Inquiry for Package 2. EPC Building Works

2x60MW MERAK CFPP PROJECT

DOCU. NO. : Rev. No. : A Page No. : 1 of 7 TITLE REQUISITION FOR QUOTATION

TITLE

REQUISITION FOR QUOTATION (EPC work for non-process buildings)

DISCIPLINE : ARCHITECTURE / STRUCTURE PROJECT NAME : 2x60MW MERAK CFPP PROJECT JOB NO. : 090213 OWNER : PT. MERAK ENERGI INDONESIA

REV. NO.

DATE DESCRIPTION PREP'N CHECK REVIEW APPROVAL

REV. NO. PREPARATION

GROUP. PREPARATION CHECK REVIEW APPROVAL

A Architectural K.H.KIM S.H.KIM

H.M.SUH

I.C.ROH

June. 8, 2010 June. 8, 2010 June. 8, 2010 June. 8, 2010

This Document is the property of Daewoo Engineering Company. Therefore, it shall not be released to any third party without permission of an authorized personnel of the Daewoo Engineering Company



TABLE OF CONTENTS

1. GENERAL ··························································································································· 3

2. INSTRUCTION TO BID ······································································································· 3

2.1. Correspondence ······································································································· 3

2.2. Intention to Bid·········································································································· 3

2.3. Clarifications ············································································································· 3

2.4. Submission of Proposal ···························································································· 4

2.5. Validity of Bid ············································································································ 4

2.6. Expenses of Bidders································································································· 4

2.7. Currency ··················································································································· 4

2.8. Bid Price ··················································································································· 4

3. GENERAL DESIGN CONDITION ························································································ 4

3.1. General ····················································································································· 4

3.2. Site Reference Conditions ························································································ 5

3.3. Site Conditions ········································································································· 5

3.4. Environment Condition ····························································································· 5

4. SCOPE OF WORK ·············································································································· 6

5. PROJECT SCHEDULE ······································································································· 7

6. SUBMITTAL LIST ················································································································ 7

7. ATTACHMENT ····················································································································· 7

Appendix #1 : Bid Specification for Architectural Engineering. ············································ 7

Appendix #2 : Division of Work Scope (Architectural) ·························································· 7

Appendix #3 : Reference Basic Drawings ············································································ 7

Appendix #4 : Site Reports and Data ··················································································· 7



1. GENERAL

The Power Plant Facilities consist of two Units of 60MW (gross) generation capacity and

associated facilities. The Power Plant Facilities shall provide 55 tons/h of steam with

steam pressure of minimum 25 ata. The Units shall be atmospheric circulation fluidized

bed type, steam electric generating units fueled with Indonesian coal as the primary fuel

and high speed diesel (HSD) oil as the secondary startup fuel. The location of the

Facilities shall be at Mangunreja village in the sub-district of Pulo Ampel, district of

Serang in Banten Province on the western part of the Java island in Indonesia.

2. INSTRUCTION TO BID

2.1. Correspondence

Any correspondence for clarification and other queries that may arise regarding this RFQ

shall be addressed to :

Attention: Mr. Ihn Chul, Roh / Project Manager

E-mail: [email protected]

C.C: Mr. Jong Min Oh / Section Manager

E-mail : [email protected]

Tel. +82-31-738-0423

Mr. Se Yeon, Won/Engineering Coordinator


Tel. +82-31-738-0976

Mr. Kang Suk, Oh /Site Manager


2.2. Intention to Bid

Within 3 days of receipt of this RFQ, Bidder shall e-mail DEC confirming his intention to

bid.

2.3. Clarifications



It shall be responsibility of Bidder to advise DEC of any conflicted requirements or

missing information that are needed to be resolved in order to enable Bidder to have a

clear understanding of the RFQ.

2.4. Submission of Proposal

The proposal of Bidder shall send to aforesaid address mentioned in Section 1.1 not

later than September 6, 2010.

2.5. Validity of Bid

The Proposal shall be valid for sixty (60) days from the Bid Closing Date.

2.6. Expenses of Bidders

DEC shall not be responsible for any cost incurred by Bidder in preparing, submitting

and discussing the bid during any pre-or-post bid negotiations.

2.7. Currency

The quotation will be made in US dollars.

2.8. Bid Price

Bid price shall be included all direct and indirect cost associated with the work.

3. GENERAL DESIGN CONDITION

3.1. General

Project Name : 2×60MW MERAK Coal Fired Power Plant

Owner : PT. MERAK ENERGI INDONESIA

Plant Capacity : 2×60MW (Gross)

Plant Type : Coal Fired Power Plant with steam generation

Plant Configuration : 2STG + 2Boiler + 2ESP

Fuel : Indonesian Coal

Site Location : Serang in Indonesia

Cooling System : Once-through Cooling System with Seawater



3.2. Site Reference Conditions

Barometric Pressure : 1.0127 Bar a

Ambient Temperature : 27 C

Relative Humidity : 79 %

3.3. Site Conditions

Altitude : 3.9 m

Barometric Pressure Average : 1.0127 Bar a

Ambient Temperature

1) Mean Daily Temparature : 27 ℃

2) Maximum Range : 11 ℃

3) Minimum Range : 7.5 ℃

Relative Humidity

1) Maximum : 87 %

2) Minimum : 72 %

3) Average : 79 %

Rain Fall

1) Total Annual Precipitation : 1911 mm

Wind Velocity

1) Maximum : 35 m/s, Exposure D

Seismic Load

1) Design Code : UBC 97

2) Soil Profile Type : (Later)

3) Code Zone : Zone 2B

4) Peak Ground Acceleration(Z) : 0.20

3.4. Environment Condition

Air Emission Limits



Pollutant Unit Limits Value

Particulate Matter mg/Nm3 50

Sulfur Dioxide mg/Nm3 750

Nitrogen Oxides (NO2) mg/Nm3

Solid Fuel mg/Nm3 750

Liquid Fuel mg/Nm3 460

Noise Emissions Limits (at plant boundary)

Parameter Unit Limits Value

Industrial or Commercial dB(A) Day: 70

Night: 70

4. SCOPE OF WORK

Detailed design and engineering for below buildings including piling design.

- Administration & Amenity Building

- Warehouse

- Security Building

- Mobile Heavy Equipment Garage Shelter

Submission of Bill of Material for above buildings

Review of other building drawings based on local regulations or practices

Building permit for the buildings including other buildings designed by DEC.

Construction Assistance

- Technical Assistance



- Dispatch of field engineer during construction period of bidder designed

buildings, if necessary.

Material supply and construction for aforesaid buildings except piling work

As Built Documentation

The engineering subcontractor shall be approved by DEC and/or Owner.

For more details, please refer to Attachment

5. PROJECT SCHEDULE

Contract signing : September 20, 2010.

Detailed design period: 3 months from the date of contract signing

Start of piling work for bidder designed building : middle of October

All design and engineering deliverables shall be submitted agreed schedule to be

fixed during kick-off meeting

6. SUBMITTAL LIST FOR BIDDER’S PROPOSAL

List of engineering deliverables

Estimated manpower for engineering

Permit information

Brief specifications for interior schedule

Estimated construction cost based on estimated Bill of Quantity

Engineering Subcontractor prequalification documents

7. ATTACHMENT

Appendix #1 : Bid Specification for Architectural Engineering. Appendix #2 : Division of Work Scope (Architectural) Appendix #3 : Reference Basic Drawings Appendix #4 : Site Reports and Data

2x60MW MERAK CFPP PROJECT DOCU. NO. :

Rev. No. : A Page No. : 1 of 17 TITLE BID SPECIFICATION FOR

ARCHITECTURAL ENGINEERING

TITLE

BID SPECIFICATION

FOR ARCHITECTURAL ENGINEERING

DISCIPLINE : ARCHITECTURE / STRUCTURE PROJECT NAME : 2x60MW MERAK CFPP PROJECT JOB NO. : 090213 OWNER : PT. MERAK ENERGI INDONESIA

REV. NO. DATE DESCRIPTION PREP'N CHECK REVIEW APPROVAL

REV. NO. PREPARATION

GROUP. PREPARATION CHECK REVIEW APPROVAL

A Architectural K.H.KIM S.H.KIM H.M.SUH I.C.ROH

June. 8, 2010 June. 8, 2010 June. 8, 2010 June. 8, 2010

This Document is the property of Daewoo Engineering Company. Therefore, it shall not be released to any third party without permission of an authorized personnel of the Daewoo Engineering Company




TABLE OF CONTENTS

1. GENERAL ························································································································ 3

2. CODES AND STANDARDS ······························································································ 3

3. SCOPE OF WORKS ········································································································· 4

4. DESIGN LOAD ················································································································· 4

5. STEEL STRUCTURES ····································································································· 6

6. REINFORECED CONCRETE STURUCTURE & FOUNDATION ······································ 8

7. BUILDING DESCRIPTION······························································································ 11




1. GENERAL

This section covers the general requirements and conditions for the design of civil and architecture

works. The civil and architecture works include the design of all the items required for successful

completion of the job described in the scope of work. The civil and architecture shall be designed to

the required service condition in accordance with the clause 2 codes and standards.

2. CODES AND STANDARDS

The structural and civil design will meet the requirements of local authorities.

In principle the following Codes and Standards shall be applied for the design, in their latest edition.

- AASHTO American Association of State Highway and Transportation Officials

- ACI American Concrete Institute

- AISC American Institute of Steel Construction

- AISI American Iron and Steel Institute

- ANSI American National Standard Institute

- API American Petroleum Institute

- ASCE American Society of Civil Engineers

- ASME American Society of Mechanical Engineers

- ASTM American Society of Testing and Materials

- AWS American Welding Society

- BSI British Standards Institution

- CRSI Concrete Reinforcing Steel Institute

- HI Hydraulic Institute

- IBC International Building Code

- ISO International Organization for Standardization

- JIS Japanese Industrial Standards

- KS Korean Industrial Standards

- NFPA National Fire Protection Association

- OSHA Occupational Safety and Health Administration

- SSPC Structural Steel Painting Council

- UBC Uniform Building Code (1997)

- Pedoman Perencanaan Pembebanan untuk Rumah dan Gedung (Indonesian Standard, “Guidance

of Load Planning for House and Building)




3. SCOPE OF WORKS

All architecture works are as follows, but not limited to the follows:

3.1. ARCHITECTURE WORKS - Administration & Amenity Building

- Ware House

- Security Building

- Mobile Equipment Garage Shelter

4. DESIGN LOAD

4.1. GENERAL

Buildings, equipment foundations and support structures and ancillary structures shall be designed

for the worst combinations of dead loads, live loads (imposed loads), impact and dynamic effects

due to operation of plant, crane loads, maintenance loads, earth pressure, wind loads, seismic

loads, etc.

4.2. DEAD LOAD

Dead loads shall include the weight of the structure and equipment of a permanent or semi-

permanent nature including tanks, silos, bins, ceilings, wall panels, partitions, roofing, piping, drains,

electrical tray, bus ducts, and the contents of tanks and bins measured at full capacity. However,

the contents of tanks and bins will not be considered as effective in resisting column uplift. Dead

loads shall be determined using the unit weights from ASCE 7.

4.3. LIVE LOAD

Live load is the load superimposed by the use and occupancy of the building or other structure.

Live load shall be include loads due to traffic and permanency of people, vehicles operation loads,

and gas, liquid or earth pressures which are or may be variable in time while in usual operation. It

does not include the wind load, seismic load, or dead load.




4.4. WIND LOAD

Building and other structures, including the main wind force resisting system and all components

and cladding thereof, shall be designed and constructed to resist wind loads as specified in ASCE

7 and the project specifications

- The exposure category : D

- The importance factor : 1.15

- The basic wind speed at 10[m] above ground level : 35 m/sec

- The gust effect factor(Gf) for rigid structures : 0.85

4.5. SEISMIC LOAD

All structures shall be designed for seismic loads conforming to Zone 2B of the Uniform Building

Code (UBC, 1997). Wind and/or crane live loads are not to be combined with earthquake loads.

- Seismic zone factor(Z) : 0.20

- Importance Factor

· Administration & Amenity Bldg, Security Bldg : 1.0

· Warehouse & Mobile Equipment Garage Shelter : 1.25

4.6. EARTH PRESSURE

Lateral soil pressure shall be in accordance with the recommendations of the geotechnical

engineer. The relative flexibility of the retaining structure shall be considered in establishing the

pressure coefficient.

4.7. GROUND WATER PRESSURE

For structural and buoyancy calculations, the high groundwater table shall be considered with the

basis on the geological investigation report to be performed by contractor after contract award.

4.8. DESIGN LOAD COMBINATION

Proper load combinations shall be used for structural steel and reinforced concrete to comply with




applicable codes, standards and equipment supplier requirement.

All steel and concrete structures or buildings shall be designed to meet the seismic requirements in

ASCE 7.

5. STEEL STRUCTURES

5.1. MATERIAL

All steel members except cold-formed steel members and as noted shall conform to the

requirement of ASTM A 36, ASTM A 572 GR50 having the following minimum characteristics.

- Minimum yield strength ( Normal structural steel )

For ASTM A 36, Fy = 250 MPa

- Minimum yield strength ( High-strength structural steel )

For ASTM A 572 GR50, Fy = 345 MPa

5.2. DESIGN BASIS

Steel structures and connection shall be designed in accordance with the following standards:

- AISC American Institute of Steel Construction : "Specifications for the Design, Fabrication and

Erection of Structural Steel for Buildings", Appendices and Commentaries.

All steel framed structures shall be designed as “rigid frame” (AISC Specification Type 1) or “simple

space frame” (AISC Specification Type 2), utilizing single span beam system, vertical diagonal

bracing at main column lines and horizontal bracing at the roof and major floor levels. The use of

Type 1 rigid frame will prefabricated metal buildings. All other framed structures shall utilized Type

2 design and construction or will utilize a combination of Type 1 and Type 2.

5.3. PAINTING WORKS

Application and testing of the work shall conform to the standard SSPC (Steel Structure Painting

Council, USA).

Preparation methods conform to the standards SSPC-SP1 (for Solvent Cleaning), SSPC-SP2 (for

hand Tool Cleaning), SSPC-SP3 (for Power Tool Cleaning), SSPC-SP6 (Commercial Blast

Cleaning) and SSPC-SP10 (Near-White Blast Cleaning).




5.3.1. Structural steel (indoor condition)

1) Shop coat 1: Inorganic zinc rich primer: 75 microns

2) Shop coat 2 : Polyamide epoxy: 50 microns

3) Shop coat 3 : Polyurethane: 50 microns

4) Touch-up 1: Epoxy mastic aluminum primer : 75 microns

5) Touch-up 2: Epoxy Polyamide epoxy: 50 microns

6) Touch-up 3: Polyurethane: 50 microns

5.3.2. Structural steel (outdoor condition)

1) Shop coat 1: Inorganic zinc rich primer: 75 microns

2) Shop coat 2 : Polyamide epoxy: 100 microns

3) Shop coat 3 : Polyurethane: 50 microns

4) Touch-up 1: Epoxy mastic aluminum primer : 75 microns

5) Touch-up 2: Epoxy Polyamide epoxy: 100 microns

6) Touch-up 3: Polyurethane: 50 microns

5.3.3. Galvanized deck plate (in door)

1) Field coat 1: Wash primer: 10 microns (before erection)

2) Field coat 2: Alkyd enamel: 40 microns (before erection)

3) Field coat 3: Alkyd enamel: 40 microns (after erection)

5.3.4. Galvanized deck plate (acid resistant finish/battery room)

1) Field coat 1: Epoxy primer: 50 microns (before erection)

2) Field coat 2: Epoxy polyamide: 50 microns (after erection)

5.3.5. Miscellaneous steel (indoor, handrail, checkered plate, ladder)

1) Shop coat 1: Epoxy mastic aluminum primer: 75 microns

2) Field coat 1: Polyamide epoxy: 50 microns

5.3.6. Galvanized miscellaneous steel (outdoor ladder, handrail, downspout, gutter, checkered plate,

all indoor and outdoor doors and shutters, etc.)

1) Shop coat 1: Epoxy primer: 75 microns

2) Field coat 1: Polyamide epoxy: 50 microns




5.3.7. Galvanized miscellaneous steel (touch-up coating)

1) Field coat 1: Epoxy mastic aluminum primer: 75 microns

6. REINFORECED CONCRETE STURUCTURE & FOUNDATION

6.1. MATERIAL PROPERTIES

6.1.1. Concrete Concrete

Class Compressive Strength

at 28 days in MPa Type of cement

Lean Concrete 15MPa ASTM C150 Type II or V

for foundation at or bellow ground level.

Type I for above ground level.

Concrete Pavement 21MPa

Building & Structure Heavy Equipment Foundation

28MPa

6.1.2. Fine Aggregate : ASTM Standard C33; C289; C295 or equivalent standard.

Use graded natural sand.

6.1.3. Coarse Aggregate : ASTM Standard C33; C289; C295 or equivalent standard.

Use graded crushed stone

6.1.4. Reinforcing Bars : Codes for design of reinforcing bars are as follows :

ASTM Standard A615 Grade 25 to Grade 60

For all reinforcing, dowels of equipment foundations over grade slab.

6.1.5. Bar Supports : CRSI Manual of Standard Practice Class C

For material foundations on soil or mud use precast concrete blocks

having the same compressive strength as the foundations.

6.1.6. Form Ties : For all other structures, steel snap-ties architectural type without washers.

6.1.7. Welled Steel Wire Fabric : ASTM Standard A185 or equivalent standard




6.1.8. Maximum allowed fly ash content in all structural concrete is 20% cementious.

6.1.9. Formworks : Plywood (for exposed surface, shall be water proof, resin bonded, exterior type).

Lumber-Straight, uniform width and thickness and free of knots offsets, holes, other surface

defects.

6.1.10.Grouting

1) Plastic Grout (Regular sand & cement grout and non-shrink admixture)

- Conduit, piping, etc. through concrete floors or walls

- Bases & supports of mechanical & electrical equipment(except rotating equipment foundation)

2) Non-shrink Grout

- Anchor bolts in drilled holes

- Equipment bases where required by manufacturer

- Anchor bolts including sleeves and column base plates

6.2. PILING

6.2.1. Types of pile : Solid precast pre-stressed concrete spun pile or bored pile.

6.2.2. Materials

Pre-casting piling shall be in accordance with applicable provisions of the “Standard

Specifications for Highway Bridges" of the American Association of State Highway and

Transportation Officials (AASHTO).

Piling shall be spun or bored pile concrete with reinforcing and pre-stressing steel, with no voids

permitted.

Concrete shall have a minimum compressive cylinder strength of 35 MPa at age 28 days.

6.2.3. Pre-stressing

Each pre-stressing strand will have an initial stress not exceeding 70 percent of the breaking

strength. The effective unit pre-stress in the concrete after losses will not be less than 4,900 kPa.




6.2.4. Pre-stressing Material

Strand for pre-stressed concrete shall be of 7 wires complying with ASTM A416 or equivalent

standard. The strands shall be twisted into cables with a pitch not exceeding 20 times the

diameter of a single wire.

Bars for pre-stressed concrete shall be made from open hearth steel with sulphur and

phosphorus contents each below 0.05 percent by a manufacturer specializing in the manufacture

of steel for pre-stressing.

6.2.5. Pile capacity

1) The required allowable pile bearing capacities for vertical and lateral loads shall be determined by

the contractor and shall be confirmed by the static pile load test in accordance with ASTM D1143

Standard.

6.3. DESIGN BASIS

Reinforced concrete shall be designed by Ultimate Strength Method in accordance with "Building

Code Requirements for Reinforced Concrete" of the American Concrete Institute, ACI 318.

6.4. FOUNDATION WORKS

The procedure used for the design of the foundations shall be the most critical loading combination

of the superstructure and/or equipment and other conditions based on sub soil condition, which

produces the maximum stresses in the foundation or the foundation component.

The type of all foundations shall be finally decided by soil investigation results.

Foundation and floor levels to be normally adopted for various plant units are indicated below,

unless otherwise noted.

- Pedestal top from FFL(Floor Finishing Level) :

Min. +200 mm for indoor equipment foundation & building structure

- Pedestal top from GL(Ground Level) :

Min. +300 mm for outdoor equipment foundation & structure

- First Floor Finishing top from GL(Ground Level) :

Min. +200 mm for Bldg & Shelter




7. BUILDING DESCRIPTION

7.1. BUILDING DESCRIPTION

7.1.1. Administration & Amenity Building

1) Type of Structure : RC Moment Frame

2) Type of Foundation : Pile Foundation

3) Exterior Finish

Wall : Latex paint on plastered cavity wall

Roof : Light weight concrete finish on

waterproofing membrane

4) Interior Finish : Refer to interior finishing schedule

7.1.2. Warehouse

1) Type of Structure : Steel Moment & Braced Frame


3) Exterior Finish

Wall : Thermal insulated metal panel(Zincalume)

Roof : Thermal insulated metal panel(Zincalume)


7.1.3. Security Building

1) Type of Structure : RC Moment Frame


3) Exterior Finish

Wall : Latex paint on plastered reinf concrete block

Roof : Light weight concrete finish on

waterproofing membrane


7.1.4. Mobile Equipment Garage Shelter

1) Type of Structure : Steel Moment & Braced Frame





3) Exterior Finish

Roof : Single skin metal panel(Zincalume)


7.2. INTERIOR FINISHING SCHEDULE FOR BUILDING WORK

No Building Name Room

Finishing Re-

Marks Floor Wall Ceiling

1 Administration &

Amenity Building

Office Composite

vinyl tile

Latex paint on

Cement

plastered

/Reinforced

Concrete Block

Suspended

ceiling with

Acoustical

tile

Meeting

Room

Composite

vinyl tile

Latex paint on

Cement

plastered

/Reinforced

Concrete Block

Suspended

ceiling with

Acoustical

tile

Manager

Room

Composite

vinyl tile

Latex paint on

Cement

plastered

/Reinforced

Concrete Block

Suspended

ceiling with

Acoustical

tile

Plant

Manager

Room

Composite

vinyl tile

Latex paint on

Cement

plastered

/Reinforced

Concrete Block

Suspended

ceiling with

Acoustical

tile





Finishing Re-


1 Administration &

Amenity Building

File Room Composite

vinyl tile

Latex paint on

Cement

plastered

/Reinforced

Concrete Block

Suspended

ceiling with

Acoustical

tile

Kitchen Unglazed

ceramic tile

Latex paint on

Cement

plastered

/Reinforced

Concrete Block

Suspended

ceiling with

PVC Panel

Pantry Unglazed

ceramic tile

Latex paint on

Cement

plastered

/Reinforced

Concrete Block

Suspended

ceiling with

PVC Panel

Canteen Composite

vinyl tile

Latex paint on

Cement

plastered

/Reinforced

Concrete Block

Suspended

ceiling with

Acoustical

tile

First Aid

Station

Composite

vinyl tile

Latex paint on

Cement

plastered

/Reinforced

Concrete Block

Suspended

ceiling with

Acoustical

tile

Praying

Room

Composite

vinyl tile

Latex paint on

Cement

plastered

/Reinforced

Concrete Block

Suspended

ceiling with

Acoustical

tile





Finishing Re-


1 Administration &

Amenity Building

Shower

Room

Unglazed

ceramic tile

Latex paint on

Cement

plastered

/Reinforced

Concrete Block

Suspended

ceiling with

PVC Panel

Locker Room Composite

vinyl tile

Latex paint on

Cement

plastered

/Reinforced

Concrete Block

Suspended

ceiling with

Acoustical

tile

Change

Room

Composite

vinyl tile

Latex paint on

Cement

plastered

/Reinforced

Concrete Block

Suspended

ceiling with

Acoustical

tile

Toilet Unglazed

ceramic tile

Glazed

ceramic tile

Suspended

ceiling with

PVC Strip

Cleaners

Store

Unglazed

ceramic tile

Glazed

ceramic tile

Suspended

ceiling with

PVC Strip

Vestibule Composite

vinyl tile

Latex paint on

Cement

plastered

/Reinforced

Concrete Block

Suspended

ceiling with

Acoustical

tile





Finishing Re-


1 Administration &

Amenity Building

Storage Composite

vinyl tile

Latex paint on

Cement

plastered

/Reinforced

Concrete Block

Suspended

ceiling with

Acoustical

tile

Hall and

Corridor

Composite

vinyl tile

Latex paint on

Cement

plastered

/Reinforced

Concrete Block

Suspended

ceiling with

Acoustical

tile

Staircase Composite

vinyl tile

Latex paint on

Cement

plastered

/Reinforced

Concrete Block

Latex paint

on Exposed

concrete

Machine

Room

Epoxy paint

on Steel

trowel

finish/

Concrete

Slab

Latex paint on

Cement

plastered

/Reinforced

Concrete Block

Latex paint

on Exposed

concrete

Alarm Valve

Room

Epoxy paint

on Steel

trowel

finish/

Concrete

Slab

Latex paint on

Cement

plastered

/Reinforced

Concrete Block

Latex paint

on Exposed

concrete





Finishing Re-


2 Warehouse Warehouse

Epoxy

Paint on

Hardener/

Concrete

Slab

Exposed metal

cladding -

3 Security Building

Guard Room Composite

vinyl tile

Latex paint on

Cement

plastered

/Reinforced

Concrete Block

Suspended

ceiling with

Acoustical

tile

Locker

Room/

Tea Room

Composite

vinyl tile

Latex paint on

Cement

plastered

/Reinforced

Concrete Block

Suspended

ceiling with

Acoustical

tile

Toilet Unglazed

ceramic tile

Glazed

ceramic tile

Suspended

ceiling with

PVC Strip





Finishing Re-


4 Mobile Equipment

Garage Shelter

Storage,

Tool Room

Epoxy

Paint on

Hardener/

Concrete

Slab

Latex paint on

Cement

plastered

/Reinforced

Concrete Block

-

Garage

Epoxy

Paint on

Hardener/

Concrete

Slab

- -

Appendix #2. Division of Work Scope (Architecture Part)

Project : 2×60MW MERAK COAL POWER PLANT

DEC CONTRACTOR REMARK

A. Basic Design

1. Design Criteria O

2 Specification O O

3 Information for Civil/Architecture/Structure O

4 Standard Drawing O

B. Detail Design

1. Drawings

a. Administration & Amenity Building O

b. Warehouse O

c. Security Building O

d. Mobile(Heavy) Equipment Garage Shelter O

e. Others

1) Rebar Bending Schedule (if required) O Option

2) Building Color Schedule O

3) Materials Check / Review O

4) Vendor and Shop drawing Review O O

2. Calculations O Use STAAD Pro

a. Structural Calculation Sheet

1) Administration & Amenity Building O

2) Warehouse O

3) Security Building O

4) Mobile(Heavy) Equipment Garage Shelter O

3. Bill of Material (3 Times)


b. Warehouse O



C. AS-BUILT

1. Drawing


b. Warehouse O



2. Structural Calculation Sheet


b. Warehouse O


ITEM

1 of 2

DEC CONTRACTOR REMARKITEM


D. Local Regulation Check & Permit

1. Local Regulation Check


b. Warehouse O



e. Turbine Building (Including T/G FDN. & Equipment Independent FDN.) O Provide Drawings

f. Main Control Room and Switchgear Building O Provide Drawings

g. Coal Handling Control Building O Provide Drawings

h. Electro-Chlorination & Cooling Water Elec. Building O Provide Drawings

i. #1,2 20kV Switchgear Building O Provide Drawings

j. Water Treatment Building O Provide Drawings

k. Seawater Intake & Cooling Water Pump House O Provide Drawings

l. Ash Handling Equipment & ESP MCC Building O Provide Drawings

m. Bed Material Shelter O Provide Drawings

n. Coal Storage Yard Shelter O Provide Drawings

o. High Speed Oil Pump Station Shelter O Provide Drawings

p. Demi. Water Pump Station Shelter O Provide Drawings

q. Pipe Rack O Provide Drawings

r. Coal Bunker Bay Structure O Provide Drawings

s. Coal Laboratory Building (Option) O Provide Drawings

t. Weight Scale House (Option) O Provide Drawings

u. Jetty House (Option) O Provide Drawings

E. Technical assistance for construction

1. Technical Assistance for Construction O O

2. Field Engineering Work O O

F. Others

1. O

2. O O

3. O O

CONTRACTOR shall provide working space in his office for DECengineers, if requested. (desk, chair, internet, etc. for 1 persons)

Additional design and technical support shall be provided aftercoordination between DEC and CONTRACTOR, If necessary.

CONTRACTOR shall be attended regular or irreqular meeting, Ifrequired.

2 of 2

Appendix #2. Division of Work Scope (VAC & Plumbing Part)

Project : 2×60MW MERAK COAL POWER PLANT

DEC CONTRACTOR REMARK

A. Basic DesignBuildings

1. Administration & Amenity Building O

2. Warehouse O

3. Security Building O

4 Mobile(Heavy) Equipment Garage Shelter O

B. Detail DesignDocuments

1. Design Criteria for VAC & Plumbing System O

2. Technical Specification for VAC & Plumbing System ORequest for QuotationProvide Form

3. Calculation for VAC & Plumbing System O Provide Form

4. System Description for VAC & Plumbing System O

5. Construction Specifications for VAC & Plumbing System O

6. Equipment List O

7. Bill of Material (3 Times) O Provide Form

C. AS-BUILTDrawings

1. Equipment Schedule O Provide Form

2. P & ID O Provide Form

3. Plan (Piping & Duct) O Provide Form

4. VAC Control (Wiring Plan, Diagram, etc.), If necessary. O Provide Form

D. Local Regulation Check & PermitCoordination Work O

E. Technical assistance for construction Vendor Printer Check O

F. OthersTBE (Technical Bid Evaluation) O

G. AS-Built O

H. Local Regulation Check & Permit

1. Local Regulation Check


b. Warehouse O



e. Turbine Building (Including T/G FDN. & Equipment Independent FDN.) O Provide Drawings

f. Main Control Room and Switchgear Building O Provide Drawings

g. Coal Handling Control Building O Provide Drawings

h. Electro-Chlorination & Cooling Water Elec. Building O Provide Drawings

i. #1,2 20kV Switchgear Building O Provide Drawings

j. Water Treatment Building O Provide Drawings

k. Seawater Intake & Cooling Water Pump House O Provide Drawings

l. Ash Handling Equipment & ESP MCC Building O Provide Drawings

m. Bed Material Shelter O Provide Drawings

ITEM

1 of 2

DEC CONTRACTOR REMARKITEM

n. Coal Storage Yard Shelter O Provide Drawings

o. High Speed Oil Pump Station Shelter O Provide Drawings

p. Demi. Water Pump Station Shelter O Provide Drawings

q. Coal Bunker Bay Structure O Provide Drawings

r. Coal Laboratory Building (Option) O Provide Drawings

s. Weight Scale House (Option) O Provide Drawings

t. Jetty House (Option) O Provide Drawings

E. Technical assistance for construction

1. Technical Assistance for Construction O O

2. Field Engineering Work O O

F. Others

1. O

2. O O

3. O O

CONTRACTOR shall provide working space in his office for DEC engineers, if requested. (desk, chair, internet, etc. for 1 persons)

Additional design and technical support shall be provided after coordination between DEC and CONTRACTOR, If necessary.

CONTRACTOR shall be attended regular or irreqular meeting, If required.

2 of 2

2 X 60 MW POWER PLANT

PT.MERAK ENERGI INDONESIA

EXHIBIT– C - i

(March 2010)

EXHIBIT C – SITE REPORTS AND DATA

2 X 60 MW POWER PLANT

PT.MERAK ENERGI INDONESIA

EXHIBIT– C - ii

(March 2010)

Table of Contents

1. Definitions . ...................................................................................................................................... 1

2. Project Location ............................................................................................................................... 1

3. Site Description ................................................................................................................................ 1

3.1. Topography…………………………………………………………………….. ................... 1

3.2. Stratigraphy ……………………………………………………………………. ................... 2

3.3. Geology Structure ………………………………………………… ...................................... 2

3.4. Morphology ……………………………………. .................................................................. 2

3.5. Climate …………………………………………… ............................................................... 2

3.6. Seismic Zoning ………………………………………. ......................................................... 3

3.7. Ground Water Level ………………………………………. ................................................. 3

3.8. Design of High and Low Water Levels …………………….. ............................................... 3

3.9. Seawater Supply …………………….. .................................................................................. 4

3.10. Soil Condition ………………………………………………………………. ....................... 4

3.11. Bearing Capacity of Subsoil ……………………………………………… ......................... 4

EXHIBIT– C-1

(March 23, 2010)

SITE REPORTS AND DATA

1 Definitions

Except as otherwise defined in this Exhibit C, capitalized terms used in this Exhibit C shall

have the respective meanings assigned to them in the Engineering, Procurement, and

Construction Contract between Owner and Contractor to which this Exhibit C is annexed (the

“Contract”). Unless otherwise specified, all references to Articles and Sections without other

attribution are references to Articles and Sections of the Contract.

2 Project Location.

The location of the Facilities is in Mangunreja village in the sub-district of Pulo Ampel,

district of Serang in Banten Province on the western part of the Java island in Indonesia. The

benchmark grid coordinates of the Facilities are included in Exhibit A.

3 Site Description.

3.1 Topography.

This project site area is located in the north coastal plain area of Mount Bojonegara (Mount

Gede) Peninsula. The land has a characteristic of coastal hill side where the plain area is

relatively narrow. A distance of coastal line to the foothill ranges from 500 m to 800 m.

The land area is bordered by 530 m of coastal line of the Java Sea in the north, 615 m of

neighboring fence (PT Latexia Indonesia– Chemical Plant) in the east, and 525 m of

neighboring fence in the west. The south part of the land area is bordered by a public road

with a total distance of 674 m.

Based on Tidal Observation Report, the Mean Sea Level (MSL) is 60 cm above the

topographic datum (EL. 0.00), or MSL at EL. 0.600. The Highest Water Spring (HWS) is at

EL. 1.26, while the Lowest Water Spring (LWS) is at EL. -0.04.

The terrain of land is almost flat since this area was formerly a shipyard with a small port

pool facility. Surface elevation ranges from EL. 2.900 (or +2.300 MSL) to EL. 4.700 (or

+4.100 MSL). There is a small area within this land terrain that is at EL. 7.286 (or +6.686

MSL).

The existing port pool, formed by a pair of jetties just east of the coastal line, has a width of

75 m. The left jetty is 89 m long and the right jetty is 84 m long. The deepest pool floor is at

EL. 3.846 (or -4.446 MSL). The rest of the coastal line is shallow sea reef bed.

Total land area excluding the jetties is 68,640 m2 with a land boundary of 1,120 m long.

Owner intends to reclaim the seashore and build a breakwater, which is estimated to increase

the land area by approximately 60,000 m2. The reclamation is estimated to make available

approximately 30,000 m2 of additional land. The remaining reclaimed area of approximately

30,000 ha will be used as a landfill for ash disposal. If the Owner completes the reclamation

work, the Owner may make such additional land available for the Project. However, the

Owner is under no obligation to complete such work or make it available to the Contractor.

The coal unloading jetty is planned to be located at north side of breakwater at the north east

EXHIBIT– C-2

(March 23, 2010)

of the project site.

3.2 Stratigraphy.

The project site is located in a valley at about 15 km north east of the Merak Harbor and

geologically in the Merak region. This rugged valley area was formed by radiating dykes of

Mount Gede. The dykes were formed by extinct and highly eroded Quaternary volcanic

peaks, which were deposited in the valley floors.

3.3 Geology Structure.

The Merak region was formed by Andesitic (basalt) volcanic rocks of Pleistocene age. These

rocks are composed of successive lava flows and tuffaceous material.

The subsoil of this site consists of alluvial deposits, which are influenced by sea bed alluvial

rock like coral limestone, having a thickness ranging from 2 m to 16 m, overlaying

uncemented tuffaceous layers of silt/clayey silt and sand stone on top of volcanic

pyroclastic rock.

3.4 Morphology.

In general, the morphological condition of the project site and its surroundings is closely

related to the physical characteristics of the area. The morphology of the project site can be

grouped into two parts: alluvial plain morphology and hill morphology.

The alluvial plain morphology, which is influenced by coastal characteristics such as sea

water tide, is dominated by silt/clayey silt and sand/sand stone intercalated with coral reef

layer.

The hill morphology, which is in the backyard of the project site, is dominated by volcanic

rock and tuffaceous rock. In recent times, an area of the backyard closest to the project site is

an ex-quarry area. The Andesitic rock and tuffaceous rock were exploited for other site

construction works.

3.5 Climate.

The altitude of the project area is about EL. 4.500 or 3.90 m above MSL. The UTM

coordinate of the project site is 5,325,224 north and 4,409,502 east.

It is obvious that general climate in the region of the project site is influenced by annual

monsoon seasons. The west monsoon is from December through March, while the east

monsoon is from June through August. Beyond these monsoon seasons, are the transition

times. The climate parameters such as wind characteristic, sea circulation, air temperature,

air humidity, precipitation, etc are governed by these monsoon seasons.

3.5.1 Precipitation.

EXHIBIT– C-3

(March 23, 2010)

Dry season is generally from May through October, while the rainy season brings heavy

rainfalls normally from November through April. On the average, the total annual

precipitation is 1,911 mm. The annual rainy days are 135 days of which 97 days (72

percent) occur from November through April. The maximum precipitation occurs in January

when the rain falls for an average of 24 days. The minimum precipitation is in August when

rain falls for less than a day.

In Indonesia the precipitation data base in daily information, contractor shall be evaluated and

adjusted to hourly basis.

3.5.2 Temperature.

The monthly average of mean daily temperature at the project region ranges from 26.0 °C to

27.6 °C. The mean daily temperature is about 27.0 °C. The maximum range of mean daily

temperature is about 11 °C while the minimum range is about 7.5 °C.

3.5.3 Relative Humidity.

The mean daily relative humidity in the region varies from 72 percent (minimum) to 87

percent (maximum). The mean annual daily relative humidity is about 79 percent.

3.5.4 Wind Characteristic.

The wind at sea is consistent with the monsoon pattern, but near the coast where land and sea

breezes can develop, wind can attain a velocity greater than that caused by the general air

circulation during monsoon transitional periods.

In the Serang region, the land and sea breeze effects are seen to be of greater significance

than the monsoon circulation. The average wind velocity is 1.70 m/s, and the maximum

velocity recorded is 35 m/s. The wind generally blows to the west. During the wet season

(November through April), the wind blows from west to east. But during the dry season

(May through October), the wind blows from south east to north west.

The maximum velocity shall be adjusted to some factor as height above ground, shape factor and

others according relation standard for find the wind load.

3.5.5 Sun Radiation.

Based on the average of 10-year data (1983 to 1993), the highest sun radiation occurs in July

(71.2 percent) and the lowest radiation in February (55.0 percent). The average annual

radiation is 63.0 percent.

3.6 Seismic Zoning.

Per the published data from Indonesia Earthquake Regulations, the project site is on the UBC

EXHIBIT– C-4

(March 23, 2010)

Zone 4 boundary. The Contractor shall conform to the requirements of the UBC Zone 2B,

1997, and design the Facilities to withstand a base rock acceleration coefficient of up to 0.2g.

3.7 Ground Water Level.

Based on the soil investigation reported by PT. Surya Jenar Mandhiri, the level of ground

water varies from 2.5 m to 3.00 m below the existing ground surface or at level EL. 2.200 to

EL. 1.700 relative to topographic datum.

3.8 Design of High and Low Water Levels.

Various sea levels and tide characteristics were determined by observations of tidal

activities carried out by PT. Surya Jenar Mandhiri. The tidal observations were done for

15 continuous days using tide pole, which was used as a reference point and positioned in

the port pool during the site observations.

Based on the results of tidal observations were as follow:

Mean Sea Level (MSL) EL. 0.600 m

Highest Water Spring (HWS) EL. 1.260 m

Lowest Water Spring (LWS) EL. Minus 0.040 m

Average Ground Surface (AGS) EL. 4.500 m

Ground Water Level (GWL) EL. 1.900 sloping to EL. 1.400 m

3.9 Seawater Supply.

The Java Sea is a semi enclosed body of water surrounded by Sumatera island on the west,

the island of Kalimantan on the north, and the Java island on the south. The oceanography of

the Java Sea is governed by the yearly monsoon cycles. The west monsoon occurs from

December through March and the east monsoon occurring from June through August. The

monsoon cycles control the circulation, temperature, and salinity structure of the water

column.

The maximum sea surface temperatures are influenced by the transition of the monsoon

cycles. During the monsoon cycle transition, radiant heating and low evaporation rates allow

the sea surface temperature to rise to 29 – 30 °C. With low radiant heating and high

evaporation rates during the transition can lower the surface temperature to 26 - 27.5 °C.

An annual sea surface temperature variation of about 3 °C.

3.10 Soil Condition.

Based on the soil investigation report issued by PT. Surya Jenar Mandhiri, soil strata of the

Site can be classified into 6 soil layers:

Layer Description

1 Silt, clayey silt, medium stiff, gray

2 Silt, clayey silt, hard, gray

EXHIBIT– C-5

(March 23, 2010)

3 Coral reef, mixed sand, loose, brown

4 Sandstone, very dense, black

5 Boulder, dense, black

6 Boulder, very dense, black

In general, the subsurface condition of the Site can be described as set out below:

0.00 – 8.50 m The soil was formed by silt, clayey silt containing sand and coral,

medium to stiff consistency or stiff to hard consistency, gray to

brown in color.

Cone resistance (qc) is about 10 to 25 kg/cm2 for medium

consistency and 50 to 250 kg/cm2 for hard consistency, and the

SPT value is about 4 to 14 blows/ft for medium consistency and

more than 40 blows/ft for hard soil.

8.50 – 14.50 m The soil was formed by sandstone, very dense, and black in color.

This layer has a cone resistance (qc) of more than 250 kg/cm2 and

50 to 60 blows/ft of SPT-value.

14.50 – 20.00 m This soil layer was formed by boulder and coral reef, very dense

and black in color. This layer has a SPT-value of more than 60

blows/ft.

3.11 Bearing Capacity of Subsoil.

Structures with heavy static loadings or dynamic loadings are proposed to use deep

foundations such as bored piles or driven piles. Light structures are proposed to use shallow

foundations like spread footings, raft, etc.

The hard layer, for deep foundations, was found in various depths of 9.00 to 16.00 m. This

layer gives adequate bearing capacity (Dutch Cone Penetration indicators) of more than 250

kg/cm2 and SPT-value of more than 60 blows/ft.

The shallow foundations such as spread footings can be laid at a 1.00 m depth of soil layer.

The soil bearing capacity at 1.00 m depth is 0.50 to 1.00 kg/cm2.

Owner will provide a preliminary soil investigation data and reports, as available, and other

approximate information regarding general climate, sea water, and tide levels, etc. to the

Contractor for reference only. In addition to the soil investigation of PT Surya Jenar

Mandhiri, Owner will also provide the Contractor with the soil investigation report of

Shanghai Electric Engineering Consulting Co. Ltd. (soil investigation work by Sofoco), but

the Owner shall not take any responsibility for the accuracy or adequacy of the information

contained therein and the Contractor shall carry out his own on-site soil investigation to

independently define the soil structure and its engineering properties. The Contractor shall

also undertake an independent topographical survey of the site and shall base his offer on the

information defined from those investigations.

EXHIBIT– C-6

(March 23, 2010)

EXHIBIT– C-7

(March 23, 2010)

Inquiry for Package 2. EPC Building Works

Documents

Transcript of Inquiry for Package 2. EPC Building Works