Method Statements For Shore Protection And Temporary Unloading Ramp

Comment Response Sheet (CRS)
Project Title

Van Phong 1 BOT Thermal Power Plant Project

Document Title

METHOD STATEMENTS FOR SHORE
PROTECTION AND TEMPORARY UNLOADING
RAMP

Document No

Document Type

For Approval

Returned Status

AC

Prepared by

CRS Issued Date

19/02/2020

Engineer

Construction

Review
Date

Status O/C *

Remarks

04/02/2020

O

19/02/2020

C

04/02/2020

O

19/02/2020

C

ET Kim

VP1-0-L4-C-GEN-10006
VP1-0-L4-C-GEN-10006-D-CRS

CRS No

No.

1

Section/
Page

Owner’s Comment

List documents with reference number.
The document with the reference number listed cannot be
found.

2

Response to Comment

DHI has been mention on MS (Rev D) and the Design
document list for shore protection and Unloading Ramp
will be submit separate document – Section I.3.1

The preparation for shore protection & unloading ramp should
including site office, fabrication yard, stock yard for pre-cast
block, heavy equipment parking area, rebar shop,
maintenance shop, waste area and temporary access from
yard to installation place and temporary jetty (if any).
The general layout plant should be provided, indicate the
location, necessary dimension and capacity, structure of those
temporary facility.

Open
See comment on page 9

DHI h as r evised an d up d at ed o n MS (Rev D) in
At t ach ed #06

Page 1 of 13


Comment Response Sheet (CRS)
- These BM was installed long time ago. This data come from
where? Who is the third party?
- A new BM system shall be re-built for constructing
permanence structure and to be used for all Lots.
- The controlling and calibration of project benchmarks should
be stated

3

Open, shore protection is not only stone works but
also concrete works which show the finishing
boundary line, please consider this is a permanent
and exposed structure.

04/02/2020

O

19/02/2020

C

04/02/2020

O

19/02/2020

C

04/02/2020

O

DHI has mention on MS (Rev D)- Section 5.7.7

19/02/2020

C

DHI has been done on MS (Rev D)

04/02/2020

O

19/02/2020

C

The contractor has been mention clearly on MS (Rev
D)- Section III.2

19/02/2020
Noted
The temporary benchmarks should be set up during the
construction and inspection stage. The said plan should
incorporate in this clause

4

Open
If so, kindly submit the survey plan, including survey
monitoring plan separately for review and approval
Provide calculation/ information when the blocks are enough
required strength to remove bottom formwork and
transportation.

5

Open
the Contractor has not provided calculation yet

6

The contractor has been mention clearly on MS (Rev D)Section III.2

Cover

Mark clearly in the document parts that were revised, added or

deleted between revisions..
This has not been done!! It is very time consuming to
check a new revision if changes are not marked.
In the next revision mark clearly all revisions from A to B,
B to C and any new ones from C to D. Mark them clearly
with the corresponding revision number (B, C, or D).

19/02/2020
Closed. It would have been helpful to show changes
from previous revisions as well.

Page 2 of 13


Comment Response Sheet (CRS)
7

Cover

(2) DHI is strongly recommended to consider the settlement
monitor works for ground settlement and settlement/movement
of coffer dam itself during construction and operation of
project. If YES please show the detail arrangement and
method.
(2) Not accepted. settlement monitoring works to be shown
in this method statement.

DHI has been mention and updated on MS (Rev D) (Section
5.4)

04/02/2020

O

19/02/2020

O

04/02/2020

O

19/02/2020

C

04/02/2020

O

19/02/2020

C

04/02/2020

O

19/02/2020

C

19/06/2020
DHI has explained with owner/consultant that under water

Cover

8

Cover

19/02/2020
(2): Arrangement not agreed. In case of monitor the
settlement, it is common practice to carry out the monitoring at
elsewhere ground elevation in order to evaluate the settlement
and stability during construction period, which is compared
with design calculation. Based on this record, timely propose
solution/method statement if necessary.

and while dumping stone for core rock the settlement plate is
impossible to installation/monitoring, monitoring the
settlement will be conducted above water level from top of
core rock layer, it has got approved with ITP also

(3) Content changed or modified should be revision cloud
mark.
(3) Not done. This requirement help to check the changed
content quickly.

DHI has been done on MS (Rev D)

19/02/2020
(3) Closed

9

2. Natural
condition

Update the latest data and unify the data in project.

The Contractor has not updated to MS Rev.C

2.1

This information is only for reference to proceed site work
and referred from Met-ocean survey report

Check the rainy season data from April to May?

The Contractor has not replied yet

10

Figure 1. General
plan

(P6)

DHI has revised and updated on MS (Rev D) (Section I.2.1)

DHI to provide the information of this structure

Open,
Please see comment on page 3
DHI to provide the plan on new benchmark system for Shore
Protection & U-ramp such as: location, number, distance,...

DHI has mention and updated on MS (Rev D) (Section 5.10)

The contractor has been mention clearly on MS (Rev D)Section III.2

If so, please stated it inside this MS, page 10

Page 3 of 13


Comment Response Sheet (CRS)
11
(P11)

The number of excavator is not enough and DHI to clarify why
no use excavator from Apr to Sep, even rock work is
continuing until Oct.
Why trailer no need for transportation blocks during
installation? The quantity should be considered
Consider lifting work for transportation to site
The suitable capacity of flat barge should be considered, to
have stable working condition, and placing work can be done
accurately.

why no crane barge for blocks installation mentioned in this
table?
Why no need dump truck during rock work? the number should
be clarified
According to your schedule, the average 670 m3/day rock
materials should be provided by sea side. It means 2 barges is
not enough to provide this quantity per day.
More detail information about capacity

DHI has been consider and has plan to mobilize more
equipment when necessary

04/02/2020

O

DHI has revised and updated on Rev D (section III.3)

19/02/2020

C

04/02/2020

O

19/02/2020

C

DHI has revised and updated on Rev D (section III.3)

DHI has revised and updated on Rev D (section III.3)

DHI has calculated with 02 barge (capacity about 1000T) is
enough for transportation rock material. In addition, stone can
be delivered to sea side through temporary jetty.

Open
The Contractor has not considered comments

12

V. SHORE
PROTECTION
CONSTRUCTION

5.1
(P15)

5.1
(P15)

- The sequence of work in sector L3 is shown as attached
figure.
- Based on that sample, DHI should make similar to other
Sector, and reflect to below chart (should be more detail)
- For sector which done by marine work, please show
separately off-shore work and on-shore work (elevation? what
layer?)

Open
The Contractor has not considered comments
It related to inspection on site, should make clear on this
MS

Seq uen ce o f w o r k alr ead y h as b een in clud ed o n MS
an d w o r k m et h o d in sect o r 2,3,4,5 is sam e excep t
d um p in g co r e lo ck f r o m t h e b ar ge f o r L3. Please
f in d MS –Section 5.1, with drawing & ITP. Inspection
elevation has been explained on the interface check meeting
with VPCL and detail elevation and location for inspection will
be discussed with the Owner/Owner’s engineer when
performance on site

It conflicts with description in below chapter (offshore work for
L5, L4, L3, L2-1)

Open
See comment on page 23

DHI has revised and updated on Rev D (section 5.6.1)

Page 4 of 13


Comment Response Sheet (CRS)
13

(P15)

5.2
(P16)

(P16)

Before start the work (from team 1) the temp. work such as
stone stock yard, temp. access, temp. yard should be done
first
Open
Not updated yet
Current design, L1, L6, L7 structure sector is different with
another segment; therefore, it should be described separately

Temporary work has been mention on attached #06, and all

04/02/2020

O

19/02/2020

C

Met h o d st at em en t s can n o t co n t ain all in f o r m at io n .
DHI w ill

04/02/2020

O

co n d uct t h e w o r k un d er h is r esp o n sib ilit y as EPC

19/02/2020

O

temp. access for work will be use current existing road

Structure of structure L1, L6 and L7 are same so sequence of
work is same

Cannot find in the MS
Drawings at page 16, 17 need to be updated in final approved
design drawing

DHI has updated drawings at page 16, 17 as same with
design drawing submission.

Cannot find in the MS
(P18)

Provide execution method at each interface area

Cannot find in the MS

14

5.5.1

(P22)

The levelling work should be described detail in this MS (so far
it does not show any levelling work in detail)
Safety matter when combine diver and excavator also shall be
clarified
Communication method, safety control, how to combine action
of diver and equipment when leveling big stone size.
We are still not convinced yet
Similar comment on page 24
At least the Contractor should describe leveling under
water by diver combine excavator as stated in MS

15

Figure 12
(P24)

19/02/2020
There is nothing improve from Rev.C, or no additional
information regarding leveling work under water
Please provide basis or calculation of this value, in order to
remove bottom formwork
Also provide the lifting method for review and approval in this
MS

We are still not convinced yet
Similar comment on page 28

The interface check meeting with VPCL an d b een
co n d uct ed o n 7 Feb . In t er f ace ar ea/co n n ect io n ar ea

w ill b e d o n e b ase o n d esign af t er d r aw in g
d iscussio n w it h r elat ed su b co n t r act o r s.

co n t r act o r , h o w ever DHI h as d escr ib ed o n MS (Rev D)
(Sect io n 5.6)

19/06/2020
DHI has mention and updated on MS rev E (section 5.6)

Met h o d st at em en t s can n o t co n t ain all in f o r m at io n .
DHI w ill
co n d uct t h e w o r k un d er h is r esp o n sib i lit y as EPC
co n t r act o r , h o w ever DHI h as at t ach ed t ech n ical
guid in g f r o m Ko gaku (r akun a co n t r act o r ) in
at t ach ed #2

Closed

04/02/2020

O

19/02/2020

C

Page 5 of 13


Comment Response Sheet (CRS)

16

6.6

(P34)

17

8.1.8.9

(P42)

Provide stability check during block installation: when crane
and trailer, blocks come together

Not agree, it should be shown in the MS, please
see comment on page 35
19/02/2020
Closed
However, please describe clearly your sequence of setting
crane for installation of concrete block to avoid slope sliding in
Section 6,6
This is not response plan, this table only shows information,
there is no response plan
We are still not convinced
if the Contractor prepare during execution stage, in case
accident happen, how to response?

Met h o d st at em en t s can n o t co n t ain all in f o r m at io n .
DHI w ill

co n d uct t h e w o r k un d er h is r esp o n sib ili t y as EPC
co n t r act o r . Ho w ever , DHI has described on MS (Rev D)
(Section V.5.8) and all safety execution will be complying with
HSE detail manual for L4: VP1-0-L4-H-GEN-00003

04/02/2020

O

19/02/2020

C

Closed

04/02/2020

O

19/02/2020

C

DHI has revised and updated on MS (Rev D) (Section 8.1.9)

19/02/2020
Closed
The response plan still need to be updated and provide
sufficient information of contact number, person in charge.

18

Progress S-Curve
for
Shore
Protection

Provide information in summary items (shore protection, and
each sector) such as: q'ty, start, finish date, duration

Closed

DHI has described on MS (Rev D)-attached #01

If so, please change the chapter name and
attachment name

04/02/2020

O

19/02/2020

C

04/02/2020

O

19/02/2020

C

(P42)

19

Content
(P2/51)

Missing 5.2

DHI has corrected on MS (Rev D)- page 2

Numbering is not correct

DHI has corrected on MS (Rev D)- page 2

Page 6 of 13


Comment Response Sheet (CRS)
20

1. General

(P3/51)

21

2.3.1
(P5/51)

III.
(P9/51)
Table 2.3.

The temporary jetty is mentioned in this paragraph, figure 2 &
figure 4.
However, no drawing, no calculation or no construction
method, no schedule stated on this MS.

DHI has updated on MS (Rev D) (Section 5.10)

19/06/2020
19/02/2020
Open
Add parameters on Cross-Sections; Primary calculation on
Stability of Gabion in operation condition; location on plan
drawing
kindly add relevant water level such as: Mean Sea Water
Level…

DHI has revised and updated on MS Rev.E (Section
5.10)

In design drawings of Shore protection,
WL = +1.910mÐWL = -0.980m
Why are they different

DHI has corrected on MS (Rev D) (Section I.2.3)

Please attach the drawings of temporary facilities as
attachment

DHI has revised and updated on MS (Rev D)- Attached #06

Please update latest design if any

Quantity on MS is on the newest drawing version

table name from 2.5 to 2.8
please re-arrange.

DHI has revised and updated on MS (Rev D)

04/02/2020

O

19/02/2020

Closed
O

04/02/2020

O

19/02/2020

C

DHI has revised and updated on MS (Rev D) (Section I.2.3)

(P10/51)

Table 2.5.
(P11/51)

Page 7 of 13


Comment Response Sheet (CRS)
22

V.
(P16/51)

(P16/51)

5.3.
(P17/51)

After 2 initial sections of Chapter V, as mentioned in Figure 6
the sequence of work, in order to make MS's contents easy to
understand, it should be separated into 2 parts:
-Part 1: described for sectors L1, L6, L7;
-Part 2: described in sectors L2, L3, L4 and L5.
(Because there are two different structures of shore protection

construction)

Noted, in order to avoid any lack of any information due to
combination DHI will keep mention like this

Re-check the applicable construction method. In our opinion,
installing core rock should be performed onshore

Noted, DHI has corrected on MS (Rev D)- Section 5.1

There is a conflict with Figure 6. Diagram of sequence of
Shore protection construction

DHI has corrected on MS (Rev D)- Section 5.1; 5.2

04/02/2020

O

19/02/2020

C

Open,
See comment at page 17

Figure 7.
(P19/51)

(P21/51)

Please show the stockpile area (location) for each construction
direction

There is only this quarry transport by marine method, and the
capacity is limitted.
We understand that this quarry is mainly for sector L3.
Please note that, quarry will supply not only for DHI, other
customer also.
In case this quarry is over mining capacity (over 120,000
m3/year) or over supply capacity (not enough equipment,
manpower,...), the Contractor should prepare back-up plan
such as alternative quarry which can transport by marine, or
temporary jetty to load rock materials to barge

Currently we have plan for 1 stock pile area for stone to cope
with any shortage of delivery. However, based on the
progress of site leveling work, the Contractor will discuss with
the Owner for this issue later, if required additional area.

Well Note, DHI did not only use this quarry but also 5
additional quarry is available, also temporary jetty is
considered to make sure amount stone’s delivery for marine
work

5.6.1
(P23/51)

Please confirm the offshore construction method for section
L2-1?

DHI has revised and updated on MS (Rev D) (Section
V.5.6.1)

Figure 11.

(P24/51)

Figure 13.
(P25/51)

(P25/51)

Safety caution should be provide when vehicles and
equipment operate on the top of rock mount (minimum safe
distance to the slope) and diver's activities when the crane
barge is under construction.
Please refer to previous comment for more detail

DHI will provide Safety caution at site when start working

Kindly confirm with Kogagu about the acceptance of removal
of the Rakuna block’s bottom formwork and transport to stock
yard when the minimum concrete strength is 5MPa!
In our opinion, this criteria (5Mpa to remove bottom form and
transport) shall affect quality of Rakuna Block!

DHI has confirmed with Kogaku, refer to Attached #2

According to figure 6, installation of precast concrete

component is onshore work, if so it should be removed

Installation of precast concrete component is on-shore and
off-shore work. DHI has corrected on MS (Rev D)
Page 8 of 13


Comment Response Sheet (CRS)
Kindly confirm with Kogagu about the acceptance of removal
of the Rakuna block’s bottom formwork and transport to stock
yard when the minimum concrete strength is 5MPa!

DHI has confirmed with Kogaku, refer to Attached #2

According to clause 5.1. Sequence of the construction,
onshore method shall be applied for precast components
(Rakuna, stone block).
Therefore, these components are transported to barge at
temporary jetty is unnecessary

DHI has revised and updated on MS (Rev D) (Section 5.8)

DHI confirmed that it is on-shore and off-shore works

(P30/51)

According to clause 5.1. Sequence of the construction,
onshore method shall be applied for precast components
(Rakuna, stone block).
Therefore, these components are transported to barge at

temporary jetty is unnecessary

5.9.

During re-bar arrangement and formwork, Nylon may be
damaged by base stone. Lean concrete is better.

Noted, DHI will monitor during work if Nylon is damaged
during rebar and formwork installation, lean concrete will be
replaced.

Review and revise the dimension of stone that is being
incorrect with new & updated design version.

DHI has revised and updated on MS (Rev D) (Section 6.1)

HWL=1.91m and this is only 0.09m higher.
Small waves can climb on dyke.
Higher is better.

Considering that this is temporary work, it has been
considered only for actual short working period. Based on
tide table of 2020 published by center for oceanography, from
Feb to July expected high water level is 0.5m only, also wave
is mild on dry season

(P32/51)

That pumps water or reduces water level in the foundation for
temp. unloading ramp is very important. The contractor need to

calculate the amount of flow moving into foundation hole in
order to carry out the feasibility method.
Provide the calculation of penetrated water flow and number &
capacity of pump equipment

DHI has revised and updated on MS (Rev D) (Section 6.2)
and in Attached 06

Figure 24.

From seaside, 1m width of stone ~Geotextile ~ Clay layer ~ 2m
width of Stone dyke is better to prevent erosion and seepage.

(P28/51)

23
5.8.
(P28/51)

Figure 19.

(P30/51)

6.1.

04/02/2020

O

19/02/2020

C

(P31/51)

6.2.
(P32/51)

(P32/51)

(P32/51)

6.3
(P33/51)

DHI designed: from seaside 3m width of stone
~nylon/geotextile ~ 2m width clay soil, total top width of dyke
is 5m

The cross-sectional structure of Temporary Dyke as shown in
Figure 25, is it feasible to prevent the water flow through the
temp. dyke body when the maximum water level in front of the
dyke is about 2.0 m?

Based on tide table of 2020 published by center for
oceanography, from Feb to July expected high water level is
0.5m only, also wave is mild on dry season

Disposal of pumped up water should be stated.

Water will pump to existing aqua farm, and DHI has revised
and updated on MS (Rev D) (Section 6.3)

Page 9 of 13


Comment Response Sheet (CRS)
24

6.3
(P33/51)

Figure 26.
(P33/51)

Seepage volume of groundwater should be calculated with
number/capacity of pump. If crane access is not saved, the
countermeasure for dewatering should be considered.
This statement should be written in MS.

Please refer to Attachment 05, and during construction time
DHI will monitor and has countermeasure immediately if
some happened

Contractor need to provide the calculation and clarify the
feasibility of maintaining the expected water level during
construction period.
There is a big change from onshore construction in MS Rev A
& B to offshore construction in MS. Rev C. Contractor is
required to carefully check quality of underwater work such as

foundation excavation, bedrock compaction and concrete block
installation

DHI shall calculate and arrange suitable pump before
execution- Attachment 05

Using divers

DHI has revised and updated on MS (Rev D) (Section VI.6.5)

Please write down the numerical tolerance.

DHI has revised and updated on MS (Rev D) (Section VI.6.5)

From experience, underwater (7m depth) work
can be barely done by divers but safety/quality of work may be
much less than dry work. Unloading ramp is only temporary
use, but the quality of structure should be solid and durable.

Well note, all will be control carefully

Please specify compressive strength of concrete or curing
period.

DHI has revised and updated on MS (Rev D) (Section 6.6)

Contractor need to specify the safety distance of crane
standing on slope and capacity of crane, working radius for
concrete block installation of temp unloading ramp.
On the other hand, in the plan at figure 24, there is not enough

space for crane and trailer after making open ditch.

All safety matter will be complied with HSE manual detail for
L4: VP1-0-L4-H-GEN-00003, and please refer to table 2.8 for
crane information

How much thickness ?

DHI has revised and updated on MS (Rev D) (Section 6.7)

Is this 1 : 5 ?

Yes, DHI has corrected information

1. Organization chart of safety department.
2. Responsibility of each position

DHI has corrected contain, organization chart has been
mention on section 2

Provide detailed internal safety plan

DHI will comply with HSE detail manuals for L4(Vp1-0-L4-H-

04/02/2020

O

19/02/2020

C

Well note and DHI will check it carefully during while working

6.5
(P34/51)

Figure 28.
(P34/51)
6.6
(P34/51)

Figure 29.
(P35/51)

6.7
(P35/51)

VIII.
(P39/51)
8.1.2
(P39/51)
8.1.3
(P39/51)
8.1.5
(P40/51)

Must be inspected daily, weekly and monthly (The Contractor
should have internal inspection checklist)
" Work under water " should be stated.

GEN-00003)
DHI has revised and updated on MS (Rev D) (Section 8.1.3)

DHI has revised and updated on MS (Rev D) (Section 8.1.6)
Page 10 of 13


Comment Response Sheet (CRS)
(P40/51)

25

Provide a list of rescue facilities
Consider the marine safety, rescue boat should be arrange

8.1.7
(P40/51)

1. List the facilities, equipment, tools and manpower to fire
prevention for each location (for each working area and vessel)
2. Fire prevention procedures should be attached (response
flow chart, communication, How to fire prevention and
fighting...)

8.1.8.2

Provide emergency Communication network and emergency
response flow chart correctly
For example: In case of first aid, broken leg, fatal, unlawful,

environment incident... -> Who will you inform? What to do for
each specific case?

(P41/51)

8.2.1
(P43/51)

(P43/51)
8.2.3
(P44/51)
CALCULATION FOR
AREA FABRICATION
AND STORAGE OF
CONCRETE BLOCK

26

15

27

25

Please add below contents:
Provides internal inspection checklists for tools and equipment
(daily, weekly and monthly)
Provide oil spill prevention plan, list of equipment and tools to
prevent oil spills separately for review and approval
Please add this contents: Third party inspection must be

performed for all equipment has strict safety requirements
(Vietnamese law). Must be listed in detail the equipment will be
used
The provided Risk Assessment in attachment 3 is not correct.
Provides risk assessment (Likelihood, Consequence, Risk
range, Tolerance escriptor...) in according to the Document
No. VP1-0-L4-H-GEN-00003 HSE Detail Manuals for L4_ERM,
DHI-HSE-HSEM-001 HSE RISK MANAGEMENT
Please correct it

19/02/2020
Should be woven geotextile comply with document
VP1-0-L4-Q-GEN-10006 Rev.C
19/02/2020
Pls include the temp storage method.

DHI has revised and updated on MS (Rev D) (Section 8.1.6)
04/02/2020

O

19/02/2020

C

19/02/2020

O
Closed

19/02/2020

O

DHI will comply with HSE detail manuals for L4(Vp1-0-L4-HGEN-00003)

DHI has revised and updated on MS (Rev D) (Section 8.1.9)

DHI will comply with HSE detail manuals for L4(Vp1-0-L4-HGEN-00003)
As confirm by Authority, Oil spill is not requirement for this
work
DHI has revised and updated on MS (Rev D) (Section 8.2.1)

Format of provided risk assessment (Likelihood,
Consequence, Risk range, Tolerance escriptor...) is in
accordance with the Document No. VP1-0-L4-H-GEN-00003
HSE Detail Manuals for L4_ERM, DHI-HSE-HSEM-001 HSE
RISK MANAGEMENT, Appendix A

DHI has corrected it

19/06/2020
DHi has revised and comply with document VP1-0-L4Q-GEN-10006 Rev.C
19/06/2020
DHI has revised and updated on MS Rev E (Section 5.7.2)

Page 11 of 13


Comment Response Sheet (CRS)

28

29

27

31

19/02/2020
Please include the conc strength testing sample taking
& testing procedure
19/02/2020
Is this stable ? Supplement a calculation for stability as
attachment.

19/06/2020
19/02/2020

O

19/02/2020

Closed
O

19/02/2020

Closed
O

19/06/2020
DHi has revised and comply with document VP1-0-L4Q-GEN-10006 Rev.C

19/02/2020

Closed
O

19/02/2020

Closed
O

19/02/2020

Closed
O

19/02/2020

Closed
O

19/02/2020

Closed
O

19/06/2020

C

DHI has revised and updated on MS Rev E (Section 5.7.7)

19/06/2020
DHI has added the calculation for stability as Attachment 05
on MS Rev .E

19/06/2020
30

32

19/02/2020
Comment as same as the former.

DHI has added the calculation for stability as Attachment 05
on MS Rev .E

31

33

19/02/2020
Should be woven geotextile comply with document
VP1-0-L4-Q-GEN-10006 Rev.C

32

34

19/02/2020
DHI design that this clay dike resist the seawater
pressure.
The soil dike is permeable.

19/06/2020

19/02/2020
Pumped water is not allowed to discharge directly to
sea.
This water should be stored on-land pond, and after
only purified water should be discharge to sea.

19/06/2020

33
34

DHI designed the soil dike with small amount of permeable
which shall be pumped out by suitable pump as Attachment
05.

Noted, pumped water is stored on land pond and after only
purified water should be discharge to sea.

19/06/2020
34

35

36

54

Calculation
Absorbent

38
[Rev. E]

19/02/2020
ABSORBENT ?
19/02/2020
From Permeability test result of SI report, the
permeability of this soil is order of E-05 cm/s (E-07
m/s). Why do not use measured permeability ?
Layer 6A is weathered rock, and the order of
permeability is E-04 cm/s (E-06 m/s).
This permeability is too small. Check by SI report.

Yes, DHI has corrected it on MS Rev .E

19/06/2020
DHI has noted well

19/06/2020
[Self -Revision]
Detail is updated in attachment #8

Page 12 of 13


Comment Response Sheet (CRS)
Additional Notes (if any)
* O - Open, C – Closed

Page 13 of 13


AP

APPROVED
Approved

AC

APPROVED WITH COMMENT
Contractor to revise the correction and resubmit

NA

NOT APPROVED
Revise the correction and resubmit before proceeding

For
Approval
REVIEWED

RE

Information acknowledged with no comment

RC

REVIEWED WITH COMMENT
Information acknowledged with comments

Note: Approval or comment does not relieve the Contractor of
all obligations covered under contract

Discipline:
Date:

Civil
03 Jul 20

E

20-Jun-2020

For Approval

JH Choi

KS Kim

ET Kim

D

12-Feb-2020

For Approval

JH Choi

KS Kim

ET Kim

C

22-Jan-2020

For Approval

JH Choi

KS Kim

ET Kim

B

9-Jan-2020

For Approval

JH Choi

KS Kim

ET Kim

A

19-Dec-2019

For Approval

JH Choi

KS Kim

ET Kim

REV

DATE

DESCRIPTION

Approved

Checked

Prepared

OWNER

VAN PHONG POWER COMPANY LIMITED
PROJECT

Van Phong 1 BOT Thermal Power Plant Project
Status
□Approved
□Approved with Comment
□Not Approved
□Reviewed

OWNER’S ENGINEER
Pöyry Switzerland Ltd.
EPC CONTRACTORS
IHI–TESSC–CTCI–DHI CONSORTIUM

PROJECT DOCUMENT No

REV
E

VP1-0-L4-C-GEN-10006

DOCUMENT TITLE
METHOD STATEMENTS FOR SHORE PROTECTION AND TEMPORARY UNLOADING RAMP

EPC

EPC DOCUMENT No.
VP1-0-L4-C-GEN-10006

Doosan Heavy Industries and Construction

Page |1

REV
E


VAN PHONG 1 BOT THERMAL POWER PLANT PROJECT

TABLE OF CONTENTS
I.
1.
2.
3.
II.
III.
1.
2.
3.

GENERAL INFORMATION .................................................................................3
General.....................................................................................................................3
Natural condition .....................................................................................................3
Reference documents ...............................................................................................7
OGANIZATION CHART .......................................................................................8
PREPARATION WORKS ......................................................................................9
General ................................................................................................................................9
Survey work ........................................................................................................................9

Material, Equipment and Manpower mobilization plan ................................................9

CONSTRUCTION SCHEDULE ..........................................................................16
SHORE PROTECTION CONSTRUCTION ........................................................16
5.1.
Sequence of the Construction .............................................................................16
5.2.
Construction .........................................................................................................16
5.3.
Rock Supply and Transportation .......................................................................19
5.4.
Settlement mornitoring .......................................................................................22
5.5.
Placing geotextile .................................................................................................23
5.6.
Filling for Shore Protection Structure ...............................................................23
5.7.
Fabrication of Precast Concrete Components ..................................................25
5.8.
Installation of concrete Precast Components ....................................................28
5.9.
RC wall works ......................................................................................................31
5.10.
Temporary Jetty ..................................................................................................32
VI.
TEMPORARY UNLOADING RAMP .................................................................35
6.1.
Sequence work .....................................................................................................35
6.2.
Construction of Temporary Dyke ......................................................................36

6.3.
Excavation Foundation Pit of Unloading Ramp ...............................................37
6.4.
Production of Concrete Blocks ...........................................................................37
6.5.
Placing rock 15-100Kg at bottom of concrete block .........................................38
6.6.
Installation of concrete block..............................................................................38
6.7.
Stone Rubble backfill (15-100)Kg and Armor stone 100-200Kg work ...........39
6.8.
Construction capping beam ................................................................................40
6.9.
Filter stone (thickness 500mm) ...........................................................................40
6.10.
Geotextile works ..................................................................................................40
6.11.
Temporary dyke removal and Construction of Aggregate base .....................41
6.12.
R.C Pavement and installing of accessory .........................................................41
VII.
QUALITY CONTROL .........................................................................................42
VIII.
HEALTH, SAFETY AND ENVIRONMENT ORGANIZATION .......................43
8.1.
General Safety Procedures..................................................................................43
8.2.
Safety Practice Rules ...........................................................................................48
8.3.
Maritime Safety Assurance .................................................................................51

IX.
ATTACHMENT....................................................................................................53
ATTACHMENT 01: SCHEDULE FOR SHORE PROTECTION AND UNLOADING RAMP ........53
ATTACHMENT 02: SPECIFICATION FOR RAKUNA-IV ..............................................................54
ATTACHMENT 03: RISK ASSESSMENT .........................................................................................55
ATTACHMENT 04: CALCULATION FOR FABRICATION YARD AND STOCKPILE YARD OF
RAKUNA AND CONCRETE BLOCK ................................................................................................56
ATTACHMENT 05: CALCULATION OF WATER ABSORBENT ..................................................57
ATTACHMENT 06: PLAN OF FACILITY AREA .............................................................................58
ATTACHMENT 07: CALCULATION FOR TEMPORARY JETTY ................................................59
ATTACHMENT 08: DETAIL DRAWING PRECAST FOR COPING LAYER ................................60
IV.
V.

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VAN PHONG 1 BOT THERMAL POWER PLANT PROJECT

I.

GENERAL INFORMATION

1.
General
The location of Van Phong Thermo-Power Plant is chosen to be in Van Phong bay and contiguous to My Giang
transshipment and petrol intrepid warehouse area
+ The length of shore protection is about 2.723m including L1 = 601.8m; L2 = 480m; L3 = 480m; L4 = 160m; L5 =
160m; L6 = 760m; L7 = 81.3m.
+ The dimension of Unloading ramp: LxB = (60x16)m; crest elevation: +2.50m; bottom elevation: -5.60m

The purpose of this Method Statement is to describe the methodology involved in shore protection and Temporary
unloading ramp work at the approved area for site access in accordance with the technical standard and EHS
requirements of Van Phong 1 BOT Thermal Power Plant Project.
+ Temporary jetty is constructed for working with the width is 8.5m for vertical jetty and 9.5m for inclined jetty.
Structure of vertical jetty is steel H beam and gabion, inside is rock. Structure of inclined jetty is rock with slope
m=1.5

Shore Protection

Trestle

Shore Protection

Coal Jetty
Temp U-Ramp

Figure 1. General plan
2.
Natural condition
2.1 Meteorological conditions
Van Phong Bay located in the region with monsoon tropical climate, but is quite mild. There are two distinct seasons:
rainy and dry one. The rainy season occurs from September to December and the dry season from January to August.
In the dry season, it has rainstorm from April to May.
2.1.1 Temperature
The predominant characteristic/features of the region is relatively high temperature and almost unchanged in one year.
Through months, the average temperature vary a little. The variation between the hottest monthly average temperature
and coldest monthly average temperature is approximately 6oC. The difference between day and night as for
temperature is rather strong with variation amplitude of 7 to 8 0C.
- Annually average air temperature : 26,50C
- Maximum air temperature : 39,50C (July)

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VAN PHONG 1 BOT THERMAL POWER PLANT PROJECT

- Minimum air temperature : 14,60C (February
2.1.2 Humidity
The variation of the humidity is correspondent to rainy process, the rainy season with high humidity and the dry season
with small humidity
- Yearly Average Humidity : 80,5%
- Maximum Monthly average humidity : 87% (November)
- Minimum Monthly average humidity : 72% (July)
- Absolute minimal Humidity : 22%
2.1.3 Rainfall
The rainy distribution in a year occurs from September to December, the highest monthly rainfall is November. The
total rainfall of this period occupies about 78,4% that of rainfall in a year. The rainfall of residual months is relatively
small, the lowest month rainfall is February.
- Highest yearly precipitation: 2154.6 mm (1981)
- Average yearly precipitation: 1350.7 mm
- Lowest yearly rainfall: 618.7 mm (1982)
- Highest monthly average rainfall: 723.8 mm (November)
- Maximum rainfall recorded in 15, 30, 60 seconds are 30.0 cm, 45.6 cm, 61.6 cm
respectively.
- The rainy season data from April to May is very little about 5% of year
2.1.4 Solar
This is an area with highest solar hour number in the province
- Yearly solar hour numbers : 2500hour/year
- Highest monthly solar hour number : 300,8 hour (May)
- Lowest monthly solar hour number :52,8 hour (November)
2.1.5 Mist

It has light mist early in the morning and occurs some days in December, January and February. This influences little
to all activities of ships on the sea
2.1.6 Precipitation
The rainy distribution in a year occurs from September to December, the highest monthly rainfall is November. The
total rainfall of this period occupies about 78,4% that of rainfall in a year. The rainfall of residual months is relatively
small, the lowest month rainfall is February.
- Highest yearly rainfall : 2154,6 mm (1981).
- Average yearly rainfall : 1350,7 mm .
- Lowest yearly rainfall : 618,7 mm (1982).
- Highest monthly average rainfall : 723,8 mm (November).
- Maximum rainfall recorded in 15, 30, 60 seconds are: 30,0cm; 45,6cm; 61,5 cm respectively
2.1.7 Wind, storm
This region is located in monsoon tropical climate: North-East Monsoon predominantly occurs from November to
February, the South-West monsoon predominantly occurs from June to September.
- Yearly average wind velocity: 2,9m/s.
- Highest monthly average wind velocity : 4,9 m/s ÷ 7,6 m/s frequently occurs on December to the North ward and
the North-East
- Lowest monthly average wind velocity : 1,0 ÷1,3 m/s (occurs from May ÷ July)
- Maximum wind velocity may occur in a repetition period.
- 5 years : 18 m/s
- 10 years : 20 m/s
P a g e |4


VAN PHONG 1 BOT THERMAL POWER PLANT PROJECT

- 20 years : 22 m/s
- 30 years : 23 m/s
- 50 years : 24 m/s
2.2 Soil conditions

Based on preliminary geological survey document carried out in the previous phase, the stratum of the construction
area include mainly the following layers:
- Layer 1: Backfilled soil consists of: Levelled sand, clay, loam...
- Layer 2: Coarse sand, whitish grey, greenish grey sandy loam mixing with gravel, cobble 2-5cm in. Small branch of
coral, shell medium dense state to high dense state.
- Layer 3: Clay, some where are yellowish grey, yellowish brown, redish brown, whitish grey loam is at the state of
plastic hard to semi hard.
- Layer 4: Coral mixing with whitish grey, yellowish grey coarse and medium sand.
- Layer 5: Loam, some where are dark grey clay mixing with many pieces of clay stone - siltstone. State of soil is semi
hard to hard. This is result of weathered rocks.
- Layer 6: Clay stone - siltstone, somewhere is dark grey siltstone with the top is weathered strongly fractured, has the
state of weak hard to medium hard.
According to preliminary geological evaluation, the construction area has comparatively good geological structure.
2.3 Marine hydrology condition
2.3.1
Tide and water level
a) Tide regime
The tide regime of Van Phong Bay has the characteristics of irregular diurnal tide, the tidal level reaches maximum
on June and July, and minimum on March and April. The diurnal tide occupies about from 18 to 22 days. The mean
tidal ranges are 1,5metres (high tide) and 1, 1 meters (low tide). Range of spring tides are 2,6 meters (high tide) and
0,6 meters (low tide).
b) Water level:
Until now there is not any documents which are observed water level at the proposed construction location. So , tidal
levels at the construction location are calculated and analyzed based on main following document sources:
- Observed water level data for years (1977 ÷ 2004) at Phu Lam Hydrological Station at Tuy Hoa town – Phu Yen (
this station is nearest to the proposed construction locating) provided by National Meteorological Center. Nha Trang
Station (1990-2000).
- References on calculation results of water level at port constructions that have built recently at areas such as: Nha
Trang Port, Vung Ro, Huyndai Vinashin,
Van Phong International Transshipment Port, Van Phong Petroleum Depot/Workshop)

Typical water levels at the construction location in observation chains for years are shown in Table:
Table 2.1. Water level at Van Phong
Tidal Level
Mark
Water level
High Water Level
HWL
+1.91m
Mean High Water Level
MHWL
+0.71m
Low Water Level
LWL
-0.98m
Lowest Low Water Level
LLWL
-1.29m
2.3.2

Wave

The proposed construction port do not have wave observation station. Therefore, the Contractor carried out:
- Collect data on wave regime at the off-shore coastline of Khanh Hoa Province provided by Nha Trang Meteorological
Station
- Collect results of wave, wind and water level observation at the site (Be estuary area towards the East of Hon Gom

P a g e |5


VAN PHONG 1 BOT THERMAL POWER PLANT PROJECT

peninsula) from 22nd November, 2002 to 06th December, 2002 carried out by Hai Phong Oceanography Sub- Institute
(for detailed master plan phase of Van phong International Transshipment Port)
- Offshore wave calculation results at the East side of Hon Gom Peninsula – Van Phong Bay based on normal wind
field, windstorm observed at this area.
- Wave recorded results at Van Phong Petroleum Workshop area carried out by CMB on January, 2006.
Details on wave regime in the construction site will be summarized by Consultant in results of wave study on
Mathematical model.
Wave regime at Khanh Hoa coastline
 Offshore wave regime
- Waveless frequency 41%.
- Wave directions which typical for North-East and Southwest monsoon fields are North-East and North-South with
maximum occurrence frequency with 13,2% and 13,6%); following are North-West with 11,4%, the North: 10,8%
and the East: 5,7%
- Wave frequencies with effective height Hs > 2,0m are 11,4%, Hs > 3,0m are 1,4% concentrated mainly on the NorthEast, North, East and South-East
- Wave directions impacted mainly on Khanh Hoa coastline are North – East and South-East.
 Wave characteristic at the coastline of Van Phong
- Mean wind field for years V = 7m/s: offshore effective wave height Hso = 1,3 m; circle T = 5s.
- Maximum wind field with circle of 100 years V = 40m/s: offshore effective wave height Hso =10,0 m; circle T =
13s.

DHI Office

Shore Protection

Shore Protection

Temp Jetty

Temp Facility

Shore Protection

Temp U-ramp

Figure 2. General plan of Shore Protection and Unloading ramp
P a g e |6


VAN PHONG 1 BOT THERMAL POWER PLANT PROJECT

3.

Reference documents
3.1 Technical Documents
Drawing:
-

From VP1-0-L4-C-UZN-04100 to VP1-0-L4-C-UZN-04135

-

From VP1-0-L4-C-UZN-06100 to VP1-0-L4-C-UZN-06110

Documents:
-

Part III-2 Exhibit B1 Tech Spec Section 8.

-

Part III-2 Exhibit B1 Tech Spec Section 8, item 8.4.6 Shore protection

-

Part III-2 Exhibit B1 Tech Spec Section 9.

-

Part III-2 Exhibit B1 Tech Spec Section 9, item 9.4 Rock work

-

Part III-2 Exhibit B1 Tech Spec Section 9, item 9.5 Concrete work

-

Part III-2 Exhibit B1 Tech Spec Section 9, item 9.6 Structural Steel work

-

Design document has approved from Employer No. VP1-0-L4-C-SPU-001-A-00001

-

Technical Specification for Fabrication and Installation Rakuna Blocks (Copyright from Nikken
Corp.)

3.2 Codes and Standards
Viet Nam standard:

TCXDVN 356 - 2005: Concrete structure and reinforced concrete
TCVN 204 - 1998: Construction project protection - Termite protection for new construction
project
TCXDVN 305 - 2004: Big block concrete - Execution and check and take over procedure
QCVN 02 - 2009/BXD National technical regulation on data of natural conditions used in the
construction;
14TCN 130-2002: Guideline for breakwater;
TCVN 9901:2014: 1985 Climate data for building design Hydraulic structures - Requirements for
sea dike design
TCVN 2737: 1995 Design standards - and the impact load;
TCVN 4447-2012: Earth works – Construction, check and acceptance;
22 TCN 207-92 Sea-port design standard
22 TCN 219-94 River-port design standard
TCVN 4116:1985 Concrete and reinforced concrete structures of hydraulic engineering
constructions. Design standard
TCVN 9346:2012 Concrete and reinforced concrete structures- requirement of protection from
corrosion in marine environment.
International Standard (will be referred):
British Standard Code of Practice for Maritime Structures (BS 6349)
ACI standard : American Concrete Institute;
AISC standard : American Institute of Steel Construction;
JIS standard : Japanese Industrial Standards;
Approach Channels A Guide for Design, published by PIANC, IAPH, IMPA and IALA

P a g e |7


VAN PHONG 1 BOT THERMAL POWER PLANT PROJECT

II.

OGANIZATION CHART

Figure 3. Organization chart
•

It is overall responsibility of Site Manager to organize resources prior to perform construction activities as per
project specification in compliance with the quality, schedule & safety requirements.

•

EHS Manager is responsible for the overall safety of the construction site. His responsibilities include site
inductions ensuring work permits are valid, accident reports, number of person-hours worked and ensuring all
works carried out in the safest possible manner consistent with good construction practices. EHS Manager will
ensure in coordination with Site Engineer that all measure/construction taken shall be maintained till completion
of job.

•

It is the responsibility of Construction Manager/Site Engineer that construction activities are executed in
accordance with this method statement and project specification.

•

Site Supervisor and Site Safety Officer must unite to prepare the safe workplace condition and provide necessary
PPEs, proper tools … for the executer. Their duties also included of ensuring the task performed following the
approved method and warning any EHS non-compliance case and correct it directly. In case of imminent danger,
the site supervisor has to stop the work immediately. The Safety officer at site is equally responsible from
stopping the work in the above case.

•

The QC inspector will ensure that the work is executed according to the requirements of quality are fulfilled.

P a g e |8


VAN PHONG 1 BOT THERMAL POWER PLANT PROJECT

III.
1.

2.
•
•

PREPARATION WORKS
General
Temporary facility will be located as layout below, it was included site container office, fabrication yard,
stock yard for pre-cast block, heavy equipment parking area, rebar shop, maintenance shop, waste area and
temporary access from yard to installation place and temporary jetty.
Incase of stock yard for Rakuna is not enough, the contractor will storage Rakuna along shore protection.
Lay out of facility see “Attachment 00: Plan of facility area”
Survey work
Survey equipment shall be inspected with full calibration document.
Existing bench marks where have been installed during soil investigation period, It also has been submit to
Owner in “VP1-0-L4-C-GEN-00002_Topographic&Bathymetric Report (Rev.C)”, After the contractor
checked the handover benchmark and set up new benchmark system for construction of shore protection as
below table.
Table 2.2. Table of coordinate and elevation

Coordinate
Elevation
X (m)
Y (m)
H (m)

No.

Name

1
2

GPS2
GPS3

1378673.866
1379505.688

612728.365
612095.539

13.681
11.119

3
4

GPS5
P2

1380211.119
1378951.496

613043.221
613279.383

3.793
Update later

5
6

P6
P7

1379522.160
1380082.833

613473.533
613472.221

Update later
Update later

7

P8

1380483.265

613408.597

Update later

Remark

Figure 4. Plan of Benchmark
•

Every month, the contractor has carried out periodic survey the coordinate and elevation of temporary
benchmark system. From periodic survey results, the contractor will calculate the tolerance and put the
tolerance in to the benchmark system to match the data of benchmark.

•

Before commencement of Rock works, the placing location of rock materials will be indicated by marking
stakes and/or marking buoys. The leveling elevation will be controlled by survey equipment such as Total
Station and the RTK-GPS/DGPS in order to meet the requirement on the Specification and Approved Shop
Drawing.

3.

Material, Equipment and Manpower mobilization plan
- Mobilization will include the obtaining and transportation to the Site of materials, personnel,
construction plant, equipment and all necessary items for the execution and completion of the
Works, and will also include the setting up and the installation of all equipment, and all other plant
P a g e |9

VAN PHONG 1 BOT THERMAL POWER PLANT PROJECT

-

-

-

until it is rendered operational. It will include a sufficient supply of spare parts of the constructional
plant.
In the event of repairs beyond the ability of personnel or tools at site to effect repairs in a reasonable
time, such that the constructional plant has to be removed from the site, then a replacement of
machine or equipment or plant of a similar capacity will be provided by the Contractor.
Mobilization schedule will consist of preparatory work and operations including, but not limited to,
those necessary to the movements of personnel, plant and equipment, supplies and incidentals to the
project site, and for all other work and operations that must be performed or costs incurred including
establishment of Contractor's Camp prior to beginning work on the various items on the project site.
The number of employees will be arranged in accordance with the construction progress of each
work item and the whole package.
Table 2.3. Quantity of shore protection
Material
Unit

No.
1
2

Quantity

Rip Rap Dn50

m3

16,028.86

Macadam 4x6
Geotextile

m3
m2

5,349.02
69,417.00

Filter stone (1-30)Kg
Concrete Block

m3
m3

15,769.39
938.51

RC Wall

m3

3,230.40

8

Core rock (1-300)Kg
Rock (200-300)Kg

m3
m3

149,303.88
3,085.30

9
10

Rock (400-600)Kg
Rakuna-IV 4T

m3
Nos

17,085.44
2306

11
12

Rakuna-IV 8T
Stone Block 3T End Type

Nos
Nos

5139
792

13
14

Stone Block 3T Shoulder Type

Nos

302

Stone Block 3T Convex Type
Concrete

Nos
M3

1093
56.03

3
4
5
6
7

15

P a g e | 10


VAN PHONG 1 BOT THERMAL POWER PLANT PROJECT

No.

Table 2.4. Quantity for Unloading ramp
Material
Unit

Quantity

1

Concrete for Precast Blocks

m3

3,609.12

2

Concrete for capping

m3

436.29

3

Concrete for pavement

m3

207.48

4

Rebar ≥ 18

Kg

50,965.21

5

Rebar ≤ 18

Kg

17,510.40

6

Rebar ≤ 10

Kg

133.17

7

Steel 100x10

Kg

1630.8

8

Rubble Backfill (10-60)Kg

m3

4954.78

9

Rock (100-200)Kg

m3

188.38

10

Filter stone (1-30)Kg

m3

429.52

11

Aggregate base

m3

148.2

12

Core rock (1-300)Kg

m3

262.56

13

Rock (400-600)Kg

m3

154.72

14

Rakuna 4T

Nos

91

15

Geotextile

m2

1014

16

Excavation

m3

27,276.62

17

Bollad 25T

Set

10

18

Fender SV-400H

Set

13

P a g e | 11


3

3
1
5

3
1
5

3
2
5

3
2
5

3
2

5

3
2
5

3
2
5

3
2
5

4
2
8

Nos

Nos

Nos

NOS 30

Nos

Crawler Crane 50-80T

Barge for Placed Crane > 600T

Barge for Transport & Comprise Material

Dump Truck for Transport Material

OTHER EQUIPMENT (USING FOR ALL
KEY ACTIVITIES)

Concrete Batching Plant 90m3/h

Concrete Pump 60m3/h

Mix truck 6-10m3

4

5

6

7

III

1

2

3

4

3
1

3
1

6
1

6
1

6
1

6
1

6
1

6
1

6
1

6
1

6
1

6
1

6
1

6
1
2
2
2

Nos

Nos

Nos

Nos

Nos

Nos

Nos

Cano >25CV

Pontoon

Tugboat >360CV

Generator 200-400 KVA

Welding machine

Bending machine

5

6

7

8

9

10 Grinding Machine

11 Compressor Machine

Nos

Total

15 Bulldozer
60

1
1
23

1
30

1
40

1
49

1
49

1
49

1
53

1
51

1
52

1
53

1
53

1
53

1
53

1
41

1
37

1
13

1
1
2
2
2
2

2
2
2
2
2

2
2
2
2
2
2
2
2
2
2

2

2

1

2

Nos

13 Level Machine

2

1
1
1
1
1
1
1
1
1

1

1

1

1

1

Nos

12 Electric Winch

2

1
2

1
1
1
1
1
1
1
1
1

1

1

1

1

1

Nos

2

1
1
1

2
2

2
2
2
2
2
2

2

2

2

1

1

2

Nos

2

1
1
1

3
3
3

3
3
3
3
3

3

3

1

1

1

3

1

1
2
2

3
3
3
3
3
3

3

3

3

3

3

2

1

3

2

1
2
2

2
2
2
2
2
2

2

2

2

2

2

2

1

Nos

1
3
3

2
2
2
2
2
2

2

2

2

2

14 Total Reflectorness Station

1
2
2

2
2
2
2
2

2

2

2

2

2
2

2

1

1
1
1
1
1
1
1

1

1

1

1

1

1

1

Nos

1

1
1
1

1
1
1
1

1

1

1

1

1

1

2

6
15
20
25
30
30

30

30

30

30

30

30

8

2

8

30

8

2

10

30

9

8

1

1

1

1

1

1

1

1

1

1

1

4

Nos

Crawler Crane 100T-150T

3

8

1

1

1

1

1

2

2

2

2

2

2

2

2

Nos

Bulldozer

2

8

2

1

1

1

1

1

1

1

1

1

1

1

1

1

Nos

Excavator 1,6-2,8m3

1

8

1

1

1

4

4

4

4

4

4

4

4

4

2

4

Nos

Construction for Shore Protection Work

18

1

4

4

4

2
18

2
16

2
17

2
18

2
18

2
18

2
18

2
18

18

3

2
25

Nos

Nos

Trailer

4

II

16

4

2
16

2
16

2
16

1

1

1

1

1

1

1

1

1

1

Nos

Tire Crane 45T

3

2

15

1

1

1

1

1

1

1

1

1

1

1

1

1

Nos

Crawler Crane 80T
1

1

1

1

1

1

1

1

1

1

1

Nos

Crawler Crane 100-150T

2

0

0

0

3

3

3

5

5

5

5

5

5

5

5

3

1

1

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3
5

Apr-21

Mar-21

Feb-21

Jan-21

Dec-20

Nov-20

Oct-20

Sep-20

Month
Aug-20

Jul-20

Jun-20

May-20

Apr-20

Mar-20

Feb-20

Jan-20

Nos

Unit Qty

Fabrication Precast Work for Shore Protection

Equipment

I

No.

VAN PHONG 1 BOT THERMAL POWER PLANT PROJECT

Table 2.5. Equipment’s mobilization for shore protection

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