it can be analyzed as follows:
1. The Number of People Affected
The number of people affected are people along the crossing between access road and
Pusakanagara Pantura road which is became mobilization route and road user make this
impact as significant impact (P)
2. Impact Spread Area
Impact dispersion area is Pusakanagara Pantura road which is became mobilization route
in the study area. So, the impact is significant (P).
3. Duration and Intensity of Impact
Impact occur during material mobilization activity which is 60 months with vehicle
ritation is 200 truck. The deceleration is estimated to be occur and will affect to others
vehicle speed, so it will cause traffic jam. So that, this impact is significant impact (P).
4. The Other Component Affected
The other environmental component that will be affected by impact is public unrest as
the result of traffic jam. So the impact is significant (P).
5. Cummulative Nature of Impact
Traffic seizure impact is cummulative because it will occur increasing of traffic volume
during 8 hours per day for 60 months. It can be categorized into significant impact (P).

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6. Reversible or Irreversible Impact

Although temporary, the impact can’t be reversible with management because the
seizure will be still high so the impact is significant (P).

Based on description above, it can be said that material mobilization activity has significant
negative impact (-P) to the land traffic.

3.2.2.2. Decreasing of Air Quality

Construction material transportation activity involve many heavy vehicle type dump truck as
many as 123 ritation per day for access road construction material mobilization and 77
ritation for seaport development material mobilization (rock). So the total ritation is 200
ritation trucks per day. Those vehicles activity use fuel oil so it will produce exhaust gases
for emissions. The exhaust gas emissions will affect the decreasing of air quality as the result
of the increasing of gas pollutants such as SO2, NO2, and CO and the increasing of local
dust from the windblown soil particles.

Material transportation activity will through Pantura national road and then heading to access
road. Based on the laboratory analysis result in baseline survey measurement, it is known
that the current levels of SO2 is 100.34 µg/Nm3 (BM 900 µg/Nm3), NO2 is 24.77 µg/Nm3
(BM 400 µg/Nm3), CO is 9.144 µg/Nm3 (BM 30.000 µg/Nm3) and dust (TSP) is 175,42
µg/Nm3 (BM 230 µg/Nm3), still below the quality standard.

The material transportation activity potentially increase the burden of air pollutants
especially the spread of dusts that can exceed the quality standard and spread to the
settlements.

Estimation of Air Quality Impact without Patimban Seaport Activity (Without Project)
Because it is estimated that there is no another significant development in activity location
which conduce traffic arouse except Patimban Seaport develompent, so it is assumed that air
quality during 24 months of construction period is simillar to the baseline.

Estimation of Air Quality Impact with Patimban Seaport Activity (With Project)
The calculation of pollutant number estimation that emited form diesel-fueled vehicle can be
calculated with Gaussian formula with line source model as follows:

2QL  H  
2

C ( x, z )  .Exp  0,5  
(2 ) 0,5 zu   z  

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where:
C (x, z) = Pollutant concentrations in ambient air (atmosphere), g/m3
X = Distance between road and receptor, m
Z = Height of receptor above ground, m
QL = emision rate per distance unit, gr/det.m
Π = Coefisien; 3,14
U = Wind speed average on the x axis, m/det
H = Height of vehicle exhaust gas source point, m
z = Gaussian vertical dispersion coefisien, m

In the estimation of impact during this construction material mobilization, assumption that
used is :
 Using of truck fuel is 0.2 litre diesel fuel for mileage of 1 km, so diesel fuel
consumption = 0,2 Lt/km = 0,0002 Lt/m
 Average vehivle velocity is about 30 km/hour which is operated for 8 hours per day,
so in vehicle/meter 0,00083 vehicle/meter.
Based on that unit, it can be predicted :
Diesel fuel needs per vehicle per day
= ( 0,0002 Lt/m : 0,00083 kend/m ) x 200 = 48 Lt/day = 0,048 m3/day
 Wind speed is known from baseline data as much as 5,3 m/dt from the west
 Gaussian disperse coefficient ( ) at the stability of atm B is 3,4 m
 Recipient height (H) is 2 m

Meanwhile for diesel fuel oil vehicle emition factor based on WHO standard is presented in
this following table :

Table 3.17 Emision Factor of Diesel-fuel Truck Vehicle

No. Parameter Unit Emision factor
1. Partikulat Kg/m3 2,4
2. SO2 Kg/m3 19
3. NOx Kg/m3 11
4. CO Kg/m3 43,5
Source : WHO, 1982

After those data are inserted into Gaussian equation with Line Source model, obtained
distribution number due to activity of construction material transporting vehicle as follows:

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Particulate
 Q Source particulate emision= (0,048 m3/day) x (2,4 kg/ m3)
= 0,1152 kg/day= 0,0013 gr/sec
 Concentration (C)
2  0,0013  1  2 2 
C partikulat  .Exp    = 0,000049g/m3
(2  3,14)  5,3  3,4
0, 5
 2  3,4  
SO2
Q Emision source SO2 = (0,048 m3/day) x (19 kg/ m3)
= 0,912 kg/day = 0,0105 gr/sec
Concentration (C)
2  0,0105  1  2 2 
C SO2  .Exp     = 0,00039g/m3
(2  3,14) 0,5  5,3  3,4  2  3, 4  

NO2
Q Emision source NO2 = (0,048 m3/day) x (11 kg/ m3)
= 0,528 kg/day = 0,0061 gr/sec
Concentration (C)
2  0,0061  1  2 2 
C NO2  .Exp     = 0,00023g/m3
(2  3,14)  5,3  3,4
0,5
 2  3, 4  

CO
Q Emision source CO = (0,048 m3/day) x (43,5 kg/ m3)
= 2,08 kg/day= 0,0241 gr/sec

Consentration (C)
2  0,0241  1  2 2 
C CO  .Exp     = 0,0009g/m3
(2  3,14)  5,3  3,4
0,5
 2  3,4  

Table 3.18 Pollutant Contribution to the Ambien Air Quality When Construction Material
Mobilization in Pantura National Road
No. Parameter Piece Magnitude
1. Particulate/dust µg/m3 0,000049
3
2. NO2 µg/m 0,00022
3
3. SO2 µg/m 0,00039
3
4. CO µg/m 0,0009
Source: Calculation result, 2016

Especially for dust parameter, the increasing estimation is also obtained from the dusts
resuspension which are lifted into the air as the result of the truck wheels movement. The

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calculation of dust quantity can be approached by empirical formula from Midwest Research
Institute (MRI, 1979) as follows:
eu = 5,9( 0,083 x s )( 0,033 x S )( 0,143 x W )0,5( 0,0027 x d)
where :
eu = Amount of dust per road length (lb/mile)
s = Silt content (%)
S = Vehicle speed (mile/jam)
W = Vehicle weight (Ton)
d = Amount of non rainy day in a year

With the asumption:

 Vehicle speed 30 km/hour (18.634 mile/hour),
 Vehicle weight 10 ton (22.222 lbs),
 The amount of non rainy days 150 days/year,
 Silt content ± 10 %.

So, the amount of dusts that will be produced by the moving of one transporting vehicle
(dump truck) on the road is 1,374 lb/mile (384,3 kg/km), If there are about 200 operating
vehicle ritation per day and the dispersion area is assumed 1000 m2, so the amount of dusts
will be 76,86g/m3. The estimation of air quality condition with the project (Construction
material mobilization activity) is presented in the table below :

Table 3.19. Analysis of Ambien Air Quality Estimation Without and With Project while
Construction Materials Mobilization
Standard
Final Impact
No. Parameter Piece Baseline*) (PP No 41 Year
hue**) magnitude
1999)
Location : National Pantura Road
1. Particulate/dust g/m 3 175,42 252.2805 76.86048 230
2. NO2 g/m 3 24,77 24.7704 0.00039 400
3. SO2 g/m 3 100,34 100.3402 0.00023 900
4 CO g/m 3 9.144 9144.0009 0.0009 30000
Source: Calculation result, 2016
Description :
*) Ambien air quality estimation without Patimban Seaport Development
**) Ambien air quality estimation with Patimban Seaport Development

Seen from the impact of interest based on significant impact criteria, the impact of air quality
decline can be describe as follows:

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1. The Number of People Affected
The number of people affected is the people along Pantura road that become
mobilization route according to the study area boundary. The number of residents who
live around the mobilization route make this impact as significant impact (P)
2. Impact Spread Area
The spread of impact only include settlements area in transport lane, which are including
6 villages; Pusakaratu, Gempol, Kalentambo, Kotasari, and Patimban village,
Pusakanagara ditrict and Pusakajaya village, Pusakajaya district. So it is considered as
significant impact (P).
3. Duration and Intensity of Impact
Material transportation activity involve many heavy vehicle with dump truck type as
many as 200 trucks/day during the construction which is 18 months, so the decreasing of
air quality impact will occur continuously during that times.
The intensity of impact, especially dust parameter rise significantly during the
mobilization activity, so the final hue is 252.2805g/m3 which closes to quality standard
230 g/m3. So it is considered as significant impact (P).
4. The Other Component Affected
The other environmental that affected is public health, so it is considered as significant
impact (P).
5. Cummulative Nature of Impact
The impact of air quality decline is cumulative. So it is considered as significant impact
(P).
6. Reversible or Irreversible Impact
Irreversible impact because the decreasing of air quality is occur continuously. So it is
considered as significant impact (P).

Based on the explanation above, the decreasing of air quality impact as the result of
equipment and material mobilization is considered as significant negative impact (-P).

3.2.2.3. The Increasing of Noise Intensity

The mobilization of construction materials will arouse traffic flow especially in the
mobilization route from/to project site, so the noise intensity will arouse too. The baseline
condition of noise intensity in Pantura national road is 72 dBA. Where that quantity was on
standard noise level according to KepMenLH No. Kep-48/MENLH/11/1996 (for settlement

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area is 55 dBA). It is caused by transportation activity in Pantura national road, the vehicle
volume in Pantura national road is 432 – 1083 smp/hour.

Estimation of the increasing of noise level impact without Patimban Seaport Development
Activity (without project)

Because it is predicted that there is no other significant development activity which cause
traffic arouse except Patimban seaport development, so it assumed that noise level during 24
months of construction periode is simillar to the baseline 75 dBA with vehicle volume 432 –
1083 smp/jam.

Estimation of the increasing of noise level impact with Patimban Seaport Development
Activity (with project)

To determine the noise intensity as the result of material mobilization trucks, theoritically it
can be approached by formula from Rau and Wooten (1980):

Leq = Loi + 10 log (Ni/Si) + 10 log (15/d) + 0,s - 13

Which :
Loi = noise level of type I vehicle = 80 dBA(J. Rau dan Wooten,1980)
Ni = number of passing vehicle (truck) per hour
Si = Truck speed average, 30 km/hour
d = Distance of noise source to the measurement point
S = “Shiedding Factor” = 3 dBA

Based on the traffic analysis, the number of the trucks that will be used to transport
construction materials and minerals are 200 ritation/day with assumption of working hour is
8 hour/day so it is estimated that mobilization activity per hour is 25 trucks (Ni). Because of
that noise intensity calculation in the peak condition in the distance of 50 m is:

Leq(peak) = 80 + 10 log (25/30) + 10 log (15/50) + 0,3 -13

= 90,82 dBA.

So that, the increasing of noise level impact magnitude is the difference between noise level
with project and without project; 90,82 – 72 = 18,82 dBA. Furthermore, it can be seen in the
table below :

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Table 3.20. Analysis of Noise Level Impact Estimation With Equipment And Material
Mobilization
No Parameter without project With project Impact magnitude
1 Noise level (dBA) 72 90,82 18,82
2 Vehicle volume 1083 vehicle/hour 1108 vehicle/ hour 25 vehicle/ hour
(Evening peak hour
17.00-18.00)
Source : Analysis result, 2017

In the term of impact significant, it can be described as follows:

1. The Number of People Affected
The number of people affected are people which do their activity along the transporting
route, National Pantura Road. At this moment, the traffic on that road always dense
because it is the main lane between city and between province. So the residents have
been being accustomed with high noise level. It make the impact is categorized as non-
significant impact (TP).
2. Impact Spread Area
Spread of impact is only limited in settlements area on the transporting lane. Beside, the
activity of vehicles movements are occured shortly. Thus, it is estimated as non-
significant impact (TP).
3. Duration and Intensity of Impact
Material transportation activities involve many heavy vehicle with dump truck type as
many as 200 ritation/day during the construction which is 18 months, so the decreasing
of air quality impact will occur continuously during that times. The intensity of impact
rise significantly during the mobilization activity, the increasing of noise level
occur as many as 18,82 dBA from 72 dBA into 90,82 dBA which has exceeded
noise level standard in the amount of 55 dBA (settlement area). So it is
considered as significant impact (P).
4. Other Component Affected
No other environment component affected, so the impact is rated as non-significant
impact (TP).
5. Cummulative Nature of Impact
Increasing of noise intensity impact is cummulative. So, the impact is predicted as non
significant impact (TP).

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6. Reversible or Irreversible Impact

Impact can be reversible because the impcat of noise increase only occur during
mobilization activity. So, the impact is predicted as non-significant impact (TP).

Based on analysis above, so the impact of noise intensity due to equipments and materials
mobilization is predicted as non-significant impact (-TP).

3.2.2.4. Sea Traffic Disruption

Most of the construction equipment and material for the Port project site will be mobilized
via sea route for the port development. Major transportation works are transportation of
material for reclamation and dumping.

Based on baseline, activitiy in the project site (Patimban beach) is dominated by fishermen
from TPI Truntum, the data shows that fishermen who have ship in the TPI are 109. So it
assumed that if all of ships are operating on the same day, so the highest traffic activity
without project will be 109 ships per day.

The number of ships is predicted as many as 5 ships per day for material transportation from
Lampung and 24 ships per day for material transportation from dredging area to the dumping
area (15 km off-shores). The reclamation and dumping material transporting ships movement
will disturb fishermen ships movement which will pass activity location . Thus, it is
estimated that because of impact of seaport activity, ship traffic in the activity location is
become 135 ships/day.

Table 3.21. Analysis of Sea Traffic Disruption Impact Estimation with Equipment and
Material Mobilization
No Parameter without project With project Magnitude of
condition Condition Impact
1 Vehicle volume 109 ship/day 138 ship/day 29 ship/day
Source : Analysis result, 2017

Seen from the impact of interest aspect, so it can be analyzed as follow:

1. The Number of People Affected
The number of people affected is fisherman and people who use sea area around site
project as a mobilization route, so this impact is categorized as significant impact (P).

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2. Impact Spread Area

The total area of the impact spread is not only limited to sea area around the project site,
but also to the mobilization route of material along sea area, which is come from
Lampung. So this impact is categorized as significant impact (P).
3. Duration and Intensity of Impact
Impact occur during material mobilization as long as 18 months. So, this impact is
significant impact (P).
4. The Other Component Affected
No other environmental components that will be affected, so this impact is considered as
a non significant impact. (TP).
5. Cummulative Nature of Impact
The impacts is cumulative because there will be additional volume of traffic as many as
29 ships for 8 hours per day for 60 months. It is considered as a significant impact (P).
6. Reversible or Irreversible Impact
The impact is temporary, and reversible after activity finish. So it is considered as non
significant impact (TP).

Based on the analysis above, material mobilization has significant negative impact (-P) to
the traffic.

3.2.2.5. Public Unrest
Impacts that appear from heavy equipment and materials mobilization are the decreasing of
air quality, the increasing of noise level, land and sea traffic disruption, road damage, and
public unrest. Public unrest that appears in the equipment and material mobilization is
derivative impact from land traffic disruption for 60 months. That impact is in accordance
with quesioner distribution result to the people around Patimban seaport development
location who feel worried, such as : 8 % respondents feel worried of traffic jam and 6 %
respondents feel worried of noise pollution from large ships which will be anchored in
Patimban seaport.

Data analysis method to calculate public unrest is done by comparing

attitude/argument/negative perception as the result of public unrest to the occupation with
positive perception to the occupation. Public unrest appear when %Urs is bigger than 100%
as seen in this following formula:

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%Urs = Restless percentage

P(+) = Positive perception to the activity
P(−) = Negative perception to the activity

Restless rate calculation based on that formula :

Based on that calculation, it can be conclude that Patimban seaport plan activity doesn’t
make significant public unrest. It is shown by Urs calculating result as many as 61,29% that
smaller than 100%.

Table 3.22. Analysis Of Public Unrest Impact Estimation With Equipment And Materials
Mobilization
No Parameter without project With project Magnitude of
Condition Condition impact
1 Public unrest when No public unrest 8 % restless bacause Restless stated
equipment and from Patimban of traffic jam, 6% appear when %Urs
material seaport development restless bacause of more than 100%,
mobilization plan noise pollution magnitude of impact
potency from shows Urs as much
material transporting as 61,29%, So the
ships activity restless is not
significant.
Source : Analysis result, 2017

Seen from the impact of interest based on significant impact criteria, so heavy equipment and
materials mobilization impact to the public unrest parameter can be described as follow:

1. The Number of People Affected

The people who will be restless due to the mobilization heavy equipment and material
activities in the construction phase are the people who live along the mobilization track
and also road users. So, the public unrest predicted as significant impacts (P).
2. Impact Spread Area
Material mobilization activity to the public unrest has dispersed potential along the
mobilization route, Pantura National road, so it estimated as significant impact (P).

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3. Duration and Intensity of Impact

Impact of material mobilization activity to the public unrest is estimated occur during 60
months, so the impact is estimated as significant impact (P).
4. The Other Component Affected
The impact of material mobilization activity to the public unrest parameter is not
affected to others environmental components, so the impact is estimated as non
significant impact (TP).
5. Cummulative Nature of Impact
The public unrest impact is not accumulate. Because of that the impact is considered as
non significant impacts (TP).
6. Reversible or Irreversible Impact
The public unrest impact is reversible because of development of social process that
occurs in the local resident. That development accordance with the people's
understanding of environmental changes. So the impact is considered as non significant
impacts (TP).

Based on the analysis above, so the material mobilization impact to the public unrest is
estimated as significant negative impact (-P).

3.2.3. Reclamation and Off-Shore Facility Construction

3.2.3.1. Decreasing of Sea Water Quality
Off-shore facility development in this sub section means construction of breakwater and
seawall, which the materials for breakwater construction is stone in the size of 10 – 20 cm.
Those stones will be installed and stacked slowly pn bamboo mat. So the turbidity caused by
this off-shore facility construction will not be significant.

After that facility development, it continue to reclamation activity which is landfill activity
for terminal construction (part of the sea) and back up area (terestrial). The total of landfill
material that is required for reclamation untill Phase II is 15.023.135 m3, but for phase I
stage 1 and 2, which is studied in this EIA, the reclamation volume reachs 10.300.000 m3.
Based on the result of seawater quality measurements at the activity area, it is known that
from 7 measurement location, 6 points show that TSS parameter is below quality standard
(80 mg/L). As well as turbidity estimation due to off-shore facility development, in the
reclamation phase also estimated that turbidity rate will be low and limited in the
consideration as follow :

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 Seawall will be built before reclamation materials are insterted

 Reclamation materials are sea sands. Sea sands have big particle diameter and able
to settle quickly, so the clays do not spread. Sand particle is assumed 0,3783 mm
according to the survey result, so the settling velocity is 4.327 m/day based on Stoke
equation. The depth average around project site is 7 meter, while particles can reach
sea bed in 2 minutes.
 Dredging materials is used as reclamation materials using Cement Pipe Mixing
(CPM) method. Through that method, dredging materials will be mixed with cement
and then the mixture will be poured slowly into the sea, so the turbidity is predicted
to be non-significant.

Table 3.23. Analysis of Sea Water Quality Impact Estimation fron Reclamation Activity
No Parameter without project With project Magnitude of
Condition Condition impact
1 TSS and turbidity From 7 Selection of Turbidity as the
measurement technology and effect of this marine
location, 6 point material for facility development
show TSS parameter reclamation is made will not significant.  
are below quality in order to sludge
standard (80 mg/L) materials do not
spread so the
increasing of
turbidity become
small.
Source : Analysis result, 2017

Seen from the impact of interest based on significant impact criteria, so the impact of off-
shore facility development activity and reclamation to the sea water quality can be described
as follow:

1. The Number of People Affected
People who affected by the impact of sea water quality are the fishermen, so from this
criteria, the impact is estimated as significant impact (P).
2. Impact Spread Area
Area that experience sea water quality decrease is area in reclmation plan. So, it is
estimated as non significant impact (TP).
3. Duration and Intensity of Impact
The impact intensity of sea water quality deacrease from off-shore facility development
activity and reclamation only occur during activity. So, it is estimated as non significant
impact (TP).

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4. The Other Component Affected

Another component affected is the marine life disruption, so the impact is predicted as
significant impact (P).
5. Cummulative Nature of Impact
The impact of sea water quality deacrease is non cummulative with other activity. So, it
is estimated as non significant impact (TP).
6. Reversible or Irreversible Impact
The impact is reversible because this impact only occur while off-shore facility
development activity and reclamation. So, it is estimated as non significant impact (TP).

Based on the analysis above, so the impact of sea water quality decrease in reclamation
activity is estimated as significant negative impact (-P).

3.2.3.2. Disturbance of Marine Life (Nekton and Benthos)

Estimation of Impact without Patimban Seaport Development Activity (Without Project)
Based on baseline, current condition at the activity plan location there are 8 kinds of benthos
which consist of 3 kinds of Gastropods and 5 kinds of Bivalves. Benthos diversity index at
the activity plan location is between around 0 – 1,26. According to Barbour et al (1987),
Shannon Wiener diversity index classification shows that diversity index at the activity
location is very low. Sampling station location S10 has the highest diversity index as many
as 1.26, while S1, S3, S4, S7, S8, and S11 have low diversity index as many as 0. Those
results show that S10 is categorized to moderate contaminated, while S1, S3, S4, S7, S8, and
S11 are heavy contaminated. The kinds of Benthos that the most commonly found in the
sampling location are Anadara sp. (Bivalves) and Melanoides sp.(Gastropods). Both of them
can be one of indicators of water pollution, because of its ability in absorbing the pollutant.

Estimation of Impact with Patimban Seaport Development Activity (With Project)

Reclamation activity has derivative impacts such as marine life disruption (Benthos).
Reclamation activity will need total landfill materials untill 15.023.135 m3, so this activity is
potentialy causing turbidity and the increasing of TSS rate in the waters. Moreover, in the
reclamation site, kinds of benthos will be disappear because buried by the sand. The
decreasing of seawater quality can disperse to the waters around reclamation site and damage
the habitat of marine life. The increasing of sedimentation rate and suspended solid content,

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also the increasing of water turbidity can cause the death of benthos. Habitat change also will
affect to the benthos habitat loss.

Estimation of Impact Magnitude

The baseline for benthos in the rainy season shows that benthos abundance is varied from 0 –
205,88 Induvidualal/m2. In the rainy season, in some location are not found benthos. There
are two classes of benthos in the activity location, which are Gastropods and Bivalves. The
most dominating spesies from Gastropods class is Melanoides tuberculata, while from
Bivalve is Anadara grandis. Both of gastropods and bivalves commonly live in the substrat
based. With the reclamation activity on 180 Ha areas, it is predicted that 317.646.000
Induvidualal of benthos will be vanished.

Based on the result of sea water measurements in the activity location, it is known that from
7 measurements location, 6 points show TSS parameter is below quality standard (80 mg/L).
Total landfill material needs for reclamation reachs 15.023.135 m3, so the reclamation
activity has potency to cause turbidity and the increasing of TSS rate in the waters that can
exceed quality standard because of the entry of landfill materials such as sands and cements
into the sea waters. In the other hand, fishpond water quality that will be reclamated as back
up area has rate above water quality standard such as in the ammonia and fenol contents
parameters. But, it still below waste water standard quality. However, with the plan of
seawall construction before dumping activity, so the increasing of turbidity will not be
significant. Even so, waters quality control is needed.

Table 3.24. Analysis of Marine Life Disription Impact Estimation from Reclamation
No Parameter without project With project Magnitude impact

1 Bhentos 317.646.000 - (-) 317.646.000

Induvidual Induvidual
 Source : Analysis result, 2017

Seen from the impact of interest based on significant impact criteria, so the impact of
reclamation activity to the marine life can be described as follow:

1. The Number of People Affected

There are no people affected by marine life disruption, because component that directly
affected is marine life itself which is benthos. So, from this criteria, the impact is
predicted as non significant impact (TP).

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2. Impact Spread Area

Impact spread area is limited only in the area affected by reclamation and the surrounding
area. So, the impact is predicted as non-significant impact (TP).
3. Duration and Intensity of Impact
Because of the decreasing of sea water quality impact intensity that come from fishponds
water waste is only occur when reclamation activity of fishponds area, so the intensity of
marine life is also low. Thus, the impact is estimated as non significant impact (TP).
4. The Other Component Affected
There’s no other component affected, so the impact is predicted as non-significant
impact (TP).
5. Cummulative Nature of Impact
Marine life disruption impact is cummulative which it comes from dredging activity. So
the impact is predicted as non-significant impact (P).
6. Reversible or Irreversible Impact
This impact is reversible because it only occur in the reclamation area of fishponds. So
the impact is estimated as non-significant impact (TP).

Based on the analysis above, so the impact of marine life disruption (Benthos) in the
reclamation activity is predicted as non significant impact (-TP) and not managed because
of derivative impact, so the management is optimized in its primary impact.

3.2.3.3. Fishing Ground Changes

Fishing ground change when reclamation process occur because of water quality change that
affect to marine life such as necton (fish). Based on the baseline, current condition at the
activity plan location there are 9 kinds of necton which consist of 5 species of fishes (Pisces)
and 4 spesies of shrimps (Crustaceae). The amount of catch fish are more commonly found
in rainy season, while in the dry season are less. The amount of Individual of each fish
species found in all sampling location is varied. In the number of catches, the species that
most commonly found is petek fish (Leiognathus equulus) with 66 Induvidualal in all of
sampling location. This species is often found in others location, which is 4 locations. So
does jerbung shrimp (Litopenaeus vannamei) that found in the sampling location.

The increasing of turbidity in the waters will disturb fish respiratory system generally
because the increasing of suspended particle will affect to the spawn. The spawns in the
waters with high turbidity and sediment rate will have high mortality rate. Dissolved

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particles can also cause the death of non benthic egg through absorbtion in the eggshell
surface. Both of influence make the decreasing of water current and dissolved oxygen into
the egg. Both of influence to the fish behavior occur in fish refusal to the turbid water, eating
disoreder, and the increasing of finding shelter. Other than that, turbidity also decrease
activity and influence the fish’s migration lane. Reduction in the number of marine fish will
affect to the amount of the catch in that area.

Based on the fishing ground survey, there are 3 fish auction (TPI) in the activity location,
Kali Genteng, Truntum and Tanjung Pura. The number of registered fishermen is 381 people.

Based on the interview result, those fishermen catch the fishes not only in one fishing ground
but also to others area if they did not catch a fish in the area before. Fishing ground areas
around those 3 TPI are Ciasem, Mayangan, Bobos, Patimban beach, Gebang, and Eretan.

1. Ciasem
2. Mayangan
3. Bobos
4. Pantai Patimban
5. Gebang
6. Eretan

Figure 3.1. Fishing Ground Around the Port Project Site

Among the 6 fishing grounds above, there is a fishing ground that located in the project site
of terminal development; Pantai Patimban. Pantai Patimban area give a quite big
contribution to the fishermen catch in that area. Necton species that give big contribution is
Petek fish (Leiognathus equulus).

To know the impact of fishing ground loss in Patimban waters, here is the data of catches
fish in that area.

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Table 3.25. Average Catches of Fish (kg/trip) based on the interview result of Fishermen in
the TPI Kali Genteng
Fishing Ground
No Type of Fish
Ciasem Mayangan Bobos Patimban Gebang Eretan
1 Grouper 25
2 White pomfret 15 95
3 Fresh water crab 10 8
(rajungan)
4 Shrimp 70 77 80 165
5 Squid 70 165 50 200
6 Crab 25
7 Cuttlefish 40
8 Petek fish 2200 300 1100 820
9 Salmon 10 200 120
10 Mackerel 5
11 Anchovy 46
12 Black jewfish 35 15
13 Balakutak 26 18
14 Blama 50
15 Jerbung shrimp 20
16 Kuro fish 3
Total 2431 0 796 1365 1502 0
Source: Fishing Ground Survey Team (Interview Survey, October 2016)

Table 3.26. Average Catches of Fish based on Fishermen Interview Result in Trumtum TPI
Fishing Ground
No Type of Fish
Ciasem Mayangan Bobos Patimban Gebang Eretan
1 Bilis 500 300 500 500 900
2 Lapan 1100
3 Salmon 10
4 Kuro fish 25
5 Mackerel 7
6 Fresh water 6 6
crab (rajungan)
7 Barramundi 50 0 5
8 Shrimp 50
9 Petek 300
Total 500 650 598 506 5 200
Source: Fishing Ground Survey Team (Interview Survey, October 2016)

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Table 3.27. Average Catches of Fish based on Fishermen Interview Result in Tanjung Pura
TPI
Fishing Ground
No Type of Fish
Ciasem Mayangan Bobos Patimban Gebang Eretan
1 Shrimp 0 4 46 29 77,5 39,5
2 Pomfret 0 0 22 20 50,5 15,5
3 Rajungan 0 0 10 0 0 0

Total 0 4 78 49 128 55
Source: Fishing Ground Survey Team (Interview Survey, October 2016)

Based on the data above, fishing ground location in Patimban gives big contribution to the
fisherman catches, which the calculation result of cathches contribution from Patimban
fishiing ground is 21,65% from the recapitulatuion in the six fishing ground. The estimation
impact of with and without project to the fish production refers to the data above is as
follow :

Figure 3.2. Estimation of with and without project reclamation activity impact to the fish
productivity

Based on the picture above, impact of reclamation activity to the fishing ground loss is
Patimban waters has implication with fish production loss in that location. The result of
calculation based on survey result is estimated that the loss/reduction of catches is 1920
kg/trip when the fishermen choose Patimban waters location as the fishing ground.

Seen from the impact of interest based on significant impact criteria, so the impact of
reclamation to the fishing ground can be described as follow:

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1. The Number of People Affected

The people who impacted by change fishing ground is the fishermen who catch fish in
the area Gebang and Pantai Patimban that is the fishermen as many as 381 people who
devided into 3 fish auction (TPI); TPI Kali Genteng, Truntum, dan TPI Tanjung Pura.
So based on these criteria, the impacts is predicted as significant impacts (-P).
2. Impact Spread Area
Reclamation activity cause the impact of fishing ground loss in the Patimban waters. So,
it estimated as significant negative impact (-P).
3. Duration and Intensity of Impact
The loss of fishing ground impact in the reclamation activity occur continuously because
fishing ground location change into terminal and Patimban seaport off-shore facilities.
So it is estimated as significant negative impact (-P).
4. The Other Component Affected
The other components are affected by changes in fishing ground is the emergence of
unrest on local fishermen. So the impact is predicted as significant impact (-P).
5. Cummulative Nature of Impact
The impact is not cumulative with other impacts. So the impact is predicted as
significant impact (TP).
6. Reversible or Irreversible Impact
Impact is irreversible because fishing ground area in the Patimban waters has reclamated
into terminal and seaport marine facilities. So, it is estimated as significant negative
impact (-P).

Based on the analysis above, so the impact of fishing ground change in the reclamation
activity is estimated as significant negative impact (-P).

3.2.3.4. Public Unrest

Based on the results of interviews with fishermen, it is known that the area of fishing ground
Gebang and Patimban Beach is an area that is quite often used as fishing grounds for local
fishermen.

Patimban waters is fishing ground for fishermen from Tanjung Pura TPI, Trumtum, and
Kaligenteng because the location is near to the TPI so the operational cost can be reduce.
Based on the result of intervies, the fishermen opinion about fishing ground loss as the effect
of reclamation activity is as follow :

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Table 3.28. Impact of Fishing Ground (Loss or disruption of lane) Faced by Fishermen Due
To Seaport
TPI
No Fishing Ground
Kali Genteng Truntum TanjungPura
1. Ciasem - D D
2. Mayangan - D D
3. Bobos - D D
4. PantaiPatimban E E E
5. Gebang D - -
6. Eretan D - -
Description:
• E = fishing ground loss
• D = Lane disruption to fishing ground

Moreover, the fishing ground change as the result of off-shore facilities construction will
arouse the anxiety of fishermen. The anxiety that occur is disruption of Patimban and Bobos
fishing ground. Both of the fishing ground have near distance to the three of fish auction
location (TPI) around the seaport location. In other hand, the result of catches from both
fishing ground is quite high if compared with all of fishing ground location.

Facing the disruption of fishing ground location, fisherman can look after new location of
fishing ground with the risk of higher operation cost and the condition of new fishing ground
that is unknown. The fishermen operation cost and income in normal condition (without
project) and with project are as follow :

Table 3.29. Operational Cost and Income of Fishermen in TPI Kali Genteng
Average Cost per year Without project (Rp) With project (Rp)
A, Fuel cost 27,216,000 35,380,800
B, Ships maintenance 3,425,000 4,452,500
C, Ships machine maintenance 2,231,250 2,900,625
D, Fishermen fishing equipment 8,662,500 8,662,500
Net Income Rp Rp
Ship owner fishermen average income 34,800,000 24,360,000
Ship non-owner fishermen average income 25,200,000 17,640,000
Source : Survey and analysis, 2017

Table 3.30 Operational Cost and Income of Fishermen in TPI Trumtum

Average Cost per year Without project (Rp) With project (Rp)
A, Fuel cost 24,240,000 31,512,000
B, Ships maintenance 2,000,000 2,600,000
C, Ships machine maintenance 1,812,500 2,356,250
D, Fishermen fishing equipment 5,015,625 5,015,625
Net Income Rp Rp
Ship owner fishermen average income 31,540,000 22,078,000
Ship non-owner fishermen average income 22,460,000 15,722,000
Source : Survey and analysis, 2017

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Table 3.31. Operational Cost and Income of Fishermen in TPI Tanjung Pura
Average Cost per year Without project (Rp) With project (Rp)
A, Fuel cost 24,864,000 32,323,200
B, Ships maintenance 1,393,000 1,810,900
C, Ships machine maintenance 1,531,250 1,990,625
D, Fishermen fishing equipment 13,281,250 13,281,250
Net Income Rp Rp
Ship owner fishermen average income 46,800,000 32,760,000
Ship non-owner fishermen average income 18,000,000 12,600,000
Source : Survey and analysis, 2017

With the project, which are reclamation and off-shore facility development activity, so the
disruption will be occur to the fishing ground and the lane to the fishing ground. The farther
the route to the fishing ground, the higher the cost of operation such as 20-30% for fuel oil,
ships and machine maintenances. The increasing of operational cost will reduce net
production as many as the increasing of the operational cost.

Table 3.32. Analysis of Impact Estimation of Public Unrest from Fishing Ground
Change in Reclamation Activity
No Parameter without project With project Impact magnitude
condition condition (Rupiah)
1 Disruption of fishing Average Income Average Income
ground affect public (fishermen have (fishermen have
unrest due to the ships) : ships) :
increasing of  34,800,000  24,360,000 (-) 10.440.000
operational cost  31,540,000  22,078,000 (-) 9.462.000
 46,800,000  32,760,000 (-) 14.040.000
Source : Analysis result, 2017:

So, by seeing the impact of interest based on significant impact criteria, it can be described
as follow:

1. The Number of People Affected

People affected are the fishermen whom fishing in the Gebang area and Patimban beach
as many as 381 person which is devided into 3 fish auction place (TPI); TPI Kali
Genteng, Truntum, and TPI Tanjung Pura. So, based on the criteria, the impact is
estimated as significant negative impact (-P).
2. Impact Spread Area
Impact spread area involve Bobos and Patimban beach fishing ground. Although there
are 4 other fishing ground, but its distance and production potency are lower. So the
impact is estimated as significant negative impact (-P).

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3. Duration and Intensity of Impact

Public unrest impact as the effect of fishing ground change occur shortly and limited in
the begining of construction phase, but the impact intensity is relative big so it is
predicted as significant impact (P).
4. The Other Component Affected
No other component affected so the impact is predicted as non significant impact (TP).
5. Cummulative Nature of Impact
Impact is non cummulative with the other impact. So impact is predicted as non
significant impact (TP).
6. Reversible or Irreversible Impact
Impact is irreversible because the location are lost and change into terminal and
Patimban seaport marine facilities. So, it is estimated as significant negative impact (-
P).

Based on the analysis above, so the impact of public unrest to the reclamation and marine
facilities development are estimated as significant negative impact (-P).

3.2.4. Dredging and Disposal

3.2.4.1. Decreasing of Sea Water Quality
Marine construction works such as dredging and dumping of dredged soil will generate
turbidity into seawater. In order to assess the turbidity diffusion quantitatively, spread and
concentration of Suspended Sediment (SS) generated by the construction works was
predicted using numerical simulation.

Before dredging activity at the phase I in the Patimban seaport area, marine facilities have
been built partially such as breakwater and revetment as in this following picture

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Figure 3.3. Topographical Conditions (in the starting period of dredging at Phase1-1 and
initial situation of Phase1-2 after the completion of Phase1-1)

In the phase I-2, all of breakwater and revetment around the Patimban seaport have been
built as in this following picture :

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Figure 3.4. Topographical Conditions after the completion of Phase1-2

Condition above is used as model design in the hydrodynamics mathematics modeling and
sediment dispersion when the dredging occur.

Mathematics modeling is done in two condition, rainy season and dry season as follow :

- January (rainy season)

Wind velocity：2.8m/s
Wind direction：286°（clockwise from North direction）-WNW-
- July (dry season)
Wind velocity：3.4m/s
Wind direction：118°（clockwise from North direction）-ESE-

Initial conditions of Suspended Sediment(SS) concentration when modeling is assumed 0.

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The intensity of simulation period is 240 hours that has represented steady state condition in
the modeling. Here is the sediment particle size and settling velocity from sediment that is
used in the mathematics modeling.

Table 3.33. Particle size and Sediment settling velocity

Settling velocity
Typical Particle size
Types of soil Particle size (mm) Typical Particle size
(mm)
(m/day)
Sand 0.075～2 0.3873 4327.22
Silt 0.005～0.075 0.0194 30.58
Clay (0.001)～0.005 0.0022 0.39

Turbidity that occur when dredging and dumping in dumping area is estimated as the effect
of many sediment volume that taken or disposed, the following is estimation of dredging
volume per day :

Table 3.34. Estimation of sediment volume in dredging and dumping activities in the
dumping area

(1) Phase I stage 1

Dredging
Source of turbidity Dredging use Description
area
Dredging Suction dredger ship
6.000m3/ day
Sailing lane Overflow Suction dredger ship
→ Off-shore dumping
Dumping (off-shore) Suction dredger ship
6.000m3/ day
Anchorage Dreger taker ship
Dredging → Using CPM to recover soil
basin (*3)(7.5m3 class)
in the container terminal

(2) Phase I Stage 2

Dredging
Source of turbidity Dredging use Description
area
Dredging Suction dredger ship
17.500m3/ day
Sailing lane Overflow Suction dredger ship
→ Off-shore dumping
Dumping (off-shore) Suction dredger ship
Dredger taker ship (*2)(15-
Dredging
Anchorage 20 m3 class) 17.500m3/ day
basin Overflow Tongkang ship → Off shore dumping
Dumping (off-shore) Tongkang ship

This following is activity location based on activity phase :

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Figure 3.5. Turbidity Source Assumption Location in the Dredging and Dumping Sediment
Based on Activity Phase (Phase 1 Stage 1 and Phase 1 Stage 2)

In the estimation of turbidity source density magnitude, it is used “Guideline of prediction of

effect of turbidity diffusion by port construction work, April 2004, Ministry Land,
Infrastructure, Transport and Tourism (MLIT)” with the equation as follow :

R
w＝ w0 (a)
R75
Ws＝w × Qs (b)
Where,
3
w：turbidity source basic unit (kg/m )
3
w0 ：existing turbidity source basic unit standardized with current velocity of7cm/s (kg/m )
R：particle size accumulation distribution percentage of critical turbidity sediment particle
size by applying the local current velocity as the critical turbidity velocity (%)
R75：particle size accumulation distribution percentage of sediment smaller than 0.075mm
by applying the existing turbidity source basic unit ofw0(%)
Ws ：amount of yielded turbidity (kg/day)
3
Qs ：Execution volume (m /day)

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Followings are the calculation procedure of SS estimation.

- Obtaining the critical turbidity velocity from local current velocity

- Representative particle size of the bottom sediment from the cumulative particle
distribution curve and obtaining the critical particle size of turbidity

- Obtaining the ratio of clayey and silty sediment particle smaller than 75μm and particle
percentage (R75) which are obtained from the calculated procedure of particle size
accumulation distribution percentage (R) of critical turbidity sediment and existing
basic unit (w0)

- Obtaining the turbidity source basic unit based on equation (a) by multiplying the
existing turbidity source basic unit standardized with current velocity of 7cm/s and
above mentioned ratio of clayey and silty sediment particle smaller than 75μm and
particle percentage (R75)

- Obtaining the amount of yielded turbidity based on the equation (b) by multiplying the
turbidity source basic unit and Execution volume

According to the simulated results of current field, maximum current velocity of flood and
ebb tide conditions was about 30cm/s at the dredging access channel site. On the other hand,
maximum current velocity at the anchorage basin area was about 5cm/s blocking by
breakwater and revetment.

The relation between the sediment particle size and critical turbidity velocity was shown in
the following figure and considered particle size for turbidity becomes smaller from 0.062 to
1.5 mm.

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Channel, 30cm/s

Basin, 5cm/s
Critical turbidity velocity (cm/s)

0.062mm 1.5mm
Particle size (mm)

Source : “Guideline of prediction of effect of turbidity diffusion by port construction work (by MLIT)

Figure 3.6. Relation between Sediment Particle Size and Critical Turbidity Speed

The comparison between typical particle and particle size that mentioned above show that
silt and clay are smaller than 1.5mm and so the typical particle size are smaller than
0.062mm. On the other hand, Sand is bigger than 0.062mm and typical sand particle size is
smaller than 1.5mm.

Based on those considerations, R=100% was used for material at the access channel and
dumping site and R=94% (61%+33% except sand) for material at the anchorage basin area.

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This following table is turbidity unit basic source applied in the modeling :

Table 3.35. Applied Turbidity Source Basic Unit

Guideline based on MLIT Used value

Sludge and Clay Turbidity R75 Turbidity source
Activit

Working Ship Specification Materials source basic (%) basic unit (t/m3)
Percentage (%) unit (t/m3) Average Average
Taker dredger 8m3 94.5 25.80×10-3
ship（Phase1-1, 8m3 58.0 9.91×10-3 71.9 22.55×10-3
7.5m3 Class） 8m3 63.1 31.94×10-3
18m3 97.0 5.10×10-3
Excavation

Taker dredger 18m3 96.6 17.25×10-3

ship（Phase1-2, 87.2 12.59×10-3
18m3 84.8 18.40×10-3
15-20 m3 Class）
15m3 70.2 9.60×10-3

Suction dredger 92.0 7.09×10-3 9.60×10-3

1765kW(2400PS) 90.1
ship 88.1 1.21×10-2 ※1

Suction dredger
1765kW(2400PS) 68.6 22.72×10-3 68.6 22.72×10-3
ship
Dumping

500m3 96.7 11.63×10-3

200m3 69.8 41.66×10-3
Tongkang ship 70.93 15.79×10-3
180m3 57.7 8.31×10-3
120m3 59.5 1.56×10-3
※1) turbidity by dredging and overflow from the hopper are included

According to the construction work plan, there are two possible occasions of turbidity
generation, dredged soil dumping into hopper barge and overflow from effluent outlet of
reclamation area. The estimation of calculating below use the reference of simillar study
from “Detailed Design Study for Lach Huyen Port Infrastructure Construction Project,
Government of VietNam (Port and Road and bridge)”

Turbidity unit basic source by overflow from hopper barge is assumed to be the same as
Trailer Suction Hopper Dredger. Turbidity source basic unit by overflow from Trailer
Suction Hopper Dredger was considered to be 0.8 times, the details of calculation is as
follow :

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Table 3.36. Estimation of SS Source Amount in Dredging Activity

(1)Phase I stage 1
Existing
Turbidity SS loading
Turbidity Volume
Location Type of activity Machine and Ship R75 R basic unit amount
basic Unit (m3/day)
(t/m3)×10-3 (t/day)
(t/m3)×10-3
Trailer hopper 1.92
Dredging 90.1 100 2.13 6,000 12.780
suction dredger (9.60*0.2)
Sailing lane
Trailer hopper 7.68
Overflow from the dredger 90.1 100 8.52 6,000 51.120
suction dredger (9.60*0.8)

Basin Dredging( 3 parties ) Grab Dredger 22.55 71.9 94 29.48 2,000*3 58.960*3

Trailer hopper
Offshore Dumping 22.72 68.6 100 33.12 6,000 198.720
suction dredger

(2) Phase I stage 2

Existing
Turbidity SS loading
Turbidity Volume
Location Type of activity Machine and Ship R75 R basic unit amount
basic Unit (m3/day)
(t/m3)×10-3 (t/day)
(t/m3)×10-3
Dredging Trailer hopper 1.92 90.1 100 2.13 17,500 37.275
suction dredger (9.60*0.2)
Sailing lane
Overflow from the dredger Trailer hopper 7.68 90.1 100 8.52 17,500 149.100
suction dredger (9.60*0.8)
Dredging( 2 parties ) Grab Dredger 12.59 87.2 94 13.57 8,750*2 118.738*2
Basin
Overflow Hopper barge 7.68 90.1 94 8.01 8,750*2 70.088*2
Trailer hopper
suction dredger 22.72 68.6 100 33.12 17,500 579.600
Sailing lane Dumping
Hopper barge 15.79 70.9 100 22.27 17,500 389.725

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In the following table is conditions of turbidity source from dredging activity which refers to
“Guideline of prediction of effect of turbidity diffusion by port construction work, April 2004,
Ministry Land, Infrastructure, Transport and Tourism (MLIT)”. Where in the SS source
modeling is given to all of layers from 3 dimensions modeling.

Table 3.37. Condition of Turbidity Source and Dredging Mathematic Model

Construction
Turbidity
Method Turbidity generation
Turbidiy Source source
model
(Equipment) condition

Trailer Hopper Turbidity

Suction Dredger Ladder appear from
Overflow
overflow on
Drag head water surface
besid on seabed

Grab Dredger Grab Turbidity is

produced through
water surface to
the seabed

Table 3.38. Turbidity Source Condition in Mathematic Model of Sediment Disposing in the
Dumping Area

Construction Turbidity
methode Turbidity generation
Turbidity sorce Source
(Equipment) model
Condition

Hopper Barge Turbidity is

produced through
water surface to
the seabed

Show distribution of turbidity generation

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The figure below shows the daily maximum SS distribution in the surface and bottom of the
sea in each observation point with the worst condition assumption, where the source was
conditioned to be continue during simulation period.

The spread of turbidity diffusion by the basin dredge and sailing channel would not reach the
west shore around the river mouth in both cases of rainy and dry season. Although the
turbidity diffusion in rainy season with west wind reach the beach behind the new port, the
concentration would be under 2mg/l.

The threshold which can give impact to the estimation in an area is shown in the table below.
Based on that threshold, the turbidity area is high (5-10 mg/L) also limited to 2 – 3 km from
project site.

Furthermore, turbidity distribution of off-shore dumping is limited. Although the

concentration of turbidity source is constant, the distribution of turbidity is fluctuate because
of unstable nature condition.

Table 3.39. Examples of the Threshold of the Impact on Aquatic Life

Threshold Country Explanation

(SS)*
2 mg/L Japan 1) The value has been established as a limit for aquatic
species to be able to keep their healthy condition.
Note: Usually 10mg/L is used as threshold on
fishery imact during the construction since 2mg/L is
too strict to meet.

5 mg/L Canada2) Water quality guidelines for protecting aquatic life.

The value is proposed for long term exposures (24
hr‐30days).

11 mg/L Australia Used for alerting construction works adjacent to coral

(Cape Lambert reefs.
Port)3) It bases on a study for warning indicators for corals.
The value is derived from 6 NTU at which corals get
stressed.
*The values do not include background concentration.
1) Japan Fisheries Resource Conservation Association, 2005

2) Canadian Council of Ministers of the Environment, 1999, updated 2002.

3) Dredging Program for the Cape Lambert Port Upgrade Referral Document

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(a) Surface layer

(b) Bottom Layer
‐ Daily Maximum Turbidity in the rainy season with west wind ‐
Figure 3.7. Results of Turbidity Diffusion by Construction Works for Phase 1 Stage 1

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(a) Surfce layer

(b) Bottom Layer

‐ Daily Maximum Turbidity in the dry season with east wind –
Figure 3.8 Results of Turbidity Diffusion by Construction Works for Phase 1 Stage 1

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(a) Surface layer

(b) Bottom Layer

‐ Daily Maximum Turbidity in the rainy season with west wind ‐
Figure 3.9. Results of Turbidity Diffusion by Construction Works for Phase 1 Stage 2

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(a) Surface layer

(b) Bottom Layer

‐ Daily Maximum Turbidity in the dry season with east wind ‐
Figure 3.10. Results of Turbidity Diffusion by Construction Works for Phase I Stage 2

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The following is estimation of TSS concentration value to the distance if transect line is
made to the sediment distribution model.

Based on the result of modeling, it can be known that turbidity increase in the dumping area
has smaller distribution distance (10 mg/l distribution distance <1 km) than during dredging
activity (10 mg/l distribution distance <3 km). The increasing of average maximum
Suspended Sediment concentration occur in the area less than 500 m from the activity source.

This simulation predicts that TSS input continuosly (24 hours), so the result shows distance
of turbidity maximum distribution.

Dominant particle from dredging material is silt that consist of 61% particle which the size is
0,0194 mm and settling velocity is 30,58 m/day. Based on that speed, turbidity will
disappear from the surface to the bottom at 2 hours in 5 meter depth and 7,8 hours in 10
meter depth.

Figure 3.11 Transect sample in one of sediment distribution modeling result (phase 1 – 2)

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35

30
Rainy Season, Surface
25
Rainy Season, Bottom
SSC (mg/l)

20 Dry Season, Surface
Dry Season, Bottom
15

10

0
‐10 ‐9 ‐8 ‐7 ‐6 ‐5 ‐4 ‐3 ‐2 ‐1 0 1 2 3 4 5 6 7 8 9 10
West <‐‐ Distance from the loading place (km)          ‐‐> East

(1) Daily Maximum Turbidity around the Dumping Site

35

30
Rainy Season, Surface
25
Rainy Season, Bottom
SSC (mg/l)

20 Dry Season, Surface
Dry Season, Bottom
15

10

0
‐3.0 ‐2.5 ‐2.0 ‐1.5 ‐1.0 ‐0.5 0.0 0.5 1.0 1.5 2.0 2.5 3.0
West <‐‐ Distance from the center of channel (km)          ‐‐> East

(2) Daily Maximum Turbidity around the Dredging Site

Figure 3.12. Transect of sediment suspended distribution concentration to the distance at

phase 1-2

Table 3.40. Turbidity Estimation without Project and With Project

Area Without Project With Project Besaran Dampak
Dumping Site 10.2 – 11.25 mg/L 15.2 – 16.25 mg/L 5mg/L
(at CW7) (maximum at 3km)
Dredging Site 12.0 – 15.8 mg/L 14.5 – 18.3 mg/L 2.5 mg/L
(a t CW4) (maximum at 3km)

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This impact is considered as negative significant impact (-P) based on the following
considerations :

1. The Number of People Affected

No human being affected by a decrease of sea water quality, so that the impact based on
these criteria are predicted as a non-significant impact (TP).
2. Impact Spread Area
Dredging activity causes the spread of turbidity at sailing lane and port basin area. So
the impact is estimated to be significant impacts (P).
3. Duration and Intensity of Impact
The impact of dredging activities on decrease of seawater quality that is increase in
turbidity and TSS deployment. But the intensity of the impact expected small and
limited. Because the spread of turbidity diffusion by the dredging for access channel
and anchorage basin would not reach the west shore around the river mouth in both
cases of rainy and dry season. Although the turbidity diffusion in rainy season with west
wind reaches the beach behind the new port, the concentration would be under 2mg/l.
So the impact is estimated to be not-significant impacts (TP).
4. Other Component Affected
Other component affected is the marine life disruption, so the impact is predicted as
significant impacts (P).
5. Cummulative Nature of Impact
The decrease of sea water quality is cumulative with the reclamation activities impact. so
the impact is predicted as significant impacts (P).
6. Reversible or Irreversible Impact
The impact is irreversible. Based on these criteria the impact are predicted as a
significant impact (P).

3.2.4.2. Disturbance of Marine Life (Nekton and Benthos)

a. Plankton
Estimation of Impact without Patimban Seaport Development Activity (without project)

Based on the baseline, phytoplankton abundance in the rainy season are around 64.000 –
231.000 sel/litre. While zooplankton are between 4.000 – 75.000 sel/litre. Bacillariophyta
phylum have the highest abundance and species number such as Synedra acus. There are
total of 31 kinds of plankton which consist of 22 kinds of phytoplankton that devided into
9 classes, and 15 kinds zooplankton that devided into 9 classes. Shannon – Wiener

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diversity index is around 1 – 2 for phytoplankton, while for zooplankton is around 0,41 –
1,40. Based on that value, it can be said that current conditions in the activity plan
location are categorized as moderate untill heavy polluted.

Estimation of Impact with Patimban Seaport Development Activity (with project)

Dredging and dumping activities give the direct impact to the plankton. Dredging and
dumping are causing the increasing of sedimentation rate and suspended solids contents,
also the increasing of waters turbidity that will cause reduction of sun light penetration in
to the waters so the primary production decline and dissolved oxygen content in the
waters reduce. It especially can disturb photosynthesis process of phytoplankton which in
the worst case can obstruct food production process and cause the death. The reduction of
producer organism can also cause derivative impact to the food suply in the chain food
above, zooplankton which has high dependency to the phytoplankton and possibly get
indirect impact.

Impact Magnitude
The baseline for plankton in the rainy season shows that phytoplankton abundance is
dominated by Bacillariophyta class with the abundance between 28.000 – 140.000
cel/litre. Based on seawater quality measurement result in the activity location, it is
known that from 7 measurement locations, 6 points show TSS parameter below the
quality standard (80 mg/L). Marine construction work such as dredging and dumping will
cause turbidity in the sea water. But the impact intensity is estimated small and limited.
Turbidity distribution by the basin and sailing line dredging materials will not reach west
beach around the estuary both of dry and rainy season. Although the turbidity in the rainy
season with the west wind reach the beach behind seaport, the concentration is still below
2 mg/L.

b. Benthos
Estimation of Impact without Patimban Seaport Development Activity (without project)

Based on baseline, current condition at the activity plan location there are 8 kinds of
benthos which consist of 3 kinds of Gastropods and 5 kinds of Bivalves. Benthos
diversity index at the activity plan location is between around 0 – 1,26. According to
Barbour et al (1987), Shannon Wiener diversity index classification shows that diversity
index at the activity location is very low. Sampling station location S10 has the highest

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diversity index as many as 1.26, while S1, S3, S4, S7, S8, and S11 have low diversity
index as many as 0. Those results show that S10 is categorized to moderate contaminated,
while S1, S3, S4, S7, S8, and S11 are heavy contaminated. The kinds of Benthos that the
most commonly found in the sampling location are Anadara sp. (Bivalves) and
Melanoides sp.(Gastropods). Both of them can be one of indicators of water pollution,
because of its ability in absorbing the pollutant.

Estimation of Impact with Patimban Seaport Development Activity (With Project)

Dredging and dumping activity have derivative impacts such as marine life disruption
(Benthos). This activity is potentialy causing turbidity and the increasing of TSS rate in
the waters. The decreasing of seawater quality can disperse to the waters around
reclamation site and damage the habitat of marine life. The increasing of sedimentation
rate and suspended solid content, also the increasing of water turbidity can cause the
death of benthos. Habitat change also will affect to the benthos habitat loss.

Estimation of Impact Magnitude
The baseline for benthos in the rainy season shows that benthos abundance is varied from
0 – 205,88 Induvidualal/m2. In the rainy season, in some location are not found benthos.
There are two classes of benthos in the activity location, which are Gastropods and
Bivalves. The most dominating spesies from Gastropods class is Melanoides tuberculata,
while from Bivalve is Anadara grandis. Both of gastropods and bivalves commonly live
in the substrat base. Based on the result of sea water measurements in the activity location,
it is known that from 7 measurements location, 6 points show TSS parameter is below
quality standard (80 mg/L). Marine construction work such as dredging and dumping will
cause turbidity in the sea water. But the impact intensity is estimated small and limited.
Turbidity distribution by the basin and sailing line dredging materials will not reach west
beach around the estuary both of dry and rainy season. Although the turbidity in the rainy
season with the west wind reach the beach behind seaport, the concentration is still below
2 mg/L.

c. Necton
Estimation of Impact without Patimban Seaport Development Activity (Without Project)
Based on the baseline, current condition at the activity plan location there are 9 kinds of
necton which consist of 5 species of fishes (Pisces) and 4 spesies of shrimps (Crustaceae).

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The amount of catch fish are more commonly found in rainy season, while in the dry
season are less. The amount of Induvidualal of each fish species found in all sampling
location is varied. In the number of catches, the species that most commonly found is
petek fish (Leiognathus equulus) with 66 Induvidualal in all of sampling location. This
species is often found in others location, which is 4 locations. So does jerbung shrimp
(Litopenaeus vannamei) that found in the sampling location.

Estimation of Impact with Patimban Seaport Development Activity (With Project)

The decreasing of water quality from dredging and dumping activity have derivative
impact of marine life disruption such as necton. Benthos is main food for sea fish. If
benthos is disturbed so the sea fish will has the impact. The increasing of turbidity in the
waters will disturb fish respiratory system generally because the increasing of suspended
particle that stick to the gill. Beside the mature Induvidualal, the increasing of suspended
particle will also affected to the spawns. The spawns in the waters with high turbidity
and sediment rate will have high mortality rate. Dissolved particles can also cause the
death of non benthic egg through absorbtion in the eggshell surface. Both of influence
make the decreasing of water current and dissolved oxygen into the egg. Both of
influence to the fish behavior occur in fish refusal to the turbid water, eating disoreder,
and the increasing of finding shelter. Other than that, turbidity also decrease activity and
influence the fish’s migration lane. Reduction in the number of marine fish will affect to
the amount of the catch in that area.

Impact Magnitude
In the reclamation plan area, there are 9 kinds of necton, with majority are kinds that
become consumption or livelyhood source of fishermen around the location. Patimban
beach is one of fishermen fish cathcing area. Patimban beach area give a quite big
contribution to the fishermen catch in that area. Necton species that give big contribution
is Petek fish (Leiognathus equulus). Dredging and dumping activities can give high
pressure to the waters environment in Patimban beach so it can cause disruption of necton.
Disturbing or reducing necton not only can bother surrounding waters ecosystem but also
give direct impact to the fishermen catch decrease.

Marine construction work such as dredging and dumping will cause turbidity in the sea
water. But the impact intensity is estimated small and limited. Turbidity distribution by
the basin and sailing line dredging materials will not reach west beach around the estuary

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both of dry and rainy season. Although the turbidity in the rainy season with the west
wind reach the beach behind seaport, the concentration is still below 2 mg/L.

Table 3.41. Analysis of Marine Life Disruption Impact Estimation from Dredging
and Dumping Activity
No Parameter without project condition With project Magnitude of
condition impact
1 Plankton Phytoplankton abundance in Disrupted. Will pytoplankton :
rainy season range 64.000 – cause decreasing of Minus (64.000 –
231.000 cell/litre. abundance 231.000 cell/litre)
While zooplankton 4.000 –
75.000 cell/litre Zooplankton : Minus
(4.000 – 75.000
cell/litre)
2 Bhentos Benthos abuncance 0 – Disrupted. Will Minus 0 – 205,88
205,88 Induvidual/m2 cause decreasing of Induvidual/m2
abundance
3 Necton 9 kinds of necton consist of Disrupted, but, Decreasing of
5 fishes species (Pisces) and necton can moving abundance
4 shrimps species to another place
(Crustaceae)
Source : Analysis result, 2017

This impact is considered as a non significant negative impact (-TP) based on the
following considerations :

1. The Number of People Affected

There are no people affected by marine life distribution, because the component
directly affected is marine life it self, such as benthos and necton. So, from this
criteria the impact is pedicted as non significant impact (TP).
2. Impact Spread Area
Impact spread area is limited only in the area affected by dredging and dumping. So,
the impact is predicted as non-significant impact (TP).
3. Duration and Intensity of Impact
Because the intensity of the decreasing of sea water quality only occur when
dredging and dumping activity, so the intensity of marine life disruption is small.
Thus, the impact is predicted as non-significant impact (TP).
4. Other Component Affected
No other component affected, so the impact is predicted as non-significant impact
(TP).

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5. Cummulative Nature of Impact

The impact of marine life disruption is non cummulative with other activity. So, the
impact is predicted as non siginificant impact (TP).
6. Berbalik dan Tidak Berbaliknya Dampak
Impact is reversible because this impact only occur in reclamation activity. So, the
impact is predicted as non siginificant impact (TP).

Based on analysis above, so the impact of marine life disruption in the dredging and
dumping activities is predicted as non significant impact (-TP) and not managed because
it is derivative impact, so the management is optimized in primary impact.

3.2.5. Construction of Onshore Facilities

3.2.5.1. Increasing of run-off
The construction of onshore facilities and some facilities, then most of the land plan that has
the initial conditions in the form of agricultural land into open land up into a building. Such
conditions will increase the flow coefficient for surface water impact on the rising rate of
flowing water that goes into the nearest channel.

Land use change from farm land and fishpond into built land will cause the change of run off
rate. Public facilities and social facilities development in the back up area on the 100.000 m2
area, with the details ; covered by building (social facilities, public facilities, road) is 70.000
m2 and green open space (utility) is 30.000 m2 will increase water run off coefficient which
increase water run-off debit to the early land condition.

To know water run-off debit after construction in the back up area to the early condition with
flood plan debit in 50 years, maximum daily rain intensity (I=21 mm/hour), back up area
(A=0,1km2) can be described as follow :
1. Initial water run-off debit is when the land in the general condition fishpond with
coefficient 0.21 is Qawal = 0,278 x 0,21 x 21 x 0,1 = 0,12 m3/second
2. Final water run-off debit (built) with assumption that building ratio to the road/channel 70
: 30, coefficient water run-off for building which involve to light industri 0,70 and road
0,90 (Suripin, 2004), so compound water run-off coefficient 0,75. Water run off
coefficient for utility as green open space 0,25 is as follow :
a. Social facility, Public facility, and road Qakhir terbangun = 0,278 x 0,75 x21 mm/hour x
0,07 km2 = 0,29 m3/second
b. RTH (Utility) Qakhir RTH = 0,278 x 0,25 x21 mm/jam x 0,03 km2 = 0,04 m3/second

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Total built water run-off debit Qakhir total terbangun = 0,33 m3/second.

Magnitude of increasing water run off debit after development in the back up area for flood
plan period 50 years is 0,33 m3/second – 0,12 m3/second= 0,21 m3/second for back up area
built land is 10 Ha area.

Table 3.42. The Increasing of Water run off impact estimation Analysis in On-shore facility
development activity
No Parameter Without project condition With project Magnitude of
condition impact
1 Water run Qawal = 0,278 x 0,21 x 21 Qakhir total terbangun = 0,33 m3/second –
off debit x 0,1 = 0,12 m3/second 0,33 m3/second 0,12 m3/second =
0,21 m3/second

Based on the criteria of impact, it can be known that :

1. The Number of People Affected

The people affeccted by the increasing of run off debit are settlements around Kali
Genteng and/or its creek and Kali sewu and/or its creek. Activity plan site is very near to
the shoreline, people are in the south part of site area so they are not affected by water
run off from both of rivers, but because of rob water, disturbance potency can reach
settlements, so the impact is significant.
2. Impact Spread Area
The impact spread area involve back up area and its surrounding area which is near to
the shoreline, so the impact is significant.
3. Duration and Intensity of Impact
Impact will occur in the rainy season with average rain intensity is 21 mm/hour or 0,33
m3/second on the area as big as back up area 10 Ha for flood plan period 50 years. So the
impact is non significant.

4. Other Component Affected

The increasing of water run off will not cause flood in both of rivers and directly
connected to the off shore, So the impact is non significant.
5. Cummulative Nature of Impact
Impact that occur mainly with rainy day intensity, beside increase run off volume it also
bring sediment because of soil erosion which can rise the impact to the other
environmental component, so the impact is significant.

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6. Reversible or Irreversible Impact

The impact will be reversible (stop) when the rain stop, so the impact is non significant
negative.

Based on the analysis of significant impact criteria, so the impact of on-shore facility
development to the increasingg of water run off is categorized as significant negative
impact (-P).

3.2.5.2. Public Unrest

Impacts that appear from on-shore facilities development activities are the increasing of
water run off and public unrest. That impact is in accordance with quesioner distribution
result to the people around Patimban seaport development location who feel worried, such
as : 1 % respondents feel worried of Patimban seaport development.

Data analysis method to calculate public unrest is done by comparing

attitude/argument/negative perception as the result of public unrest to the occupation with
positive perception to the occupation. Public unrest appear when % Urs is bigger than 100%
as seen in this following formula:

%Urs = Restless percentage

P(+) = Positive perception to the activity
P(−) = Negative perception to the activity
Restless rate calculation based on that formula :

Based on that calculation, it can be conclude that Patimban seaport plan activity doesn’t
make significant public unrest. It is shown by Urs calculating result as many as 61,29% that
smaller than 100%.

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Table 3.43. Analysis Of Public Unrest Impact Estimation With On-shore Facility
Development

No Parameter Without project With project Magnitude of

Condition Condition impact
1 Public unrest when No public unrest 1% respondent Restless stated
on-shore facility from Patimban feel restless appear when %Urs
development seaport because of more than 100%,
development plan Patimban seaport magnitude of
development impact shows Urs
as much as
61,29%, So the
restless is not
significant.
Source : Analysis result, 2017

Seen from the impact of interest based on significant impact criteria, so the impact of on-
shore facilities development activity to the public unrest parameter can be described as
follow :

1. The Number of People Affected

People who will be feel restless as the result of on-shore facility development activity in
the construction phase are people live along the roads that are passed by materials
transporting vehicle and road users. So, on-shore facility development activity to the
public unrest is estimated as significant impact (P).
2. Impact Spread Area
Project construction activities to the public unrest have potency to spread around the
back up area that will be built, so it predicted as significant impact (P).
3. Duration and Intensity of Impact
Impact of project construction development activity is long enough for 48 months, so the
impact is predicted as significant impact (p).
4. The Other Component Affected
The impact of on-shore facility development activity to the public unrest parameter does
not affect to other environment component, so the impact is predicted as non significant
impact.
5. Cummulative Nature of Impact
Impact to the public unrest is not cummulative. So, the impact is estimated as non
significant impact (TP).

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6. Reversible or Irreversible Impact

Impact to the public unrest is categorized into reversible impact because the social
process of the people will develop in accordance with the people understanding about
environmental change. So, the impact is estimated as non significant impact (TP).

Based on the analysis above, so the onshore facilitiy construction impact to the public unrest
is estimated as significant negative impact (-P).

3.3. Operation Phase

3.3.1. Procurement of Labor
3.3.1.1. Job and Bussiness Opportunity
New job opportunities are expected during operation phase for the port. Labor procurement
activities in the operational phase in its recruitment will give priority to a population of about
proportionately in accordance with the requirements of the required capabilities.

Procurement of labor has done inPhase I stage 1 to start sea port activity. To manage and
operate Patimban seaport, operator terminal will be designed by consesion scheme (KPS,
Konsesi Pelabuhan Skema). The estimation of labor that is required in operational phase can
be recruited from local people. The estimation of local worker is 285 person (30% from 950
person).

Table 3.44 Estimation of required labor for operational phase, Phase I stage 1 – Phase I stage 2

No. Work Space Total of worker

1. Seaport authority office, Harbor Master Office, other office,
150
Quarantine office, Immigration office
2. Container terminal 600 (300 x 2)
3. Vehicle terminal 200
Total 950
Source: JICA Survey Team

The amount of worker needed are 950 people (Administration; 150 people, Terminal labor;
800 people). Among the terminal laber, 285 people migh be hired by local people (30%).
With labor needs are so great, that will create employment opportunities and to create and /
or improve business opportunities for residents around the project site. Beside
canteen/restaurant that fullfill worker food needs, they will also need bathing and wasing

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needs. These needs will be fullfilled by shop around the seaport and will arouse business
opportunities.

Estimation of job and business opportunities impact are determined by comparing the
amount of recruited local workers ratio with the required total workers to the ratio of
recruited workers with the amount of unemployment in the study area. In the description of
the environmental baseline, it is known that the number of others categorized residents
(residents who have not permanent job) from 2 ditrics are 481 person (see the Type of work
section). The used formula is:

LO = x 100 %

Where :
LO : Job opportunity rate
LO in : Number of recruited local worker
LO n : Total number of total recruited workers
UL : Number of unemployment people around study area

The calculation of that formula is:

LO = x 100 %

= 2,05
As for the impact criterias are as follow :
(i) Activity will has significant impact in giving job opportunity if LO = 1
(ii) Activity will has fair impact if LO is between 0 to less than 1 and between more than
1 to 2; and
(iii) Activity will has less impact if LO more than 2

Calculation from that formula is :

LO = x 100 %

= 1,73

Through that calculation, so it can be conclude that impact criteria of job opportunity is rated
as Fair. So, job opportunities are very needed by local people, thus it is significant impact
for the job seeker around the location of Patimban seaport develompent.

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It need to be consider, that impact of impact of created job opportunity is different with
business opportunity. With the huge number of required workers, it will create job
opportunities and business opportunities for the people around the project location. Most of
workers who are not come from that area will stay in basecamp which is completed with
canteen that can be managed by local people. Providing shelter and its supporting facilities
will also completed with canteen/food stalls with expected capacity that can fullfill workers
eat and drink needs everyday. Beside canteen/food stall, workers also need other daily needs
such as bathing and washing needs. Those needs can be fullfilled by shop/groceries around
the project site.

It is expected with the appearance of food and lodging services business will increase local
people standard of living. Regarding the calculation result, so the positive impact that
occured is categorized as significant. Seeing from impact of interset based on significant
impact criteria, so the impact of workers employment activity to the job opportunity
parameter can be described as follow :

1. The Number of People Affected
The local residents that will accept the benefits of this activity is estimated around 285
people (30%), they have big opportunities to be recruited as labor. As for business
opportunities, the big opportunities comes from eat and drink needs of the workers that
managed by canteen in the port area. So that employment and seek for business
opportunities in employment procurement activities are predicted as significant impacts.
2. Impact Spread Area
Employment procurement activities will involve workers from outside and also villages
around project area such as Pusakaratu Village, Gempol Village, Kalentambo Village,
Kotasari Village and Patimban Village, District Pusakanagara. Because of that the
impact is considered to be significant impacts.
3. Intensitas dan Lama Dampak
Employment procurement activities is predicted to take very long as port operation, so
the impact is predicted as significant impact.
4. Component Lain yang Terdampak
There are no other environmental components affected by the activities of employment
procurement, so that the impact is considered as not significant impact.

5. Cummulative Nature of Impact

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Impact of opening job and business opportunties is not cummulative. So the impact is
rated as non significant impact.
6. Reversible or Irreversible Impact
The impact is reversible because the residents can work and make a business somewhere
or other fields. So the impact considered to be not significant impact.

3.3.2. Operation of Marine Facilities

3.3.2.1. Decreasing of Air Quality
Vessels which call to the new port will increase air pollutant in the ambient air. Therefore,
the ambient concentration of the pollutants was predicted and compared with the standard.

The used estimated method to predict emision rate from the ship is determined in “Manuals
for Total Volume Control of NOx” 1 which is used to estimated magnitude of NOx and SOx
content, while “IPCC Guideline”2 is used to estimated magnitude of CO2 content.This is the
following formula :

W＝0.17×P0.98（A0.98×T×d） (during anchored)

PContainer=2.2X0.6×1.88, PPCC=1.4X0.7×1.88,

W＝0.21×(P×A)0.95×T (during anchored)

PContainer=1.9X0.97, PPCC=4.1X0.96,

N＝1.49×P1.14（A1.14×T×d）×10-3×(46/22.4)

S＝W×s×(64/32)

C＝40,190×W×21.1×（44/12）×10-6

Which :

W : Fuel consumption (kg/vessel)

N : Emission ofNOx (kg/vessel)
S : Emission ofSOx (kg/vessel）
C : Emission ofCO2 (kg/vessel)
P : Rated power (PS)*
X : Gross tom (t)
T : Time (hr) , 20 jam selama berlabuh dan 2 jam selama berlayar

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d : Number of working engine*

A : Loading factor of engine
S : Sulfer ratio in fuel (% weight)

*assumed 1 sub-machine during anchored and 1 main machine when ship sailing

Ship specification to estimate the emision can be seen in this following table

Table 3.45 Specification of anchored ship

Container Ship PCC

Parameter
Small size Panamax Domestic International
Amount of loading
1,270 TEU 4,230 TEU 1,000 cars 6,100 cars
container or car
Gross ton 14,782 Gt 61,574 Gt 14,111 Gt 42,759 Gt
Rated power of main
21,057 PS 84037 PS 35,881 PS 102,863 PS
engine
Daily number 2019 394 0 214 107
of ships per
2025 331 336 324 162
year
2037 943 957 640 320

Based on the calculation above, obtained that around 2,1 ton of NOx, 1,1 ton SOx and 106
ton CO2 will emited everyday from the ship activity which anchored in Patimban seaport.
The result of ship emision estimation in 2037 is seen in Table 3.46.

Beside of the calculation above, it is also calculated pollutant concentration in the ambient
air using Plume Model, that shows emited pollutant dispersion from the moving ships when
the wind velocity is above 1 m/s. Emision from ships is estimated as source of point. So the
pollutant concentration in the points (x, y, z) is given by :

Where:
C(x, y, z) : Pollutant concentration in all of prediction points (x, y, z) (μg/m3)
Q : Air pollutant emision rate (kg/s)
u : average wind rate (m/s)
H : Emision source height, determined 30 (m)
x : distance from emision source to the prediction points along the wind
direction (m)
y : Horizontal distance from the prediction points perpendicular with axis x-
(m)
z : Vertical distance from the prediction points perpendicular with axis x- (m)

: dispersion width from dimension of y and z (m)

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Table 3.46 Prediction Result of Emission from Vessel in 2037

Estimation per container vessel Estimation per PCC Total Emission

Small size Panamax Domestic International

Annual Daily
During During Annual During During Annual During During Annual During During Annual Estimation Estimation
Total Total Total Total
Items Unit Anchoring Navigation Estimation Anchoring Navigation Estimation Anchoring Navigation Estimation Anchoring Navigation Estimation
Number of vessels - 1 1- 943 1 1- 957 1 1- 640 1 1- 320 - -
Rated power PS 1,313 21,057 - - 3,092 84,037 - - 2,113 35,881 - - 4,592 102,863 - - - -
Given Time hr 20 2- - 20 2- - 20 2- - 20 2- - - -
conditions Number of working engine - 1 1- - 1 1- - 1 1- - 1 1- - - -
Loading factor of engine - 0.42 0.09 - - 0.42 0.09 - - 0.42 0.09 - - 0 0- - - -
Sulfer ratio in fuel % 1.33 1.42 - - 1.33 1.42 - - 1.80 2.05 - - 2 2- - - -
Results of Fuel consumption kg 1,653 546 2,199 2,073,586 3,825 2,032 5,858 5,605,995 2,635 906 3,540 2,265,778 5,637 2,463 8,100 2,591,850 12,537,209 34,349
Estimation NOx kg 82 33 115 108,503 217 162 378 362,144 141 61 202 129,126 340 203 544 174,026 773,799 2,120
of SO2 kg 44 16 59 55,990 101 58 159 152,444 95 37 132 84,377 202 101 304 97,166 389,977 1,068
Emission CO2 kg 5,140 1,697 6,837 6,447,540 11,895 6,320 18,214 17,431,091 8,192 2,816 11,008 7,045,134 17,527 7,658 25,184 8,059,010 38,982,775 106,802

Source : JICA Survey Team

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Assumptions that are used in pollutant disperse calculation above are :

 Wind velocity : 3,0 m/det (5.8 knot, observed average rate for 11 years in Patimban on
March, April, and November when the wind direction head to the northeast).
 Wind direction : Northeast is determined as the most influenced wind direction to the
impact prediction points.

Impact prediction points which is determined as the most affected area illustrated in figure
below. Where the sampling points in primary survey are shown with notation AN1, AN2 dan
AN3. While for estimating air quality in the future with the existency of seaport, the value of
AN2 measurement result is used for P1 and P2, while AN3 value is for P3.

AN1

AN2
P1

P2

P3 AN3

Figure 3.13. Prediction Points

Description :
P 1 : Desa Patimban , P 2 : Desa Gempol , P 3 : Jl. R.Nasional Pantura

Model simulation that is made has consider the structure that will be built in phase II, in
order to estimate maximum accumulation impact for whole activity.

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Table 3.47 Predicted Ambient Air Quality from the Vessels

St. P1 P2 P3
NOx Baseline <9.97 <9.97 24.77
2019 10.29 15.42 28.9
2025 10.66 21.82 33.8
2037 11.64 38.74 46.6
Standard 150
SO2 Baseline 88.26 88.26 100.34
2019 88.44 91.39 102.7
2025 88.62 94.40 105.0
2037 89.10 102.76 111.4
Standard 365
.Emission Factor: Based on “Technical Note of National Institute for Land and Infrastructure
Management”1
The standard of NOx is substituted by the NO2 standard.

Figure 3.14. Predicted Ambient Air Quality from the Vessels

Based on the table and chart above, it can be seen that pollutant concentration such as NOx
and SO2 far below quality standard that are required in accordance with PPRI No.41 1999.

This impact is rated as negative non-significant impact (-TP) based on consideration

1. The number of people who will be affected
No people affected because air pollution intensity is very small, so this impact is
categorized as non significant impact (TP).

1
National Institute for Land and Infrastructure Management, Ministry of Land Infrastructure Transport and Tourism, Japan, Grounds for the
Calculation of Motor Vehicle Emission Factors using Environment Impact Assessment of Road Project etc. (Revision of FY 2010), Technical
note of National Institute for Land and Infrastructure Management No.671, 2012.

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2. The total area of the impact spread
The area of the impact spread is limited near vessel. Therefore, it is predicted as
non significant impact (TP).
3. Intensity and Duration of the impact
The duration of the impact is short term, with low intensity. Therefore, the impact
is predicted as non significant impact (TP)
4. Many other environmental components affected
No other environmental components affected, so the impact is considered as non
significant impact (TP).
5. The nature of cumulative impacts
The impact will not cumulative. So predicted as non significant impact.
6. Reversible or irreversible impact
The impact is reversible because of the impact occurs temporary. So the impact is
considered as non significant impact (TP).

3.3.2.2. Sedimentation
Marine facility and reclamation area affect to the sediment transport change process. Based
on that condition so seabed morfology change modeling is done to estimate sedimentation
patern change as the result of Patimban seaport existence.

Sedimentation mathematic modeling is done by modeling design scenario as follow :

General description Numerical Simulation Method

Numeric analysis in the sedimentation have been done to have information about dredging volume
number in anchored basin and sailing line after port operational started. The figure below show
general description of numeric analysis process that will be done :

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River Discharge Hydrologic Model Wave Model

Condition

Bathymetric change Model

(Suspension of the bottom sediment,
Bottom Sediment Advection, Diffusion and Settling of
Condition Suspended Sediment)

Sedimentation

Figure 3.15 General Description Of Numeric Analysis Process

Condition for Numeric Simulation

Table 3.48 shows the results of the analysis for bottom sediment particles around the New
Port. Moreover, Figure 3.16 shows an example of sediment particle diagram. It can be
recognized that silt and clay particles are dominant in every location. Average watercontent
is approximately 90 % except W33 that has extreme high value.
The primary result of the numerical simulation that obeys mass conservation lawis the dry
Volume of sediment weight of sediment (G). Therefore, it is necessary to transform from the
weight to the volumeof sediment (D) with water content (W)in order to understand easily the
magnitude of bathymetric changes as bellow.

 sVs
Dry Density: ρ＝ (1)
Vw  Vs
D＝Vw＋Vs＝G／ρ (2)

Here, ρw is the density of sea water(≒1025 kg/m3), ρs is the soil particle density (≒2650
kg/m3), Vw is the volume of sea water, Vs is the volume of soil particles and G is the dry
weight of sediment.

Ww wVw Vw 
Water content of sediment : W＝  ,, W s (3)
Ws sVs Vs w

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With the formula (1)-(3),

1 1 Vw 1 W
    (4)
 s sVs s w
1 W
D  G   (5)
 s w 

Table 3.48 Results of the analysis for bottom sediment particles

Content Rate (%) Water
*
Location Depth(m) Content Remarks
Gravel Sand Silt Clay
(%)
C1 8.7 0.00 8.38 71.25 20.37 71.71
C3 6.9 0.17 2.68 46.75 50.40 92.42
C5 4.0 0.16 0.92 71.17 27.75 65.85
E34 6.6 0.00 11.31 54.14 34.55 136.91
E42 9.5 0.00 1.41 54.28 44.31 91.92
E44 6.4 0.00 0.56 90.99 8.45 133.72
W21 6.6 0.00 0.23 66.54 33.23 92.09
W23 4.8 0.00 0.07 70.70 29.23 77.93
W24 3.5 0.00 0.17 41.60 58.23 85.11
W25 0.8 0.00 0.87 81.26 17.87 53.22
W31 4.6 0.00 0.23 82.14 17.63 115.04
W32 2.5 0.00 0.70 67.53 31.77 77.93
W33 1.5 0.00 0.39 53.32 46.29 216.01
100.76
Average 0.03 2.15 65.51 32.31 Except
91.15
W33

Figure 3.16 Example of the bottom particle sediment (C3)

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Suspension and settling of the bottom sediment

Following formula widely accepted to obtaine the amount of suspended sediment volume E
and settling volume D that were used.
 

E  M ( b /  ec  1) (6)

D  W s (1   b /  dc )C bed (7)

Where, M is the empirical suspension constant,  b is the bottom shear stress by current and

wave actions,  ec is the critical shear stress for suspension,  dc is the critical shear stress for

settling and Cbed is the concentration of suspended sediment in the bottom layer, W s is the

settling velocity.

Flocculation and Settling Velocity

Generally, the settling velocity of fine particles with flocculation is related to the suspended
solid concentration. This study refers to the relation of red line shown in Figure 3.17.
Maximum settling velocity is set as 2.58 mm/sec and Stokes formula for 0.01 mm diameters
of single particle sets the minimum (0.009mm/s) as the settling velocity. Furthermore, the
influence of salinity is considered by the method of DELFT3D (Deltares), shown in Figure
3.18.

1 ( s  1) gd
3
w0
Stokes formula:  (8)
( s  1) gd 18 

where, w0 is the settling velocity of single particle, s is the submerged specific gravity of soil
particle, gis the gravitational acceleration, d is the diameter of soil particle, ν is the kinematic
viscosity coefficient of fluid.

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2.58mm/sec

Setting with referring tsuruya et al. (1999)

Figure 3.17 Settling velocity diagram by suspended sediment concentration

(assuming of enough high salinity)

1
上図によるSS濃度と沈降速度の関
Settling velocity by SSC
係から求まる沈降速度
Settling Velocity (cm/s)

0.1
沈降速度（cm/s)

0.01

SS=1000mg/l
SS=100mg/l

Settling velocity by Stokes formula for single particle

Stokes式による単粒子の沈降速度
0.001
0 5 10 15 20 25 30 35
塩分濃度(psu)
Salinity (psu)

Figure 3.18 Examples of the settling velocity diagram by salinity

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Calculation of Channel Deposition for Future

Empirical constants of the suspension shown in table below, it have been used for calculation
of channel deposition for future topography with port facilities.

Table 3.49 Empirical Constants Of The Suspension And Settling

Parameter Value Description

M: empirical constants of the
0.12kg/m2/min Berdasarkan hasil study pada
suspension
Pelabuhan Tanjung Priok*
τec: critical shear stress for suspension 0.10Pa
The settling always occurs
τdc: critical shear stress for settling ∞ irrespective of the magnitude of the
turbulence by wave and current.
* Japan Overseas Ports Cooperation Association (JOPCA): Report Of The Study Group On The
Development Of Estuarine Navigation Channels, Technical Guide Book For The Development Of
Estuarine Navigation Channels, March 2010

There are 3 scenario that become consideration :

- Wave conditions in rainy and dry season: energy average wave (which represents the
waves with wave height less than 1.5m)

- Severe wave conditions in rainy and dry season: wave with expected occurrence of
around once a year (which represent the waves with wave height over 1.5m)
- River flush condition in rainy season: extreme river discharge

External Influence
Figure 3.19 below shows each external influence condition for sedimentation.

Table 3.50 Conditions of Each External forces for Sedimentation

Kondisi Gelombang Normal Kondisi Gelombang Besar

Kondisi Aliran
Musim Musim
Musim Hujan Musim Hujan Sungai
Kemarau Kemarau
Wind Speed 2.8m/s 3.4m/s 2.8m/s 3.4m/s 2.8m/s
Wind Direction WNW ESE WNW ESE WNW
Offshore Wave
0.64 m 0.64 m 1.98 m 1.45 m 0.64 m
Height
Offshore Wave
3.0 sec. 3.0 sec. 6.3 sec. 5.6 sec. 3.0 sec.
Period
Offshore Wave
WNW NE NW NE WNW
Direction
River Flow Time Series
Discharge 148m3/s 18m3/s 148m3/s 18m3/s shown by
(Cipunagara River) Figure 5-9
Computation Period 4 days after finishing severe wave of river flush
15 days
(except Spin-up situation (each 1day ), (Total 5 days)

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Time)
Annual occurrence 4.0 times*1) 2.4 times*1)
of the hydrological (4.0 * 15 (2.4 * 15 3.7 times*1) 3.5 times*1) 2.5 times*2)
conditions days) days)
Offshore wave heights are set in
Remarks Steady Condition except Tide
time series shown by Figure 5-10
*1) Based on the result of wave statistic analysis (refer to Figure 3.19)

*2) Based on existing data of river flow by BNBP (refer to Figure 3.19)

Calm

Ordinary Wave Condition in
Rainy Season
Ordinary Wave Condition in
Dry Season
SevereWave Condition in
Rainy Season
Severe Wave Condition in
Dry Season
River Flush Condition

Figure 3.19. Estimated Annual Occurrence of the Hydrological Conditions

1600

1400

1200

1000
10 times of monthly
Q(m3/s)

800
average flow discharge
600

400

200

0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time(hour)

Figure 3.20 Estimated Hydrograph of Cipunagara River

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1.0
0.9
0.8
Total accumulated wave
0.7
energy is equal to three‐
H/H1/3max

0.6
eighths (0.375) times of
0.5
the case of continuous
0.4
0.3
H1/3max
0.2
0.1
0.0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time(hour)

H1/3max : 1 year return period wave height

Figure 3.21 Estimated Time‐series of Wave Height at the Severe Wave Condition

Model simulation considers structur that will be built in phase II, in order to estimates
maximum impact for all activity.

Estimation result and prediction of channel deposition

Figure 3.22 to Figure 3.24 show the predicted results of channel and anchorage basin
deposition for each natural condition. Figure 3.25 shows the zoning for evaluation which was
divided by 3 block as access channel block, anchorage basin block and inner basin channel
block.

Table 3.51 and Figure 3.26 show the estimated deposition volume and thickness of above-
mentioned three blocks by numerical simulation.Most of the deposition at the access channel
would occur during the severe wave conditions that have low frequency. On the other hand,
most of the deposition at the anchorage basin and inner channel would occur, accumulating
by ordinary waves from east in dry seasona little by little.

Annual deposition at the access channel is about 10 cm. According to this result, it need
interval dredging maintenance at the access channel can be considered to be around 5 years.
Although the deposition volume at the inner basin channel is less than the access channel and
anchorage basin, its thickness is larger than others.

Finally, the impact of river flush to the channel deposition would involve uncertain
conditions in this prediction. It should be take care of unexpected natural phenomenon.

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(1) Ordinary Wave Condition for 15 days in the rainy season

(2) Ordinary Wave Condition for 15 days in the dry season

Figure 3.22. Prediction results of Future deposition by the ordinary waves

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(1) Severe Wave Condition for 1 day in the rainy season

(2) Severe Wave Condition for 1 day in the dry season

Figure 3.23. Predicted results of Future deposition by the severe waves

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Figure 3.24. Predicted results of Future deposition by the river flow

Navigational
Anchorage channel block
basin block

Inner basin channel block

Figure 3.25. Zoning for Evaluation of Deposition

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Table 3.51 Simulated Results of Deposition

(1) Navigational channel block

Ordinary Wave Condition Severe Wave Condition River Flush
Rainy Season Dry Season Rainy Season Dry Season Condition
4 days after finishing severe wave or river flush
Computation Period 15 days
situation for each 24hours, Total 5 days
3
Deposition Volume (m ) 9,951 6,289 12,019 14,921 14,040
Annual occurrence of the 4.0 times*1) 2.4 times*1)
3.7 times*1) 3.5 times*1) 2.5 times*2)
hydrological conditions (4.0 * 15 days) (2.4 * 15 days)
Deposition Volume (m3/year) 39,805 15,094 44,470 52,223 35,101
Total (m3/year) 151,592
Spatial average deposition
9.3
thickness (cm/year)
Total (m3/year) 186,693
Spatial average deposition
11.5
thickness (cm/year)

(2) Anchorage basin block

Ordinary Wave Condition Severe Wave Condition River Flush
Rainy Season Dry Season Rainy Season Dry Season Condition
4 days after finishing severe wave or river flush
Computation Period 15 days
situation for each 24hours, Total 5 days
Deposition Volume (m3) 1,243 21,265 1,219 2,052 6,652
Annual occurrence of the 4.0 times*1) 2.4 times*1)
3.7 times*1) 3.5 times*1) 2.5 times*2)
hydrological conditions (4.0 * 15 days) (2.4 * 15 days)
Deposition Volume (m3/year) 4,971 51,035 4,511 7,183 16,629
Total (m3/year) 68,700
Spatial average deposition
2.8
thickness (cm/year)
Total (m3/year) 84,329
Spatial average deposition
3.5
thickness (cm/year)

(3) Inner basin channel block

Ordinary Wave Condition Severe Wave Condition River Flush
Rainy Season Dry Season Rainy Season Dry Season Condition
4 days after finishing severe wave or river flush
Computation Period 15 days
situation for each 24hours, Total 5 days
Deposition Volume (m3) 0 4,102 0 730 97
Annual occurrence of the 4.0 times*1) 2.4 times*1)
3.7 times*1) 3.5 times*1) 2.5 times*2)
hydrological conditions (4.0 * 15 days) (2.4 * 15 days)
Deposition Volume (m3/year) 0 9,846 0 2,554 244
Total (m3/year) 12,400
Spatial average deposition
12.7
thickness (cm/year)
Total (m3/year) 12,644
Spatial average deposition
13.0
thickness (cm/year)
*1) by the result of statistical analysis of waves
*2) by the existing data about river flush by BNBP

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60,000

Deposition Volume (m3/year) 50,000

40,000

30,000

20,000

10,000

0
Ordinary Wave Ordinary Wave SevereWave Severe Wave River Flush
Condition in Condition in Dry Condition in Condition in Dry Condition
Rainy Season Season Rainy Season Season

(1) Navigational channel block

60,000
Deposition Volume (m3/year)

50,000

40,000

30,000

20,000

10,000

0
Ordinary Wave Ordinary Wave SevereWave Severe Wave River Flush
Condition in Condition in Dry Condition in Condition in Dry Condition
Rainy Season Season Rainy Season Season

(2) Anchorage basin block

12,000
Dposition Volume (m3/year)

10,000

8,000

6,000

4,000

2,000

0
Ordinary Wave Ordinary Wave SevereWave Severe Wave River Flush
Condition in Condition in Dry Condition in Condition in Dry Condition
Rainy Season Season Rainy Season Season

(3) Inner basin channel block

Figure 3.26. Simulated Results of Deposition

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Effect of sheltering by the port facilities

Annual average deposition at the clearance gap between the revetments of the port and the
existing pier will be sized several centimeters. Because the maximum water depth behind the
port facilities is shallow, about 2-3 m, it is necessary to consider the requirement of dredging
in order to preserve navigational course for local fishing boats between behind the port
facilities.

Figure 3.27.Deposition Simulation Result

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45

Deposition Thickness (cm/year)
40
Navigational channel
35
30 Anchorage basin block
25 Inner basin channel block
20
Clearance gap between the revetments of the port
15 and the existing pier to enable to the local fishing
10 b t
5
0
0 1000 2000 3000 4000 5000 6000 7000 8000 9000
On‐offshore sectional distance (m)

Figure 3.28. Cross Sectional Profile of Annual Deposition

Based on the calculation above, if assumed that dredging and maintenance will effect
deposition every 50 cm, so dredging volume is predicted as follows:

Table 3.52 Dredging time and volume estimation

Deposition Year until 50cm Deposition Dredging

Area Thickness thickness Vollume volume
(cm/year) (year) (m3/year) (m3)
Navigation
Channel 11.5 4.3 186,693 811,709
Anchorage Basin 3.5 14.3 84,329 1,204,700
Inner Basin
Channel 13 3.8 12,644 48,631

This impact is rated as Negative significant impact (-P) based on consideration :

1. The Number of People Affected

Sailing lane area of fishermen ships has sedimentation, so the impact is predicted as
significant impact (P).
2. Impact Spread Area
Impact spread on fishermen sailing line area at the back side of Patimban Seaport. So the
impact is categorized as significant impact (P).
3. Duration and Intensity of Impact
Intensity of sedimentation change impact is low but occur continuosly, so the impact is
predicted as significant impact (P).

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4. Other Component Affected

Other component affected is marine disruption, so the impact is predicted as significant
impact (P).
5. Cummulative Nature of Impact
Impact is cummulative, so the impact is rated as significant (P).
6. Berbalik dan tidak berbaliknya dampak
Impact is irreversible. Based on this criteria, this impact is categorized as significant
impact (P).

3.3.2.3. Coastline Changes

Patimban seaport operational is predicted will induce shoreline change impact. Simulation
change is done with duration 50 years based on consideration :

 Shoreline change without the construction of seaport facilities for 50 years

 Shoreline change with the construction of seaport facilities for 50 years

The distributions of the wave height of the energy average waves in rainy and dry season,
whose direction offshore are WNW and NE. It is recognized that wave field change by port
facilities is larger in dry season than in rainy season.

Details of methodology is as follow ;

As a long-term topographic change, following two possibilities are assessed quantitatively

using numerical simulation model.

- Shoreline change due to disturbance of littoral drift

- Silt sedimentation into the dredged access channel and surroundings

Shoreline change due to construction of port facilities were studied in order to understand the
effect of long term shoreline change.

Basic Concept of Numerical Simulation Method

Numerical simulation model for predicting the long-term shoreline changes based on the
one-line theory has been used. One-line theory is based on the concept of balance of
longshore sediment transport and can be applied to the beach where the longshore sediment
transport is the dominant cause of beach profile changes. Theoretical concept of numerical
simulation method for the prediction of shoreline change is outlined below

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Coordinate system is shown in Figure 3.29 was used in numerical simulation method for the
prediction of shoreline change and alongshore multi-cell by introducing incrementation
length of dx was introduced for the numerical simulation.

Incident wave height and wave direction at wave breaking point were calculated by
numerical simulation of wave field and the obtained wave height and wave direction were
used to obtain the longshore sediment transport rate Q along the shoreline.

Shoreline change rate was obtained by the balance of efflux and influx of longshore
sediment transport (Qi+1-Qi). Seaward movement of shoreline, in other words accretion,
will occur in case the influx surpasses the efflux and landward movement of shoreline, in
other words erosion, will occur in the contrary case.

For the calculation of rate of shoreline change, cross-sectional beach profile was considered
to maintain original profile on the condition of onshore and offshore shoreline movement as
seen in Figure 3.30.

Numerical simulation conditions such as the estimation of unknown parameters for littoral
sediment transport rate formula, duration of design wave action and sediment transport rate
at the boundary will be determined by trial and error approach in a reproducible fashion for
past shoreline change due to wave action. This procedure was so-called reproductive
calculation of the past phenomenon.

y Incident wave
波

岸
沖
Shoreline change
On‐offshore

座 Δｙ 汀線変化量
標
Ｑｉ Ｑｉ+1 Shoreline
海岸線

x
Alongshore coordinate
沿岸座標
Δx
Grid spacing
格子間隔

Figure 3.29. Coordinate System for the Numerical Simulation Model

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Δｙ Shoreline change
汀線変化量

Beach height
砂
移 Accretion
堆積
動
高
さ

Figure 3.30. Schematic Figure of Basic Concept of Shoreline Changes

in the Numerical Simulation Model

Outline of Shoreline Change Prediction Model

Outline of shoreline change prediction model were shown below.

Basic Equations:

1-line model which use the single shoreline as the representative of entire beach process due
to wave action was employed. Basic equation was shown below.

Q y
 Ds 0
x t

where, Q is the total longshore sediment transport rate including void, x and y are the
coordinate of alongshore and on-offshore direction (positive for offshore direction), Ds is the
representative depth of beach process (sediment transport height or critical water depth for
sediment movement) and t is the time for duration of wave action.

Total Longshore Sediment Transport Rate:

Total longshore sediment transport rate induced by wave action is calculated using so-called
Power Model shown below which employ the assumption that the longshore sediment
transport is proportional to the alongshore component of wave energy flux at wave breaking
point.

( Ecg ) B sin BS cos BS

QK
(  s   ) g (1  v )

( Ec )
g B is the wave energy flux at wave breaking point which is obtained by the
where,
product of wave energy density per unit area and group velocity shown below. Alpha is the

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incident wave direction which is defined by the angle between shoreline and wave crest line
cg
at the wave breaking point, EB and B are density of sand particle and seawater, g is the
gravitational acceleration, v is void ratio and K is the non-dimensional constants
1
E B  gH B 2
8

where H B is the breaking wave height.

Trapping ratio of longshore sediment transport by jetty:

Basic idea for the determination of trapping ratio of longshore sediment transport by jetty is
schematically shown in Figure 3.31. Cross-shore distribution of longshore sediment transport
proposed by Tsuchiya and Yasuda (1978) shown in Figure 3.32 has been used to determine
the amount of trapped longshore sediment transport based on the wave conditions at the jetty

Longshore sediment transport trapped by jetty

Cross‐shore distribution of Longshore sediment transport
longshore sediment averting the jetty
Q

Jetty
Offshore boundary of longshore
sediment transport

Figure 3.31. Schematic Figure of Longshore Sediment Transport Trapping by Jetty

Figure 3.32. Cross‐Sectional Distribution of Longshore Sediment Transport

Past record of Shoreline Changes at the Site

Figure 3.33 shows the shoreline positions and shoreline changes in 2009 and 2015.

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Tendency to erosion:
X= 3.500~6.000 m

> Because of interference with the sediment transport toward west by the fish
pond at the east side of this area

X= 6.700 ~ 8.900 m

> Because of interference with the sediment transport toward west by the jetty

Stable trend:
X= 0~900 m (the west side of jetty)

> Because of the stone revetments

X= 1.100 ~ 3.500 m

> Because of the stone revetments

X= 6.000 ~ 6.700 m （at the fish pond）

> Because of the stone revetments

Tendency to deposit:
X= ~0m

> Because of the artificial reclamation for the fish ponds

X= 1.000 m

> Because of interference with a west sediment transport by the jetty

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200
150 2015‐2009
Shoreline change(m)

100
50
0
‐50
‐100
‐150
‐200
0 1000 2000 3000 4000 5000 6000 7000 8000 9000
Longshore distance(m)

Figure 3.33. Shoreline Change in the year of 2009-2015

Conditions for Numerical Simulation

Table 3.53 shows the major calculation conditions for the reproductive calculation of the
past shoreline changes.
A calculation period is 6 years from 2009, as initial shoreline, to 2015, as the end shoreline.
Sediment transport height is determined by the addition of critical water depth for sediment
hc
movement and foreshore beach berm height h R . Following relations are used to obtain
those values.

hc  6.75H 1 / 3 , h R  0 .32 hc

where H 1 / 3 is the annual average significant wave height. H 1 / 3 at the Patimban site is 0.64m
and resultant sediment transport height becomes 5.7m

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Table 3.53 Major condition for simulation

Hal Syarat untuk Simulasi Description
Garis pantai awal Garis pantai year 2009 Aerial photograph
Garis pantai reproduktif Garis pantai year 2015 Aerial photograph
Durasi reproduktif 6 year
Kondisi gelombang Rata-rata energy gelombang Arah gelombang (TL, BTB)
dengan 2 insiden arah gelombang medan gelombang diperoleh
dari model SWAN
Tinggi Perpindahan Sedimen 5.7m
Kondisi batas Batas terbuka
Jetty atau breakwater pada 1,025m, panjang:300m
pada 2,875m, panjang:60m
pada 8,875m, panjang:700m
Laju K Konstanta yang dapat diatur (=1.0) Konstanta yang dapat diatur
perpindahan Rasio sedimen 0.4
sedimen void
sejajar pantai
Ukuran partikel sedimen 0.1mm
Grid spacing dx 50m
Computational time interval 5menit

Area-1: 117,000m * 90,000m

Computational mesh size = 450m (260 * 200 meshes)

Area-2: 30,000m * 27,000m

Computational mesh size = 150m (200 * 180 meshes)

24.5°

Area-3: 9,000m * 10,000m

Computational mesh size = 50m (180 * 200 meshes)

Simulated area for shoreline change

Figure 3.34. Computational Domain for Shoreline Change

(Wave Field Simulation Area)

Figure above shows the results of reproductive calculation. This result shows the accordance
with the pattern and the quantity of erosion and accretion of the beach in the target area with
considerable accuracy.

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In the following analysis, this simulation model will be applied to the prediction of the future
shoreline change by the construction of new port.

200
150
Shoreline change(m)

100
50
0
‐50
‐100
‐150
‐200
0 1000 2000 3000 4000 5000 6000 7000 8000 9000
Longshore distance(m)

Figure 3.35. Reproductive Calculation Result

Prediction of Future Shoreline Change with New port Construction

Table above shows the major calculation conditions for the calculation of shoreline changes.
For the prediction of future shoreline,training jetty at 2,875m were considered.

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Table 3.54 Major Conditions for simulation

Item Condition for simulation Remarks

Initial shoreline Shoreline at year 2016 Aerial photograph
Reproductive shoreline 50 year
Reproductive duration Energy average wave with 2 Arah gelombang (NE,
incident wave direcction wnw) wave field were
obtained by SWAN
model

Wave condition 5.7m

Sedimen transport height Open boundary
Jetty or Breakwater At 1,025m, height :300m
At 2,875m, height:60m
At 8,875m, height :700m
Coastal Revetment Refers to Figure 4-10
Longshore K 1.0 Longshore Sediment
sediment transport rate
transport rate
Sediment Void Rato 0.4

Sediment particle size 0.1mm

Grid spacing dx 50m
Computational time interval 5minutes

Figure 3.36 and Figure 3.37 show the distributions of the wave height of the energy average
waves in rainy and dry season, whose direction offshore are WNW and NE. It is recognized
that wave field change by port facilities is larger in dry season than in rainy season.

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(1) Without port facilities

(2) With port facilities

(3) Difference

Figure 3.36. Distribution of the wave height of the energy average wave in rainy season

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(1) Without port facilities

(2) With port facilities

(3) Difference
Figure 3.37. Distribution of the wave height of the energy average wave in dry season

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Figure 3.39 to Figure 3.42 show the predicted shorelines after 50 years using the results of
wave field simulation.

Around the fishing port at the river mouth of Sewo River (x=2,875m)

According to the result of the prediction of the future shoreline after 50 years, the west side
of the river mouth is a little tendency to erosion, but the construction of the new port has
only a small impact. The shoreline around the river mouth is not a tendency to erosion and a
possibility that the river mouth is closed by the construction of the new port is low.

Around the existing jetty (x=1,025m)

The waves from the northeast, the dominant wave in this area, become lower as the waves
approach the jetty because of interference by the new port facilities, and the amount of a
west sediment transport becomes lower too. As a result, a tendency to deposit at the east side
of the jetty will be strong, and the shoreline advance about 70 meters compared with the one
without the new port. Therefore, the beach, at the east side of the jetty, used by the local
residents is expected to extend.

On the other hand, the west side of the jetty is a result of erosion because the sediment
transport turns westward by a change of the wave direction and the wave height and the
amount of the west sediment transport going around the jetty decreases. Since the area will
be used as the back-up area, a prevention measure for the erosion should be conducted.

For the protected forest west side of the port area, the change of the coast line nore the
change of water current/wave don’t leacht the protected forest, hence the impact on the
protected forest is not predicted.

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Alongshore shoreline distance(m)

4000 ‐：2016 (Initial shoreline)
‐：Costal revetments
3000

2000

1000

0
0 1000 2000 3000 4000 5000 6000 7000 8000 9000
Longshore distance (m)

2000

1000

0
0 1000 2000 3000

Figure 3.38. Distribution of the Coastal Revetments

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Alongshore shoreline distance (m)

5000 ‐：Initial shoreline

‐：After 50 years (Simulated shoreline)

4000

3000

2000

1000

0
0 1000 2000 3000 4000 5000 6000 7000 8000 9000
Longshore distance(m)

200
150 -：Simulated shoreline change after 50 years
2066‐2016
Shoreline change(m)

100
50
0
‐50
‐100
‐150
‐200
‐1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000
Longshore distance(m)


Figure 3.39. Predicted Shoreline After 50 Years Without the New Port

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Alongshore shoreline distance (m) ‐：Initial shoreline

5000 ‐：After 50 years (Simulated shoreline)

4000

3000

2000

1000

0
0 1000 2000 3000 4000 5000 6000 7000 8000 9000
Longshore distance (m)
200
150 -：Simulated shoreline change after 50 years
2066‐2016
Shoreline change(m)

100
50
0
‐50
‐100
‐150
‐200
‐1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000
Longshore distance(m)

Figure 3.40. Predicted Shoreline after 50 years with New Port

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Alongshore shoreline distance (m)

1000

‐：Initial shoreline
‐：After 50 years (Simulated shoreline)

0
0 1000 2000
Longshore distance (m)

Figure 3.41. Predicted Shoreline Around the Existing Jetty After 50 Years with the New Port

200
150
Shoreline change(m)

100
50
0
‐50
‐100
‐150
‐200
‐1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000
Longshore distance(m)

Figure 3.42. Difference of the Shoreline Change After 50 Years Between Without and With
the New Port

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Table 3.55 Analyisis of Shoreline Change Impact Estimation With and Without Project

Location Without the Project With the Project Magnitude

(After 50 Year)
Shoreline at the west side Increase + 100m Eroded- 50m Eroded – 150m
eksisting jetty
Shoreline at the east side Increase + 100m Increase + 180m Increase + 80m
eksisting jetty
Source : Analysis result, 2017

In addition to the above, since wake generated by vessels are likely to cause impacts on
natural environment or water area use by local people, height of the wave generated by the
vessels are estimated,

Estimated wave height generated by the largest size and smaller size of the container ship is
shown in Table 3.56. As the speed of the ships is regulated to be slow, height of the wave
will be very small, 7 to 10 cm.

Table 3.56 Wave Height Generated by Container Ships

Large ship Small ship
Speed (kt) 10 10
Length of Vessel (m) 292 169
Wave Height (cm) 7.2 10.9

This impact is considered as significant negative impact (-P) based on the following
considerations :

1. The number of people who will be affected
No people affected, so this impact is categorized as non significant impact (TP).
2. The total area of the impact spread
The area of the impact spread is only around the port area. Therefore, it is predicted as
non significant impact (TP)
3. Intensity and Duration of the impact
The duration of the impact is longterm, although low intensity. Therefore, the impact is
predicted as significant impact (P)

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4. Many other environmental components affected

Other environmental components affected is public unrest, so the impact is considered as
significant impact (P).
5. The nature of cumulative impacts
The impact will not cumulative. So predicted as non significant impact (TP)
6. Reversible or irreversible impact
The impact is irreversible. So the impact is considered as significant impact (P).

3.3.2.4. Fishing Ground Changed

The existence of seaport may change sea wave around the port and will disturb marine life.
To see the wave change quantitatively, numeric simulation model is improved based of
physic condition of the site such as water depth, tidal stream, wind, and river stream.

Finite difference method was used for the calculation of current field which was expressed
by the combination of continuity equation and momentum equation. Basic equations are
shown below.

a) Conditions of Numerical Simulation

a)-1 Data Input

Sea bottom topography and artificial structure

Figure 3.43 shows the computational domain.Figure 3.44 shows topographic data of each
computation domain.

It is modelled that the acritical structures like breakwaters or revetmentsare the hydro-
impermeable. On the other hand, it is considered that the piers of access bridge are
completely permeable because those widths are enough smaller than the minimum spatial
resolution of simulation grid (50m).

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Area‐1: 117,000m * 90,000m

Computational mesh size = 450m (260* 200 meshes)

Area‐2: 29,850m * 26,700m

Computational mesh size = 150m (199 * 178 meshes )

Area‐3: 8,000m * 9,950m

Computational mesh size = 50m (160 * 199 meshes)

65.5°

Figure 3.43. Computational Domain for Water Current Analysis

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(1) Area-1

(2) Area‐2

Figure 3.44. Sea Bottom Topography (DL‐)

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(a) Present (b) Future with the Port after the completion of Phase2

Source: the Survey Team

(c) Cross‐section profile of the access channel

(3) Area-3

Figure 3.45. Sea Bottom Topography (DL‐‐)

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Table 3.57 Source Data Topography

Item Source Date

Bathymetri Sea graph Sea Chart No, 79 by Indonesian Government Aug. 2013
Map British Admiralty Nautical Chart 3279 Feb. 2012
Bathymetri DGST Survey Oct. 2015
survey
JICA Indonesia Office May. 2016
Terrestrial Sea graph Sea Chart No, 79 by Indonesian Government Aug. 2013
Map British Admiralty Nautical Chart 3279 Feb. 2012
Topography JICA Indonesia Office May. 2016
map

a)-2 Boundary Conditions for the Simulation

Tidal Flow
For the computation of tidal current, sea surface water level at the computation boundary due
to tide were given. Tide modeling with 0.5 degree spatial resolution by by the Global Model
of Matsumoto et.al(2000) was used for the evaluation of tidal constituent of amplitude and
phase. Amplitude of K1 component (lumi-solar diurnal tide with frequency of about
24hours) which is the predominant tidal constituent at the site. More over, it was also taken
account of M2 component (principal lunar tide with frequency of about 12 hours).

Location of the open boundary was shown in the following figure.

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Patimban

Figure 3.46. Location of open sea boundary where the amplitude of K1 constituents by
Matsumoto et al.(2000)

Wind

Wind flow over the sea surface was considered to generate the wind current. Constant and
steady wind conditions in January (rainy season) and July (dry season) were set on the basis
of the average values. By NCEP reanalysis data with 1.875 degree spatial resolution, wind
situation on the ground surface (10m of altitude) around Patimban in 2009 was almost
average since 1979 to 2011.

Figure 3.47 shows time series wind data at an altitude of 10m around Patimban in January
and July 2009 by JMA Reanalysis value with 0.5 degree spatial resolution, more detailed
than the above-mentioned NCEP. With these data, it was analyzed average values as bellows.

- January (rainy season)

Wind velocity：2.8m/s
Wind direction：286°（clockwise from North direction）-WNW-
- July (dry season)
Wind velocity：3.4m/s
Wind direction：118°（clockwise from North direction）-ESE-
 

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(1) January, 2009

(2) July, 2009

Figure 3.47. Wind data at an altitude of 10m around Patimban by JMA

River discharge
Figure 3.48 shows local survey results of river discharges around Patimban. Flow
dischargeswere calculated with results of the cross-section survey of rivers and the current
velocity measurement. Furthermore, sediment discharges were calculatedwith the flow
discharges and results of the suspended sediment measurement.

Yearly and monthly discharges of Cipunagara River, the largest river around Patimban New
Port, were estimated by the above-mentioned local survey results. Here, some assumptions
asfollows were put.

- Precipitation in the catchment area of Cipunagara River before the local survey was up to
the average.

- Flow discharge of the river (Q) is directly proportional to amount of the precipitation (R).

- Sediment discharge of the river (L) is directly proportional to the square of the flow
discharge (Q).

Precipitation was referred to as data (Figure 3.49) in Panmukan where is located in

catchment area of Cipunagara River. Table 3-58 shows the estimated results of flow
discharge (Q) and sediment discharge (L) of Cipunagara River.

On the other hand, the result of local survey of Sewo River is highly possible to be
overestimated by the comparison with catchment area of Cipunagara River (Figure 3-50). It
is supposed that the tidal current from the sea and the river current from the land were mixed.

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It is reasonable that the flowand sediment discharges of Sewo River and other small rivers
are estimated with the value of Cipunagara River and the ratios of catchment areas against
the Cipunagara River.

River mouth of main

Flow Discharge 34.9 m3/s
stream of Cipunagara Riv.
Sediment Discharge 17.7 kg/s

Flow Discharge 3.7 m3/s

Sediment Discharge 8.5 kg/s

Flow Discharge 12.2 m3/s

Sediment Discharge 27.1 kg/s

Flow Discharge 10.2 m3/s

Sediment Discharge 12.9 kg/s Sewo Riv.

Figure 3.48. Local survey result of river dischargein May, 2016

350

300

250
Rainfall (mm)

200

150

100

50

0
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec

Source: BMKG

Figure 3.49. Monthly Rainfall at Pamanukan

（average for 2006‐ 2015）

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Table 3.58 Estimated results of flow discharge (Q) and sediment discharge (L) of the
Cipunagara River

Month R(mm) Q(m3/s) SS(mg/l) L(kg/s) L(ton/yr) L(ton/6months)

Jan 297 278 4041 1122.0
Feb 200 187 2715 506.6
Result of
Mar 137 128 1864 238.7
Apr 70 65 953 62.3 local survey
May 37 35 508 17.7
Jun 27 25 369 9.3
Jul 17 16 231 3.7
Aug 0 0 0 0.0
Sep 3 3 39 0.1
Oct 32 30 435 13.0
Nov 89 83 1215 101.4
Dec 156 146 2125 310.1
Ave. 89 83 1208 199 6,268,000
rainy 158 148 2152 390 6,152,672
dry 19 18 264 7 115,328

Cipunagara Riv. – 1,360km2

Sewo Riv. – 97km2

Patimban

Subang Regency

Source : Directorate of Water Resources Management, Ministry of Public Works

Figure 3.50. Catchment areas of the rivers around Patimban

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Change of Current field by Numerical Analysis

b)-1 Computational Method

Finite difference method was used for the calculation of current field which was expressed
by the combination of continuity equation and momentum equation. Basic equations are
shown below.

Continuity Equation
【Total layer】

   k k max    k max 
   M k     N k   0 、 M  uh、 N  vh
t x  k 1  y  k 1 
【Each layer】
 
w k 1 / 2  Mk  N k  w k 1 / 2
x y

Where,  is water level、 u and v are horizontal velocity, w is vertical velocity, h is layer
thickness、 kmax is number of layers and suffic k denote value at k layer.

Momentum Equations
【 x direction】
M k Muk Mvk ( wM ) k 1 / 2  ( wM ) k 1 / 2
  
t x y hk
hk p k 2M k 2M k
 fN k   Ax  Ay
 k x x 2 y 2
  2 (u k 1  u k )Vk 1 / 2  2 (u k  u k 1 )Vk 1 / 2 
 hk   
 hk 1 / 2 hk 1 / 2 
【 y direction】

N k Nu k Nvk ( wN ) k 1 / 2  ( wN ) k 1 / 2
  
t x y hk
hk p k 2 Nk 2 Nk
 fM k   Ax  A
 k y
y
x 2 y 2
  2 (vk 1  vk )Vk 1 / 2  2 (vk  vk 1 )Vk 1 / 2 
 hk   
 hk 1 / 2 hk 1 / 2 

Vk 1/ 2  (uk 1  uk )2  (vk 1  vk ) 2 、 Vk 1/ 2  (uk  uk 1 ) 2  (vk  vk 1 ) 2

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1 p  g  p 1 p  g  p
 x
g 
x  z x
dz 、
 y
g 
y  z y
dz

Where,  is density, f is Corioli’s parameter, p is pressure, Ax and Ay are horizontal

eddy viscosities in x and y directions respectively, g is acceleration of gravity,  2 is friction

coefficient and  k2max  gn2 / h1/ 6 at the bottom layer、  k2  const. for middle layer. n is
manning’s roughness coefficient.

b)-2 Computational Conditions

Computational Domain and Grid Interval
Figure 3.43 shows the computational domain and grid interval.

Vertical grid division

Vertical grid division has been done by following 7 layers by taking into consideration of the
planned channel water depth of DL.-17m.

1 layer：sea surface～2m(DL-)
2layer：2～5m
3 layer：5～9m
4 layer：9～13m
5 layer：13～17m
6 layer：17～25m
7 layer：25m or over

b)-3 Verification of the Modeling

Field Survey Data

Field observation current data at the location C1 has been used for the verification of the
modeling of current field. Figure 3.51 shows the local survey results of current measurement.

Verification of the simulated current field

Tidal current ellipse of major 4 components has been shown in Figure 3.52. With respect to
the tidal current ellipse of the principal K1 component, although the predominant

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directionshows some difference, the magnitude of current amplitude shows good

corresponding.

Range of the tide at the site is rather small and resultant tidal current is weak. Because of this
reason, effect of wind induced current and fresh water inflow from the river becomes rather
large. By considering that the detailed wind data and river discharge data are lacking in order
for the detailed numerical simulation of current field, present numerical simulation results of
current field can be considered to have shown the reasonable accuracy for the study purpose.

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(0) Depth Changes by Tide

(1)Surface Layer

flood tide northward flow

(2)Middle Layer

(3)Bottom Layer

Figure 3.51. Field survey results of current measurement (C1)

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Calculation result
Observation result Normal condition in rainy Normal condition in dry
season season

The center of the calculated

lapisan height is about 2.5m.
Surface Layer
Middle Layer
Bottom Layer

Figure 3.52. Comparison of the tidal current ellipse of major 4 tidal components at C1

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Comparation with current raw data (Reference)

Currents monitoring in the field did from 4th – 19th June 2016. While wind condition is
typical and steady, and river discharge in dry season and rainy season are used as input data
in hidrology modeling because lack of detail information. Current patern is also calculated in
typical condition for analysis purpose.
So that, it’s not correct to compare simulation result with that current raw data, but scattering
diagrams is made as refference (this is also as explanation why only the ebb and flow that
summarized from data and compared with simulation result).

Survey result either in layer surface or middle layer show various result. It is considered as
wind effect because ebb and flow currents is not too strong in this area (or data may include
some sampling error). Calculation result are in the range of survey result variation. Because
it is simulated in typical and steady wind condition, and river discharges in dry and rainy
season, the difference between survey and calculation result are estimated caused by wind
fluctuation and river discharges.

Based on the condition above simulation result can be considered as reasoning acuration for
study purpose.

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Surface Layer
30

20
Velocity North Component  (cm/s)

10

Survey (June)
0
‐30 ‐20 ‐10 0 10 20 30 Dry Season
Rainy Season
‐10

‐20

‐30
Velocity East Component  (cm/s)

Middle Layer
30

20
Velocity North Compornent  (cm/s)

10

Survey (June)
0
‐30 ‐20 ‐10 0 10 20 30 Dry Season
Rain Season
‐10

‐20

‐30
Velocity  East Component  (cm/s)

Figure 3.53. Comparation between Currents raw data and Simulation result

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Model simulation that is made has consider the structure that will be built in phase II, in
order to estimate maximum accumulation impact for whole activity.

Result

Wave change is predicted only occur limited in the area around the structure and most of it
show that change velocity will not exceed 2 – 3 cm/s in the distance of 5 km except when
there are shortly fast wave, so the impact of wave change to the fishery is considered as non
significant.

Therefore, Patimban fishing ground area has closed by reclamation since construction phase.
The others fishing ground locations are not disturbed by reclamation or seaport massive
building, because the wave change limited only in the distance of 5 km around project
location.

Impact magnitude with the operational of seaport/massive building can be seen in this
following table.

Table 3.59 Analysis of Fishing Ground Impact EstimationWith and Without Project
Without the With the Project
Item Magnitude
Project (After 5 years)
Water stream 12 – 16 cm/s 8 – 20 cm/s -4 - +4 cm/s
(residual stream)
Fishing Ground Total 5 fishing Total 4 fishing 1 fishing ground
ground around ground around change
location location
Source : JICA Survey Team, 2017

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(1) Surface Layer

(2) Bottom Layer

→ Present without the Port, →Future with the Port, Color Shade: Current Velocity
Changes
Figure 3.54. Numerical simulation results of the current vectors of surface and bottom layer
and the current velocity difference between the present and future topographies as the
residual current in rainy season (with west wind)

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(1) Surface Layer

(2) Bottom Layer

→ Present without the Port, →Future with the Port, Color Shade: Current Velocity
Changes
Figure 3.55. Numerical simulation results of the current vectors of surface and bottom layer
and the current velocity difference between the present and future topographies as the
residual current in dry season (with east wind)

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Rate of this impact significance is categorized as negative significant impact (-P) based on
consideration :

1. The Number of People Affected

People affected by fishing ground change are fishermen whom use Patimban fishing
ground. So based on this criteria, it is categorized as significant impact (P).
2. Impact Spread Area
Impact spread area limited only for Patimban fishing ground area, so the impact is non
significant impact (TP).
3. Duration and Intensity of Impact
The duration of impact is forever, so the impact become significant (P).
4. Other Component Affected
The others component affected by fishing ground change are social economy component,
so the impact become significant (P).
5. Cummulative Nature of Impact
Impact is non cummulative, so the impact is estimated as non significant impact (TP).
6. Reversible or Irreversible Impact
Impact will be reversible, the movement of fishing ground to the new location will be
occur so the impact is estimated as non significant impact (TP).

3.3.2.5. Public Unrest

Fishing ground change that occur since construction phase and continue in the operational
phase has potency to cause public unrest mainly the fishermen. It because operational cost
change of fishermen activity who are fishing farther than before.

Table 3.60. Analysis of Public Unrest Impact Estimation from Fishing Ground
Change Continuation in Operation
No Parameter without project With project Magnitude Impact
condition condition (Rupiah)
1 Fishing ground change cause Income (fishermen Income (fishermen
public unrest to the people that have ship) : that have ship) :
because operational cost will  34,800,000  24,360,000
increase then the income  31,540,000  22,078,000 (-) 10.440.000
decrease  46,800,000  32,760,000 (-) 9.462.000
(-) 14.040.000
Source : Analysis result, 2017

As seen in the table before, considering significance rate of impact, public unrest is negative
significant impact (-P), as describe below :

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1. The Number of People Affected

Fishermen who fishing around the seaport are people affected, so the impact is predicted
as significant impact (P).
2. Impact Spread Area
The impact spread can be disperse to the out of seaport area, so the impact is predicted as
significant impact (P).
3. Intensitas dan Lama Dampak
Intencity of public unrest is limited but occur in the longterm, so the impact is predicted
as significant impact (P).
4. Other Component Affected
There is no other component that affected by public unrest impact, so the impact is
predicted as non significant impact (TP).
5. Cummulative Nature of Impact
Public unrest is non cummulative, so the impact is categorized as non significant
impact (TP).
6. Berbalik dan Tidak Berbaliknya Dampak
Impact of public unrest would be reversible if primary impact management has been
done, so the impact is rated as non significant impact (TP).

3.3.3. Operation of Onshore Facilities

3.3.3.1. Increasing of Run-off
The increasing of water run-off rate is continuation from sosial facilities, public facilities,
and Patimban port utility develompent activity in back up area. As has been stated in the on-
shore facility construction phase, the high of water run-off increase for flood period 50 years
to the land after opened is 0,21 m3/second.

Table 3.61. Analysis of water run off rate impact estimation in the operational activity of on-
shore facility
No Parameter without project condition With project Magnitude of
condition Impact
1 Water run Qawal = 0,278 x 0,21 x 21 Qakhir total terbangun = 0,33 m3/second –
off debit x 0,1 = 0,12 m3/second 0,33 m3/second 0,12 m3/second =
0,21 m3/second

This impact is rated as negative non significant impact based on consideration :

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1. The Number of People Affected

The people affeccted by the increasing of run off debit are the settlements around Kali
Genteng and/or its creek and Kali sewu and/or its creek. Activity plan site is very near to
the shoreline, people are in the south part of site area so they are not affected by water
run off from both of rivers. Thus, the impact is non-significant (TP).
2. Luas Sebaran Dampak
The impact spread area involve area around the both rivers which is near to the shoreline,
so the impact is non significant (TP)
3. Duration and Intensity of Impact
Impact will occur in the rainy season with average rain intensity is 21 mm/hour or 0,33
m3/second on the area as big as back up area 10 Ha for flood plan period 50 years. So the
impact is non significant (TP)

4. Other Component Affected

The increasing of water run off will not cause flood in both of rivers and directly
connected to the off shore, So the impact is non significant (TP)
5. Cummulative Nature of Impact
Impact that occur mainly with rainy day intensity, beside increase run off volume it also
bring sediment because of soil erosion which can rise the impact to the other
environmental component, so the impact is non significant (TP)
6. Reversible or Irreversible Impact
The impact will reverse (stop) when the rain stop, so the impact is non significant
negative (TP).

Based on the analysis of significant impact criteria, so the impact of on-shore facility
development to the increasingg of water run off is categorized as non significant negative
impact (-TP).

3.3.3.2. Public Unrest

Impacts that appear from on-shore facilities development activities are the increasing of
water run off and public unrest. That impact is in accordance with quesioner distribution
result to the people around Patimban seaport development location who feel worried, such
as : 1 % respondents feel worried of Patimban seaport development.

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Data analysis method to calculate public unrest is done by comparing

attitude/argument/negative perception as the result of public unrest to the occupation with
positive perception to the occupation. Public unrest appear when %Urs is bigger than 100%
as seen in this following formula:

%Urs = Restless percentage

P(+) = Positive perception to the activity
P(−) = Negative perception to the activity
Restless rate calculation based on that formula :

Based on that calculation, it can be conclude that Patimban seaport plan activity doesn’t
make significant public unrest. It is shown by Urs calculating result as many as 61,29% that
smaller than 100%.

Seen from the impact of interest based on significant impact criteria, so heavy equipment and
materials mobilization impact to the public unrest parameter can be described as follow:

1. The Number of People Affected

People who will be feel restless as the result of on-shore facility development activity in
the construction phase are people live around the seaport mainly on 10 ha area. Based
on questionaire result, only 1 % who feel worried, so the impact is predicted as non-
significant impact (TP).
2. Impact Spread Area
Impact spread area of public unrest is only in the settlements on Patimban village. So,
the impact is predicted as non significant impact (TP).
3. Duration and Intensity of Impact
Water run off impact to the public unrest is predicted only temporary, so the impact is
predicted as non significant impact (TP).

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4. Other Component Affected

Public unrest is not affected to other component, so the impact is categorized as non
significant impact (TP).
5. Cummulative Nature of Impact
Public unrest is derivative impact of water run off increase but non cummulative. so the
impact is categorized as non significant impact (TP).
6. Reversible or Irreversible Impact
Public unrest reversible when primary impact management is done, so the impact is
categorized as non significant impact (TP).

Based on the analysis above, so the impact of public unrest in the on-shore facility
development activity is predicted as non significant impact (-TP) and not managed because
of derivative impact, so the management is optimized in its primary impact.

3.3.4. Maintenance of Basin and Access Channel

3.3.4.1. Decreasing of Sea Water Quality
Prediction of impact without Patimban Seaport Development Activity (without project)

Sea water quality without Patimban Port development activities is assumed as equal with
environmental baseline because there is no other significant development in activities
location that lead to decreasing in sea water quality. While the TSS levels in basin and
shipping lanes are represented by sampling points in CW4 with a maximum value of 15.8
mg / L at low tide conditions in the rainy season.

Prediction of impact with Patimban Seaport Development Activity (with project)

With maintenance activities in basin and navigation channel such as dredging will result in
increased levels of TSS and will decreased of sea water quality. As mentioned in the
previous discussion of sedimentation, total volume by maintenance dredging up to
2,065,039 m3 and will be done every four to 15 years. Comparing with dredging volume in
the construction phase with a volume of 26,050,000 m3 (Phase I-1 and Phase I-2), the
volume of maintenance dredging is only about 10% of its.

Thus, TSS which generated will be smaller than when the dredging in construction phase is
currently underway. If it is assumed that turbidity which generated in maintenance dredging
is the same as in construction phase, then turbidity which result is estimated as in the
following table.

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Table 3.62 Analysis Of Sea Water Quality Decrease Impact Estimation With And Without
Project In The Basin And Sailing Line Maintenance Activity
Area Without Project With Project Unit
10,2 – 11,25 mg/L 15,2 – 16,25 mg/L
Dumping Site 5 mg/L
(at CW7) (maximum at 3km)
12,0 – 15,8 mg/L 14,5 – 18,3 mg/L
Dredging Site 2,5 mg/L
( at CW4) (maximum at 3km)
Source : Analyzed Result by JICA Survey Team, 2017

Impact is rated as non significant negative impact based on consideration :

1. The Number of People Affected

There are no people affected by sea water quality decrease, but marine life. So the
impact is categorized as non significant impact (TP).
2. Impact Spread Area
Impact spread area is limited in sea area around the port. So with the breakwater and
seawall surround it, the spread impact become small. So the impact is categorized as non
significant impact (TP).
3. Duration and Intensity of Impact
Duration of impact is limited only in maintenance activity, around once in 5 years. So
the impact is categorized as non significant impact (TP).
4. Other Component Affected
Other component affected is marine life, but because the abundance of marine life can
move to the surrounding sea. So the impact is categorized as non significant impact
(TP).
5. Cummulative Nature of Impact
Impact is non cummulative. So the impact is categorized as non significant impact (TP).
6. Reversible or Irreversible Impact
Impact will be reversible because the impact occur temporary during the maintenance.
So the impact is categorized as non significant impact (TP).

3.3.4.2. Disturbance of Marine Life (Nekton and Benthos)
a. Plankton
Estimation of Impact without Patimban Seaport Development Activity (without project)

Based on the baseline, phytoplankton abundance in the rainy season are around 64.000 –
231.000 cell/litre. While zooplankton are between 4.000 – 75.000 cell/litre.

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Bacillariophyta phylum have the highest abundance and species number such as Synedra
acus. There are total of 31 kinds of plankton which consist of 22 kinds of phytoplankton
that devided into 9 classes, and 15 kinds zooplankton that devided into 9 classes. Shannon
– Wiener diversity index is around 1 – 2 for phytoplankton, while for zooplankton is
around 0,41 – 1,40. Based on that value, it can be said that current conditions in the
activity plan location are categorized as moderate untill heavy polluted.

Estimation of Impact with Patimban Seaport Development Activity (with project)

Maintenance of basin and shipping lanes can cause decreasing of sea water quality that
impact with disruption of aquatic biota such as plankton. The effects that can occur such
as increasing of turbidity in around project site until a certain distance, considering the
sea water quality can affect to interaction of environmental components in marine area.
However, given the impact of turbidity were relatively small and unimportant then it will
not have a significant effect as well on marine biota.

Impact Magnitude
Environmental baseline for plankton in the rainy season showed that the abundance of
phytoplankton was dominated by Bacillariophyta class with an abundance ranged from
28000-140000 cells/liter. Distribution of turbidity that arised from maintenance
activities (dredging) is limited and will not have a significant impact on the marine
plankton.

b. Benthos
Estimation of Impact without Patimban Seaport Development Activity (without project)

Based on baseline, current condition at the activity plan location there are 8 kinds of
benthos which consist of 3 kinds of Gastropods and 5 kinds of Bivalves. Benthos
diversity index at the activity plan location is between around 0 – 1,26. According to
Barbour et al (1987), Shannon Wiener diversity index classification shows that diversity
index at the activity location is very low. Sampling station location S10 has the highest
diversity index as many as 1.26, while S1, S3, S4, S7, S8, and S11 have low diversity
index as many as 0. Those results show that S10 is categorized to moderate contaminated,
while S1, S3, S4, S7, S8, and S11 are heavy contaminated. The kinds of Benthos that the
most commonly found in the sampling location are Anadara sp. (Bivalves) and
Melanoides sp.(Gastropods). Both of them can be one of indicators of water pollution,
because of its ability in absorbing the pollutant.

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Estimation of Impact with Patimban Seaport Development Activity (With Project)

Maintenance of basin and shipping lanes can cause decreasing of sea water quality and
disrupted to aquatic biota such as benthos. The impact that arised from these activities
such as increasing of turbidity in water around project site until a certain distance.
Increased of sedimentation rate and suspended solid contents as well as increasing in
turbidity which can also cause death in benthic biota. However, because the impact of
turbidity were relatively small and unimportant then it will not have a significant effect as
well on water biota.

Estimation of Impact Magnitude

The baseline for benthos in the rainy season shows that benthos abundance is varied from
0 – 205,88 Induvidualal/m2. In the rainy season, in some location are not found benthos.
There are two classes of benthos in the activity location, which are Gastropods and
Bivalves. The most dominating spesies from Gastropods class is Melanoides tuberculata,
while from Bivalve is Anadara grandis. Both of gastropods and bivalves commonly live
in the substrat base.

Spread of turbidity which occur from maintenance activity (dredging) will not significant
affected to marine biota (benthic).

c. Necton
Estimation of Impact without Patimban Seaport Development Activity (Without Project)
Based on the baseline, current condition at the activity plan location there are 9 kinds of
necton which consist of 5 species of fishes (Pisces) and 4 spesies of shrimps (Crustaceae).
The amount of catch fish are more commonly found in rainy season, while in the dry
season are less. The amount of Induvidualal of each fish species found in all sampling
location is varied. In the number of catches, the species that most commonly found is
petek fish (Leiognathus equulus) with 66 Induvidualal in all of sampling location. This
species is often found in others location, which is 4 locations. So does jerbung shrimp
(Litopenaeus vannamei) that found in the sampling location

Estimation of Impact without Patimban Seaport Development Activity (Without Project)

The decreasing of environment quality from maintenance basin and shipping lanes has
direct and indirect impact to the necton. Activity can cause the decreasing of sea water

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quality that affect to marine life (especially necton) which use that area as nursery ground,
feeding ground, and spawning ground.

Benthos is main food for sea fish. If benthos is disturbed so the sea fish will has the
impact. The increasing of turbidity in the waters will disturb fish respiratory system
generally because the increasing of suspended particle that stick to the gill. Beside the
mature Induvidualal, the increasing of suspended particle will also affected to the spawns.
The spawns in the waters with high turbidity and sediment rate will have high mortality
rate. Dissolved particles can also cause the death of non benthic egg through absorbtion in
the eggshell surface. Both of influence make the decreasing of water current and
dissolved oxygen into the egg. Both of influence to the fish behavior occur in fish refusal
to the turbid water, eating disoreder, and the increasing of finding shelter. Other than that,
turbidity that occur from maintenance activity (dredging) is relatively small and not
significant to marine biota (necton).

Magnitude of Impact
The baseline show that there are 9 kinds of necton, with majority are kinds that become
consumption or livelyhood source of fishermen around the location. Patimban beach is
one of fishermen fish cathcing area. Patimban beach area give a quite big contribution to
the fishermen catch in that area. Necton species that give big contribution is Petek fish
(Leiognathus equulus).

Table 3.63. Analysis of Marine Life Disruption Impact From Operation Activity
No Parameter Without project condition With project condition Magnitude of
impact
1 Plankton Phytoplankton abundance in Slightly disrupted, but not Relative small
rainy season range 64.000 – occur decreasing of
231.000 cell/litre. significant abundance
While zooplankton 4.000 –
75.000 cell/litre
2 Bhentos Benthos abuncance 0 – Slightly disrupted, but not Relative small
205,88 Induvidual/m2 occur decreasing of
significant abundance
3 Necton 9 kinds of necton consist of Slightly disrupted, but not Relative small
5 fishes species (Pisces) and occur decreasing of
4 shrimps species significant abundance
(Crustaceae)
Source : Analysis result, 2017

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This impact is rated as negative non significant impact (-TP) based on consideration :

1. The Number of People Affected

There are no people affected by marine life disruption, because the intensity of impact is
quite small and limited, so the impact is predicted as non significant impact (TP).
2. Impact Spread Area
Impact spread area is limited mainly in port basin and sailing lane area. so the impact is
predicted as non significant impact (TP).
3. Duration and Intensity of Impact
Because the impact intensity of the decreasing sea water quality impact only occur
shorrtly and limited, so the intensity of disruption on marine life also small. so the impact
is predicted as non significant impact (TP).
4. The Other Component Affected
No other component affected, so the impact is predicted as non significant impact (TP).
5. Cummulative Nature of Impact
Marine life disruption impact is non cummulative with other activity. so the impact is
predicted as non significant impact (TP).
6. Reversible or Irreversible Impact
Impact can be reverse, with the finishing of port basing and sailing lane maintenance. so
the impact is predicted as non significant impact (TP).

Based on the description above, so the impact of marine life disruption in the maintenance
activity is predicted as non significant negative impact (-TP) and no managed becaues it
is derivative impact, so the management is optimized in primary impact only.

3.3.5. Operation of Access Road

3.3.5.1. Decreasing of Air Quality
Air Pollution
Traffic passing through the access road will increase air pollutant in the ambient air. Air
quality during operation phase along the proposed access road was predicted quantitatively
based on the estimation of emission from vehicles and the pollutant dispersion.

Prediction method in the “Technical Handbook for Environmental Impact Assessment of

Roads” is used to predict pollutant rate in the air ambient based on the traffic volume that has
been projected.

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Average gas pollutant emision is count with following equation :

Qt : Gas pollutan emision average at hour t (mg/ m·s)

: Type of vehicle emision factor at-i (g/km·vehicle)

: Traffic volume per hour vehicle type at – i (vehicle/hour)

: Conversion coeffision (mL/g or mg/g)

Emision factor of vehicle type at-i, Ei counted by following formula :

Which:
V is average velocity of vehicle type at- i
a, b, c, and d is regression coefficient
Table berikut ini menunjukan faktor emisi terhitung untuk kendaraan ringan maupun
berat pada kelajuan
Following table shows calculated emision factor either for light or heavy vehicle in the
rate of 60, 70, 80 km/hour
Table 3.64. Pollutant Emision Factor
Vehicle Average velocity [km/hr]
Pollutants a b c d
size 60 70 80
NOx Light -0.902 -0.00578 4.39E-05 0.261 0.0572 0.0586 0.0683
Heavy -7.12 -0.0895 0.000735 3.93 1.0873 1.1648 1.3850
PM10 Light -0.069 -0.00039 2.87E-06 0.017 0.0031 0.0031 0.0037
Heavy 0.0318 -0.0031 2.27E-05 0.158 0.0543 0.0527 0.0557
CO Light -12.5 -0.0559 0.000448 2.2 0.2505 0.3036 0.4390
Heavy 10.9 -0.0168 0.000115 1.19 0.7777 0.7332 0.7183
SO2 Light 0.0783 -0.00016 1.31E-06 0.0112 0.0075 0.0074 0.0076
Heavy 0.0411 -0.0007 5.51E-05 0.0424 0.1995 0.2640 0.3396
Source: Based on Technical note of National Institute for Land and Infrastructure Management 1

Emision calculation based on traffic volume that has been projected in this following table :

Table 3.65. The Number of Vehicle Predicted Pass Access Road

Year 2019 2025 2037

Amount of small vehicle (/day) 227 2.710 6.017

Amount of heavy vehicle (/day) 2.271 27.104 60.171

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Beside of the calculation above, it is also calculated pollutant concentration in the

ambient air using Plume Model, that shows emited pollutant dispersion from the moving
ships when the wind velocity is above 1 m/s. Emision from ships is estimated as source of
point. If distance back and forth to the centre point is 200 meter, so the total length will
be 400 meter. Based on that count, pollutant concentration in the point (x, y, z) is given
by:

Which:
C(x, y, z) : Pollutant concentration in all of prediction points (x, y, z) (μg/m3)

Q : Air pollutant emision rate (kg/s)

u : average wind rate (m/s)
H : Emision source height, determined 30 (m)
x : distance from emision source to the prediction points along the wind
direction (m)
y : Horizontal distance from the prediction points perpendicular with axis x-
(m)
z : Vertical distance from the prediction points perpendicular with axis x- (m)
: dispersion width from dimension of y and z (m)
Which,
(dalam hal x<W/2: )
(dalam hal x<W/2: )
: lebar dispersi vertikal awal [m]
- Tanpa penghalang suara
- Dengan penghalang suara (tinggi> 3 m)
L : Jarak dari tepi jalan ke titik perkiraan dampak [m]
W : Road width [m]

In the calculation of pollutant dispersion above, direction and wind speed are determined as
follow :

P1: Wind direction; Northeast, wind speed; 3.0m/s

P2 dan P3: Wind direction; west, wind speed ; 5.3m/s

The increasing of pollutant concentration is counted at the specified point that is same point
as seen in the Figure 3.13 above. Width and height road from given source emision are 30 m

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and 2 m with the assumption that pile slab structure is in the condition of without sound
barrier.

Table 3.66. Description Location of Prediction Impact Point

Location P1 P2 P3
Crossing in Nasional
Description Patimban village Gempol village
Pantura Road
Height prediction on the
9m 0m 0m
road
Distance from road 700m 300m 50m
Average speed 40km/hour 60km/hour 40km/hour

Simulation models are made has to consider of the structure that will be built on stage II, in
order to forecast the accumulation of maximum impact to the overall activities.

Pollutant rate from the ambien air is predicted by adding counted increase to the beginning
pollutant concentration which is observed in the baseline survey. The result can be seen in
these following table and figure.

Table 3.67 Prediction of Ambien Air Quality (μg/m3)

St. P1 P2 P3
NOx Condition without project < 9.97 < 9.97 24.77
Condition with project
2019 9.98 9.99 25.85
2025 10.04 10.25 37.66
2037 10.12 10.59 53.39
Quality Standard 150
TSP Condition without project 16.28 16.28 175.42
Condition with project
2019 16.28 16.28 175.48
2025 16.28 16.30 176.17
2037 16.29 16.31 177.08
Quality Standard 230
CO Condition without project 1,143 1,143 9,144
Condition with project
2019 1143.00 1143.02 9144.7
2025 1143.04 1143.18 9152.0
2037 1143.10 1143.40 9161.8
Quality standard 10000
SO2 Condition without project 88.26 88.26 100.34
Condition with project
2019 88.26 88.26 100.4

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St. P1 P2 P3
2025 88.27 88.28 101.3
2037 88.27 88.31 102.5
Quality standard 365
Source : Analisis, 2017

Based on the table above, pollutan concentration in the ambien air from vehicle emision in
the acces road still comply quality standard as illustrated in the following figure.

200 250
Baseline 2019 2025 2037 Baseline 2019 2025 2037
180

160 200
Standard:230 μg/m3
140
Standard:150 μg/m3
NOx(μg/m3)

SPM(μg/m3)
120 150
100

80 100
60

40 50
20

0 0
PN1 PN2 PN3 PN1 PN2 PN3

12,000 400
Baseline 2019 2025 2037 Baseline 2019 2025 2037
350
10,000
Standard:365 μg/m3
Standard:10,000 μg/m3 300
8,000
250
SO2(μg/m3)
CO(μg/m3)

6,000 200

150
4,000
100
2,000
50

0 0
PN1 PN2 PN3 PN1 PN2 PN3

Figure 3.56. Estimated of Ambien Air Quality from Access Road

The increasing of pollutant level both the port operation and access road are integrated to
predict cummulative impact that occur when both activity are running. Result of prediction is
shown in the table below.

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200 400
Baseline 2019 2025 2037
Baseline 2019 2025 2037
180 350
160 Standard:365 μg/m3
300
140
Standard:150 μg/m3 250

SO2(μg/m3)
NOx(μg/m3)

120

100 200

80 150
60
100
40
50
20

0 0
PN1 PN2 PN3 PN1 PN2 PN3

Figure 3.57. Estimated of Ambien Air Quality from Seaport operation and Access Road

Green House Gas
Green House Gas (CO2) will be emitted by the vessels and vehicles visited to the new port.
If the new port is not developed, all of the vessels and vehicles are going to Tanjung Priok
Port (assuming Tanjung Priok Port has enough capacity), which causes severe traffic jam
and generate more CO2. Therefore CO2 emission from port related vehicles is estimated in
the case with new port and without new port. Number of calling vessels to the new port is
only shifted from a part of calling vessels to Tanjung Priok Port and the changes of travel
distances depend on where the vessels from, hence only emission from the vehicles is
estimated.

Figure 3-58 shows the result of CO2 emission from the vehicles in case with the new port
and without. The CO2 emission will be reduced by 2,430 ton/day in case with the new port
because the travel distance will become shorter and the CO2 emission rate will be reduced
due to smooth traffic.

Table 3.68 CO2 Emission from the Vehicles at the Access Road in the case With and
Without New Port

Emision With the Seaport Without the

Seaport
Amount of small vehicle (per day) 6.017 6.017
Amount of heavy vehicle (per day) 60.171 60.171
Average speed (km/hour) 60 30
Emission rate from small vehicle 98,6 127,6
(g/km/vehicle)
Emission rate from heavy vehicle 1.552,5 1.903,5
(g/km/vehicle)
mileage (km) 60 70
Emision (kg/day) 5.640.525 8.071.229
Predicted year : 2030
Emission factor based on Technical Note of National Institute for Land and Infrastructure Management
No. 671, 2012

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(ton/day)
9000
8000
7000
6000

CO2 Emission
5000
4000
3000
2000
1000
0
With New Port and Access Without New Port and
Road Access Road

Figure 3.58. CO2 Emission from the Vehicles at the Access Road in the case With and
Without New Port

This impact is considered as non significant negative impact (-TP) based on the following
considerations :
1. The number of people who will be affected
The Number of People Affected are peopple who live around access road which are
Pusakanagara district residents. There are so many residents that live around the road but
from calculation result it is estimated that air quality decline non significant, so the impact
is categorized as non significant impact (TP).
2. The total area of the impact spread
Impact Spread Area include settlements around access road based on the administration
there area covers six villages namely Pusakaratu, Gempol, Kalentambo, Kotasari and
Patimban, District Pusakanagara, Pusakajaya village district Pusakajaya. But from
calculation result it is estimated that air quality decline non significant, so predicted as a
non significant impact (TP).
3. Intensity and Duration of the impact
The duration of the impact is longterm, but because prediction result is nit significant so
the impact is predicted as non significant impact (TP).
4. Many other environmental components affected
Other component affected is public health but as stated in the point 1 so the impact can be
categorized as non significant impact (TP).
5. The nature of cumulative impacts
The impact of decreasing air quality is cummulative, but because the intensity is small so
it is predicted as non significant impact (TP).

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6. Reversible or irreversible impact
The impact is reversible because once the emission of cars is reduced, the air quality will
be improved. So the impact is considered as non significant impact (TP).

3.3.5.2. Increasing of Noise

Traffic at the access road will generate traffic noise. Noise level during operation phase
along the proposed access road was predicted quantitatively based on the estimation of noise
generated by the passing vehicles.

Mathematic model ‘’ASJ RTN-Model 2008’’ that improved by Acoustical Society of Japan is
used to predict noise level based on projected traffic volume.

Principle and basic formula which are used in estimation model :

First, obtain time variation of noise level that have weight A LA (unit patern), observe
prediction point data for one single vehicle that pass along the road in consideration.

Then, count the value that is integrated with time from passing duration, such as LAE (noise
exposure level single occurence).

LA, i : Weighed noise pressure level at prediction phase that emited from road
part-i (dB)

: Length of road part-i (m)

V : Average of vehicle velocity part - i (m/s)

Pressure noise level that have weight A LA,I for noise propagation from source at – i to the
prediction point is calculated with considering noise in the hemi-free fields from all direction
source point with :

Where:

LWA, I : Weigh noise pressure level A at the single vehicle at source - i (dB)

: Direct distance from source –i to the prediction point (m)

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Termcorrection (dB) connected to various attenuation such as correction for

difraction and correction for atmosfer absorption; it was ignored in this simplification
prediction. This simplification provides conservative estimation such as quite high noise
level.

Power level of noise that have weigh A from land vehicle LWA, i[dB] is given by :

Which are V is vehicle velocity (km/h), a and b are regression coefficient, and c is
termcorrection like correction of pavement condition, road gradient, etc. In this prediction, C
termcorrection is eliminated for simplification. Then, noise pressure level that have weigh A
in the single vehicle LWA,I along trafic flow is as follow:

Light vehicle :

Light vehicle :

In the end, time average value from noise at prediction point, LAeq (noise pressure level that
have weigh A which equal and continuous is obtained by calculating traffic condition such
as traffic volume (N; vehicle amount per hour) and types of vehocle (light or heavy).

Noise level that will be inflicted in the acces road is shown in the Table 3.69. Based on the
result, the increasing of noise level around survey baseline can be predicted in the future.
Although noise intensity when development activity does not exceed standard quality for
settlement and housing, considering measurement result in the baseline, noise in the point P3
has surpassed standard qualtiy while point P1 and P2 will surpass standard quality after 2025.

Calculation of noise increasing prediction has included possibility after seaport and road
operated, so it is recommended to do noise monitoring at present condition.

Table 3.69. Generated Noise Level by the Access Road (dB)

Location P1 P2 P3
2019 43.4 50.5 54.1
2025 54.2 61.3 64.9
2037 57.7 64.8 68.3

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Simulation models are made has to consider of the structure that will be built on stage II, in
order to forecast the accumulation of maximum impact to the overall activities.

Table 3.70. Predicted Noise Level by Summing up Present Baseline condition and the
Generated Noise (dB)

Location P1 P2 P3
Baseline 50.7 50.7 72
Year 2019 51.4 53.6 72.1
2025 55.8 61.7 72.8
2037 58.5 64.9 73.6
Standard Housing and Settlements 55
Government and Public
60
Facilities
Offices and Trade 65
Trade and Services 70
Industry 70
Sea port 70

(dB)
100
Baseline (LSM) 2019 2025 2037
90

80
Standard for Sea Port
70
Housing and Settlements
60

50

40

30

20

10

0
P1 P2 P3

Figure 3.59. Predicted Ambient Air Quality at the Prediction Points

This impact is considered as significant negative impact (-P) based on the following
considerations :
1. The number of people who will be affected
The number of people affected is people who stay around the access road which is the
resident of District Pusakanagara. There area so many residents who live around the road,
so this impact is categorized as significant impact (P)

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2. The total area of the impact spread

The total area of the impact spread is covers resident settlements around the road, based
on the administration there area covers five villages namely Pusakaratu, Gempol,
Kalentambo, Kotasari and Patimban, District Pusakanagara. Therefore, it is predicted as a
significant impact (P)
3. Intensity and Duration of the impact
The duration of the impact is longterm, so the impact of a increasing noise will occur
continuously during that time. Based on the prediction results, the noise at P3 is still above
the standard and at P1 and P2 will be above the standard after 2025. Therefore, the impact
is predicted as a significant impact (P).
4. Many other environmental components affected
There are no other environmental components affected, so the impact is considered as not-
significant impact (TP).
5. The nature of cumulative impacts
The impact of increasing noise is cumulative. For the effects of those predicted as
significant impact (P).
6. Reversible or irreversible impact
The impact is reversible because once the emission of cars is reduced, the noise will be
improved. So the impact is considered as non significant impact (TP).

3.3.5.3. Road Traffic Disruption

The number of traffic passing through the access road is predicted as Table 3.10. At the
junction of the existing national road to be connected with the access road, one lane for each
way is increased to be two lanes for each. Therefore, traffic congestion of the national road
at the junction caused by connecting with the access road will be avoided. However, the load
on traffic volume on the National load No.1 is assumed to be increased.

Table 3.71. Number of Vehicles Passing through the Access Road

Year 2019 2025

Number of Light Vehicles (/day) 227 2,710
Number of Heavy Trucks (/day) 2,271 27,104

From the table above, it is changed into smp per hour 1581 smp per hour (with assumption
24 hours operational and truck calibration 1,3), So traffic volumes with operational activity
are in the following table :

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Table 3.72. VCR Value in the Operational Phase

Existing (Year 2017) Year 2025 Without Project Year 2025 With Project

Time Location Impact /Change Impact /Change

Volume VCR Volume Service Volume Service
Capacity VCR from existing to VCR from existing to
(smp/hour) Existing (smp/hour) rate (smp/hour) rate
operasional (%) operasional (%)

Morning
peak hour 536 1576 0.34 628 0.40 C 17.17 2257 1.43 F 321.20
1
(07.00-
08.00)
827 1576 0.52 969 0.61 C 17.17 2598 1.65 F 214.12
2
Afternoon
peak hour 585 1576 0.37 685 0.43 B 17.17 2314 1.47 F 295.60
1
(12.00-
13.00)
779 1576 0.49 912 0.58 B 17.17 2541 1.61 F 226.41
2
Evening
peak hour 899 1576 0.57 1053 0.67 C 17.17 2682 1.70 F 198.45
1
(16.00-
17.00)
1083 1576 0.69 1269 0.80 C 17.17 2898 1.84 F 167.62
2
Night
peak hour 432 1576 0.27 507 0.32 B 17.17 2136 1.36 F 393.94
1
(18.00-
19.00)
642 1576 0.41 753 0.48 B 17.17 2382 1.51 F 270.77
2

Source : Survey and analysis, 2017

Description :
1. Jalan Pantura Pusakanagara arah Cirebon , 06º17.086’ S dan 107º52.533’ T
2. Jalan Pantura Pusakanagara arah Pamanukan , 06º17.080’ S dan 107º52.50’ T

Based on the table above, it will be occur significant extra traffic volume as big as 1581 smp
per hour. In that condition, Pantura road service rate become F, it’s mean the flow that
separated or jam, low speed, under capacity volume, long queue, and big obstruction
occurance.

This following table present magnitude of public unrest estimation magnitude in the
operation of access road:

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Table 3.73. Analysis of Land Traffic Disruption Impact estimation in Operational Access
Road
With project
No Parameter Without project Magnitude impact
(2025)
1 Amount of < 100 /day Small vehicle/day: 2.710 + 2.610
vehicle passing Big vehicle/day:27.104 + 27.104
on access road
2 Amount of Evening peak hour Evening peak hour (17.00-18.00)
(17.00-18.00) 2682smp/jam
vehicle passing 1053smp/hour 2898smp/jam
+1629
on Pantura road 1269smp/hour
3 Service rate in Service rate B and Service rate F B/C to F
Pantura Road C

This impact is consider as negative significant impact (-P) based on :

1. The Number of People Affected

The number of people affected are people and road users around Pantura Pusakanagara
road that become operational channel. Many residents that live near to the road make
this impact become significant impact (P).
2. Impact Spread Area
Impact spread in the access road fork area with Pantura Pusakanagara road. So the
impact is estimated as significant impact (P).
3. Duration and Intensity of Impact
During operational phase at the peak hours (morning, afternoon, evening, and night). At
those times will occure the increasing of traffic volume in the access road and Pantura
Pusakanagara road from the operational activity of Patimban seaport. This traffic volume
causes quite big impact intensity, such as speed decline in the fork of access road with
Pantura Pusakanagara road which is originaly the vehicle can drive more than 30 km per
hour, so it will decrease to less than 10 km per hour when in the fork of access road with
Pantura Pusakanagara road. The decreasing of vehicle speed will affect to traffic
disruption. Thus, the impact become significant impact (P).
4. Other Component Affected
Other Component Affected adalah keresahan masyarakat, oleh karena itu dampak dinilai
sebagai dampak penting (P).
5. Cummulative Nature of Impact
Impact of traffic generation is cummulative because it will continuously occur during
Patimban seaport operation mainly in the morning hour (06.00-10.00) and evening hour
16.00-20.00), impact is categorized as significant impact (P).

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6. Reversible or Irreversible Impact
Impact is not reversible because vehicle volume will increase along with access road
operation. So the impact is rated as significant impact.

3.3.5.4. Public Unrest
Type of activity that include in access road operation is road operation. Access road is
planned starting to operate in 2019 to support materials mobilization to the port area. In the
early operation period, access road trafic frequency is low, because it is located on the land
acquisition area in the ricefield-line area. However, with the passing of population growth
and development in the whole area, vehicle volume will be rise than before, which is
estimated will induce road service quality.
Access road operational activity are predicted will cause the impact such as the decreasing
of air quality, the increasing of noise level, increasing of water run off rate, land conversion,
land traffic disruption, road damage and public unrest.
Public unrest that appears in the access road operation is derivative impact from land traffic
disruption in the longterm. That impact is in accordance with quesioner distribution result to
the people around Patimban seaport development location who feel worried, such as : 8 %
respondents feel worried of traffic jam and 7 % respondents argue that it can cause reduction
of their income because of disturbance of their activity in earn the living.
Data analysis method to calculate public unrest is done by comparing
attitude/argument/negative perception as the result of public unrest to the occupation with
positive perception to the occupation. Public unrest appear when %Urs is bigger than 100%
as seen in this following formula:

%Urs = Restless percentage

P(+) = Positive perception to the activity
P(−) = Negative perception to the activity
Restless rate calculation based on that formula :

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Based on that calculation, it can be conclude that Patimban seaport plan activity doesn’t
make significant public unrest. It is shown by Urs calculating result as many as 61,29% that
smaller than 100%.

The following table shows magnitude of public unrest impact to the access road operational :

Table 3.74. Analysis of Public Unrest Impact Estimation in the Acces Road Operation
Magnitude of
No Parameter without project With project
Impact
Unrest
1
Level
0% 61,29% + 61,29%

Seen from the impact of interest based on significant impact criteria, so the access road
operational activity impact to the public unrest parameter can be considered as negative
significant impact (-P) based on consideration :

1. The Number of People Affected

People who feeling restless are people who live along Pantura National road and road
user. So, public unrest it significant impact (P).
2. Impact Spread Area
Impact will spread in access road area and crossroad with Pantura road, also surrounding
settlement, so the impact is estimated as significant impact (P).
3. Duration and Intensity of Impact
The impact of access road activities to the public unrest is predicted to persist for
longterm, so the impact is predicted as significant impact (P).
4. Other Component Affected
There are no other components are affected by public unrest, so the impact is considered
to be non significant impacts (TP).
5. Cummulative Nature of Impact
The public unrest impact does not accumulate. Because of that the impact is considered to
be non significant impact (TP).
6. Reversible or Irreversible Impact
The public unrest impact is reversible because of development of social process that
occurs in the local resident. That development accordance with the people's understanding
of environmental changes. So the impact is considered to be non significant impacts.
(TP).

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CHAPTER 4
SIGNIFICANT IMPACT EVALUATION

4.1. Study on Significant Impact

Evaluation of significant impacts which are obtained from result of hypothetic significant
impact with the impact source. Various environmental components deemed to affect a
significant impact (positive or negative), it was studied as a single entity related and
influence each other, so that it can be seen how far the balance between positive and negative
impacts.

To facilitate understanding of the impact from the project plan on the environment
component, the significant impact as a results from impact assessment on chapter 3
presented on matrix as below (Table 4.1).

Based on the matrix, evaluation of significant impacts conducted holistically between

component activities that cause impacts and affected environment parameters and the
relation between the parameters affected by these critical.

The relation of major impact (primary) which cause the continued impact (secondary) and so
on as a result from each activity is using a flow chart on the image below (Figure 4.1).

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Table 4.1 List of Significant Impact from Predicted Impact Result

Activity Component
Pre –
No Environmental Aspect Construction Construction Phase Operational Phase Note
Phase
1 2 3 4 5 6 7 8 9 10 11 12
A Physic – Chemical Pre – Construction Phase
1 Decreasing of Air Quality (TSP and Exhaust Gas) -P -TP -TP 1. Land Acquisition
2 Increasing of Noise Level -TP -P
Construction Phase
3 Decreasing of Surface Water Quality 2. Mobilization of Workers and
B Hidrology Operational Basecamp
1 Increasing of Run Off Water -P -TP 3. Mobilization of Heavy
C Oceanography Equipment and Material
4. Reclamation and Marine
1 Sedimentation -P Facility Construction
2 Change of Shoreline -P 5. Dredging and Disposal
3 Decreasing of Sea Water Quality -P -P -TP 6. Onshore Facility
D Space, Land, and Transportation Construction
1 Land Conversion 7. Access Road Construction
2 Land Traffic Disruption -P -P Operational Phase
3 Marine Traffic Disruption -P 8. Employment of Workers
4 Road Damage 9. Marine Facility Operational
E Biology 10. Onshore Facility Operational
1 -TP -TP -TP 11. Maintenance of Basin and
Disturbance of Marine Life (Nekton and Benthos)
Shipping Line
2 Disturbance of Terrestrial Fauna (Bird)
12. Operational Access Road
3 Disturbance of Terrestrial Flora
F Social, Economic, and Culture
1 Opened Employment and Bussiness Opportunities +P +P
2 Loss of Land Productivity -P
3 Change of Fishing Ground -P -P
4 Loss of Livelihood and Income -P
5 Social Unrest -P -P -P -P -P -TP -P
G Public Health
1 Incidence of Communicable Diseases

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PATIMBAN NEW PORT DEVELOPMENT PROJECT

Pre-Constructionn Phase Construction Phase OperatIonal Phase

Mobilization of Reclamation Shipping Pond

Mobilization of and Marine Onshore Marine Onshore
Source of Land Workers and Dredging Access Road Employment and Shipping Access Road
Heavy Equipment Facility Facility Facility Facility
Impact Acquisition Operational Construction
and Disposal Construction of Workers Track Operational
and Material Construction Operational Operational
Basecamp Maintenance

-P
-P +P +P -P -P -P -P -TP -P -P -P -P -TP

Opened
Loss of Land Decreasing of
Primary Loss of Employment and Land Traffic Marine Traffic Increasing of Change of
Productivity Sediment Coastal Water
Impact Livelihood Bussiness Disruption Disruption Flowing Water Shoreline
And Income Opportunities Quality

-TP -TP -P -P -TP -P -P -TP -TP -TP

Disturbance of
Secondary Decreasing of Increasing of Change of
Marine Life (Nekton
Impacts Air Quality Noise Level Fishing Ground
and Benthos)

-P -P -P -P -P -P -TP

Tertiary
Social Unrest
Impact

Figure 4.1. Flow Chart of Significant Impact

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There is one activity cause significant impact in pre-construction phase, that is land
acquisition. There are three significant impact on this phase, those are loss of livelihood, loss
of land productivity and public unrest that are declared as negative significant impact.

There are five activities cause significant impact in construction phase, those are
Procurement of Labor and Operation Basecamp (1 impact), Mobilization of Heavy
Equipment and Materials (5 Impacts). Reclamation and Marine Facility Construction (4
Impacts), Dredging and Disposal (2 Impacts) and Onshore Facility Construction (2 Impacts).

There are 11 significant impact in construction phase, those are 1 positive impact of job and
bussiness opportunity in procurement of workers and operation basecamp, 1 negative impact
of decreasing air quality, 1 negative impact of road traffic disruption, 1 negative impact of
sea traffic disruption in mobilization of heavy equipment and materials, 1 negative impacts
of increase of run-off in construction of onshore facilities, 2 negative impacts of decreasing
of sea water quality in reclamation; dredging and disposal, 1 negative impact of fishing
ground changes in reclamation and marine facility construction, and 3 negative impacts of
public unrest as derivative impact from mobilization of heavy equipment and materials,
reclamation and marine facilities construction, and onshore facilities construction. Beside
that, there are 3 non significant impact consist of 1 negative impact of increasing noise, 2
negative impact of marine life (nekton and benthos) disruption in reclamation; dredging and
disposal.
There are 5 activities cause significant impact on operational phase, those are procurement of
workers (1 impact), marine facility operational (5 impacts), onshore facility operational (2
impacts), maintenance of basin and access channel (2 impacts) and operation of access road
(4 impacts).

There are 8 significant impact in operational phase, those are 1 negative impact of
increasing noise and 1 negative impact of road traffic disruption in operation of access road;
1 negative impact of sedimentation, 1 negative impact of coastline change and 1 negative
impact of fishing ground changes in marine facility operational ; 2 negative impact of public
unrest in marine facility operational and access road operational ; and also 1 positive impact
of job and business opportunity in workers recruitment. Beside that there are 6 non
significant impact, those are 2 negative impact of decreasing air quality in marine facility
operational and access road operational, 1 negative impact of increasing of run-off in
operation of onshore facilities, 1 negative impact of decreasing sea water quality, and 1

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negative impact of marine life (nekton and benthos) disruption in maintenance of basin and
access channel, and 1 negative impact of public unrest in operation of onshore facilities.
The loss of livelihood impact for the people who depend on the land acquired an area of
356.23 ha is the important thing to be considered before and after the land acquisition
process is done. Improper handling of the impact will lead to problems of public
dissatisfaction and negative perceptions that could lead to public unrest.
Public unrest if there since the beginning of land acquisition will have implications for the
next stage of development activities, especially the construction process of building the port
itself. The impact that occurred at the stage of construction will accumulate to the impact of
previously incurred and may continue in the next development phase.
Disruption to fishermen activities (fishing ground) due to the project plan will further burden
the lives of fishermen around, beside that with the loss of livelihood for the people who
depend on the land acquired, making the potential for public unrest will be higher.
Disruption to the fishing ground will also occur continue until the operational phase and it is
irreversible, because one of fishing ground locations has change become an area of sea port
facilities. So that, this impact will occur continously and strengthen the probability for public
unrest that may occur.
But on the other hand, the project plan will also bring employment opportunities for local
residents, estimated at more than 1,000 workers required for the implementation of the port
construction, and 900 workers needed during the operation. This is the number of
employment opportunities are very large and open for local residents to participate in
accordance with the qualifications possessed.
Business opportunities that arise with the project plan is also a huge positive impact for the
benefit of local people. Balancing the positive impact that occurs is expected to reduce the
potential negative impacts. Appropriate management to reduce the impact and minimize the
negative impacts that will occur is indispensable.

4.2 Study as Management Principal

4.2.1 Component of Environment and Sensitive Area

According to previous elucidation, it can be seen that Development of Patimban New Port
Plan will decrease some environmental parameters, but other than that, it also will opening
chance of job and bussiness opportunity. Based on the significant impact flow chart (figure
4.1) , it can be seen that derivative impacts that occur in many times so primary impact must

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be really noted and managed wisely, so the negative impact can be minimalized or overcome,
while positive impact can be optimalized.

A. The activities that most causing significant impact is the activity in the construction
phase, where there are 11 significant impacts. That construction activities is a
mobilization heavy equipment and material that causes 4 significant impact there are
decreasing of air quality, road traffic disruption, sea traffic disruption and public unrest.

Activity components that is rated potentially to inflict impact from the biggest to the
tiniest in the project location are :

1. Mobilization of Heavy Equipment and materials in construction phase, that includes

of activity of material transporter vehicle that can inflict negative significant impact
in form of : decreasing of air quality ,road traffic disruption, sea traffic disruption,
and public unrest (4 significant impacts).

2. Operation Of Marine Facilities that inflict negative significant impact in form of:
sedimentation, coastline changes, fishing ground changes and public unrest as result
of fishing ground changes (4 significant impact)

3. Reclamation and Construction of Marine Facilities (construction phase) that inflict

negative significant impact in form of: decreasing of sea water quality, fishing
ground changes and public unrest especially fishermen as result of fishing ground
changes occurs (3 significant impacts).

4. The land acquisition that inflict 3 significant impact those are loss of land
productivity, loss of lovelihood and income, and public unrest (3 significant impact).

5. Operation of access road that inflicts negative significant impact : increasing of noise,
road traffic disruption and public unrest (3 significant impacts).

6. Procurement of Labor in construction and operational phases that inflicts negative

significant impact : Job and Bussiness Opportunity (2 positive impact)

7. Construction Of Onshore Facilities that inflicts negative significant impact there is

increasing of run-off and public unrest (2 significant impacts).

8. Dredging and Disposal (construction phase) that inflict significant impact in form of
decreasing of sea water quality (1 significant impact)

B. Component of environment that the most inflicted by impacts is social economy, and
culture component, inflicted by 10 significant impact those are 6 negative significant

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impacts as public unrest in construction and operational phase, 2 positive significant

impacts as job and bussiness opportunity, 2 negative significant impact of fishing ground
changes, 1 negative significant impact as loss of livelihood and 1 negative significant
impact as loss of land productivity at pre construction phase.

C. The region that is the most inflicted by impact is especially to residences that are
brodering with Port Project and access road project which are covering 6 villages, those
are Patimban village, Pusakaratu village, Kotasari village, Gempol village, and
Kalentambo village, Pusakanagara District and also Pusakajaya Village, Pusakajaya
District.

D. Environment component and sensitive area according to elucidation above as

following :

a. Public unrest formed, especially resident around project site

b. Seawater quality in terminal area and port marine facility and around dumping site

c. Patimban beach fishing ground areas that direct bordering with project site
d. Noise and entrance and along the access road that direct bordering with residences
e. Volume of run off in water channel receiver around project site
f. Traffic generation and road damage in entrance access road to project site
g. Livelihood of farmer and fishermen around project site
h. Chance of working and entrepreneur at construction and operational phases for
residence around project site

4.2.2. Direction as Environment Management

Impact that inflicted from development of patimban new port covers pre-construction,
construction, and operational phase. In pre-construction and construction generally, impacts
that are inflicted are temporary, while impacts of operational are long-term.

Direction as environment management as follow :

Pre-Construction
 Give alternative livelihood for ex-farmer, i.e prioritize in construction workers
recruitment
 Accommodate public aspiration by doing discussion

 Develop a livelihood recovery program

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Construction
 Prioritize local workers
 Cooperate with local government officer in recruitment
 Using decent transporter vehicle and heavy equipment
 Keep the cleanliness of the road that passed by near residence
 Prevention of increase of parameter content of TSS especially in seawater so it does
not exceed the environment quality standard
 Place officer to arrange traffic in entrance access road
 Limit tonnage of transporter vehicle
 Repair damaged road

Operational
 Optimalize the managements of the impacts
 Optimalize local worker potential for operational of the port
 Cooperate with local government officer in recruitment
 Maintain the breakwater and revetment/seawall
 Coordination with head of TPI and other party the related to TPI about fishing
ground
 Install the silt protection for restrict sediment spreading in sea water
 Place the officer to arrange the circulation of ship flow and ship parking
 Create wetland to replace previous wetland for avifauna new habitat
 Mangrove cultivation and many types of trees to the available land

4.3 Recommendations of Environmental Feasibility Assessment

1) Consideration of Spatial Plan

As mentioned before at chapter 1, Patimban Port has been appointed as National Strategic
Project as in President Decree No. 47 year 2016 on Establishment of Patimban Port in
Regency of Subang, West Java Province as National Strategic Project as stipulated in
President Decree No. 3 Year 2016 on Acceleration of Implementation of National
Strategic Project. According to recommendation letter from Ministry of Agricultural and
Spatial / National Land Agency No. 40/200/1/2017, that the Patimban Port Development
Plan has accommodated in Government Regulation Draft No. 26 Year 2008 about
National Spatial. And also based on Surat Badan Litbang (Research and Development

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Body Letter) of Ministry of Transportation Number UM.007/5/5-BLT-2016 dated August

30th 2016, Patimban Port has been Appointed as Main Port.

2) Consideration of Policy in Environmental Protection and Management and Natural

Resources
There is no policy in environmental protection and management that have been violated
by the activities of the port Patimban.
3) The interests of Defense and Security
Patimban port location is not included in the location that was used for defense and
security interests.
4) Assessment of Magnitude and The Importance Of Impacts
The assessmemt of magnitude and importance of impact from Patimban Port activities is
already conducted at chapter 3. There are a lot significant impact identified. However, the
magnitude and importance of impacts that occur can still be managed.
5) Holistic Evaluation
Based on holistic evaluation is showed that the Patimban Port development activities
generate a positive impact that is opening employment and business opportunities for
around residents during the construction and operational stages, but there are also
negative impacts. As described before, that there are direction as environment
management for all impacts, where negative impacts can be minimized with the right
implementation of the environmental management, while the positive impact can be
improved to obtain the balance of the positive significant impacts with negative impact.

6) Initiator capability to overcome the impacts

Initiator of the project is capable to implement management and monitoring of
environment related to the development of Patimban New Port Plan and environment
significant impacts that occur with entire approaches that have been mentioned in sub-
chapter 4.2.

7) Plan of Business and/or activity that does not disrupt social values or people views
(emic view)
Patimban port is not a new thing for the people around, because at the existing location
had previously been awakened causeway and trestle port Patimban as a feeder port. So
the plan became the main port will not disrupt social values or people views that means
for such perception is not new for the people around, because from the beginning of these
locations have been planned as a place for the boat was docked, although not up to the

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operational stage. Nevertheless, the perception of the community was ready to support the
plan.
8) Plan of Business and/or activity that does not disturb Ecological Entity
Same with things that have been explained in Environment Baseline in Chapter II,
location of Patimban Port is bordering with paddy field and fishpond. In this area there
are 5 species of birds that are protected, those are javan pond heron, Chinese egret, little
egret, blue kingfisher, and olive-backed sunbird. But, land side development (back up
area) Patimban Port in Phase I just only will constructed in < 3% from land which
acquired, and also mangrove cultivation in beach area. Therefore, Patimban Port
development can protected all of ecological in local concerned area.
9) Plan of Business and/or activity that does not disturption to activity around
Plan of activity will not disturb to activity near the project because it has been planned the
management of impact that are possible occur, so disturbance that occurs, can be
overcome. It is included with the Oil and Gas activities in the surrounding area shipping
lanes, where this has been done in coordination with various stakeholders so that activity
around that there will not be disturbed
10) The non-exceed the carrying capacity and contain capacity of environment
With environment management plan that will be applied, development of Patimban new
Port is expected not to exceed carrying capacity and contain capacity. Although until now
the assessment of carrying capacity and contain capacity of port location is still unknown.

Based on those ten criteria of environment feasibility above and considering negative
significant impact that are inflicted, still can be managed technologically by technical
engineering, and objectives of this project is for national strategic project so the project plan
is feasible environmentally.

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