tender and contracting documents for the flood prevention project of

KINGDOM OF THAILAND
ROYAL IRRIGATION DEPARTMENT
MINISTRY OF AGRICULTURE AND COOPERATIVES
TENDER AND CONTRACTING DOCUMENTS
FOR
THE FLOOD PREVENTION PROJECT OF
EAST SIDE OF THE PASAK RIVER IN AYUTTHAYA
VOLUME I
TENDER AND CONTRACTING REQUIREMENTS
SECTION 1: INVITATION TO TENDER
SECTION 2: INSTRUCTION TO TENDERERS
SECTION 3: FORM OF TENDER
SECTION 4: FORM OF CONTRACT
SECTION 5: CONDITIONS OF CONTRACT
SECTION 6: TENTATIVE IMPLEMENTATION SCHEDULE
SECTION 7: SPECIFICATIONS
APPENDICES
OCTOBER 2012
CTI ENGINEERING INTERNATIONAL CO., LTD.
TOKYO, JAPAN
SECTION 1
INVITATION TO TENDER
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 1
Invitation to Tender
INVITATION TO TENDER
Royal Irrigation Department, Ministry of Agriculture and Cooperatives, acting on behalf of the
Government of the Kingdom of Thailand hereby invites the prequalified Japanese Tenderers to
tender for the Flood Prevention Project of East Side of the Pasak River in Ayutthaya (hereinafter
referred to as “the Project”) in accordance with the Tender and Contracting Documents.
The Project will be financed by a grant extended by Japan International Cooperation Agency
(hereinafter referred to as “JICA”) based upon the Grant Agreement signed between the
Government of the Kingdom of Thailand and JICA on the 15th day of August, 2012 for the Project.
The Tender Documents are available at CTI Engineering International Co., Ltd. who has been
appointed as the Consultant for the executing agency of the Project, at the following address at the
non-refundable cost of Japanese Yen 60,000.
CTI Engineering International Co., Ltd.
Tachibana Annex Building 2-25-14
Kameido Koto-ku, Tokyo, 136-071, Japan
Tel. 03-3638-2585
All inquiries relative to this tender shall be directed to the Consultant's office at the address written
above as specified and stipulated in the Instruction to Tenderers.
The tender and all accompanying documents shall be prepared in accordance with Tender
Documents and shall be delivered by hand to the Consultant's office at the above mentioned
address at **** on the **th day of ****, **** (Japan Standard Time: JST) in sealed envelopes, as
specified in the Instructions to Tenderers.
The tender shall be opened at the same place immediately after the closing time on **th day of ****,
**** and all tenderers shall be requested to be present at this time.
Royal Irrigation Department
Ministry of Agriculture and Cooperatives
The Kingdom of Thailand
S.1-1
SECTION 2
INSTRUCTION TO TENDERERS
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 2
Instruction to Tenderers
INSTRUCTION TO TENDERERS
TABLE OF CONTENTS
Chapter 1: Introduction ............................................................................................................ S.2-1
1.
The Purpose of Tender.......................................................................................... S.2-1
2.
Qualification of Tenderers ..................................................................................... S.2-1
3.
Description of the Project ...................................................................................... S.2-1
4.
Scope of Work....................................................................................................... S.2-1
5.
Japan’s Grant Aid Scheme.................................................................................... S.2-2
6.
Misprocurement .................................................................................................... S.2-2
7.
Period of Execution of the Work............................................................................ S.2-2
8.
Acquaintance with Local Conditions...................................................................... S.2-2
9.
Eligible Source Countries...................................................................................... S.2-3
Chapter 2: Tender Documents................................................................................................. S.2-3
1.
Composition of Tender Documents ....................................................................... S.2-3
2.
Responsibility of Tenderers ................................................................................... S.2-4
3.
Clarification of Tender Documents ........................................................................ S.2-4
4.
Addenda of Tender Documents............................................................................. S.2-4
Chapter 3: Preparation and Submission of Tender .................................................................. S.2-5
1.
Preparation of Tender............................................................................................ S.2-5
2.
Tender Prices ........................................................................................................ S.2-6
3.
Term of Validity of Tender ...................................................................................... S.2-6
4.
Submission of Tender............................................................................................ S.2-6
5.
Interpretation of Tender ......................................................................................... S.2-7
Chapter 4: Opening of Tender ................................................................................................. S.2-7
1.
Introduction ........................................................................................................... S.2-7
2.
Tender Opening Procedures ................................................................................. S.2-7
Chapter 5: Evaluation of Tender and Award of Contract .......................................................... S.2-8
1.
Evaluation of Tender ............................................................................................. S.2-8
2.
Clarification or Alteration of Tender ....................................................................... S.2-9
3.
Process to be Confidential .................................................................................... S.2-9
4.
Contact with the Client .......................................................................................... S.2-9
5.
Notification of Award ............................................................................................. S.2-9
6.
Signing of Contract................................................................................................ S.2-9
7.
Performance Security.......................................................................................... S.2-10
8.
Notification of the Result of Tender 10
S.2-i
Volume I, Section 2
Instruction to Tenderers
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Chapter 6: Common Conditions ............................................................................................ S.2-10
1.
Safety Procedure ................................................................................................ S.2-10
2.
Quality Assurance ............................................................................................... S.2-11
3.
Protection of the Environment............................................................................. S.2-11
S.2-ii
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 2
Instruction to Tenderers
INSTRUCTION TO TENDERERS
Chapter 1: Introduction
1.
The Purpose of Tender
(1)
For the purpose of contributing to the execution of the Flood Prevention Project of
East Side of the Pasak River in Ayutthaya (hereinafter referred to as “the Project”)
by the Government of the Kingdom of Thailand, Japan International Cooperation
Agency (hereinafter referred to as “JICA”) will extend a grant to the Government of
the Kingdom of Thailand in accordance with the Grant Agreement (hereinafter
referred to as “G/A”), signed on the 15th of August, 2012.
(2)
On behalf of the Government of the Kingdom of Thailand, as the Client, the
executing agency, Royal Irrigation Department, Ministry of Agriculture and
Cooperatives, will invite the eligible tenderers provided in Clause 2 of this Chapter
to the tendering for the Project.
2.
Qualification of Tenderers
Eligible tenderers shall be Japanese nationals who satisfy the following requirements.
The term Japanese nationals whenever used in these tender documents means
Japanese physical persons or Japanese juridical persons who are controlled by Japanese
physical persons.
Any firms, who fall under any of the items of Article 26, paragraph 1 of
the Foreign Exchange and Foreign Trade Act (Gaikokukawase-oyobi-Gaikokuboeki-Ho,
Law No.228 of 1949, Japan), shall not be regarded as being controlled by Japanese
physical persons.
Eligible tenderers shall be the ones who have been pre-qualified prior to the tendering.
3.
Description of the Project
(1)
The executing agency, Royal Irrigation Department, Ministry of Agriculture and
Cooperatives, takes overall responsibility for implementing the Project, with the
consultation services by CTI Engineering International Co., Ltd., (hereinafter
referred to as the Consultant).
(2)
The Project will contribute to reduce flood damage at the left bank (East side) of the
Pasak River in Ayutthaya and the industrial estates located in the left bank of the
Chao Phraya River through construction of floodgates & bank protection, and
provision of drainage pump vehicles.
4.
Scope of Work
The scope of works covered by this tendering (hereinafter referred to as “the Work”) of
S.2-1
Volume I, Section 2
Instruction to Tenderers
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
the Project consists of the followings:
(1)
(2)
Construction of the facilities
- Kra Mang Floodgate
1 site
- Han Tra Floodgate
1 site
- Bank Protection of Han Tra Canal
484m
Procurement of the Equipment
- Drainage Pump Vehicle (30m3/min)
10 sets
Details of the Work shall be stipulated in due conformity with the Specifications of the
Tender Documents.
5.
Japan’s Grant Aid Scheme
Since the Project will be implemented with the use of Japan’s Grant Aid, the tenderers
should be well aware of and conform to the procedures practiced in the Japan’s Grant Aid
Scheme.
6.
Misprocurement
JICA requires that, under contracts funded by the Grant, tenderers and Contractors
observe the highest standard of ethics during the procurement and execution of such
contracts. In this regard, JICA will not verify the contract if it determines that the
Contractor has engaged in corrupt or fraudulent practices in competing for the contract in
question.
JICA will recognize a Contractor as ineligible, for a period determined by JICA,
to be awarded a contract funded by the Grant if, at any time, it determines that the
Contractor has engaged in corrupt or fraudulent practices in competing for, or in executing
any other contracts funded by the Grant or other Japanese ODA.
7.
Period of Execution of the Work
“The Work” shall be completed on or before the day of the ** day of ****, ****. The period
may be extended by mutual agreement between the Government of the Kingdom of
Thailand and the Contractor if unpredicted circumstances require any extension of the
period.
In order to extend the period, the Government of the Kingdom of Thailand and
the Contractor shall obtain prior consent of JICA. The extended period shall not exceed
the term of validity of the Grant as prescribed in the G/A (or documents exchanged for the
purpose of extending the term described in the G/A).
8.
Acquaintance with Local Conditions
(1)
The Project sites are located in both Ayutthaya city and Ayothaya town, Phra
Nakhon Si Ayutthaya District, Phra Nakhon Si Ayutthaya Provence, the Kingdom of
Thailand.
S.2-2
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
(2)
Volume I, Section 2
Instruction to Tenderers
On-site orientation will not be held at the site of the Project.
The tenderers are,
however, advised to visit and to examine the Project site and its surroundings and to
obtain for themselves, on their own responsibilities and expenses, all information
that may be necessary for preparing the tender, if any.
(3)
To the extent which is practicable (taking into account of cost and time), the
tenderers shall be deemed to have obtained all necessary information as to risks,
contingencies and other circumstances which may influence or affect the tender or
the Work.
To the same extent, the tenderers shall be deemed to have inspected
and examined the Project site, its surroundings, the above data and other available
information, and to have been satisfied before submitting the tender as to all
relevant matters, including (without limitation).
1)
the form and nature of the Project site, including sub-surface conditions,
2)
the hydrological and climatic conditions,
3)
the extent and nature of the Work and goods necessary for the execution and
completion of the Work and remedying of any defects,
4)
the laws, procedures and labor practices of the country, and
5)
the Contractor’s requirements for access, accommodation, facilities,
personnel, power, transport, water and other services,
(4)
No claim whatsoever shall be made as a result of ignorance of local conditions on
the part of the tenderers and such ignorance shall be a responsibility of the
tenderers.
9.
Eligible Source Countries
The Equipment to be supplied under this tendering (See the list of the Equipment in the
Specification attached), shall be the product of Japan or the Kingdom of Thailand.
Chapter 2: Tender Documents
1.
Composition of Tender Documents
The tender and contracting documents are composed of the followings:
1) Volume I
Tender and Contracting Requirements
Section 1
Invitation to Tender
Section 2
Instruction to Tenderers
Section 3
Form of Tender
Section 4
Form of Contract
Section 5
Conditions of Contract
S.2-3
Volume I, Section 2
Instruction to Tenderers
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Section 6
Tentative Implementation Schedule
Section 7
Specifications
Appendices
2) Volume II
Tender Drawings
The documents are to be taken as mutually explanatory of one another.
If an ambiguity
or discrepancy is found in the documents, the interpretation shall be done in accordance
with the above-mentioned sequence of the priority.
2.
Responsibility of Tenderers
(1)
Tenderers shall examine carefully the Tender Documents to understand fully the
content of the Work including the amounts, and the difficulties and restrictions
affecting the execution and completion of the Work.
(2)
Tenderers shall be liable to any failure or negligence to obtain reliable and
necessary information for successful execution or completion of the Work.
3.
Clarification of Tender Documents
(1)
Any inquiries of the Tender Documents or any doubts as to interpretation shall be
written in attached form in English and sent to the Consultant by mail or facsimile on
or before ****. on the ** day of ****, **** (Japan Standard Time; JST).
(2)
The Consultant shall respond in writing to the inquiry and/or doubt as to the
interpretation stated above.
The responses will be sent by facsimile to all
prospective tenderers who purchased the Tender Documents on or before the **
day of ****, **** (Japan Standard Time; JST).
(3)
All the prospective tenderers shall send a facsimile to the Consultant for the
confirmation of the receipt.
(4)
The responses shall constitute a part of the Tender Documents provided in Chapter
2 Clause 1.
4.
Addenda of Tender Documents
(1)
The Client may, for any reason, whether at his own initiative or in response to a
clarification requested by prospective tenderers, modify the Tender Documents.
(2)
The Consultant will notify the addenda indicating the modification by facsimile to all
prospective tenderers on or before the ** day of ****, **** in English, at least 7
calendar days before the day of tender opening.
(3)
The prospective tenderers shall send the confirmation of receiving the addenda
S.2-4
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 2
Instruction to Tenderers
stated above to the Consultant by facsimile.
(4)
The addenda shall constitute a part of the Tender Documents provided in Chapter 2
Clause 1.
Chapter 3: Preparation and Submission of Tender
1.
Preparation of Tender
(1)
The tender shall be prepared and submitted by filling out the forms and documents
provided on the Forms of Tender.
Each of the forms shall be completely filled in
indelible ink or typewritten or computer printouts.
No interlinings, erasures (or
crossing out), addition, or alteration may be allowed. If the documents submitted by
the tenderer do not meet the requirements mentioned above, the tenderer may be
disqualified.
(2)
The tenderer shall submit the followings:
1)
Power of Attorney (duly signed by the legal representative of the tenderers)
2)
Certificate of Signature of the issuer of the said Power of Attorney
(authenticated by the Chamber of Commerce and Industry in Japan)
[Envelop A]
3)
Implementation Schedule (Form C)
4)
Personnel Dispatch Schedule (Form D)
5)
Schedule of Major Construction Plants (Form E)
6)
Supply Guarantee Certificate by Manufacturer(s) as Subcontractor for
Hydraulic Gate Works (Form F)
7)
Supply Guarantee Certificate by Manufacturer(s) as Subcontractor for
Drainage Pump Vehicles (Form G)
8)
Certificate of After Sales Services by Manufacturer(s) as Subcontractor for
Hydraulic Gate Works (Form H)
9)
Certificate of After Sales Services by Manufacturer(s) as Subcontractor for
Drainage Pump Vehicles (Form I)
10) Certificate of After Sales Services by Local Agent for Hydraulic Gate Works
(Form J)
11) Certificate of After Sales Services by Local Agent for Drainage Pump
Vehicles (Form K)
12) Certificate of Country of origin for Hydraulic Gate Works (Form L)
13) Certificate of Country of origin for Drainage Pump Vehicles (Form M)
S.2-5
Volume I, Section 2
Instruction to Tenderers
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
14) Specification Sheets of Drainage Pump Vehicle (Form N)
15) Catalogues/Brochures of Hydraulic Gate Works and Drainage Pump Vehicles
[Envelop B]
16) Form of Tender (Form A)
17) Tender Price Schedule (Form B)
(3)
All entries in the tender including attachment shall be written in English.
All units in
the tender shall be in the metric system unless otherwise specified in the
Specifications or Drawings.
(4)
2.
Incomplete, vague or conditional tenders will not be considered.
Tender Prices
(1)
All prices shall be quoted in Japanese Yen without exception. The tender price shall
be stated on the basis of lump sum price.
(2)
3.
Tender prices shall be firm and final, and not subject to escalation.
Term of Validity of Tender
The tender shall remain valid and irrevocable for a period of 60 days on and after the day
of the tender opening.
4.
Submission of Tender
(1)
The tenderers shall prepare one (1) original and one (1) copy of their tender. The
tenderers shall submit the tender in the envelopes that are properly sealed and duly
marked as “Envelope A” or “B”, “ORIGINAL” or “COPY”, the name of tenderer, and
the name of Project. Therefore, the tenderers shall submit two sets (ORIGINAL and
COPY) of Envelope A and Envelope B respectively.
(2)
The tender shall be submitted to the address specified in the Invitation to Tender
hereof, not later than the closing time for submission of tender specified in the
same.
(3)
The tender shall be submitted in person. The tenders through other means such as
telex, telegraph, facsimile, e-mail or mail shall not be accepted.
(4)
Any tender received after the closing time shall be returned unopened.
(5)
Alternative tender shall not be allowed.
(6)
The tenderer is neither allowed to modify nor withdraw his tender after the closing
time.
S.2-6
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
5.
Volume I, Section 2
Instruction to Tenderers
Interpretation of Tender
(1)
Should there be any discrepancy between the “ORIGINAL” and the “COPY”, the
“ORIGINAL” shall prevail. In case there is a difference between the figures entered
in words and in numerals in the tender, the figures entered in words shall prevail.
(2)
Should there be any discrepancy between the Tender Price Schedule and the
Tender Price, the Tender Price shall prevail.
Chapter 4: Opening of Tender
1.
Introduction
(1)
All tender shall be opened on the date, time and place specified in the Invitation to
Tender hereof, immediately after the closing time, in the presence of the Client, the
Consultant and the tenderers.
(2)
At least one (1) authorized person with Power of Attorney of tenderer who submitted
the tender documents shall attend the tender opening.
2.
Tender Opening Procedures
(1)
All participants in the tender opening shall register their signatures in an attendant
list prepared by the Client before the tender opening.
(2)
The Client shall confirm the validity of each “Power of Attorney” of the tenderers. In
case the document is incomplete or inappropriate, the tenderer shall forfeit his right
to participate in the tender opening any further and the tender shall be returned
unopened.
(3)
Envelope-A will be opened and availability of the documents in Envelope-A required
in Chapter 3 Clause 1 (2) shall be examined.
In case the document is incomplete
or inappropriate, the tenderer shall forfeit his right to participate in the tender
opening any further and Envelope-B shall be returned unopened.
The
appropriateness of each document shall be examined carefully and thoroughly
afterwards in the stage of tender evaluation.
(4)
Envelope-B will be opened and the tender price offered by each tenderer shall be
read aloud and recorded.
The tenderer who submits the lowest tender price within
the ceiling price set forth by the Client shall be designated as the prioritized
negotiator for the contract. In the event that the prioritized negotiator is rejected as a
result of the evaluation of the tender, the Client will invite the next lowest tenderer to
enter into negotiation for the contract.
Client reaches agreement with a tenderer.
S.2-7
This procedure will be followed until the
Volume I, Section 2
Instruction to Tenderers
(5)
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
In the event that all tender prices offered exceed the ceiling price, the tenderers are
requested to submit the prices again immediately after the first tender opening.
this case, tenderers shall be requested to submit the Form of Tender only.
In
The
Form of Tender will be prepared by the Client and distributed to each of tenderers
before the second tender.
The representative of each of tenderer who attends the
tender opening shall, therefore, be duly authorized by his firm or company to submit
the tenders for these second offers, as provided in Chapter 4 Clause1(2).
(6)
In the second tendering, the tenderer who submits the lowest tender price within the
ceiling price set forth by the Client shall be designated as the prioritized negotiator
for the contract.
In the event that the prioritized negotiator is rejected as a result of
the evaluation of the tender, the Client will invite the next lowest tenderer to enter
into negotiation for the contract. This procedure will be followed until the Client
reaches agreement with a tenderer.
(7)
If the tender prices in the second tendering are exceeding the ceiling price, the
tenderer submitting the lowest price on the second tender will be asked to enter into
price negotiation in the stage of the tender evaluation for price reduction into the
ceiling price.
(8)
In case the negotiation with the lowest tenderer is not successful, the Client will
invite the next lowest tenderer to enter into price negotiation.
This procedure will
be followed until the Client reaches agreement with a tenderer.
When no tenderer
reaches agreement in this procedure, re-tendering may be considered.
(9)
In case there are two or more tenders at the same price within the ceiling price, a
prioritized tender shall be determined by drawing lots.
Chapter 5: Evaluation of Tender and Award of Contract
1.
Evaluation of Tender
(1)
The Client will ascertain, examine and evaluate the tenders that;
1)
computations are free of material errors,
2)
the submitted documents are substantially responsive to the Tender
Documents,
3)
the required certificates have been provided,
4)
the required securities have been provided,
5)
documents have been properly signed, and
6)
the tenders are otherwise generally in order.
S.2-8
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
(2)
Volume I, Section 2
Instruction to Tenderers
If a tender does not substantially conform to the Specifications, or contains
inadmissible reservation or otherwise not substantially responsive to the Tender
Documents, it shall be rejected.
(3)
If the tender of the prioritized tenderer is incomplete, the Client will negotiate for the
contract with the next lowest price tenderer and this procedures will be followed until
the Client reaches agreement with a tenderer.
2.
Clarification or Alteration of Tender
In the examination, evaluation and comparison of the tenders, the Client may, at his
discretion, ask any tenderer for a clarification of his tender. All responses to the requests
for clarification shall be in writing, and no change in the total price or the substance of the
tender shall be offered or permitted.
3.
Process to be Confidential
Information relating to the examination, clarification, and evaluation of tenders, and
recommendations for the award of the Contract shall not be disclosed to tenderers or any
other persons who are not officially concerned with such process until the notification of
award defined in Chapter 5 Clause 5.
4.
Contact with the Client
(1)
Except for the clarification of the tender as provided in this Chapter Clause 2, no
tenderer shall contact with the Client on any matter related to the tender, from the
time of the tender opening to the time of the Contract awarding.
(2)
Any effort by a tenderer to influence the Client’s processing of tendering or award
decisions may result in the disqualification of the tenderer.
5.
Notification of Award
(1)
The tenderer whose offer substantially conforms to the Specifications and other
conditions of the Tender Documents, and who offers the lowest price within the
ceiling price, shall be designated as the successful tenderer.
(2)
After completion of evaluation of the tender, the Client shall issue a notification of
award to the successful tenderer within the period of validity of tenders stated in
Chapter 3 Clause 3 hereof by facsimile or registered letter.
6.
Signing of Contract
(1)
At the same time that the Client notifies the successful tenderer that his tender has
been accepted, the Client will send the tenderer the Forms of Contract provided in
the Tender Documents, incorporating all arrangements between the parties.
S.2-9
Volume I, Section 2
Instruction to Tenderers
(2)
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
The following documents shall be considered as the integral part of the Contract:
1)
Contract Agreement
2)
Tender of the successful tenderer
3)
Particular Conditions of Contract
4)
General Conditions of Contract
5)
Specifications
6)
Drawings
7)
Schedule
8)
Instruction to Tenderer and such other documents intended to form the
Contract
The documents of the Contract are to be taken as mutually explanatory of one another. If
an ambiguity or discrepancy is found in the documents, the interpretation shall be done in
accordance with the above-mentioned sequence of the priority.
The successful tenderer shall submit the breakdown of lump sum price to the Consultant
within **** (**) days after the conclusion of the Contract. The breakdown of lump sum
price does not constitute a part of the Contract, but the Consultant is to use the
breakdown as a reference material for the following purposes such as,
7.
(1)
confirmation of the work amount for an interim payment, and
(2)
confirmation of the adjusted contract price in case of early termination.
Performance Security
The successful tenderer who receives the notification of award shall provide a
performance security amounting to ten (10) % of the total contract price within fourteen
(14) days after the date of award. The Consultant shall have the custody of the
performance security.
8.
Notification of the Result of Tender
Upon the receiving the performance security from the successful tenderer, the Client shall
promptly notify the other tenderers in writing that their tenders have been unsuccessful.
Chapter 6: Common Conditions
1.
Safety Procedure
The Contractor shall:
(1)
comply with all applicable safety regulations.
(2)
take care for the safety of all persons entitled to be on the Site,
S.2-10
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
(3)
Volume I, Section 2
Instruction to Tenderers
use reasonable efforts to keep the Site and the Work clear of unnecessary
obstruction so as to avoid danger to these persons,
(4)
provide fencing, lighting, guarding and watching of the Work until completion and
taking-over, and
(5)
provide any temporary works (including roadways, footways, guard and fences)
which may be necessary, because of the execution of the Work, for the use and
protection of the public and of owners and occupiers of adjacent land.
2.
Quality Assurance
(1)
The Contractor shall institute a quality assurance system to demonstrate
compliance with the requirements of the Contract. The system shall be in
accordance with the details stated in the Contract.
(2)
Compliance with the quality assurance system shall not relieve the Contractor of
any of his duties, obligations or responsibilities under the Contract.
3.
Protection of the Environment
The Contractor shall take all reasonable steps to protect the environment (both on and off
the Site) and to limit damage and nuisance to people and property resulting from pollution,
noise and other result of his operations.
S.2-11
SECTION 3
FORM OF TENDER
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 3
Form of Tender
FORM OF TENDER
TABLE OF CONTENTS
FORM OF TENDER (Form A) .................................................................................
S.3 - 1
TENDER PRICE SCHEDULE (Form B) ..................................................................
S.3 - 3
IMPLEMENTATION SCHEDULE (Form C) .............................................................
S.3 - 5
PERSONNEL DISPATCH SCHEDULE (Form D) ....................................................
S.3 - 6
SCHEDULE OF MAJOR CONSTRUCTION PLANTS (Form E) .............................
S.3 - 7
SUPPLY GUARANTEE CERTIFICATE BY MANUFACTURER(S) AS
SUBCONTRACTOR FOR HYDRAULIC GATE WORKS (Form F) ..........................
S.3 - 8
SUPPLY GUARANTEE CERTIFICATE BY MANUFACTURER(S) AS
SUBCONTRACTOR FOR DRAINAGE PUMP VEHICLES (Form G) ...................... S.3 - 10
CERTIFICATE OF AFTER SALES SERVICES BY MANUFACTURER(S) AS
SUBCONTRACTOR FOR HYDRAULIC GATE WORKS (Form H) ......................... S.3 - 11
CERTIFICATE OF AFTER SALES SERVICES BY MANUFACTURER(S) AS
SUBCONTRACTOR FOR DRAINAGE PUMP VEHICLES (Form I) ........................ S.3 - 13
CERTIFICATE OF AFTER SALES SERVICES BY LOCAL AGENT FOR
HYDRAULIC GATE WORKS (Form J) .................................................................... S.3 - 14
CERTIFICATE OF AFTER SALES SERVICES BY LOCAL AGENT FOR
DRAINAGE PUMP VEHICLES (Form K) ................................................................ S.3 - 15
CERTIFICATE OF COUNTRY OF ORIGIN FOR
HYDRAULIC GATE WORKS (Form L) .................................................................... S.3 - 16
CERTIFICATE OF COUNTRY OF ORIGIN FOR
DRAINAGE PUMP VEHICLES (Form M) ................................................................ S.3 - 17
SPECIFICATION SHEETS OF DRAINAGE PUMP VEHICLE (Form N) ................... S.3 - 18
POWER OF ATTORNEY (For reference only) ........................................................ S.3 - 22
CERTIFICATE OF SIGNATURE (For reference only) ............................................. S.3 - 23
S.3 - i
The Flood Prevention Project of
East Side of the Pasak River in Ayutthaya
Volume I, Section 3
Form of Tender
“Form A”
FORM OF TENDER
To: Director General
Royal Irrigation Department
Kingdom of Thailand
The Flood Prevention Project of East Side of the Pasak River in Ayutthaya
Dear Sir;
1.
Having carefully examined the Tender Documents consisting of Instruction to
Tenderers, Form of Tender, Form of Contract, Conditions of Contract, Tentative
Implementation Schedule, Specifications, Appendices, Tender Drawings and other
documents relevant to the execution of the above-mentioned Project, and agreeing to
the provisions therein, we, the undersigned, offer to execute and complete the whole of
the Work in the required period, and remedy defects, if any, strict inconformity with the
Specifications for the following fixed lump sum amount of
****** billion ****** million ****** thousand Japanese Yen (JPY***,***,***,000).
2.
We undertake, if our Tender is accepted, to commence the Work within fourteen (14)
calendar days from the date of the receipt of the Notice of the Commencement issued
by the Consultant and to complete the whole of the Work comprised in the Contract
within the date stipulated in the Instruction to Tenderers.
3.
We provide, if our Tender accepted, a Performance Security in accordance with the
requirements in the Tender Documents.
4.
We agree to be bound by this Tender for a period of sixty (60) calendar days from the
date of Tender Opening, and this Tender shall remain binding upon us and may be
accepted by you at any time before the expiration of the period.
5.
Unless and until a formal Contract is prepared and executed, this Tender, together with
your written acceptance thereof, shall constitute a binding contract between us.
6.
We understand that you are not bound to accept the lowest Tender or any Tender you
may receive.
7.
We acknowledge that all appendices hereto form part of this Tender.
Dated this **th day of ******, 20** at *********
S.3 - 1
Volume I, Section 3
Form of Tender
The Flood Prevention Project of
East Side of the Pasak River in Ayutthaya
Name:
(Printed in Capital Letters)
Signature:
In the capacity of
(Official Designation)
Duly authorized to sign this Tender for and on behalf of:
(Name of Contractor Submitting Tender Printed in Capital Letter)
Address:
S.3 - 2
The Flood Prevention Project of
East Side of the Pasak River in Ayutthaya
Volume I, Section 3
Form of Tender
“Form B”
TENDER PRICE SCHEDULE
Date: **th day of ******, 2013
To: Director General
Royal Irrigation Department
Kingdom of Thailand
The Flood Prevention Project of East Side of the Pasak River in Ayutthaya
Item
Total Amount (Japanese Yen) in Numerals
A. Civil and Hydraulic Gate Works
A.1 Direct Construction Cost
1)
Civil Work of Kra Mang Floodgate
2)
Civil Work of Han Tra Floodgate
3)
Civil Work of Bank Protection of Han Tra Canal
Notes: prices of the above include temporary works such as cofferdams, accesses and
shoring.
4)
Procurement and Installation of Hydraulic Gates of Kra Mang Floodgate
5)
Procurement and Installation of Hydraulic Gates of Han Tra Floodgate
Notes: prices of the above include packing, transportation, insurance, temporary works,
commissioning test, O&M training and drainage gate (for Kra Man).
A.2 Indirect Construction Cost
Notes: price of the above includes site office, stock yards, and land letting for temporary
works.
A.3 Overhead
TOTAL OF A
S.3 - 3
Volume I, Section 3
Form of Tender
The Flood Prevention Project of
East Side of the Pasak River in Ayutthaya
B. Procurement of Drainage Pump Vehicles
B.1 Price of Drainage Pump Vehicles
Notes: price of the above includes packing, transportation and insurance of the parts.
B.2 Commissioning test and O&M training
B.3 Overhead
TOTAL OF B
TOTAL TENDER PRICE OF (A+B)
Specimen Signature:
Name of Signer:
Title of Signer:
Name of Tenderer:
S.3 - 4
(Signature)
The Flood Prevention Project of
East Side of the Pasak River in Ayutthaya
Volume I, Section 3
Form of Tender
“Form C”
IMPLEMENTATION SCHEDULE
Date: **th day of ******, 2013
To: Director General
Royal Irrigation Department
Kingdom of Thailand
The Tenderer shall complete the spaces of the following table in a form of bar chart to
propose implementation schedule regarding the major works of the Project.
Calendar Y
Japanese FY
Work Item
Month
2012
2013
2012
11 12 1 2
3
4
5
6
7
2014
8
2013
9 10 11 12
1. Preparatory work
2. Kra Mang Floodgate
2.1 Temporary work
2.2 Civil work
2.3 Design and manufacture of hydraulic gates
2.4 Transportation of hydraulic gates
2.5 Installation of hydraulic gates
2.6 Commissioning test and O&M training
3. Han Tra Floodgate
3.1 Temporary work
3.2 Civil work
3.3 Design and manufacture of hydraulic gates
3.4 Transportation of hydraulic gates
3.5 Installation of hydraulic gates
3.6 Commissioning test and O&M training
4. Bank Protection of Han Tra Canal
4.1 Temporary work
4.2 Civil work
5. Demobilization
6. Procurement of Drainage Pump Vehicles
6.1 Design, manufacture and transportation
6.2 Commissioning test and O&M training
Specimen Signature:
Name of Signer:
Title of Signer:
Name of Tenderer:
S.3 - 5
(Signature)
1
2
3
4
2014
5 6
Volume I, Section 3
Form of Tender
The Flood Prevention Project of
East Side of the Pasak River in Ayutthaya
“Form D”
PERSONNEL DISPATCH SCHEDULE
Date: **th day of ******, 2013
To: Director General
Royal Irrigation Department
Kingdom of Thailand
The Tenderer shall provide the following details concerning the key staff members to be
employed for assuming the Work of the Project.
Assignment
1. Project Manager
2. Civil Engineer
3. Hydromechanical Engineer
4. Electrical Engineer
5. Others
Description








Proposed Period of Services at Site
Name
Nationality
Age
Education
Qualification
Relevant Experience in Major Projects
Employment History
Specimen Signature:
Name of Signer:
Title of Signer:
Name of Tenderer:
S.3 - 6
(Signature)
The Flood Prevention Project of
East Side of the Pasak River in Ayutthaya
Volume I, Section 3
Form of Tender
“Form E”
SCHEDULE OF MAJOR CONSTRUCTION PLANTS
Date: **th day of ******, 2013
To: Director General
Royal Irrigation Department
Kingdom of Thailand
The Tenderer shall list up and describe as below major construction plants to mobilize to
the work sites of the Project.
Names
Brands
Capacity
Quantity
Present Locations
Specimen Signature:
Name of Signer:
Title of Signer:
Name of Tenderer:
S.3 - 7
(Signature)
Mobilization Time
Volume I, Section 3
Form of Tender
The Flood Prevention Project of
East Side of the Pasak River in Ayutthaya
“Form F”
SUPPLY GUARANTEE CERTIFICATE BY
MANUFACTURER(S) AS SUBCONTRACTOR FOR
HYDRAULIC GATE WORKS
Date: **th day of ******, 2013
To: Director General
Royal Irrigation Department
Kingdom of Thailand
The Flood Prevention Project of East Side of the Pasak River in Ayutthaya
Dear Sir;
We, (Name of Manufacturer(s)) as Subcontractor, (a) manufacturer(s) dully organized and
existing under the law of Japan and having its principal place(s) of business at (Address of
Manufacturer(s)), hereby agree that we will supply and install to (Name of Tenderer) the
following proposed in this Tender for the captioned Project.
Full set of Hydraulic Gate Works composed of;
- Stainless steel fixed wheel gate leaves
- Stainless steel fixed wheel gate guides
- Motorized wire rope winched gate hoists
- Steel maintenance gate leaves
- Stainless steel maintenance gate guides
- Steel telpher rails
- Manual chain hoists and lifting beams
- Electric wirings and boards
- Lighting facilities
- Lightning arresters
- Engine generators
- Water level meters and data loggers
- Stainless steel fixed wheel gate leaf
- Stainless steel fixed wheel gate guide
- Manual racked gate hoist
- Spare parts
S.3 - 8
3 sets each for Kra Mang and Han Tra
- ditto - ditto 3 leaves × 2 for Kra Mang
5 leaves × 2 for Han Tra
6 sets each for Kra Mang and Han Tra
2 sets each for Kra Mang and Han Tra
- ditto 1 set each for Kra Mang and Han Tra
- ditto - ditto - ditto 2 sets each for Kra Mang and Han Tra
1 set for drainage channel at Kra Mang
- ditto - ditto As specified in the Specifications
The Flood Prevention Project of
East Side of the Pasak River in Ayutthaya
Volume I, Section 3
Form of Tender
Authorized Signature of
Manufacturer:
(Signature)
Name of Signer:
Title of Signer:
Name of Manufacturer:
Authorized Signature of
Manufacturer:
Name of Signer:
Title of Signer:
Name of Manufacturer:
S.3 - 9
(Signature)
Volume I, Section 3
Form of Tender
The Flood Prevention Project of
East Side of the Pasak River in Ayutthaya
“Form G”
SUPPLY GUARANTEE CERTIFICATE BY
MANUFACTURER(S) AS SUBCONTRACTOR FOR
DRAINAGE PUMP VEHICLES
Date: **th day of ******, 2013
To: Director General
Royal Irrigation Department
Kingdom of Thailand
The Flood Prevention Project of East Side of the Pasak River in Ayutthaya
Dear Sir;
We, (Name of Manufacturer(s)) as Subcontractor, (a) manufacturer(s) dully organized and
existing under the law of Japan and having its principal place(s) of business at (Address of
Manufacturer(s)), hereby agree that we will supply to (Name of Tenderer) the following
Equipment proposed in this Tender for the captioned Project.
- Drainage Pump Vehicles (30m3/min)
- Spare parts
10 sets
As specified in the Specification
Authorized Signature of
Manufacturer:
(Signature)
Name of Signer:
Title of Signer:
Name of Manufacturer:
Authorized Signature of
Manufacturer:
Name of Signer:
Title of Signer:
Name of Manufacturer:
S.3 - 10
(Signature)
The Flood Prevention Project of
East Side of the Pasak River in Ayutthaya
Volume I, Section 3
Form of Tender
“Form H”
CERTIFICATE OF AFTER SALES SERVICES BY
MANUFACTURER(S) AS SUBCONTRACTOR FOR
HYDRAULIC GATE WORKS
Date: **th day of ******, 2013
To: Director General
Royal Irrigation Department
Kingdom of Thailand
The Flood Prevention Project of East Side of the Pasak River in Ayutthaya
Dear Sir;
This is to certify that we, (Name of Manufacturer(s)) as Subcontractor, (a) manufacturer(s)
dully organized and existing under the law of Japan and having its principal place(s) of
business at (Address of Manufacturer(s)), hereby accept to cooperate with (Name of
Tenderer) in providing after sales services and maintenance of the following for at least two
(2) years after the Guarantee Period regarding the captioned Project.
Full set of Hydraulic Gate Works composed of;
- Stainless steel fixed wheel gate leaves
- Stainless steel fixed wheel gate guides
- Motorized wire rope winched gate hoists
- Steel maintenance gate leaves
- Stainless steel maintenance gate guides
- Steel telpher rails
- Manual chain hoists and lifting beams
- Electric wirings and boards
- Lighting facilities
- Lightning arresters
- Engine generators
- Water level meters and data loggers
- Stainless steel fixed wheel gate leaf
- Stainless steel fixed wheel gate guide
- Manual racked gate hoist
S.3 - 11
Volume I, Section 3
Form of Tender
The Flood Prevention Project of
East Side of the Pasak River in Ayutthaya
Authorized Signature of
Manufacturer:
(Signature)
Name of Signer:
Title of Signer:
Name of Manufacturer:
Authorized Signature of
Manufacturer:
Name of Signer:
Title of Signer:
Name of Manufacturer:
S.3 - 12
(Signature)
The Flood Prevention Project of
East Side of the Pasak River in Ayutthaya
Volume I, Section 3
Form of Tender
“Form I”
CERTIFICATE OF AFTER SALES SERVICES BY
MANUFACTURER(S) AS SUBCONTRACTOR FOR
DRAINAGE PUMP VEHICLES
Date: **th day of ******, 2013
To: Director General
Royal Irrigation Department
Kingdom of Thailand
The Flood Prevention Project of East Side of the Pasak River in Ayutthaya
Dear Sir;
This is to certify that we, (Name of Manufacturer(s)) as Subcontractor, (a) manufacturer(s)
dully organized and existing under the law of Japan and having its principal place(s) of
business at (Address of Manufacturer(s)), hereby accept to cooperate with (Name of
Tenderer) in providing after sales services and maintenance of the following Equipment for
at least two (2) years after the Guarantee Period regarding the captioned Project.
Drainage Pump Vehicles (30m3/min)
Authorized Signature of
Manufacturer:
(Signature)
Name of Signer:
Title of Signer:
Name of Manufacturer:
Authorized Signature of
Manufacturer:
Name of Signer:
Title of Signer:
Name of Manufacturer:
S.3 - 13
(Signature)
Volume I, Section 3
Form of Tender
The Flood Prevention Project of
East Side of the Pasak River in Ayutthaya
“Form J”
< Letterhead of Local Agent >
CERTIFICATE OF AFTER SALES SERVICES BY
LOCAL AGENT FOR HYDRAULIC GATE WORKS
Date: **th day of ******, 2013
To: Director General
Royal Irrigation Department
Kingdom of Thailand
The Flood Prevention Project of East Side of the Pasak River in Ayutthaya
Dear Sir;
This is to certify that we, (Name of Local Agent), dully organized and existing under the law
of the Kingdom of Thailand with its principal place of business at (Address of Local Agent),
hereby accept to cooperate with (Name of Tenderer) in undertaking after sales services and
maintenance of the following for at least two (2) years after the Guarantee Period regarding
the captioned Project.
Full set of Hydraulic Gate Works composed of;
- Stainless steel fixed wheel gate leaves
- Stainless steel fixed wheel gate guides
- Motorized wire rope winched gate hoists
- Steel maintenance gate leaves
- Stainless maintenance gate guides
- Steel telpher rails
- Manual chain hoists and lifting beams
- Electric wirings and boards
- Lighting facilities
- Lightning arresters
- Engine generators
- Water level meters and data loggers
- Stainless steel fixed wheel gate leaf
- Stainless steel fixed wheel gate guide
- Manual racked gate hoist
Authorized Signature of
Local Agent:
Name of Signer:
Title of Signer:
Name of Local Agent:
S.3 - 14
(Signature)
The Flood Prevention Project of
East Side of the Pasak River in Ayutthaya
Volume I, Section 3
Form of Tender
“Form K”
< Letterhead of Local Agent >
CERTIFICATE OF AFTER SALES SERVICES BY
LOCAL AGENT FOR DRAINAGE PUMP VEHICLES
Date: **th day of ******, 2013
To: Director General
Royal Irrigation Department
Kingdom of Thailand
The Flood Prevention Project of East Side of the Pasak River in Ayutthaya
Dear Sir;
This is to certify that we, (Name of Local Agent), dully organized and existing under the law
of the Kingdom of Thailand with its principal place of business at (Address of Local Agent),
hereby accept to cooperate with (Name of Tenderer) in undertaking after sales services and
maintenance of the following Equipment for at least two (2) years after the Guarantee
Period regarding the captioned Project.
Drainage Pump Vehicles (30m3/min)
Authorized Signature of
Local Agent:
Name of Signer:
Title of Signer:
Name of Local Agent:
S.3 - 15
(Signature)
Volume I, Section 3
Form of Tender
The Flood Prevention Project of
East Side of the Pasak River in Ayutthaya
“Form L”
CERTIFICATE OF COUNTRY OF ORIGIN FOR
HYDRAULIC GATE WORKS
Date: **th day of ******, 2013
To: Director General
Royal Irrigation Department
Kingdom of Thailand
The Flood Prevention Project of East Side of the Pasak River in Ayutthaya
Dear Sir;
We, (Name of Manufacturer(s)) as Subcontractor, hereby submit to you the following list on
the country of origin for the components to be supplied under the captioned Project.
Please tick
for your choice.
Components
Country of Origin
Stainless steel fixed wheel gate leaves
Japan
Thailand
Stainless steel fixed wheel gate guides
Japan
Thailand
Motorized wire rope winched gate hoists
Japan
Thailand
Steel maintenance gate leaves
Japan
Thailand
Stainless steel maintenance gate guides
Japan
Thailand
Steel telpher rails
Japan
Thailand
Manual chain hoists and lifting beams
Japan
Thailand
Electric wirings and boards
Japan
Thailand
Lighting facilities
Japan
Thailand
Lightning arresters
Japan
Thailand
Engine generators
Japan
Thailand
Water level meters and data loggers
Japan
Thailand
Stainless steel fixed wheel gate leaf
Japan
Thailand
Stainless steel fixed wheel gate guide
Japan
Thailand
Manual racked gate hoist
Japan
Thailand
□
□
□
□
□
□
□
□
□
□
□
□
□
□
□
□
Authorized Signature of
Manufacturer:
□
□
□
□
□
□
□
□
□
□
□
□
□
□
□
(Signature)
Name of Signer:
Title of Signer:
Name of Manufacturer:
Authorized Signature of
Manufacturer:
Name of Signer:
Title of Signer:
Name of Manufacturer:
S.3 - 16
(Signature)
The Flood Prevention Project of
East Side of the Pasak River in Ayutthaya
Volume I, Section 3
Form of Tender
“Form M”
CERTIFICATE OF COUNTRY OF ORIGIN FOR
DRAINAGE PUMP VEHICLE
Date: **th day of ******, 2013
To: Director General
Royal Irrigation Department
Kingdom of Thailand
The Flood Prevention Project of East Side of the Pasak River in Ayutthaya
Dear Sir;
We, (Name of Manufacturer(s)) as Subcontractor, hereby submit to you the following list on
the country of origin for the Equipment to be supplied under the captioned Project.
Please tick
Components
□ for your choice.
Country of Origin
□
□
□
□
□
Chassis with cab
Drainage pump
Control panel
Lighting apparatus
Power generator
Thailand
Japan
Japan
Japan
Japan
Authorized Signature of
Manufacturer:
□
□
□
□
Thailand
Thailand
Thailand
Thailand
(Signature)
Name of Signer:
Title of Signer:
Name of Manufacturer:
Authorized Signature of
Manufacturer:
Name of Signer:
Title of Signer:
Name of Manufacturer:
S.3 - 17
(Signature)
Volume I, Section 3
Form of Tender
The Flood Prevention Project of
East Side of the Pasak River in Ayutthaya
“Form N”
SPECIFICATION SHEETS OF DRAINAGE PUMP VEHICLE
Date: **th day of ******, 2013
To: Director General
Royal Irrigation Department
Kingdom of Thailand
The Flood Prevention Project of East Side of the Pasak River in Ayutthaya
Dear Sir;
We, (Name of Manufacturer(s)) as Subcontractor, hereby state and submit to you the
technical specifications of the following Equipment to be supplied under the captioned
Project.
Drainage Pump Vehicles (30m3/min)
Authorized Signature of
Manufacturer:
(Signature)
Name of Signer:
Title of Signer:
Name of Manufacturer:
Authorized Signature of
Manufacturer:
Name of Signer:
Title of Signer:
Name of Manufacturer:
S.3 - 18
(Signature)
Specification Sheets of Drainage Pump Vehicle
CODE NO.
EQUIPMENT: Drainage Pump Vehicle
E (1/3)
Qty:
10 unit
CLIENT'S SPECIFICATIONS
1. SPECIAL CONDITION
- Country of Origin
The origin of the Equipment in the completed shape shall be limited to the Kingdom of
Thailand.
The origin of the components, except for the chassis, of the Equipment shall be limited to
Japan and/or the Kingdom of Thailand while the origin of the chassis of the Equipment
shall be limited to the Kingdom of Thailand.
2. MAIN COMPONENTS
(1) Drainage Pumps
(2) Chassis with Cab
(3) Power Generator
(4) Control Panel
(5) Lighting Apparatus
(6) Other Accessories
S.3 - 19
3. SPECIFICATIONS
The following shall be applied to each set of the Drainage Pump Vehicle.
(1) Working Condition
(a) Drainage operating time
: Drainage operating time 48 hours or more in continuous operating time
o
(b) Temperature
: Temperature 5 to 40 C
(c) Atmospheric pressure
: Atmospheric pressure 980 hPa or more
(d) Relative humidity
: Relative humidity 85 % or less
(2)
(a)
(b)
(c)
(d)
(e)
(f)
(g)
(h)
(i)
(j)
(k)
(l)
Drainage Pumps (“unit” means the number of pump.)
Total drainage discharge
: 30 m3/min (at 10 m of total head)
Model
: Submergible motor driving pump
Number
: 6 units or less (Same specifications for all units)
Bore
: 200 mm
Unit weight of pump
: 40 kgf/unit or less
Type of motor
: Dry type submergible synchronous motor
Power source
: 3 phase × 440 V × 60 Hz
Cable
: Cabtire cable 40 m/unit or more (with waterproof connector)
: Cable band 1 set/unit
Drainage hose
: Diameter 200 mm × Length 25 m × 3 (discharge side) /unit
: Pressure-tight 0.2 MPa or more
Configuration
: Drainage pump shall be controllable of rotation speed in each unit.
: Each drainage pump shall be equipped with metal fixers for attaching float.
Pump float
: 1 no./unit
: Attaching rope or rod 1 set/unit
Major materials
Special lightweight material(s)
: Casing
: Casing liner Stainless steel or stainless cast steel
Stainless steel or stainless cast steel
: Impeller
: Main shaft
Stainless steel or titanium alloy
TENDERER'S SPECIFICATIONS
Manufacturer
:
Model
:
Consultant
Evaluation
Specification Sheets of Drainage Pump Vehicle
CODE NO.
EQUIPMENT: Drainage Pump Vehicle
(m) Accessories
(3) Chassis with Cab
(a) Country of origin
(b) Gross Vehicle Weight
(c)
(d)
(e)
(f)
(g)
(h)
(i)
Drive
Steering position
Crew
Transmission
Engine
Engine emission
Rear body (Bed)
S.3 - 20
(j) Loudspeaker
(k) Accessories
(4)
(a)
(b)
(c)
Power Generator
Type
Number
Capacity
(d) Engine
(e) Fuel tank
E (2/3)
CLIENT'S SPECIFICATIONS
: Tool for pumps
: Mooring rope for pump
: Mooring anchor for pump
: Float push-out bar
Qty:
TENDERER'S SPECIFICATIONS
1 set
1 set/unit
1 set/unit
1 no.
: Kingdom of Thailand
: Around 10,000 kgf or less
: Necessary minimum size of Gross Vehicle Weight capable to accommodate
:
:
:
:
:
:
:
10 unit
the required equipment and apparatus with 500kgf of allowance shall be
selected
Rear-wheel drive
Right-hand drive with power steering
2 or more
Manual or automatic
Water-cooled diesel
Euro 3 or later
Apparatus and equipment shall be functionally arranged
on the rear body for easier operation and maintenance.
: Side guards shall be equipped in the lower part of the rear body.
: Floor material of the rear body shall be antirust.
: Metal fixers shall be equipped on the rear body for
fastening devices and equipment.
: Output
Around 30 W
: Seat belt
1 set for all crew
: AM/FM radio
1 set
: Air conditioner
1 set
: Spare tire with wheel
1 no.
: Spare tire fitting
1 no.
: Floor mat
1 set
: Maintenance tool
1 set
: User manual of chassis 1 no. in Thai or English
: Low noise with control panel
: 1 unit
: 1 phase 220 V / 3 phase 440 V × 60 Hz
125kVA or more
: Power necessary to run all drainage pumps, all lighting
apparatus and control panel etc. shall be supplied.
: Water-cooled diesel
: 200 liter or more
Consultant
Evaluation
Specification Sheets of Drainage Pump Vehicle
CODE NO.
E (3/3)
EQUIPMENT: Drainage Pump Vehicle
Qty:
CLIENT'S SPECIFICATIONS
(5)
(a)
(b)
(c)
(d)
(e)
Lighting Apparatus
Condition
Type
Lamps
Cable
:
:
:
:
Shrinkable and rotational device :
(6) Control Panel
(a) Condition
TENDERER'S SPECIFICATIONS
Lighting apparatus shall be provided to light up surrounding area of the vehicle.
Floodlights
High intensive discharge (HID) lamps
Cabtire cable 20 m/lamp or more (with waterproof connector)
Manually shrinkable to up & down and rotational to right & left
: There shall be stored inverter devices for start and rotation speed
control of drainage pumps, and operating control of each drainage
pumps and on-off of lighting apparatus shall be possible.
: Power supply connectors to drainage pumps shall be waterproof and
easy to connect power cables of drainage pumps.
S.3 - 21
(b) Type
: Outdoor weatherproof
(c) Panel equipment (“unit” means the number of pump.)
: Pump start switch
: Pump stop switch
: Pump rotation control switch
: Emergency stop button
: Display recovery button
: Voltmeter
: Ammeter
: Frequency meter
: Tachometer
: Hour meter
: Others needed
(d) Display language
: Thai or English
(7)
(8)
Paint Color
Accessories
:
:
:
:
:
:
10 unit
1 no./unit
1 no./unit
1 no./unit
1 no.
1 no.
1 no.
1 no./unit
1 no.
1 no./unit
1 no./unit
To be specified by the Client
Grounding electrode
Test and inspection record in Thai or English
User manual in Thai or English
Parts list in Thai or English
1 set
1 no.
2 nos.
1 no.
Shop drawings (Overall installation diagram, Component
installation diagram, Wiring diagram etc.) in Thai or English
2 nos.
4. SPARE PARTS
The following shall be applied to each set of the Drainage Pump Vehicle.
(1) Working Condition
(a) Drainage pump
: 1 unit
(b) Drainage hose
: Diameter 200 mm × Length 25 m × 3
Consultant
Evaluation
The Flood Prevention Project of
East Side of the Pasak River in Ayutthaya
Volume I, Section 3
Form of Tender
(For reference only)
POWER OF ATTORNEY
Date: **th day of ******, 2013
To: Director General
Royal Irrigation Department
Kingdom of Thailand
Dear Sir;
I, the undersigned, hereby constitute and appoint (Name and Title), whose specimen
signature appears at the lower left corner of this document, to sign the tender and all other
related documents thereof which are subject of the Invitation to Tender for the Flood
Prevention Project of East Side of the Pasak River in Ayutthaya, on behalf of the
undersigned.
This Power of Attorney shall remain in force until the completion of afore-mentioned
purpose.
(Signature)
(Name of Signer)
(Title of Signer)
(Name of Tenderer)
(Address of Tenderer)
Designated Person
(Signature)
(Name of Signer)
(Title of Signer)
S.3 - 22
Volume I, Section 3
Form of Tender
The Flood Prevention Project of
East Side of the Pasak River in Ayutthaya
(For reference only)
CERTIFICATE OF SIGNATURE
Date: **th day of ******, 2013
We hereby certify that the signature of the under-mentioned person, affixed to
the accompanying documents, is genuine and authentic.
Name of Person
:
Title
:
Name of the Company
:
THE TOKYO CHAMEN\BER OF COMERECE & INDUSTRY
S.3 - 23
SECTION 4
FORM OF CONTRACT
DRAFT
CONTRACT
BETWEEN
ROYAL IRRIGATION DEPARTMENT
MINISTRY OF AGRICULTURE AND COOPERATIVES
THE KINGDOM OF THAILAND
AND
(NAME OF THE CONTRACTOR)
JAPAN
FOR
THE FLOOD PREVENTION PROJECT OF
EAST SIDE OF THE PASAK RIVER IN AYUTTHAYA
CONTENTS
Article
1.
Definitions
1
Article
2.
Basis of Contract
3
Article
3.
Scope of Work
4
Article
4.
Period of Execution of Work
4
Article
5.
Shipment and Packing
5
Article
6.
Country/Area of Origin
5
Article
7.
Remuneration
6
Article
8.
Payment
6
Article
9.
Client’s Responsibilities
9
Article 10.
Contractor’s Obligations
10
Article 11.
Inspection and Delivery
12
Article 12.
Warranty against Defects
12
Article 13.
Performance Security
13
Article 14.
Advance Payment Security
14
Article 15.
Assignment and Subletting
15
Article 16.
Force Majeure
15
Article 17.
Applicable Laws
17
Article 18.
Disputes and Arbitration
17
Article 19.
Language and Measurement System
18
Article 20.
Project Modifications
18
Article 21.
Amendments and Modifications
19
Article 22.
Verification of Contract
19
Article 23.
Early Termination
20
Article 24.
Patents, Trademarks and Copyrights
21
Article 25.
Interpretation
21
Article 26.
Entire Agreement
21
Article 27.
Notice
22
CONTRACT
THIS CONTRACT, made and entered into this **th day of ******, 2012 by
and between Royal Irrigation Department, Ministry of Agriculture and
Cooperatives, the Kingdom of Thailand (hereinafter referred to as “the Client”)
and (name of the contractor), duly organized and existing under the laws of
Japan,
having
its
principal
office
of
business
at
(address
of
the
contractor)(hereinafter referred to as “the Contractor“),
WITNESSETH:
WHEREAS, the Japan International Cooperation Agency (hereinafter
referred to as “JICA”) extends a grant to the Government of the Kingdom of
Thailand on the basis of the Grant Agreement signed on the 15th day of August,
2012 between the Government of the Kingdom of Thailand and JICA
concerning the Flood Prevention Project of East Side of the Pasak River in
Ayutthaya (hereinafter referred to as “the Project “); and
WHEREAS, the Client, as a competent authority for the Project, is desirous
of having the works for the Project carried out by the Contractor; and
WHEREAS, the Contractor is willing to execute the works on the terms and
conditions as set forth in this Contract;
NOW, THEREFORE, in consideration of the mutual covenants hereinafter
contained, the parties agree as follows:
Article 1.
Definitions
In interpreting or construing this Contract, the following expressions shall
have the meanings hereby assigned to them except where the context otherwise
requires:
“The Exchange of Notes” means the notes exchanged between the
Government of the Kingdom of Thailand and the Government of Japan on the
5th day of July, 2012 (hereinafter referred to as “the E/N”) in connection with
the Grant Aid from the Government of Japan concerning the Flood Prevention
Project of East Side of the Pasak River in Ayutthaya.
“The Grant Aid” means a scheme of Japanese official development
assistance.
“The Grant” means the amount for the implementation of the Flood
Prevention Project of East Side of the Pasak River in Ayutthaya, which is
stipulated in the Grant Agreement.
“The Grant Agreement” means the agreement signed on the 15th day of
August, 2012 between the Government of the Kingdom of Thailand and JICA
(hereinafter referred to as “the G/A”) in connection with the execution of the
Grant for the implementation of the Flood Prevention Project of East Side of the
Pasak River in Ayutthaya.
“The Project” means the Flood Prevention Project of East Side of the Pasak
River in Ayutthaya in conformity with the G/A and to be implemented by the
Government of the Kingdom of Thailand.
The Project sites are located in
both Ayutthaya city and Ayothaya town, Phra Nakhon Si Ayutthaya District,
Phra Nakhon Si Ayutthaya Provence, the Kingdom of Thailand (hereinafter
referred to as “the Project Site”).
‐ 1 ‐ “The Client” means Royal Irrigation Department, Ministry of Agriculture
and Cooperatives, the Kingdom of Thailand.
The Client shall include any
person or persons authorized by the Client.
“The Consultant” means CTI Engineering International Co., Ltd., having
its principal office at Tachibana Annex Building, 2-25-14 Kameido, Koto-ku,
Tokyo 136-0071, Japan, which shall be appointed by the Client for the execution
of this Contract, shall provide professional services for design, assistance of
tendering and supervision of the progress of the Project under the Agreement
with the Client.
The Consultant shall include any person or persons
authorized by the Consultant.
“The Contractor” means (name of the contractor).
The Contractor shall
include any person or persons authorized by the Contractor.
“JICA” means an agency which was established based on the Japanese Act
on Incorporated Administrative Agency - Japan International Cooperation
Agency promulgated in 2002.
JICA makes the Grant available for the Project
based on the E/N and the G/A.
“The Work” means the construction and procurement for the Project to be
rendered by the Contractor as described in Article 3 of this Contract.
“The Construction Work” means the construction works for the Project to
be rendered by the Contractor as described in Article 3 of this Contract.
“The Procurement Work” means the procurement works of the equipment
for the Project as described in Article 3 of this Contract.
“The Equipment” means all the equipment and materials to be procured
for the Project, which shall be manufactured, equipped and completed in
accordance with the provisions of the Contract Documents, except for
‐ 2 ‐ construction materials.
“The Contract” means this contract concluded between the Client and the
Contractor.
“The Contract Documents” means the documents consisting of the
following and are incorporated in and made part of this Contract, as though
fully written out and set forth herein.
‐ Contractor’s Proposed Tender ‐ General Conditions of Contract ‐ Specifications ‐ Drawings ‐ Schedule ‐ Instruction to Tenderer ‐ Addenda “The Party” means the Client or the Contractor, as the case may be, and
“the Parties” means both of them.
“The Third Party” means any natural person or legal entity or
unincorporated entity other than the Client or the Contractor.
“The Contract Price” means the price defined in Article 7 hereof and
includes adjustments in accordance with the Article 8 hereof.
Words importing the singular only also include the plural and vice versa
where the context requires. Words indicating one gender include all genders.
Article 2. Basis of Contract
Any and all stipulations of this Contract shall be consistent with the content
‐ 3 ‐ of the G/A. Should any of the stipulations of this Contract be in conflict with
the G/A, such stipulations shall be rectified to be consistent with the G/A.
Article 3. Scope of Work
3.1
The Contractor’s works to be rendered under this Contract shall consist
of the following items specified in the Contract Documents.
3.1.1
3.1.2
Construction Work
- Kra Mang Floodgate
1 site
- Han Tra Floodgate
1 site
- Bank Protection of Han Tra Canal
484m
Procurement Work
- Drainage Pump Vehicle (30m3/min)
3.2
10 sets
The scope of the Work prescribed in Sub-Paragraph 3.1 above shall
include site survey, design and supply for temporary works, permanent
installation of the equipment and materials, performance test,
transportation, insurance and all other things required in and for the
Project implementation in due conformity with the Contract Documents.
3.3
The scope of the Work prescribed in Sub-Paragraph 3.1 may be amended
and modified pursuant to mutual agreement in writing under this
Contract.
Article 4. Period of Execution of Work
4.1
The Contractor shall commence the Work within fourteen (14) days from
the date of receipt of the notice of the commencement of the Work issued
by the Consultant.
‐ 4 ‐ 4.2
The Contractor shall complete the Work on or before the 31st day of May,
2014 unless the available period of execution under this Contract
between the Client and the Contractor is extended by mutual agreements
within the available period of the Grant stipulated in the G/A. The
available period of the Grant may also be extended by mutual
agreements between the authorities concerned of the Government of the
Kingdom of Thailand and JICA within the available period of the E/N.
Article 5.
5.1
Shipment and Packing
The Equipment procured in the Kingdom of Thailand shall be delivered to
Ayutthaya Irrigation Project Office of Royal Irrigation Department, Phra
Nakhon Si Ayutthaya District, Phra Nakhon Si Ayutthaya Provence, the
Kingdom of Thailand by the Contractor on or before the 31st day of
January, 2014.
5.2
The Contractor shall be responsible for the carriage of the Equipment to
Ayutthaya Irrigation Project Office of Royal Irrigation Department, Phra
Nakhon Si Ayutthaya District, Phra Nakhon Si Ayutthaya Provence, the
Kingdom of Thailand and for the coverage of the shipping charges, freight,
and insurance premiums.
5.3
Partial shipments are allowed.
Transshipment is also allowed.
5.4
The Contractor shall securely pack the Equipment so as to avoid damage
in transit.
Article 6. Country/Area of Origin
‐ 5 ‐ The origin of the Equipment in the completed shape shall be limited to the
Kingdom of Thailand.
The origin of the components, except for the chassis, of the Equipment shall
be limited to Japan and/or the Kingdom of Thailand while the origin of the
chassis of the Equipment shall be limited to the Kingdom of Thailand.
Article 7. Remuneration
The Client shall remunerate the Contractor from the Grant with a total
amount of ******** million ******** thousand ******** Japanese Yen (JPY***,***,***)
as the Contract Price for the Work, in accordance with the payment schedule
stated in Article 8, 8.2 of this Contract.
The breakdown of the Contract Price is shown as follows:
(1) The Construction Price
********* million ********* thousand ********* Japanese Yen
(JPY***,***,***)
(2) The Equipment Price
********* million ********* thousand ********* Japanese Yen
(JPY***,***,***)
Article 8. Payment
8.1
Terms of Payment
In accordance with the G/A, the Client shall make a Banking Arrangement
(B/A) with a bank in Japan (hereinafter referred to as “the Bank”) to
authorize the Bank to pay the Contract Price to the Contractor under this
Contract.
The payment to the Contractor under this Contract shall be
‐ 6 ‐ made in Japanese Yen through the Bank under an irrevocable
Authorization to Pay (A/P), which shall be issued by the Client to the
Bank.
8.2
Payment schedule
8.2.1 Payment for the Construction Work
(1)
Advance Payment
********** million ********** thousand Japanese Yen (JPY***,***,000), which
corresponds to forty percent (40%) of the Construction Price, shall be paid
upon verification of this Contract by JICA.
The request for the advance payment shall be submitted together with a
photocopy of the certificate of verification of this Contract by JICA and
with an original of the certificate of the receipt of the advance payment
security of this Contract issued by the Consultant.
(2)
First Interim Payment
******* million ******* thousand Japanese Yen (JPY***,***,000), which
corresponds to thirty percent (30%) of the Construction Price, shall be paid
upon completion of fifty percent (50%) or more of the Construction Work.
The request for the first interim payment shall be submitted together with
the certificate of completion of the above-mentioned works issued by the
Consultant and approved by the Client.
(3)
Second Interim Payment
******* million ******* thousand Japanese Yen (JPY***,***,000), which
corresponds to twenty percent (20%) of the Construction Price, shall be
paid upon completion of eighty five percent (85%) or more of the
Construction Work.
The request for the second interim payment shall be submitted together
with the certificate of completion of the above-mentioned works issued by
the Consultant and approved by the Client.
‐ 7 ‐ (4)
Final Payment
******** million ******** thousand ******* Japanese Yen (JPY***,***,***), which
corresponds to ten percent (10%) of the Construction Price, shall be paid
upon completion of the Construction Work under this Contract.
The request for the final payment shall be submitted together with the
certificate of completion of the Construction Work issued by the
Consultant and approved by the Client.
In case any amendments and/or modifications of the Construction
Price are necessary in accordance with Article 20, the payment shall be
adjusted accordingly.
8.2.2 Payment for the Procurement Work
Payment for the Equipment procured in the Kingdom of Thailand
******** million ******* thousand ******* Japanese Yen (JPY***,***,***), which
corresponds to one hundred percent (100%) of the Equipment Price for the
Equipment procured in the Kingdom of Thailand, shall be paid upon
delivery to the Client and the inspection by the Consultant of the said
Equipment under this Contract.
The request for this payment shall be submitted together with the
following delivery documents of the said Equipment.
- Signed Commercial Invoice……………………………………in triplicate
- Receipt of the Equipment issued by the Client……………… one original
When the said Equipment is delivered in more than one delivery, a partial
payment is acceptable for each delivery.
In case any amendments and/or modifications of the Equipment Price for
the Equipment procured in the Kingdom of Thailand are necessary in
accordance with Article 20, the payment shall be adjusted accordingly.
‐ 8 ‐ Article 9. Client’s Responsibilities
9.1
The Client shall carry out the following works in time for the
commencement of the Work or according to the progress of the Work:
1) To provide cleared, embanked and leveled land for the Project prior to
the commencement of the Work,
2) To provide land for a temporary site office, warehouse and stock yard
near the Project Site during the implementation period,
3) To prepare the graded access road to the construction site,
4) To provide electric power,
5) To provide the telephone lines to the main terminal board,
6) To provide city water to the main terminal point at the Project Site,
7) To provide a disposal area for the surplus soil during the construction
period,
8) To obtain right-of-way, if necessary, for construction works, and
9) To control traffic and pedestrians during inland transportation of the
equipment and materials for the Project, if necessary.
9.2
The Client shall accord the Contractor such facilities as may be necessary
for their entry into the Kingdom of Thailand and their stay therein for
the Work.
9.3
The Client shall in conformity with the G/A take necessary measures to
exempt the Contractor from customs duties, internal taxes and other
fiscal levies which may be imposed in the Kingdom of Thailand with
respect to the supply of the products, services, and equipment necessary
for the Work.
9.4
The Client shall take necessary measures to ensure prompt unloading
and customs clearance at the points of disembarkation in the Kingdom of
Thailand and internal transportation therein of the equipment and
materials purchased for the execution of the Work.
‐ 9 ‐ 9.5
The Client shall cooperate with the resident representative of the
Contractor in the negotiations and procedures with the various
authorities concerned and public and private organizations for the
execution of the Work.
9.6
The Client shall provide data and information necessary for the
execution of the Work.
9.7
The Client shall bear the following commissions to the Bank for the
banking services based upon the Banking Arrangement.
- Advising Commission of Authorization to Pay
- Payment Commission
9.8
If the Contractor suffers damage as a result of a default by the Client in
the execution of its obligations under the Contract, the Contractor shall
discuss the solution with the Consultant, give a written notice to the
Client and send its copy immediately to JICA.
Then the Client and the
Contractor shall consult mutually to settle such matters.
shall properly inform JICA of its progress.
The Contractor
If the Parties can not reach
agreement within thirty (30) days from the date of the notice, the Parties
shall comply with the dispute settlement process stipulated in Article 18
hereof.
Article 10. Contractor’s Obligations
10.1
The Contractor shall perform the Work in accordance with the Contract
Documents.
10.2
The Contractor shall prepare shop drawings, progress schedules, and
other technical documents required by the Consultant.
‐ 10 ‐ 10.3
The Contractor shall submit to the Consultant the list of country/area of
origin of the equipment and materials which the Contractor proposes to
purchase for the Work.
10.4
The Contractor shall be responsible for the implementation means,
methods, techniques, sequences or procedures, and safety control in
connection with the Work.
10.5
The Contractor shall be responsible for the acts or omissions of the
Contractor’s subcontractors, or any of Contractor’s agents or employees,
or any other persons performing any part of the Work for the Contractor.
10.6
The Contractor shall furnish one (1) resident representative with
sufficient faculty to execute the Work at the Project Site.
10.7
The Contractor shall bear the handling charges, customs clearance
charges, storage charges, and transportation expenses related to the
importation of the equipment and materials for the Work.
10.8
The Contractor shall, at his own expense, take necessary measures in
accordance with the Contract Documents and relevant laws, ordinances
and regulations to prevent damage to the Work, construction materials,
adjacent structures, or the Third Parties, until the completion and
delivery of the Work.
10.9
The Contractor shall carry out a necessary inspection and testing of the
Equipment prior to the shipment in order to ensure that the Equipment
has been manufactured in accordance with the Contract Documents.
10.10 If the Client suffers damage as a result of a default by the Contractor in
the execution of its obligations under the Contract, the Client shall
‐ 11 ‐ discuss the solution with the Consultant, give a written notice to the
Contractor and send its copy immediately to JICA.
Then the Client and
the Contractor shall consult mutually to settle such matters. The Client
shall properly inform JICA of its progress.
If the Parties can not reach
agreement within thirty (30) days from the date of the notice, the Parties
shall comply with the dispute settlement process stipulated in Article 18
hereof.
Article 11. Inspection and Delivery
11.1
Upon completion of the Construction Work for each interim payment,
the Contractor shall request an inspection by the Consultant for each
interim payment.
11.2
Upon completion of the Construction Work, the Contractor shall request
a final inspection for the Construction Work by the Consultant.
When the Construction Work has passed the final inspection of the
Consultant with the certificate of completion of the Construction Work
issued by the Consultant and approved by the Client, the Construction
Work shall be delivered to the Client.
11.3
When the certificate of receipt of the Equipment is issued by the Client or
issued by the Consultant and approved by the Client, after passing all
the required inspections, the Equipment shall be delivered to the Client.
Article 12. Warranty against Defects
12.1
The Contractor shall warrant the Construction Work to be executed in
accordance with the Contract Documents for a period of one (1) year
from the date of issue of the certificate of completion of the Construction
‐ 12 ‐ Work.
12.2
The Contractor shall warrant the Installation Work to be executed in
accordance with the Contract Documents for a period of one (1) year
from the date of issue of the certificate of completion of the Installation
Work.
12.3
Warranty period for the Equipment is twelve (12) months from the date
of issue of the certificate of receipt of the Equipment.
Details of
warranty for the Equipment are defined in the Contract Documents.
12.4
The Client shall notify the Contractor in writing, as stipulated in Article
27 hereof, of any defects for which a claim is made under this warranty
as promptly as possible after discovery thereof.
The Client’s written notice shall describe the nature and extent of the
defects.
The Contractor shall have no obligation for any defects
discovered subsequent to the expiry date of the said one (1) year period,
unless notice of such defects is received by the Contractor not later than
twenty one (21) days after such expiry date.
12.5
The Contractor shall remedy, at his own expense, any defects against
which the Work is warranted under this Article, by making all necessary
repairs or replacements except in the case that such defects result from
the Client’s negligence or failure.
Article 13. Performance Security
13.1
The Contractor shall provide a performance security issued by a
Japanese financial institution, which secures the proper execution of all
the Contractor’s obligations during the period from the date of signing of
this Contract to the date of issue of certificate of completion of the Work
‐ 13 ‐ of this Contract.
The Consultant shall have the custody of the
performance security.
13.2
The amount of the performance security shall be ten percent (10%) of the
Contract Price.
13.3
The performance security shall be released immediately after the issue of
the certificate of completion of the Work by the Consultant with the
approval by the Client.
Article 14. Advance Payment Security
14.1
The Contractor shall provide an advance payment security issued by a
Japanese financial institution, which secures the repayment of any sum
advanced by the Client upon the Contractor’s defaults from the date of
the advance payment to the date of the issue of certificate of completion
of the Construction Work.
14.2
The amount of the advance payment security shall cover the amount to
be paid as the advance payment for the Construction Work.
14.3
Prior to requesting the advance payment, the Contractor shall provide
the advance payment security and the Consultant shall have the custody
of the advance payment security.
Such security shall be returned to the
Contractor immediately after the issue of the certificate of completion of
the Construction Work.
14.4
In making a claim under the advance payment security, the Client shall
notify the Japanese financial institution in writing, stating the nature of
the default and the amount of damages in respect of the claim.
‐ 14 ‐ 14.5
The amount to be paid under the claim shall be the amount of the actual
damage incurred, and in no case shall it exceed the amount of the
advance payment security.
Article 15. Assignment and Subletting
Neither of the Parties hereto shall assign this Contract or any part thereof to
any Third Party without prior written consent of the other Party.
The
Contractor shall not sublet the whole of the Work or a major part of the Work to
any Third Party together with its responsibility.
Article 16. Force Majeure
16.1
Definitions
Neither Party shall be deemed to be in default or in breach of this
Contract if he is unable to perform his obligations under this Contract
owing to the circumstances beyond his reasonable control.
Such
circumstances (hereinafter referred to as “Force Majeure”) shall include,
but shall not be limited to, the following:
a) acts of God, including extreme weather phenomena, earthquake,
flood, or any other such operation of the forces of nature that the
Party affected could not reasonably foresee or provide against.
b) war (declared or undeclared), hostilities, invasion, act of any foreign
enemy, threat of or preparation for war; terrorism, riot, insurrection,
civil commotion, rebellion, revolution, usurped power, civil war; and
labor troubles or other industrial troubles, strikes, embargoes,
blockades, and sabotage of labor.
‐ 15 ‐ 16.2
Monetary Obligations
Notwithstanding the foregoing, the occurrence of Force Majeure shall
not prejudice nor otherwise affect either Party’s liability to pay
remuneration or reimbursement of expenses to which the other Party is
entitled on or before the date of occurrence.
16.3
Notice
The Party affected by Force Majeure shall give the other Party a written
detailed account of the circumstances of Force Majeure as soon as
practicable, but not later than fourteen (14) days from the occurrence.
16.4
Expatriate Staff
In the event that Force Majeure is likely to endanger the safety of any
expatriate staff members of the Contractor, they shall be allowed to leave
the Project site and/or office, giving notice to a staff member of the
Client responsible for the management of the Project as soon as possible.
16.5
Suspension
Upon occurrence of Force Majeure, the Party affected may be allowed to
temporarily suspend the performance of his duties under this Contract
for so long a period as Force Majeure continues and as his performance is
prevented thereby.
In such instance, he shall make all reasonable
efforts to mitigate the effect of Force Majeure upon his duties.
16.6
Damage
If the Contractor suffers damage due to Force Majeure, the Contractor
shall discuss the solution with the Consultant, give a written notice to the
Client and send its copy immediately to JICA.
Then the Client and the
Contractor shall consult mutually to settle such matters.
shall properly inform JICA of its progress.
The Contractor
If the Parties can not reach
agreement within thirty (30) days from the date of the notice, the Parties
shall comply with the dispute settlement process stipulated in Article 18
‐ 16 ‐ hereof.
Article 17. Applicable Laws
This Contract shall be governed by and interpreted in accordance with the
laws of Japan.
Article 18. Disputes and Arbitration
18.1
This Contract shall be executed by the Parties hereto in good faith, and in
case any doubtful point is raised or any dispute occurs concerning the
interpretation or performance of this Contract, such matters shall be
settled through consultation of the Parties and the Consultant.
Unless
the Contract has already been abandoned, repudiated or terminated in
accordance with Article 23 hereof, the Contractor shall continue to
perform the Work in accordance with this Contract.
If the Parties can
not reach agreement within thirty (30) days from the date of the notice
informing the occurrence of such matters, JICA will offer its suggestion
for the settlement of the matter.
18.2
In the event that an amicable settlement cannot be reached through
consultation referred to in the Sub-Paragraph 18.1 above, the matter shall
be referred to arbitration.
The arbitration shall be conducted in
accordance with the Rules of Arbitration of the International Chamber of
Commerce.
18.3
The arbitration shall be conducted in English.
18.4
The place of arbitration shall be Tokyo, Japan.
‐ 17 ‐ 18.5
The arbitral award shall be final and binding upon the Parties hereto and
the Parties shall comply in good faith with the decision.
Judgment
upon the award may be entered in any court having jurisdiction or
application may be made to such court for juridical acceptance of the
award or order of enforcement as the case may be.
18.6
As for fees for all proceedings for arbitration, each Party shall bear the
costs of his own arbitrator’s service and an equal share of the costs for
the third arbitrator.
Article 19. Language and Measurement System
19.1
All correspondence between the Parties including notices, requests,
consents, offers, and demands shall be made in English.
All drawings,
specifications, reports, and other documents shall also be prepared in
English.
19.2
All documents made under this Contract shall adopt the metric system
and the Gregorian calendar day.
Article 20. Project Modifications
20.1
In case the Client considers any modifications of the Work necessary, the
Client shall discuss the solution with the Consultant, and the
modifications can be made subject to the prior consent by JICA.
Each
modification may include:
(a) obvious change in appearance of the building or facilities,
(b) change of the Project Site,
(c) change of major structure and/or strength of the building or facilities,
(d) change of dimensions of the building or facilities,
‐ 18 ‐ (e) change in quality or quantity of major equipment,
(f) change of the period of execution of the Work,
(g) change of terms and/or amount of the Contract Price,
(h) change that requires amendment of the verified contract, and
(i) other changes for which JICA requires the Client to obtain its prior
consent.
In addition to the changes mentioned above, modifications can be made
on an ex-post fact report to JICA within the criteria of minor
modifications set by JICA.
20.2
Proposal by the Contractor
In case the Contractor considers any modifications of the Work necessary,
the Contractor shall discuss the solution with the Consultant, and the
Contractor can propose the modifications to the Client. This proposal
may include the changes from (a) to (i) mentioned in Sub-Paragraph 20.1.
20.3
Procedures
Modifications shall be agreed upon by the Parties and JICA’s consent
shall be obtained for the modifications.
Details of the procedures for
such modifications are advised by JICA.
Article 21. Amendments and Modifications
Any amendments and/or modifications, if necessary, may be negotiated
between the Parties hereto and shall be agreed by a written document signed by
the Parties.
The Consultant shall support the process of the amendments
and/or modifications.
Article 22. Verification of Contract
‐ 19 ‐ This Contract and any amendments or modifications shall be verified by
JICA to be eligible for the Grant in accordance with the G/A.
Article 23. Early Termination
23.1
Should either Party default in the execution of his obligations under this
Contract, the other Party shall give the defaulting Party notice in writing
to remedy such default promptly.
23.2
Failure of the defaulting Party, to take corrective measures as required by
the other Party within thirty (30) days of the receipt of such notice, shall
constitute a sufficient cause for the other Party to terminate this Contract.
23.3
Either Party may terminate this Contract without prejudice, should the
performance of his obligations under this Contract not be resumed within
a cumulative period of one hundred and twenty (120) days of suspension
due to Force Majeure stipulated in Article 16 hereof.
23.4
The early termination of this Contract under this Article shall be subject
to the approval of the competent authorities of the Client and the
approval of JICA.
23.5
In the event of early termination for reasons stated in Sub-Paragraphs
23.2 and 23.3, the Contractor shall, with the approval of JICA, be paid by
the Client, within the Grant, a fair and reasonable proportion of the
Contract Price that is calculated on the basis of the Contractor’s works
carried out up to the termination date, instead of the payment schedule
stipulated in Article 8 hereof.
‐ 20 ‐ Article 24. Patents, Trademarks and Copyrights
24.1
The Equipment may bear patent numbers, trademarks, or trade names of
the manufacturers thereof.
Nothing contained herein shall be construed
as transferring any patent or trademark right or copyright for such
Equipment and all such rights are hereby expressly reserved to the true
and lawful owners thereof.
24.2
The Contractor shall defend the Client and hold the Client harmless from
patent liability or claim of patent infringement of any nature or kind,
including costs and expenses for, or on account of, any patent or
unpatented invention made or used in such Equipment, including the
costs and expenses of litigation, if any.
Article 25. Interpretation
25.1
All general language or requirements embodied in the specifications are
intended to amplify, explain and implement the requirements of this
Contract.
However, in the event that any language or requirements so
embodied permit an interpretation inconsistent with any provisions of
this Contract, then in each and every such event, the applicable
provisions of this Contract shall prevail and govern.
25.2
The specifications and drawings are also intended to explain each other,
and anything shown on the drawings and not stipulated in the
specifications or vice versa shall be deemed and considered as if
embodied in both.
In the event of conflict between the specifications
and drawings, the specifications shall prevail and govern.
Article 26. Entire Agreement
‐ 21 ‐ This Contract sets forth the entire agreement between the Parties in respect
of the subject matter hereof and supersedes and cancels any and all previous
agreements, negotiations, commitments, and writings in respect of the subject
matter thereof.
Article 27. Notice
All notices pertaining to this Contract between the Client and the
Contractor shall be sent in writing by registered airmail, facsimile, electronic
mail or shall be handed to the addresses so stated herein.
take effect from the date of receipt by the other Party.
Such notices shall
In case either Party
hereto changes the address, the Party concerned shall give such notice to the
other Party beforehand.
The Client:
Name
:Royal Irrigation Department, Ministry of Agriculture and
Cooperatives
Address
: Samsen Road Dusit, Bangkok 10300, Kingdom of
Thailand
Telephone
: +66-2-241-2688
Facsimile
: +66-2-241-2688
E-mail address :
The Contractor:
Name
Address
:
:
Telephone
:
Facsimile
:
E-mail address :
‐ 22 ‐ IN WITNESS WHEREOF, the Parties hereto have caused this Contract to
be signed, as of the day and year first above written, in their respective names
in duplicate, each Party retaining one (1) copy thereof.
The Client
The Contractor
(Signature )
(Signature )
(Name of the signer)
(Name of the signer)
(Status of the signer)
(Status of the signer)
Royal Irrigation Department
(Name of the Contractor)
Ministry of Agriculture and Cooperatives
Kingdom of Thailand
‐ 23 ‐ SECTION 5
CONDITIONS OF CONTRACT
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 5
Conditions of Contract
CONDITIONS OF CONTRACT
TABLE OF CONTENTS
Page
1.
General ......................................................................................................................... S.5-1
2.
Liquidation or Settlement of Fiscal Levies, Duties, Taxes and Other Similar Charges .. S.5-1
3.
Visa ............................................................................................................................... S.5-1
4.
Identification Cards for Employees ............................................................................... S.5-1
5.
Lump Sum Price ........................................................................................................... S.5-1
6.
Implementation Program and Schedule ........................................................................ S.5-1
7.
Safety Measurement against Flood and Stormwater Damage ...................................... S.5-2
8.
Possession of Sites....................................................................................................... S.5-4
9.
Relocation of Utilities..................................................................................................... S.5-4
10.
Supply of Electricity....................................................................................................... S.5-5
11.
Entrusting or Subcontracting as a Whole ...................................................................... S.5-5
12.
Assignment, etc. of Rights and Obligations................................................................... S.5-5
13.
Consultant..................................................................................................................... S.5-5
14.
Project Representative and Engineer-in-Charge, etc. ................................................... S.5-6
15.
Disagreement between the Consultant and the Contractor........................................... S.5-7
16.
Construction Materials and Equipment ......................................................................... S.5-7
17.
Attendance at Work....................................................................................................... S.5-7
18.
Doubts as to Drawings and Specifications .................................................................... S.5-7
19.
Care of the Work ........................................................................................................... S.5-8
20.
Work not in Compliance with the Contract .................................................................... S.5-8
21.
Prevention of Damage and Accident ............................................................................. S.5-8
22.
Damage to Third Party .................................................................................................. S.5-9
23.
Insurance of the Work ................................................................................................... S.5-9
24.
Insurance against Accident or Injury to Workmen ......................................................... S.5-9
25.
Extension of Period of Execution of the Work ............................................................... S.5-9
26.
Client's Right to Suspend Work or Terminate Contract ................................................. S.5-9
27.
Contractor's Right to Suspend Work or Terminate Contract........................................ S.5-10
28.
Completion and Inspection.......................................................................................... S.5-10
29.
Partial Use ...................................................................................................................S.5-11
30.
Supplementary Provisions ...........................................................................................S.5-11
31.
Import and Re-export of Plant ......................................................................................S.5-11
32.
Ownership and Copyright.............................................................................................S.5-11
33.
Reporting .....................................................................................................................S.5-11
S.5-i
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
1.
Volume I, Section 5
Conditions of Contract
General
The Work means the construction and procurement for the Flood Prevention Project of East
Side of the Pasak River in Ayutthaya in the Kingdom of Thailand.
The Conditions of Contract stipulate the specific conditions on the Contract required to the
execution of the Work.
2.
3.
Liquidation or Settlement of Fiscal Levies, Duties, Taxes and Other Similar Charges
(1)
The Client will assume all duties and related fiscal charges which may be imposed in
the Kingdom of Thailand on Japanese nationals with respect to the importation of the
products and/or services supplied under the Contracts.
(2)
The Client will assume all fiscal levies and taxes imposed in the Kingdom of Thailand
on Japanese nationals with respect to the payment carried out for the income
accruing from the supply of the products and/or services under the Contracts.
(3)
In connection with sub-paragraphs (1) and (2) above, the Client will be responsible
for the prompt liquidation or settlement of such fiscal levies, duties, taxes and other
similar charges.
(4)
The Consultant will issue certification to the Client regarding the temporary imported
plant, materials and other goods which will be needed for the Work.
Visa
The Client shall provide Entry Visa to the expatriate staff of the Contractor, including his
Subcontractors prequalified in the prequalification, with such assistance as may be
necessary for the entry of his staff into the Kingdom of Thailand, and Multiple Visa for the
stay therein and leave there from for the performance of the Work under the verified
Contract.
4.
Identification Cards for Employees
The Contractor shall ensure that all of his employees carry their respective identification
cards at all times during the period of the construction and procurement.
5.
Lump Sum Price
The total price quoted in the Tender for the Work shall be fixed lump sum price for the period
of the Contract. This shall be held fixed and firm from the award of the Contract until the end
of the Contract.
Price escalation of local or imported materials and manpower shall not be considered as a
claim in the Contract price.
6.
Implementation Program and Schedule
The Contractor shall submit a detailed implementation program for the approval of the
Consultant, within thirty (30) days after the date of signing the Contract, in such form and
S.5-1
detail as the Consultant reasonably prescribes, for the execution of the Work, inclusive of
detailed schedule on cost estimate of his own.
If at any time it should appear to the Consultant that the actual progress of the Work does
not conform to the program to which approval has been given, the Contractor shall produce,
at the request of the Consultant, a revised program showing the modification to such
program necessary to ensure completion of the Work within Time for Completion.
Safety Measurement against Flood and Stormwater Damage
The Contractor shall design and construct temporary cofferdams, and also design and
arrange dewatering work in the Canals of Han Tra and Kra Mang for assuring the work
safety against both floodwater from Pasak River and stormwater of the Canal side. Deign
of the cofferdams and dewatering work shall be verified by the Consultant.
The top elevations of the cofferdams for two (2) floodgates shall not be lower than the
following,
-
Pasak River side:
+4m MSL
-
Canal side:
+3.5m MSL
The drainage pumps for the dewatering work during wet season shall be the following
capacity,
-
Not lower than 1m3/sec in total
Capacity of drainage pumps:
(1) Cofferdams
The following tables show the water levels recorded at RID S5 gauging station of Pasak
River in Ayutthaya since 1990 just after the completion of Pasak Dam. In October 17,
2011, the S5 gauging station recorded +5.91m MSL which is the overwhelmingly highest
since the start of level gauging in 1950.
The water levels exceeding +4m MSL at S5 gauging station have been ever recorded in
September to November of 1995, 1996, 2002, 2006, 2010 and 2011 since 1990.
7
5.91m MSL
in Oct.17, 2011
Monthly Max. WL.
6
Water Level in m MSL
7.
Monthly Min. WL.
5
4
3
2
1
0
1
2
3
4
5
6
Month
7
8
9
10
Month-water level relation since 1990 at
S5 gauging station of Pasak River in Ayutthaya
S.5-2
11
12
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 5
Conditions of Contract
7
Annual Max. WL.
Water Level in m MSL
6
5.91m MSL
in Oct.17, 2011
Annual Min. WL.
5
4
3
2
1
2011
2010
2009
2008
2007
2006
2005
2004
2003
2002
2001
2000
1999
1998
1997
1996
1995
1994
1993
1992
1991
1990
0
Annual max. and min. water level since 1990 at
S5 gauging station of Pasak River in Ayutthaya
The Cofferdams shall be raised up, by piling up soil bags on the tops for instance, as per
augmentation of the water levels in order to protect the industrial and residential zones
situated to the east against direct floodwater intrusion to the cabals of Han Tra and Kra
Mang.
(2) Dewatering work
The dewatering work shall be required to drain the stormwater into Pasak River from the
local catchment area enclosed by the existing floodgates and the cofferdams for the
Work.
The existing Suan Plu floodgate, which is managed by Ayothaya town, has the
operational rule to be closed when the water level at Supachai Pumping station, which is
also managed by Ayothaya town, reaches +2.6 m MSL. .
As for existing Khao Mao flood gate managed by RID, the upstream side thereof, which
means Rojana Industrial Park side, keeps not exceeding +3.5 m MSL by controlling the
opening of the three gate leaves.
The local catchment area dominated inside Han Tra floodgate, Kra Mang floodgate, Khao
Mao floodgate, and Suan Plu floodgate is estimated to be 6.9km2.
Of this catchment size, Han Tra floodgate and Kra Mang floodgate, which are situated
downstream the canals, dominate the following catchment size respectively.
-
Han Tra floodgate
3.7km2
-
Kra Man flood gate
3.2km2
-
Total
6.9km2
The following table shows the monthly average rainfall in Ayutthaya city
S.5-3
300
Rainfall in mm
250
200
150
100
50
0
1
2
3
4
5
6
7
8
9
10
11
12
Month
Monthly average rainfall in Ayutthaya city
When the water levels of the work sites exceed +4m MSL at Pasak River side and +3.5m
MSL at Canal side respectively, the Consultant shall request the Client to temporally
suspend the Work for the safety of the Contractor in conformity with Section 4 “FORM OF
CONTRACT”, Article 16. “Force Majeure”.
For further solution on the resume of the Work, the Consultant shall technically intermediate
among the Client, JICA and the Contractor.
8.
Possession of Sites
The Client shall expropriate and make available the Sites directly occupied by the structures
of the Kra Man and Han Tra Floodgates and the Bank Protection of Han Tra Canal which
are respectively specified in the Tender Drawings on or before the date(s) when the Sites
are deemed to become necessary for the execution of the Work.
Should there be any delay of the possession of the Sites caused by the Client, this may
constitute a justifiable reason for the extension of the period of execution of the Work
stipulated in Article 16 of the Form of Contract.
As for sites for the temporary works, including a temporary site office, warehouse, stock
yard and temporary access, proposed and required by the Contractor, the Contractor
himself shall be required to negotiate with the landowners for letting during the Construction
Work in total assistance of the Client. The rents for such letting shall be born by the
Contactor himself.
9.
Relocation of Utilities
(1) Oil pipeline
High-pressured oil pipeline of PTT Public Company Limited is buried crossing Kra Man
Canal between the railway bridge and the prefectural road bridge, where the pipeline is 5m
away off the road bridge, situated just downstream Kra Man Floodgate. There, no
relocation of the pipeline will be required. However, the Contractor shall be requested to
pay special attention for not giving any damage to the oil pipeline when a temporary
cofferdam is constructed.
(2) Water distribution pipes
Downstream Han Tra Floodgate, PVC-made water distribution pipe of Dia.100-80mm is
S.5-4
The Flood Prevention Project of East Side of the
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Volume I, Section 5
Conditions of Contract
buried down the right bank of the canal to the last house standing at the canal mouth. The
pipe is coming down from the PVC-made Dia.100mm water distribution pipe attached on the
prefectural road bridge.
Moreover, along the bank slope of the prefectural road, the exposed water distribution pipe
of PVC-made Dia.100mm, which is branched from the steel-made Dia.200mm pipe attached
on the said road bridge, is running to the north.
The above-mentioned PVC-made water distribution pipes have been agreed for relocation
to due places so as not to be affected by the Work between Thetsaban Nakhon Phra
Nakhon Si Ayutthaya Waterworks and the Client at the cost of the Client.
On the other hand, no water pipe is served at the Site of Kra Mang Floodgate.
(3) Low voltage wires
Single phase 220V incoming wires are aerially installed at both the Sites of Kra Mang and
Han Tra, including the Bank Protection, Floodgates.
These wires have been agreed have been agreed for relocation to due places so as not to
be affected by the Work between Provincial Electricity Authority in Ayutthaya and the Client
at the cost of the Client.
(4) Communication wires of SRT
The communication wires of State Railway of Thailand (SRT) are aerially installed crossing
Kra Mang Canal between Kra Mang Floodgate and the railway bridge. The communication
wires shall be temporally detoured during the Work at the cost of the Client so as not to be
affected by the Work, and such agreement has been made between the Client and SRT.
10. Supply of Electricity
One (1) unit of 3 phase transformer of 22kV/400V-230V × 50Hz × 250kVA, inclusive of 22kV
wires and concrete poles, shall be installed newly at both the Sites of Kra Mang and Han
Tra Floodgates respectively at the cost of the Client.
The electric power required for the hoists, lighting apparatus and water level gauges of the
Floodgates shall be supplied from the above-said transformers.
11.
Entrusting or Subcontracting as a Whole
The Contractor shall not be entitled to entrust or subcontract the entire Work or a major part
thereof to any third party except for the Subcontractors prequalified in the prequalification.
12. Assignment, etc. of Rights and Obligations
(1)
Neither party to the Contract shall assign to any third party or let him succeed to his
rights or obligations arising from the Contract.
(2)
Neither party to the Contract shall assign or lend to any third party, or place for
mortgage or any other security, any part of the Work or approved construction
materials thereof.
13. Consultant
(1)
The Consultant shall act on behalf of the Client as specified below. When any
different provision is made, the Client shall notify the Contractor in writing thereof:
S.5-5
a.
Check and approve the implementation program and schedule and other related
documents submitted by the Contractor;
b.
Check and approve shop drawings, samples, catalogues, etc. prepared and/or
submitted by the Contractor;
c.
Give instructions and attend to the execution of the Work in general;
d.
Approve construction materials and working method, and attend to tests;
e.
Approve the performance based design, manufacturing methods, shop & field
tests and the O&M training of the Hydraulic Gate Work in conformity with the
requirement in the Specifications;
f.
Approve the performance based design, manufacturing methods, shop & field
tests and the O&M training of the Equipment in conformity with the requirement
in the Specifications;
g.
Inspect the progress of the Work and make inspection of the Work in conformity
with the Contract Documents, and attend at the acceptance of the Work;
h.
Technically check applications for interim payments submitted by the Contractor
as to their compliance with the actual work done; and
i.
Technically check applications for extension of Time for Completion, if any
required.
(2)
The Consultant shall respond to requests made by the Contractor as for negotiation,
instruction, inspection, checking, attendance, opinion, or approval, without
unreasonable delay.
(3)
All communications of technical nature in respect of the Work between the two parties,
namely the Client and the Contractor, shall be made through the Consultant.
(4)
The Consultant shall inform the Contractor of the name of his representative in writing,
after the approval of the Client.
(5)
When the Consultant appoints his assistants for the inspection and attendance, the
Consultant shall inform the Contractor of the names of such assistants in writing.
(6)
The instruction or approval given by the Consultant to the Contractor shall be
effective when it is in writing. However, any approval given to the Contractor as above
does not relieve the Contractor from any of his responsibilities under the Contract.
14. Project Representative and Engineer-in-Charge, etc.
The Contractor shall inform the Consultant in writing the names of the engineers responsible
for the Work both on Site and in Japan.
The qualifications required for the engineers of the Contractor and his Subcontractors
S.5-6
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 5
Conditions of Contract
prequalified in the Prequalification are listed hereunder;


Project Manager
Be qualified as First-Class Civil Engineering Works Execution Managing
Engineer in Japan or its equivalent.
Other Engineering staff
Be qualified as due license and/or working experience holders.
15. Disagreement between the Consultant and the Contractor
(1)
The Consultant or his representative may request the Contractor to take necessary
measures for replacement of any of the Contractor’s employees including his
subcontractors assigned on the Project by clarifying the reason in writing.
(2)
If the Contractor deems measures requested by the assistant of the Consultant's
representative to be extremely unreasonable, he may require the Consultant to take
necessary measures by clarifying the reason in writing. The Consultant shall clarify
the matter without delay upon the receipt of such request from the Contractor.
16. Construction Materials and Equipment
(1)
The Contractor, including his Subcontractors prequalified in the Prequalification, shall
use the construction and manufacturing materials which have passed the due
inspections and/or tests attended by the Consultant, or those which bear authoritative
manufacturer's certificate as required in the Tender and Contracting Documents.
However, in the latter case, the Consultant retains the right to request the Tender and
to have any of the materials tested if necessary, with required expenses to be borne
by the Contractor.
(2)
Expenses directly needed for the inspections or tests mentioned in the preceding
paragraph (1) shall be borne by the Contractor. However the expenses needed for
those inspections or tests in addition to (1) above, which are not specified in the
Contract Documents and other exceptional expenses, shall be borne by the Client.
(3)
The Contractor shall remove the materials from the Site when rejected by the
Consultant.
(4)
When the quality of construction materials is not specified, such materials shall be
first class quality.
(5)
If the Consultant deems construction equipment to be improper, he is entitled to direct
the Contractor to replace it.
(6)
Construction material or equipment delivered to the Site for the Work shall not be
removed from the Site without the prior written approval of the Consultant.
17. Attendance at Work
The Contractor shall request the attendance of the Consultant when the Contractor
including his Subcontractors prequalified in the Prequalification executes any work under
ground or water, or any other work invisible after completion.
18. Doubts as to Drawings and Specifications
S.5-7
The Contractor shall notify the Consultant as for doubts and discrepancies in the Tender and
Contracting Documents including Tender Drawings.
Upon receipt of such notification as mentioned above, the Consultant shall give clarification
to the Contractor without delay.
19. Care of the Work
From the commencement of the Contractor's, including his Subcontractors prequalified in
the Prequalification, field work on the Site and shop work to the date of completion for the
whole of the Work, the Contractor shall take full responsibility for the proper care for the
Work. For damage caused on the Work in this period, except those due to the Force
Majeure as stipulated in Article 16 of the Form of Contract, usual tear and wear and other
minor damage that do not affect the function of the existing road seriously, the Contractor
shall repair, replace, make good or reconstruct all of these damage at his own cost, with the
extension of time of completion not to be allowed for, unless otherwise approved by the
Client and verified by JICA.
The Contractor shall also be held responsible for the damage caused after the issue of
completion certificate, if the certificate is issued on partial completion basis, with any portion
of the Work remaining uncompleted, unless the damage fall within the category as
described in the previous paragraph as exceptions.
After the date of completion of the Work, the Work shall be delivered to the Client with the
period of guarantee for twelve (12) months commencing from the date of handing over of
the Project. Usual type of care and maintenance work in this period, however, shall rest
upon the Client in accordance with the Grant Agreement between the Government of the
Kingdom of Thailand and JICA.
Should any defects in the Work were found during the period of guarantee as they are
derived from the use of materials or workmanship not in accordance with the Contract, or
due to negligence or failure on the part of the Contractor to comply with any obligation,
expressed or implied under the Contract, the resulting costs for repair, replacing, making
good or reconstruction shall be borne by the Contractor.
20. Work not in Compliance with the Contract
Any part of the Work found during the period of construction and manufacturing not to be in
compliance with the Drawings or Specifications, either in its workmanship, construction and
manufacturing materials or methods, shall be promptly reconstructed and/or remanufactured
by the Contractor, including his Subcontractors prequalified in the Prequalification, at his
own expense in accordance with the instructions of the Consultant. In such cases, the
Contractor is not entitled to request any extension of Time for Completion, or compensation
for it.
21. Prevention of Damage and Accident
(1)
The Contractor, including his Subcontractors prequalified in the Prequalification, shall,
at his own expense, take necessary and adequate measures on the work, in
accordance with the Contract Documents and relevant laws, ordinances and
regulations in the Kingdom of Thailand, in order to prevent damages to the work,
construction and manufacturing materials, adjacent structures or to any third party,
from the commencement of his field work to the completion and delivery of the Work.
(2)
The Contractor shall, whenever he considers it especially necessary for the
S.5-8
The Flood Prevention Project of East Side of the
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Volume I, Section 5
Conditions of Contract
prevention of accidents, take appropriate measures, asking in advance for the opinion
of the Consultant.
(3)
Whenever the Consultant considers it necessary to take measures for the prevention
of accident and has requested the Contractor to do so, the Contractor shall comply
therewith.
22. Damage to Third Party
If any damage has been caused to a third party by the execution of the Work, the Contractor
shall compensate the third party for such damage.
The Contractor shall provide insurance adequately to cover damages to the third party
under the name of the Contractor and the Client.
23. Insurance of the Work
Without limiting his obligations and responsibilities under Clause 18 of this Conditions of
Contract, the Contractor, including his Subcontractors prequalified in the Prequalification,
shall insure against all loss or damage from whatever cause arising, other than the excepted
risks during the period of construction and manufacturing for:
(1)
(2)
The works to the full value of such work executed from time to time.
The materials, equipments, construction plant and other things brought on the Site
and/or workshop(s) by the Contractor to the full value thereof.
Such insurance shall be effect with an insurer and in terms approved by the Client, which
approval shall not be unreasonably withheld, and the Contractor shall, whenever required,
provide the policy or policies of insurance and the receipts for payment of the current
premiums to the Consultant or the Consultant's representative.
The insurer shall be a Japanese or Philippines Insurance Company.
24. Insurance against Accident or Injury to Workmen
The Contractor before starting the work shall secure and maintain such insurance from an
insurance company approved by the Client as will protect himself, his Subcontractors, his
local contractors and the Consultant from claims for bodily injury, death or property damage
which may arise from operations under this Contract. Bodily injury and death insurance shall
provide coverage for all persons of any age.
25. Extension of Period of Execution of the Work
In case of Force Majeure or other unavoidable and justifiable causes, the Contractor may
request the Client to extend Period of Execution of the Work, clearly stating the reason
therefore. The number of days for extension shall be determined by negotiation among the
Client, the Consultant and the Contractor and verified by JICA.
26. Client's Right to Suspend Work or Terminate Contract
The Client may, when necessary, suspend the Work within thirty (30) days of the issue of
written notice to the Contractor and terminate the Contract in any of the following cases, and
S.5-9
in such cases the Client may demand of the Contractor compensation for damages of which
the Client suffered.
a.
If the Contractor fails, without justifiable reason, to commence the Work after the
elapse of the date of commencement;
b.
If the Contractor violates the provision of Clause 18 of this Conditions of
Contract;
c.
If the Contractor violates the Contract in any way and if the objective of the
Contract is deemed not attainable because of such violation.
27. Contractor's Right to Suspend Work or Terminate Contract
(1)
The Contractor may, when necessary, suspend the Work within thirty (30) days of the
issue of written notice to the Client and terminate the Contract in any of the following
cases in accordance with the Article 23 Early Termination of the Form of Contract.
a.
If the Client fails, without justifiable reason, to comply with the Contractor's
request for solving issues arising out of the execution of the Work, seriously
affecting the Contractor's progress of the Work.
b.
If the execution of the Work is impossible because of the failure of the Client to
give the possession of the Site as mentioned in Clause 7 of this Conditions of
Contract or elsewhere in the Contract Documents, or because of the nature or
state of the Site of the Work having been changed by Force Majeure.
c.
Suspension of the Work or Termination of this Contract under this Clause shall
be subject to the approval of the competent authorities of the Client and
approval of JICA.
28. Completion and Inspection
(1)
On completion of the Work, the Contractor shall request the Consultant for final
inspection, and the Consultant shall promptly comply in the presence of the
Contractor. And if the work are found in all respects in accordance with the Contract,
the certificate of completion stating the date on which the Work were completed in
accordance with the Contract shall be issued by the Consultant.
(2)
If the Work fails to pass, the Contractor shall repair, reconstruct or remanufacture the
Work and/or the Equipment within Time for Completion or within such time as may be
designated by the Consultant, and shall have the said Work re-inspected by the
Consultant.
(3)
The Contractor shall, in compliance with the Consultant's instructions, remove
temporary construction facilities, clean up the Site, borrow area and others, and
perform other tasks within Time for Completion or within such time as may be
designated by the Consultant.
(4)
If, in case of unreasonable delay in taking the measures mentioned in the preceding
S.5-10
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 5
Conditions of Contract
paragraph (3), the Contractor fails without justifiable reason take such measures in
spite of the Client's notices to do so, the Client may take measures in lieu of the
Contractor and charge the expenses thereof to the Contractor.
29. Partial Use
(1)
The Client may use parts of the Work or the Equipment during the progress of the
execution of the Work and/or manufacturing upon obtaining the written consent of the
Contractor. In such case, the Client shall be responsible for custody of such parts.
(2)
If any damage has been caused to the Contractor due to partial use mentioned in the
preceding paragraph (1), the Contractor may demand indemnification to the Client.
30. Supplementary Provisions
Any and all matters not provided for in the Contract Documents shall be determined by
negotiation among the Client, the Consultant and the Contractor whenever necessities
arise.
31. Import and Re-export of Plant
The Contractor, including his Subcontractors prequalified in the Prequalification, shall be
allowed to import construction & manufacturing materials, plants and equipments free of
customs duty, in case of importation from limited to Japan, for the sole purpose of the Work.
In order to facilitate prompt mobilization by the Contractor and expedite the progress of the
Work, the Client shall assist the Contractor where required in procuring any necessary
government consent to import such materials, plants and equipments.
32. Ownership and Copyright
The drawings, specifications and other documents, as instruments of service, are the
property of the Consultant and shall not be used other than the Work without prior written
approval of the Consultant. The copyright of all drawings, specifications and other
documents prepared by the Consultant in connection with this Agreement rests with the
Consultant.
33. Reporting
In order to approve, verify and certify that the Contractor, including his Subcontractors
prequalified in the prequalification, performs the Work in conformity with the Specifications,
Drawing, Contract and other documents regarding the Work, the Contractor shall prepare
and submit reports as shown below to the Consultant at each stage of the progress.
1)
2)
3)
4)
5)
6)
7)
8)
9)
Overall Implementation Plan
Report on Detailed Design of the Hydraulic Gate
Notice of Completion of Piecework
Notice of Completion
Notice of Delivery
Report on Output Record for Use of Construction Plant
Accident Report
Detailed Work Schedule
Shop Drawings
S.5-11
10)
11)
12)
13)
14)
15)
16)
17)
18)
19)
20)
21)
Monthly Report
Daily Report
Minutes of Meeting
List of Country/Area of Origin of Proposed Equipments and Materials
Quality Assurance Certificate of Procured Equipments and Materials
Report on Performance / Shop Test of Procured Equipments
Request for Inspection of Procured Equipments and Materials
Request for Work Inspection
Quality Inspection Report
Diagram of Contractor’s Site Organization for Safety
Record of Concrete Quality Assurance Tests
- Mixture
- Material Features
- Result of Concrete Quality Assurance Tests
Report on Commissioning Tests
22)
23)
24)
Report on Operational and Maintenance Trainings
As-built Drawings
Others as instructed by the Consultant
S.5-12
SECTION 6
TENTATIVE IMPLEMENTATION SCHEDULE
TENTATIVE IMPLEMENTATION SCHEDULE
Flood Prevention Project of East Side of the Pasak River in Ayutthaya
2012
Calendar Year
Month
2013
2014
2012
Japanese Fiscal Year
4
5
6
7
8
9
10 11 12
2013
1
2
3
4
5
6
7
8
9
2014
10 11 12
1
2
3
4
5
6
7
Contract
Exchange of Notes (E/N)
Grant Agreement(G/A)
Wet Season
Flood Season
Contract for the Project
Manufacture and transportation of materials and equipment
Preparatory and temporary work
Kra Mang Floodgate
Cofferdam work
Foundation work
Earth work
Concrete work
Design and manufacture of hydraulic gate structures
Transportation and customs clearance of hydraulic gate structures
Japan side
Construction Work
Installation of hydraulic gate structures
Removal of cofferdam and demobilization
Han Tra Floodgate
Cofferdam work
Foundation work
Earth work
Concrete work
Design and manufacture of hydraulic gate structures
Transportation and customs clearance of hydraulic gate structures
Installation of hydraulic gate structures
Bank protection work
Removal of cofferdam
Adjustment, commissioning test, O&M training, inspection and handover
Demobilization
Environment monitoring
Thailand side
Land acquisition at Kra Mang and Han Tra sites
Relocation of communication lines of SRT at Kra Mang site
Relocation of water supply pipes at Han Tra site
Relocation of low voltage incoming lines at Kra Mang and Han Tra sites
To be continued till May, 2016
Installation of distribution lines and transformers at Kra Mang and Han Tra sites
Procurement
Process
Environment monitoring
Drainage Pump Vehicle
Design, manufacture, transportation, customs clearance and installation
Adjustment, commissioning test, O&M training, inspection and handover
S.6-1
8
SECTION 7
SPECIFICATIONS
1. CIVIL WORKS
2. HYDROMECANICAL WORKS
3. DRAINAGE PUMP VECHICLE
SECTION 7-1
CIVIL WORKS
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
7-1
Volume I, Section 7 Specifications
7-1 Civil Works
CIVIL WORKS
TABLE OF CONTENTS
1.
2.
3.
4.
5.
6.
GENERAL ..................................................................................................................S.7-1-1
1.1 Project Description.................................................................................................S.7-1-1
1.2 Drawings ................................................................................................................S.7-1-2
1.3 Standard and Testing .............................................................................................S.7-1-5
1.4 Implementation Program and Reports ...................................................................S.7-1-6
1.5 Materials and Plant to be Furnished by the Contractor ..........................................S.7-1-8
1.6 Survey and Measurement of the Works .................................................................S.7-1-9
1.7 Security and Health Control .................................................................................S.7-1-10
1.8 Project Billboards .................................................................................................S.7-1-12
1.9 Sticker and Inscription Plates ...............................................................................S.7-1-12
TEMPORARY WORKS.............................................................................................S.7-1-14
2.1 General ................................................................................................................S.7-1-14
2.2 The Site ...............................................................................................................S.7-1-14
2.3 Mobilization and Demobilization...........................................................................S.7-1-14
2.4 Contractor's Office, Client's/Consultant's Field Office, etc....................................S.7-1-15
2.5 Temporary Fencing ..............................................................................................S.7-1-15
2.6 Temporary Access Roads ....................................................................................S.7-1-16
2.7 Temporary Traffic Ramps/Roads and Detour .......................................................S.7-1-16
2.8 Temporary Traffic Control.....................................................................................S.7-1-16
2.9 Maintenance and Protection of Traffic..................................................................S.7-1-17
2.10
Trafficability for the Heavy Equipment ..............................................................S.7-1-17
2.11
Water Control and Dewatering .........................................................................S.7-1-17
2.12
Prevention of Water Pollution ...........................................................................S.7-1-19
EARTH WORKS .......................................................................................................S.7-1-19
3.1 Site Clearing and Top Soil Removal.....................................................................S.7-1-19
3.2 Temporary Cofferdams ........................................................................................S.7-1-20
3.3 Excavation ...........................................................................................................S.7-1-21
3.4 Embankment and Backfill ....................................................................................S.7-1-24
ROAD WORKS.........................................................................................................S.7-1-31
4.1 Base Course ........................................................................................................S.7-1-31
4.2 Concrete Pavement .............................................................................................S.7-1-33
CONCRETE WORKS ...............................................................................................S.7-1-34
5.1 Concrete ..............................................................................................................S.7-1-34
5.2 Reinforcing Steel..................................................................................................S.7-1-63
5.3 Water Stops .........................................................................................................S.7-1-66
5.4 Joint Fillers...........................................................................................................S.7-1-68
PRECAST CONCRETE WORKS .............................................................................S.7-1-69
6.1 General ................................................................................................................S.7-1-69
6.2 Precast Concrete Pile ..........................................................................................S.7-1-69
6.3 Prestressed Concrete (PC) Corrugated Sheet Piles ............................................S.7-1-75
6.4 Reinforced Concrete Pile .....................................................................................S.7-1-76
S.7-1-i
Volume I, Section 7 Specifications
7-1 Civil Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
7
METAL WORKS .......................................................................................................S.7-1-77
7.1 General ................................................................................................................S.7-1-77
7.2 Step Ladders........................................................................................................S.7-1-79
7.3 Stainless Steel Pipe Hand Railing ........................................................................S.7-1-79
7.4 Impervious Steel Sheet Pile .................................................................................S.7-1-79
7.5 Anchor Piles.........................................................................................................S.7-1-80
7.6 Tie Rods...............................................................................................................S.7-1-80
7.7 Column, Roof for Operation Rooms.....................................................................S.7-1-81
8.
MISCELLANEOUS WORKS.....................................................................................S.7-1-81
8.1 Gabion Mattress...................................................................................................S.7-1-81
8.2 Geotextile Sheet ..................................................................................................S.7-1-83
8.3 Timber Pile...........................................................................................................S.7-1-83
8.4 Stone Masonry (Wet Masonry).............................................................................S.7-1-84
8.5 Filters and Stone Masonry ...................................................................................S.7-1-84
8.6 Non-Shrink Mortar................................................................................................S.7-1-85
8.7 Gravel Surfacing ..................................................................................................S.7-1-86
8.8 Drain Works .........................................................................................................S.7-1-86
8.9 Sodding................................................................................................................S.7-1-87
8.10
Weepholes .......................................................................................................S.7-1-87
8.11
Painting ............................................................................................................S.7-1-88
9.
SAFETY AND HEALTH MANAGEMENT ..................................................................S.7-1-90
9.1 General ................................................................................................................S.7-1-90
9.2 Regime ................................................................................................................S.7-1-90
9.3 General Requirement...........................................................................................S.7-1-91
9.4 Management in Site .............................................................................................S.7-1-92
9.5 Operation of Movable Crane ................................................................................S.7-1-93
9.6 Temporary Work...................................................................................................S.7-1-94
9.7 Earthwork/Piling Works ........................................................................................S.7-1-94
9.8 Concrete Work .....................................................................................................S.7-1-95
9.8 Road Work ...........................................................................................................S.7-1-96
S.7-1-ii
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
1.
1.1
(1)
Volume I, Section 7 Specifications
7-1 Civil Works
GENERAL
Project Description
Background
The Kingdom of Thailand suffered unprecedented big flood to wreak havoc in more than 61
provinces throughout country because the heavy rainfall estimated such as more than 100
year probability continued intermittently since July, 2011.
According to the Government of Thailand’s official announcement made in November 5,
2011, some 1,200,000 households (3,200,000 people) were left inundated, 446 persons
were killed and some 17,000km2 of farmlands got inundated in 25 provinces inside Chao
Phraya River Basin.
Bangkok metropolitan area, Phra Nakhon Si Ayutthaya province that owns a collection and
distribution center of industrial products, urban areas in Nonthaburi and Pathum Thani
provinces located at north of Bangkok, suffered extensively serious flood damage.
Kha Mao canal, which is located upstream Han Tra and Kra Mang canals connecting to
Pasak River, is used to function as drainage channel to lead drainage water to the Pasak
River from lowland area at the left bank of the Pasak River. During year 2011 flood, the
gate leaves of Kha Mao floodgate were closed because the flood water from the Pasak
River came to enter into both Han Tra and Kra Mang canals. The existing gate height was
not enough against the river side flood water level at the floodgate location. Then, the
floodgate came to be hazardous to the destruction and then the gate leaves of the
floodgate were judged to open. The flood water flowed upstream Kha Mao canal and
overtopped extensively the dikes. Finally, the southern area of Kha Mao canal including
lots of industrial estates came to be inundated.
In above-mentioned background, the Government of Japan decided to carry out the Food
Prevention Project of East Side of the Pasak River in Ayutthaya in order to assist the
Government of Thailand to take measures for preventing recurrence of the same
magnitude of flood damage for the safety of dwellers in this area and industrial parks
located downstream.
(2)
Scope of Contract
The works to be carried out under the Contract shall, unless otherwise stated in the
Contract, include furnishing all materials, labor, equipment, constructional plant,
transportation and others, for execution, completion, commissioning and maintenance of
Works in strict accordance with the Contract, as required by the Consultant and as
specified herein.
The Project will consist of the following work items to be carried out by the Contractor
under this Contract but are not limited to:
-
(3)
Construction of Kra Mang Floodgate
Construction of Han Tra Floodgate
Construction of Bank Protection of Han Tra Canal
Procurement of Drainage Pump Vehicle
1 site
1 site
484m
10 sets
Works to be Carried Out by the Client
The assistance of the Government of the Kingdom of Thailand is to be extended on the
following matters prior to and during the execution of the Works:
a.
To take necessary measures to ensure prompt unloading and Customs clearance
upon entry into the Kingdom of Thailand and transportation inside the Kingdom of
Thailand for the goods procured for the implementation of the Project.
S.7-1-1
Volume I, Section 7 Specifications
7-1 Civil Works
1.2
(1)
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
b.
To take necessary measures to exempt the contractor and the consultant from
Customs duties, internal taxes and other fiscal levies imposed in the Kingdom of
Thailand for their supply of goods, services, and equipment.
c.
To open an account in a designated bank in Japan for the Banking Arrangement
(B/A), and issue the Authorization to Pay (A/P), bear the advising commission of the
A/P and the payment commissions to the bank.
d.
To secure the necessary lands for the construction work and execute necessary
negotiations with landowners for the due relocations of the lands and properties, and
make due compensation to the affected landowners in conformity with the applicable
laws in the Kingdom of Thailand.
e.
To obtain construction approval from the authorities concerned for the construction
work.
f.
To cut and uproot trees to clear the construction areas of the flood gates and bank
protection and also to take necessary measures to recover the vegetation in
consultation with due experts and agencies concerned.
g.
To relocate existing utilities such as electric power lines, railway telecommunication
cables, and water supply pipes, etc. that otherwise might be affected during the
construction works of the captioned project. To be also responsible for damages to
the above utilities except those caused by negligence of the contractor.
h.
To extend the electric power lines and install the transformers with the necessary
capacity for the floodgates of Han Tra and Kra Mang, and also relevant temporary
stockyards.
i.
To obtain permission for the use of frequency band for the telemetry system for well
operation.
j.
To provide land for the temporary stockyards and access way for setting-up the site
offices and storage of construction materials and equipment during the construction
work.
k.
To conduct environmental and social impact monitoring in conformity with the
ENVIRONMENTAL MONITORING CHECKLIST instructed by the Royal Irrigation
Department of the Kingdom of Thailand and advised by Japan International
Cooperation Agency.
Drawings
Contract Drawings
The Drawings attached to the Tender and Contracting Documents accompany and form
part of the Contract Documents after the Contract Agreement has been signed. In
addition to the attached Drawings, the design drawings showing additional information
about the Works may be delivered by the Consultant to the Contractor and during the
progress of work, further drawings will be issued by the Consultant as necessity arises to
supplement, supersede or further set forth details shown on the Drawings here, such
drawings shall thereupon become part of the Contract Documents.
(2)
Drawings to be furnished by the Contractor
S.7-1-2
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
(a)
Volume I, Section 7 Specifications
7-1 Civil Works
General
All of such various types of drawings as stated hereunder shall be prepared in a form
approved by the Consultant and shall be submitted far enough in advance so that the
Consultant can review and/or approve them without any delay being caused to the field
work. The Contractor shall provide sufficient number of qualified engineers and
draftsmen for producing all drawings required. All costs incurred by the Contractor in
complying with the requirements of this clause shall be born by the Contractor. It is to
the Contractor's advantage to submit all drawings at the earliest possible time, but the
Contractor shall submit them for review and/or approval not less than thirty (30) calendar
days prior to the time he plans to start construction of any particular item of the Works.
After the Contractor's drawings have been reviewed and/or approved by the Consultant,
they will become part of the Contract Documents.
(b)
Shop Drawings
The Contractor shall use the Contract Drawings as a basis for preparation of Shop
Drawings. Shop drawings shall be made for all items of permanent work, and where
applicable, shall show concrete outlines, reinforcement bars arrangement including
bending/cutting schedules and layout and bar list, types of material to be used, grades,
exact dimensions, etc. Further, such drawings shall present the full details of items not
to be incorporated into the permanent work such as timber or steel forms, steel
scaffolding, etc. All construction drawings must be approved by the Consultant prior to
the time the Contractor plans to perform the work.
(c)
Drawings for the Temporary Works
Within thirty (30) days after the contract has become valid, the Contractor shall submit to
the Consultant for his review and approval three (3) sets of drawings which show the
features of the Temporary Works.
These drawings shall show the locations and other pertinent details of the principal
components of the constructional plants, offices, storage buildings, housing facilities,
storage areas access and intra roads and drain systems thereof, etc. which the
Contractor proposes to construct at the Site or other authorized areas. In addition, the
drawings shall show the unloading facilities for the materials and equipment and the
capacity of each major plant which the Contractor proposes to use at the Site.
If any change is made concerning the above-mentioned items during erection or after the
items become operational, the Contractor shall submit revised drawings showing such
changes to the Consultant for his review and approval.
Two (2) sets of the reviewed Drawings for the Temporary Works will be retained by the
Consultant and one (1) set will be returned to the Contractor.
(d)
As-Built Drawings
Throughout the period of construction, the Contractor shall maintain and up-to-date set of
As-Built Drawings for the various items of work which have been completed. Such
drawings shall show any authorized changes which may have been made to the Contract
Drawings, to the extent that they correctly portray the true "as-built" condition of each
item of the permanent Works. The format of the As-Built Drawings shall be as approved
by the Consultant.
The whole part of the permanent work delineated on each Contract Drawing is completed,
the pertinent As-Built Drawings, after approval by the Consultant shall be mutually signed
S.7-1-3
Volume I, Section 7 Specifications
7-1 Civil Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
by the Consultant and the Contractor or their representatives.
The As-Built Drawings shall be made on high-quality reproducible paper so that clearly
readable copies can be made. The finished set of As-Built Drawings must be submitted
to the Consultant for his review and approval at the time of completion of the works.
(e)
Other Drawings
Drawings other than those mentioned above, which are of general nature such as
proposed construction methods, schematic diagrams outlines of how various types of
work are to be performed, etc. shall be submitted to the Consultant for his review and/or
approval.
(3)
Submittal and Review or Approval of Contractor's Drawings
It is to the Contractor's advantage to prepare his drawings and submit them to the
Consultant at the earliest possible time in order to avoid delaying the field work because
of no availability of the reviewed or approved drawings in hand by the construction crews.
The Contractor shall submit his Shop drawings to the Consultant for approval or review
as the case may be at least thirty (30) calendar days prior to the commencement of
construction of any particular item of work. Shop Drawings for a particular item (such as
the steel gates) which has to be fabricated outside of the Site and transported to the Site
must be submitted early enough, earlier than that specified above, to allow adequate time
of review, approval, fabrication, transporting and receiving at the Site.
Three (3) copies of clearly readable blue print copies of each drawing shall be submitted
to the Consultant by means of a standard transmittal sheet. The format of the
transmittal sheet shall be approved by the Consultant. Within twenty (20) working days
after the receipt of the prints of the drawing(s) submitted by the Contractor, the
Consultant will return one copy marked and signed with his intention and comments
hereon depending upon whether the drawing must be "approved" or "reviewed".
Upon receipt of any approved drawing, the Contractor will be authorized to proceed with
the work covered by such drawings, subject to making any correction(s) if indicated
thereon by the Consultant; however, he shall first submit by logged transmittal sheet four
(4) blueprints of each drawing, with corrections if any, to the Consultant. All approved
and reviewed drawings shall be maintained at the Contractor's site office in proper order.
When the revision is requested on the Contractor's submitted drawings, the Contractor
shall make the necessary corrections and/or revisions to the drawings in a timely manner
and shall resubmit them to the Consultant in the same manner as for a new drawing, i.e.
three (3) copies. When the returned drawings have been re-submitted for approval, the
Consultant will try to complete his review and/or approval of the drawing within ten (10)
working days; however, this will depend on the number and complexity of the
corrections/revisions which have to be checked. This procedure will continue until the
drawings have been finally approved.
If any revisions have been made to a drawing with the Consultant's approval, the
Contractor shall resubmit three (3) prints to the Consultant for further approval. The
Consultant shall have the right to make requests for any additional details and to ask the
Contractor to make any changes in the drawings which are necessary to conform to the
provisions and intent of the Specifications, without additional cost.
Any work done prior to the Consultant's approval of drawings shall be at the Contractor's
risk. Approval by the Consultant of the Contractor's drawings shall not relieve the
Contractor of any of his obligations in complying with the Specifications, the responsibility
S.7-1-4
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 7 Specifications
7-1 Civil Works
for the correctness of the Contractor's drawings, the responsibility for the adequacy of the
method of construction, etc.
(4)
Right to Change Design and Drawings
When additional information regarding foundation, or other conditions becomes available
as result of excavation work, further testing or otherwise, and if it may be found desirable
to make changes in the alignment, cross sections, dimensions or design of the canal or
appurtenant structures to conform to such conditions, the Client reserves the right to
make such unavoidable changes as in the opinion of the Consultant are necessary or
desirable.
The Contractor shall not be entitled to raise claims against such unavoidable changes,
adjustment on or deviation from the original.
1.3
(1)
Standard and Testing
Standards
All materials to be furnished under the Contract shall conform to JIS, (Japanese Industrial
Standards), so far as applicable. Other national or international standards may be
accepted provided that the requirements therein are equivalent to the current issue of the
said Standards, JIS. The Contractor shall request the Consultant's approval for any
items of materials that he wishes to bring in to the Site, based on standards other than
JIS. In this case, however, the Consultant's approval may be based on condition that
some sort of testing will have to be made on the material in the Kingdom of Thailand, and
in this case all the costs and expenses accruing there from shall be borne by the
Contractor, irrespective of the results of testing.
(2)
Test of Materials at the Site
Not withstanding any previous inspections and tests, all materials delivered to the Site
shall be subject to examinations and tests, if so requested by the Consultant. Should
such test be desired by Consultant or the Client, the Contractor will be advised in
sufficient time to permit such testing.
- All such examinations and tests shall be carried out by the Contractor at his cost in
the presence of the Consultant in accordance with the normal practice in respect of
such examinations and tests if the same may be carried out by the Contractor with his
staff and equipment available at the Site.
- Otherwise, the tests shall be made at another laboratory approved by the Consultant
at the cost of the Contractor.
The Consultant shall be at liberty to reject any materials which do not comply with the
requirements of the Contract notwithstanding any previous approval thereof.
The Contractor shall not be entitled to any extra payment or extension of time for
completion of the Works on account of the rejection of materials due to their noncompliance with the requirements of the Contract or of the waiting time reasonably
required for carrying out the examinations and tests.
The Contractor shall furnish test samples as requested and shall provide reasonable
assistance and cooperation as necessary to permit tests to be performed on materials or
work in place including reasonable stoppage of Work during testing.
S.7-1-5
Volume I, Section 7 Specifications
7-1 Civil Works
(3)
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Tests and Testing Laboratory
The Consultant will supervise such testing in the Contractor's laboratory as testing of
concrete aggregate, soil, etc. for the purpose of adequate and sufficient quality control of
the Works during the execution of the Works. The Contractor shall provide a laboratory
with necessary testing apparatus in his construction site. The Contractor shall provide
the sufficient number of volume of testing sample and perform the testing in accordance
with the Standards and Specifications, and shall furnish qualified staff and sufficient
numbers of laboratory assistants, capable of carrying out required tests specified in the
Contract.
The Contractor shall carry out any field tests, such as field compaction test, concrete
workability test, etc. in accordance with a manner and frequency prescribed in the
Specifications and shall provide testing equipment and apparatus, and all testing staff,
labor and consumables necessary for carrying out his field testing. The Contractor shall
prepare schedules of his field testing and supply of testing samples to the Consultant for
the laboratory tests taking into account the work progress schedules.
All costs incurred by the Contractor in complying with the requirements of this sub-clause
shall be deemed to be included in Contract Price.
1.4
(1)
Implementation Program and Reports
Implementation Program
Within ten (10) days after the contract has become valid, the Contractor shall submit to
the Consultant the Implementation (construction) time schedule detailed for the whole of
the Works and Temporary Works to be carried out under the Contract by means of CPM
network or another approved method. Activities shown on the schedule shall consist of
not only the actual construction sequence but also the time allowances necessary for the
preparation and approval of drawings and samples procurement and shipping of
materials and equipment, installation of special items, possible delays caused by floods
or inclement weather conditions, religious holidays, etc.
The schedule shall be prepared so that all the works are to be completed in compliance
with the Payment Conditions stated in the FORM OF CONTRACT AND ANNEXTURES.
The construction time schedule submitted shall be subject to due modifications and
changes as necessary, and approved by the Consultant within a reasonable time. This
revised time schedule agreed and signed by the Consultant and the Contractor shall be
deemed to be an authorized construction time schedule and become part of the Contract
Documents.
The authorized time schedule shall be closely monitored and kept current, and it shall be
formally updated by the Contractor once every two (2) months, or as directed by the
Consultant, and submitted to the Consultant for his review and approval.
If during the course of construction of the Works, the rate of progress of the Works falls
behind the schedule agreed in the opinion of the Consultant, and the Contractor shall not
be able to complete any one section of the Works by the time agreed, then the
Consultant will instruct the Contractor to increase his work force or supplement the
Constructional Plant on Site to expedite the rate of progress in that section.
(2)
Progress Report
The Contractor shall, before the tenth (10th) day of the each month or at any time
designated by the Consultant, submit five (5) copies of a monthly progress report in a
form acceptable to the Consultant detailing the progress of the Works during the
S.7-1-6
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
preceding month.
(3)
Volume I, Section 7 Specifications
7-1 Civil Works
The report shall contain the following but is not limited to:
-
The total overall percentage of work completed up to the reporting month as well as
total overall scheduled percentage by the CPM method (or other method previously
approved by the Consultant) as of the end of the reporting period with appropriate
comments on progress,
-
The actual percentage of each main work item completed as well as the scheduled
percentage for them with appropriate comments on their progress,
-
The schedule of activities to be started within the succeeding two (2) months with
forecast starting and completion dates,
-
A list of local manpower by trade and expatriate personnel by position employed
during the reporting period,
-
A list of constructional plant, equipment and materials on Site used in the execution
of the Works including those arrived at and removed from the Site,
-
The total work quantities to be incorporated into the permanent Works but not limited
to:
-
The main items of Temporary Works performed during the reporting period,
-
The environmental monitoring results
-
The activities and events relating to the safety and health management
-
Any other matters which may be required under the Contract or statement
concerning the matter arisen from or relating to the execution of the works during the
reporting month.
Daily, Weekly and Monthly Schedules
The Contractor shall submit two (2) copies of a weekly schedule in a form approved by
the Consultant at the end of each week for the succeeding week. The schedule shall
contain, but not be limited to, the following items; earthwork, concrete work, and other
construction work related to the execution of the Works, procurement of materials,
transportation of materials and equipment, and other schedules required by the
Consultant.
The Contractor shall submit two (2) copies of a written daily working schedule and
progress in a form approved by the Consultant everyday for the succeeding day. The
schedule shall contain, but shall not be limited to, earthwork, concrete work, and other
activities related to the execution of the Works.
The Contractor shall prepare a monthly bar chart type schedule at the end of each month
for the succeeding month. This schedule shall show the time span from the start to the
end by each main activity with the anticipated work quantities. The schedule shall be
submitted to the Consultant by the 3rd day of each month for his review and comments.
The submission to and approval by the Consultant of such program or schedule or
furnishing of any particulars thereof shall not relieve the Contractor of any of his
obligations or responsibilities under the Contract.
(4)
Joint Meeting to Discuss Progress
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A regular meeting between the key personnel of the Consultant and the Contractor shall
be held once per week at a time agreed to by both parties. The purpose of this meeting
will be to discuss the progress being made, the work proposed for the forthcoming week
and any problems having a direct bearing on the immediate to near-term work activities.
(5)
Progress Photos
The Contractor shall furnish to the Consultant color photographs (not less than 8 cm x 12
cm) of the work in progress, at locations directed by the Consultant throughout the
Contract period. The photographs shall be taken at the start and completion of each
major component of the work and at other times as instructed by the Consultant. The
photographs to be furnished to the Consultant shall be attached to the applicable monthly
progress report specified in Clause (2) hereinabove and shall be in five (5) prints for each
photograph. A brief description and date of each photograph will be included. The cost
of such photographs shall not be paid separately and shall be deemed to be included in
the Contract Price. The negatives of the photographs shall be the property of the Client
and no print from these negatives shall be supplied to any person or persons unless so
authorized by the Client.
(6)
Completion Report
The completion report shall be submitted within twenty-one (21) calendar days after
completion of the Work. The report shall contain, but not limited to, the total work
volume completed and the activities in the construction period. The completion
photographs shall have brief descriptions together with the dates they were taken. The
completion report shall also include the List of supplied Equipment (indicating name of
Equipment, quantities, manufacturers' name, model and type, and delivery date and site),
Record of inspections and performance test of the Equipment, Record of training and the
certificate (including dates and name of trainees) signed by the Client, and List of
supplied manuals for Equipment (indicating the locations where they are placed) for the
Procurement of Equipment.
1.5
(1)
Materials and Plant to be Furnished by the Contractor
General
The Contractor shall furnish all plant and materials required for the completion of the
Works. Unless otherwise specified, all plant and materials which form part of the
permanent Works shall be new and shall conform to the standard provided in the
Specifications or Standards.
When he proposes to supply plant and materials not conforming to such standards as
above mentioned, the Contractor shall inform the Consultant of his intention and shall
obtain the Consultant's written approval of such other standards.
(2)
Constructional Plant
The Contractor shall supply necessary constructional plant required for the sufficient
execution and completion of the Works. All plant and equipment to be furnished by the
Contractor shall be complete with all spare parts and the Contractor shall maintain
sufficient stock of such spare parts for their Plant and equipment to ensure the sufficient
execution of the Works.
(3)
Substitute Materials
The Contractor shall make diligent efforts to procure the specified materials, but when the
materials specified are unavailable for reason beyond the control of the Contractor,
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substitute materials may be used, provided that no substitute materials shall be used
without prior written approval of the Consultant.
(4)
Inspection of Plant and Materials
Plant and materials furnished by the Contractor shall be subject to inspection in
accordance with the Contract at any one or more of the following locations as determined
by the Consultant.
a) the place of production or manufacture
b) the shipping point
c) the Site
The Contractor shall submit to the Consultant any information covering plant and
materials required by the Consultant for the purpose of inspection which shall in no way
relieve the Contractor of his responsibility for furnishing plant and materials complying
with the Specifications.
(5)
Programs and Notices of Transportation
Concurrently with submitting a construction schedule, the Contractor shall furnish the
Consultant with a complete transportation program for plant, materials, and the
constructional plant, showing in detail the sequence of transportation and delivery on Site
to comply with his proposed construction schedule.
The Contractor shall keep the Consultant informed of the arrival of plant, materials and
the Constructional Plant at the Site.
(6)
Specifications, Pamphlets and Data to be Supplied by the Contractor
The Contractor shall submit to the Consultant for approval three (3) sets of complete
specifications, pamphlets and data for materials and plant to be supplied under the
Contract prior to the work commencement.
The approval of such specifications, pamphlets and data, however, shall not relieve the
Contractor of any responsibilities in connection with the Contract.
1.6
(1)
Survey and Measurement of the Works
Bench Mark
The basic bench marks for the Project will be shown on the Reference Drawings, which
will be supplied by the Consultant after the contract has become valid, together with their
locations and elevations of these bench marks. The other bench marks and reference
points will be also shown on the Drawings. Before using such bench marks and
reference points other than the basic bench mark for setting-out the Works, the
Contractor shall carry out a check survey therefore and satisfy himself as to their
accuracy. The Consultant shall not bear any responsibility for the accuracy of such
other bench marks and reference points.
The Contractor may establish additional temporary bench marks for his own convenience
but each temporary bench mark so established shall be of a design and in a location
approved by the Consultant, and shall be accurately related to the bench marks
established by the Consultant.
(2)
Setting Alignment of Pipes and Demarcation of Right-of-Way
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The Flood Prevention Project of East Side of the
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The Contractor shall be responsible for setting of alignment of pipes and demarcation of
right-of-way on the ground in accordance with the Drawings and information supplied by
the Consultant. Points to be staked on the ground shall be all the intersection points,
center-line points at 50 m intervals on an average, and the beginning, intermediate and
end points of curvatures. All costs incurred by the Contractor in complying with the
requirements of this sub-clause shall not be paid separately and shall be deemed to be
included in the Contract Price.
(3)
Original Surface Levels for Use of Measurement
The ground surface and river bed levels shown on the Contract Drawings shall be
deemed to be correct under the Contract. If, however the Contractor is in doubt of the
correctness of such levels the Contractor shall, at least thirty (30) days before starting the
Works, notify the Consultant in writing of his intent to confirm and perform re-survey of
such levels. In all cases before commencing the earthworks and dredging, the
Contractor shall survey and take levels over the areas to be occupied by the Works using
the bench marks or reference points approved by the Consultant in the presence of the
Consultant's Representative. The ground surface or river bed levels so determined shall
be subject to the Consultant's approval.
(4)
Assistance to Consultant's Staff for Survey
The Contractor shall cooperate with the Consultant in checking the setting-out and in
performing the measurement surveys for record and payment purposes. The Contractor
shall render all necessary assistance to the Consultant and shall provide, as required by
and for the sole use of the Consultant, sufficient quantities of pegs, poles, straight edges,
staging, moulds, templates, profiles and all other requisite items for checking the
Contractor's setting-out and measurement of the Works.
The cost of all labor and materials required by the Consultant for said purposes shall be
borne by the Contractor. No payment shall be made for the costs incurred by the
Contractor in complying with the requirements of this sub-clause, which cost shall not be
paid separately and shall be deemed to be included in the Contract Price.
1.7
(1)
Security and Health Control
General
All security and health controls necessary for the execution of the Works such as but not
limited to, sanitary arrangement, land clearing of Site, explosives and fuel, temporary
fencing, safety precautions and fire prevention, shall be established and maintained by
the Contractor at his own expense. The Contractor shall make himself responsible for
all security and health controls and shall submit to the Consultant for his approval the
organization and the regulations for these purposes.
(2)
Security Control System
The Contractor shall establish the security control system and its organization for the
Works and submit the program to the Consultant for his approval. The security control
system shall have a sufficient capacity of equipment, facilities and persons to avoid
accidents and damages to the persons and properties concerned.
The security control system shall be operated in accordance with the approved program
which shall be established on the basis of the Kingdom of Thailand n laws and
regulations.
The Consultant or the Consultant's Representative shall have the right to instruct the
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Contractor in the operation of the system from time to time, if it is deemed necessary in
the opinion of the Consultant.
(3)
Sanitary Arrangement and Clearing of Site
The Contractor shall keep the Site in a clean and sanitary condition and shall provide and
maintain sanitary convenience for the use of persons employed in the Works to the
extent and in the manner and at such places as approved by the Consultant and by any
local or other authorities concerned, and all persons connected with the Works shall be
obliged to use these conveniences.
The Contractor shall also post notices and take such other precautions as may be
necessary to keep the Site clean.
(4)
Explosives and Fuels
The Contractor shall make arrangements to transport, store and handle explosives, if any,
and fuels in a safe manner for protecting the public in accordance with the laws and
security regulations in force.
The Contractor shall obtain all necessary licenses and shall pay all fees and charges in
respect of the same as may be necessary for the purpose of moving explosives and fuels
from place to place and storing the same, and shall carry out all applications to obtain the
approvals from the concerned authorities of the Government of the Kingdom of Thailand.
The Contractor shall supply and install an efficient warning system so that adequate
warning may be given for all persons that may be endangered when explosive charges or
group of charges are to be fired.
The Contractor shall ensure, prior to discharging an explosive, that the area to be blasted
in clear of all residents, pedestrians and vehicular traffic. In addition he shall post
flagmen on each of the roads entering to the said area so as to stop and prevent any
traffic from entering into that area until the "all clear" notification is given.
The locations of explosive magazines shall be approved by the Consultant. Aboveground gasoline and liquefied petroleum gas storage tanks shall not be located within the
limits of the camp site or closer than 100 meters to any building in the Site. The
contractor shall not make use of any explosives without the written approval of the
Consultant. Approval by the Consultant shall not relieve the Contractor of his
obligations and responsibilities for all blasting operations, if any.
(5)
Precautions for Safety
The Contractor shall take all necessary precautions against risks of loss of life or of injury
to any person employed on the Works or to employees of the Client and the Consultant
or to visitors or to persons having good and sufficient reasons to be about the Works, and
to this end shall properly safeguard the Works to the satisfaction of the Consultant.
The Contractor shall furthermore take all necessary precautions against damage to the
property of the Client or of others located at or adjacent to the Site. The Contractor shall
at all times comply with any accident prevention regulations and any safety regulations of
any local or national authorities in the Kingdom of Thailand.
The Contractor shall appoint a Safety Officer and hold periodical safety meetings with the
Consultant and with his own supervisor and foremen. The Contractor shall report
promptly to the Consultant all accidents involving the death of or serious injury to any
person on the Site, resulting from the Contractor's operations.
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(6)
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Protection of Existing Structures and Utilities
The Contractor shall assume full responsibility for the protection of all buildings,
structures and utilities, public or private including poles, signs, services to buildings,
utilities in the street, water pipes, hydrants, drains and electric and telephone ducts and
conduits, whether or not they are shown on the drawings.
The Contractor shall carefully support and protect all such structures and utilities from
injury of any kind. Any damage resulting from the Contractor's operations shall be
repaired at his own expense.
The Contractor shall bear full responsibility for obtaining all locations of underground
structures and utilities. Services to buildings shall be maintained and any costs or
charges resulting from damages there to shall be paid by the Contractor.
1.8
Project Billboards
The Contactor shall install and maintain billboards through the whole construction period
to the public on the project content including finance source, purpose of the project and
brief content of the works.
The billboard shall face to the public road and/or to the public area written in both English
and the Kingdom of Thailand.
The location and content of the billboards shall be approved by the Consultant before
installation.
1.9
Sticker and Inscription Plates
Sticker and Inscription plates in both English and the Kingdom of Thailand shall be
provided by the Contractor in adequate sizes. Examples of the plates are shown as
illustrated in the following figures for reference. The Contractor shall design the plates
based on these examples and submit the design drawing to the Consultant. The final
specifications of the plates shall be approved by the Consultant. The places to install
the plates shall be as decided by the Consultant.
The Contractor shall take photographs showing the sticker and inscription plates on
permanent work for submission to the Consultant at completion of the Work.
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Example 1:
Volume I, Section 7 Specifications
7-1 Civil Works
Sticker of the National Flag of Japan
From
the People of Japan
Example 2: Inscription Plate
THE FLOOD PREVENTION PROJECT OF
EAST SIDE OF THE PASAK RIVER IN AYUTTHAYA
GRANT AID FROM
THE PEOPLE OF JAPAN
AS A TOKEN OF FRIENDSHIP AND
COOPERATION BETWEEN
JAPAN AND THE KINGDOM OF THAILAND
2014
Example 3: Inscription Plate with the National Flags
THE FLOOD PREVENTION PROJECT OF
EAST SIDE OF THE PASAK RIVER IN AYUTTHAYA
GRANT AID FROM
THE PEOPLE OF JAPAN
AS A TOKEN OF FRIENDSHIP AND
COOPERATION BETWEEN
JAPAN AND THE KINGDOM OF THAILAND
2014
(The same text of the above shall be put in this
place translated in Thai language.)
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2.
2.1
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
TEMPORARY WORKS
General
All Temporary Works shall be provided, installed, operated, maintained and subsequently
removed by the Contractor, except as otherwise provided in the Contract.
The Contractor shall submit to the Consultant for approval, within thirty (30) days after the
Contract becomes valid, the details including scale, capacity, layout, installation program
and schedule and foundations for the Temporary Works except insofar as provided for in
respective sub-clauses. The Consultant shall have the right to direct to the Contractor
to modify or change the Contractor's proposals if it is deemed necessary in the opinion of
the Consultant. Such direction of the Consultant shall not relieve the Contractor of his
obligations and responsibilities under the Contract.
If the Contractor intends to locate some of the Temporary works outside the Site shown
on the drawings, such proposal shall be optional but all costs required for doing so,
including right-of-way, rent of land and like, shall be borne by the Contractor and shall be
deemed to be included in the Contract Price. Any delay or restriction caused by such
matters shall not relieve the Contractor of his obligation to meet the requirements of the
Contract. No extension of time shall be allowed for any delay caused thereby.
Except otherwise provided for in the Bill of Quantities, no separate payment will be made
for complying with the provisions of this Clause and all costs shall not be paid separately
and shall be deemed to be included in the Contract Price.
2.2
The Site
The Site as shown on the Drawings shall be the land or space to be used for the
execution of the Works. The Contractor shall as far as practical layout the Temporary
Works on such land or spaces so designated on the Drawings or directed by the
Consultant.
The Contractor shall limit the movement of his crews and equipment on the right-of-way
including access routes approved by the Consultant so as to minimize damage to crops
and property, and shall endeavor to avoid marrying the land. Ruts and scars shall be
obliterated and damage to land shall be corrected. Before acceptance of the Works by
the Client the land shall be restored as nearly as practicable to its original conditions.
The Contractor shall be responsible directly to the Client for any excessive or
unnecessary damage or injury to crops or land resulting from his operations whether in
the possession of the Client or any other person, and shall indemnify the Client against
all losses and claims for such damage and injuries.
2.3
Mobilization and Demobilization
Mobilization shall be understood to mean transportation of Constructional Plants and
equipment, based on the construction schedule to be submitted, from the original areas
of possession of them to the sites where they are to be used. Mobilization of the
proposed supervisory personnel, labors, office staff, etc., according to the schedule
submitted, is also included under the mobilization.
The Contractor may, always subject to the authorization of the Consultant, at any time
during the works, make any alternation, reduction and/or improvements to the
constructional plant and personnel.
Demobilization shall include the removal of constructional plants from the site and
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departure of personnel who have completed their work.
All costs incurred by the Contractor in complying with the requirements of this sub-clause
shall not be paid separately and shall be deemed to be included in Contract Price.
2.4
Contractor's Office, Client's/Consultant's Field Office, etc.
The Contractor shall provide, maintain, and operate such buildings as Contractor's office,
Client’s/Consultant's field office, staff quarters, stores, workshops, labor camps and other
temporary buildings necessary for the execution of the Works and remove them upon the
completion of the work. The Contractor shall submit site plans and general particulars
of the temporary and permanent buildings to the Consultant for his approval within the
prescribed period. The construction of the buildings shall not be started until his
proposals have been finally approved by the Consultant.
The Contractor's staff quarters and labor camps shall be provided with all necessary
services for drainage, lighting, roads, paths, parking places, fencing, sanitation,
cookhouses, fire prevention and firefighting equipment.
The Contractor shall also provide a heating system, an adequate water supply system
and make arrangement for electric power supply and maintenance to the Contractor's
Office, Client's/Consultant's field office, staff quarters, labor camps, workshops and other
places of the Work on the Site.
The Consultant’s field office shall be heated in winter and provided with the suitable
furniture and office equipment listed in the table below.
Requirements for Consultant’s Field Office
Furniture
Equipment









Meeting table with 6 chairs : 1 set
Desk with chair : 5 sets
Filing cabinet : 5 units
White board : 2 unit
Desktop computer : 2 units
Specifications
- Processor: Intel Core i5 or more
- Hard disk: 500GB or more
- RAM: 8GB or more
- Optical drive: Super multi drive or equivalent
- Monitor: 21.5 inch class liquid crystal monitor
Software in English version to be provided
- Microsoft Windows 7 Professional 64bit
- Microsoft Office Professional latest version
- Virus protection program latest version
- Adobe Acrobat
32V liquid crystal TV set : 1 no.
Air conditioner 6.3 kW class : 1 no.
Cool and hot water server : 1 no.
Refrigerator 200 liter class : 1 no.
The cost of the construction, maintenance and subsequent removal of the Contractor's
office, Client's/Consultant's field office, Stores, Workshops, Labor Camps provided under
the Contract shall not be paid separately and shall be deemed to be included in Contract
Price.
2.5
Temporary Fencing
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The Flood Prevention Project of East Side of the
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If required, the Contractor shall erect and maintain at his own expense suitable and
approved temporary fencing to enclose such area of the Works to be carried out and all
areas of land occupied as may be necessary to implement his obligations and to the
satisfaction of the Consultant.
The cost of the erection, maintenance and subsequent removal incurred by the
Contractor in complying with the obligations under this sub-clause shall not be paid
separately and shall be deemed to be included in Contract Price.
2.6
Temporary Access Roads
The Contractor shall construct and maintain temporary access roads including
associated drainage and stream crossing facilities necessary for the execution of the
Works. Demolition and removal of this temporary work shall be subject to the approval
of the Consultant.
The existing roads to be used as access roads shall for his own convenience be
rehabilitated, improved, and maintained by the Contractor.
Not less than thirty (30) days before the Contractor intends to commence construction of
any part of the temporary access roads the Contractor shall submit to the Consultant for
his approval a detailed construction for access roads including:
-
Design of the temporary access roads including associated drainage and
stream crossing facilities.
The gradient of temporary access road shall not exceed 10% for the safety.
Construction method and Construction time schedule of such temporary access
roads.
The Contractor shall not commence the construction of any temporary access road until
the Consultant's approval thereto has been obtained. However, such approval shall not
relieve the Contractor of any of his duties or responsibilities under the Contract.
The Contractor shall construct such temporary access roads in accordance with the
approved drawings and construction program. The Contractor shall be responsible for
and repair at his own expense any drainage to the access roads including the existing
roads on the access routes caused by traffic of heavy equipment and trucks used by the
Contractor for the execution of the Works. On the completion of the Works, such
temporary access roads shall be removed and left in the original condition to the
satisfaction of the Consultant. Especially, in bank protection work of Han Tra Canal, the
aggregate for temporary access road shall be completely removed before the
commencement of embankment.
The Cost of the construction, maintenance and removal of the temporary access roads
provided under the Contract shall not be paid separately and shall be deemed to be
included in Contract Price.
2.7
Temporary Traffic Ramps/Roads and Detour
In cases where it is necessary or required by the Consultant, the Contractor shall
construct and maintain, and remove temporary traffic ramps/roads and detour through or
around the Works, and shall furnish all the labor and materials required therefor.
2.8
Temporary Traffic Control
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Volume I, Section 7 Specifications
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In order to facilitate traffic through or around the Works, or wherever instructed by the
Consultant, the Contractor shall erect and maintain at prescribed points on the work and
at the approaches to the work, traffic signs, lights, flares, barricades and other facilities as
required by the Consultant for the direction and control of traffic.
Where required, or where instructed by the Consultant, the Contractor shall furnish and
station competent flagmen whose sole duties shall consist in directing the movement of
traffic through or around the work.
In addition to the requirements of the paragraphs above, the Contractor shall furnish and
erect, within or in the vicinity of the project area, such warning and guide signs as may be
instructed by the Consultant.
2.9
Maintenance and Protection of Traffic
It is the intent of Sections 2.7, 2.8 and 2.9 wholly or in part, that the Contractor shall keep
open to traffic any existing road during the performance of the works, provided that when
approved by the Consultant the Contractor may bypass traffic over a detour.
The Contractor shall take necessary care at all times to ensure the convenience and
safety of residents along and adjacent to the road.
The cost of the maintenance and protection of traffic provided under the Contract shall
not be paid separately and shall be deemed to be included in Contract Price.
2.10 Trafficability for the Heavy Equipment
Where the heavy equipment or dump truck is used on soft ground after the dewatering in
canal, the Contractor shall carry out the necessary countermeasure such as soil
replacement, use of steel plate, to keep the trafficability.
2.11 Water Control and Dewatering
(1)
General
This Clause covers all the work to be performed by the Contractor during the Execution
of the Works to ensure that the Works will be carried out in dry condition.
The Contractor shall furnish, install, operate and maintain all the necessary pumps,
wellpoints and other equipment as may be necessary to ensure the removal of surface
and subsurface water from the various parts of the Works. After having served their
purpose, all pumping equipment or any other temporary dike, ditch, discharge or
protective weir shall be removed and the grounds shall be restored to their original or
required lines and levels.
Nothing in this Clause shall relieve the Contractor from full responsibility for the
adequacy of the Temporary Works or equipment to be provided for water control and
dewatering.
The type of dewatering plant, the design (drawings and calculation) and arrangement of
dewatering and protective works shall be subject to the approval of the Consultant.
(2)
Method of Water Control
The Contractor shall choose the appropriate protective works e.g. earth dikes or double
sheet pile cofferdam, etc., judging from the existing soil condition or existence of existing
utilities, etc.
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The Flood Prevention Project of East Side of the
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Especially, in Kra Mang canal, the Contractor shall ensure the minimum clearance 5m
from the existing oil pipe, which is located between the road bridge and railway bridge.
The Contractor shall ensure the proper maintenance of dewatering system by the
provision of watchman or mechanician to avoid the damage to the permanent structure
or temporary structure due to the stop of dewatering system.
The Contractor shall not interfere nor interrupt the flow of natural canal or of existing
irrigation or drain ditches. Where necessary, temporary flumes temporary drainage pump
shall be installed by the Contractor.
The Contractor shall ensure 30m3/min of the minimum discharge capacity to Pasak River
in both Han Tra Canal and Kra Mang Canal during the construction period.
(3)
Care of Surface Waters
At any location where the control of surface water is required ,the Contractor shall
provide for the construction of ditches, weirs, sumps, dikes and other protective works to
ensure that surface waters of any origin be kept away from the site of construction of
Permanent Works. Appropriate and adequate pumping equipment shall be installed at
the sumps, and the pumped water shall be channeled away from the Works.
(4)
Care of Sub-Surface Waters
The subsurface waters that may affect the construction of the Permanent Works, with
special regard to structures and structure foundations shall be controlled by means of
area-dewatering systems of the wellpoint type or similar. At any site where control of subsurface waters is required, the Contractor shall install a sufficient number of wellpoints,
operate and maintain them during execution of the Works and provide for their removal
after construction. This equipment and dewatering system shall be subject to prior
approval of the Consultant
(5)
Care of the Upstream of the Construction Area
The Contractor shall ensure the necessary protection measure against the flood, i.e.,
prevention of the flood from Pasak River during the construction in the both construction
area and its upstream area..
(6)
Canal or Drain Diaphragms
To accommodate the requirement of the irrigation program, the Contractor may be
required not to excavate certain sections of canal or drain in this manner creating
protective diaphragms, which will be typically 30 m. wide at natural ground level. This will
apply anywhere along the canals or drain as instructed by the Consultant.
The diaphragms will be excavated during a second stage of the excavation, and this
work will have, if necessary, to be partially conducted underwater. The Contractor shall
supply the appropriate equipment to excavate the diaphragms, obtaining the required
lines and grades.
(7)
Temporary Flume or Pump
Where the canals or drains will cross existing irrigation or drainage ditches or other small
watercourses whose flow cannot in the opinion of the Consultant be interrupted but for
short lengths of time the Contractor shall supply the materials for and erect temporary
flumes or temporary pumps that have appropriate capacity.
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The temporary flumes shall be typically made galvanized iron sheets, supported by the
wooded frames and trestles and made watertight. The Contractor shall be responsible for
their maintenance and removal and according to the satisfaction of the Consultant.
2.12 Prevention of Water Pollution
The Countermeasure such as installation of silt fence against the water pollution in water
course due to construction activities shall be properly taken by the Contractor.
3.
3.1
(1)
EARTH WORKS
Site Clearing and Top Soil Removal
General
This Clause covers all work required for the clearing, grubbing and stripping the areas
utilized for the construction of the Permanent Works..
(2)
Clearing
The Contractor shall remove all obstructions above ground surface, including trees,
stumps, down timber, snags, brush, logs, fencing and similar debris.
No trees shall be cut outside the areas mentioned above without specific approval and all
trees designated by the Consultant shall be protected from damage by the Contractor's
construction operations.
(3)
Grubbing
Grubbing shall consist of the total removal of tree stumps, jungle growth, brush, roots,
buried timber and other objectionable material below the clearing zone, within the
foundation limits of all permanent construction, and from borrow areas, quarry areas,
stockpile sites and elsewhere as instructed by the Consultant. Except in areas to be
excavated stump holes and other holes shall be backfilled with suitable material.
(4)
Stripping of Top Soil
Top soil is any layer of soil within a depth of 30 cm. or as instructed by the Consultant at
the existing surface on the Site, which contains and/or is discolored by the roots of
vegetation or any other organic material.
Top soil which in the opinion of the Consultant should be stripped is to be removed from
the area concerned before any excavation or filling is commenced. In general, stripping
shall be limited to a depth of 30 cm, but the Consultant may require deeper stripping in
points of penetration of roots or other objectionable material. No payment above the Unit
Price shall be made for the occasional stripping over the 30 cm. depth.
(5)
Demolition of Hard Obstacles
The Contractor shall totally demolish and remove from the Works all eventual hard
obstacles, including plain or reinforced concrete, stonemasonry, brickwork and the like.
The demolition can be accomplished by means of giant breaker, compressed air tools,
etc as the circumstance will allow. All debris shall be removed and dumped in areas
designated by the Consultant.
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(6)
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Disposal of Material
The material removed in clearing operations shall be disposed to the designated disposal
site, as approved by the Consultant.
The stripped top soil shall be disposed in the right-of-way, in the strip between the toe of
embankments and the limit of the easement, and leveled by bulldozer blade.
Where this strip of the right-of-way is to be used for/excavation borrow material for
embankments, then the Contractor shall stockpile the top soil on the land adjacent to the
right-of-way, and then push it back into the borrow pits. All arrangements with the owners
or users of the land outside the right-of-way utilized for stockpiling the top soil and the
borrow areas shall be care of the Contractor, and all relevant cost shall be borne by the
Contractor and cover by the Unit Price.
(7)
Extent
The detailed limits and extent of the areas to be cleared and stripped shall be determined
case by case, by the instruction of the Consultant.
(8)
Measurement and Payment
The Works relating to site clearing and top soil removal shall be considered to be
included in the Contract Prices.
3.2
(1)
Temporary Cofferdams
General
Suitable and practically watertight cofferdam shall be used wherever water-bearing strata
are encountered or wherever the maximum water level in the stream or canal shall be
above the elevation of the bottom of excavation. Cofferdam or cribs to be placed for
foundation, canal or drain protection construction shall, in general, be carried well below
the bottom of the footings and shall be well braced and as nearly watertight as
practicable. In general, the dimension of cofferdams shall be such as to give sufficient
clearance, for the construction and the inspection works, and to permit pumping outside
of the forms. Cofferdams or cribs, which are tilted or moved laterally during pumping and
excavation operations shall be righted or enlarged so as to provide the necessary
clearance.
Notwithstanding the approval for the temporary cofferdam by the Consultant, nothing shall
relieve the Contractor from full responsibility on temporary works.
No separate payment will be made to the works described in this Clause. The Contractor
shall include the cost in the unit prices for excavation or lump sum price of the related
works.
(2)
Design of Temporary Cofferdams
Prior to the commencement of site works, the Contractor shall submit the design of
temporary cofferdam, i.e. design drawings, calculation, etc.
The Contractor shall consider the appropriate methods for the temporary cofferdam to
minimize the displacement of the cofferdam and the adjacent existing ground for the
avoidance of the damage of the existing houses.
(3)
Monitoring of Temporary Cofferdams
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In addition to the design of temporary cofferdam, the Contractor shall submit the detailed
monitoring plan of temporary cofferdam to the Consultant for the approval.
(4)
Placing of Seals
When conditions are encountered which, in the opinion of the Consultant, render it
impracticable to dewater the foundation before placing the footing, the Consultant may
require the construction of a concrete foundation seal of such dimension as he may
consider necessary and of such thickness as to resist any possible uplift.
The concrete for such seal shall be placed as directed by the Consultant. The foundation
shall then be dewatered and the footing placed.
(5)
Protection of Concrete and Masonry
Cofferdam shall be constructed so as to protect green concrete or masonry against
damage from sudden rising of the stream and to prevent damage to the foundation by
erosion. No timer or bracing shall be left in cofferdams or cribs in such a way as to extend
into sub structure masonry without written permission from the Consultant.
(6)
Removal of Cofferdam or Crib
Unless otherwise provided, cofferdams or cribs, with all sheeting and bracing involved
therewith, shall completely be moved by the Contractor after the completion of the sub
structure built at the area protected by the cofferdam or crib. Removal shall be effected in
such manner as not to disturb or mar finished work.
3.3
(1)
Excavation
General
This Clause covers all excavation works required in connection with the Contract and
shown in the shop drawings based on the Contract Drawings and/or instructed by the
Consultant.
Excavation shall be carried out as indicated in this Clause, by suitable means, selected by
the Contractor and in a manner approved by the Consultant.
The work includes, but is not limited to, the following: excavation for structures and
structure foundations, revetment and trenches for pipe laying, U-shape girder.
The Contractor shall notify in advance the Consultant of the commencement date for any
excavation, so that cross-sections and measurements may be taken of the undisturbed
ground surface. The natural ground adjacent to the proposed excavation shall not be
disturbed without the consent of the Consultant. Where the foundation material is soft or
mucky or otherwise unsuitable, in the opinion of the Consultant, the Contractor shall
remove the unsuitable materials and replace it as specified.
Excavation shall be performed as far as practicable and where required in the dry. For this
purpose the Contractor shall take, according to the needs and after approval of the
Consultant, the measures contemplated in these Specifications and any other necessary
step to avoid excavations being carried out in wet conditions.
Excavation shall be carried out so that the final dimensions of the excavations (lines,
slopes and grades) conform to those shown in the approved Shop Drawings and/or those
established by the Consultant. All excess excavation for the convenience of the Contractor
for any purpose or reason, except as may be approved by the Consultant and shall be at
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the expense of the Contractor. All such excess excavation shall be back-filled with
materials supplied and placed entirely at the expense of and by the Contractor and as
instructed by the Consultant.
During the progress of the Works, 'but before the executions, it may be found necessary
to vary the slopes or the dimensions of the excavations from those shown on the
approved Shop Drawings by the Consultant, and the Contractor shall be entitled to no
additional payment by reason of such changes.
If the material from quarries or borrow pits is in excess of that needed the surplus material
shall be stock-piled in approved areas near those borrow pits until its use is authorized. So
far as practicable and as determined by the Consultant, all suitable material from required
excavations shall be used in the Permanent Works as required under these specifications,
and all unsuitable and excess materials shall be disposed to designated disposal area.
The Contractor shall conduct the cleaning of the public road if the condition of the road
becomes muddy due to the transportation of the excess soil to the designated disposal
area.
Where practicable and as determined by the Consultant, suitable materials shall be
excavated separately from materials to be wasted suitable materials shall be segregated
by loads during excavation operations and shall be placed in the designated final locations
directly from the excavation or shall be placed in temporary stockpiles, and later placed in
final location, if approved or directed by the Consultant.
(2)
Classification of Material
The Contractor shall not simply decide the excavation method based on the boring data
provided by the Consultant.
The Contractor shall draw his own conclusions from the investigation such as boring or
trial excavation, etc as to which excavation methods will be required for the removal of
material to be excavated.
(3)
Excavation Requirement
Excavations shall be based on the approved construction drawings and/or as instructed by
the Consultant
Excavations shall be those carried out from the natural ground level to the require lines
and levels. Excavation of embankments for trenches, structures and foundations shall not
be considered for payment, should the Contractor elect to construct the embankments
before constructing the structures affecting the embankments themselves. The procedure
contemplated in this Contract shall be to proceed with the construction of structures first
and then follow with the embankments.
The Contractor shall remove from the entire areas to be excavated all topsoil and other
objectionable material as determined by the Consultant and in accordance with Subclause 3.1.
(4)
Trench Excavation
Trench excavation shall include excavation for laying precast reinforced concrete pipes
U-shape ditch, etc.
The trench shall be of sufficient width to permit the placing of pipes to the full length
shown in the Shop Drawing.
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(5)
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Excavation from Borrow Areas Prepared and Provided by the Contractor
All material required for fill in the Works, which is not available from the required
excavation for the Works shall be obtained from designated borrow areas prepared by
the Contractor's expenses. There are each two borrow area in both Lopburi province and
Nakhonnayok province.
The Contractor need to arrange the joint sampling with the Consultant at the borrow area
and submit the subsequent laboratory test results for the sampling material to the
Consultant for the approval.
Construction site shall be cleared and grubbed as stated in Sub-clause 3.1.
Material suitable for topsoil shall he selected during stripping operations and stockpiled
adjacent to the areas for future use. Unsuitable material shall be disposed under the
Consultant’s instruction.
If at any location in the borrow pits, before or during excavation operations, excessively
moist material is found, steps shall be taken to reduce the moisture by selective
excavation, by constructing drainage ditches, by allowing adequate time for drying, or by
any other methods.
Borrow operation shall be carried out and determined so as to, borrow suitable and
uniform material. The material shall be hauled in equipment, which will not unduly damage
service road and will not cause segregation of material.
(6)
Disposal of Excess and Unsuitable Material
Excavated materials that are unsuitable for, or are in excess of, permanent construction
requirements shall be disposed by dump filling to the designated disposal area. This
material shall not be compacted but trimmed by dozer blade.
(7)
Re-handling Excavated Material from Stockpiles
Stockpiling and re-use of excavated material shall not be permitted unless authorized by
the Consultant.
Stockpiled materials shall be reloaded and placed in embankments as soon as practicable.
After completion of re-handling operations, the stockpile areas shall be made neat and
clean to the satisfaction of the Consultant.
(8)
Protection of Excavation Surfaces
If contact surfaces are formed of materials which on exposure suffer alternation, loosening,
cracking or any other form of disintegration, or where it may be necessary in the
Consultant’s opinion, the excavation shall not be taken beyond 0.20 m from the final line
and the remaining 0.20 m of material shall not be removed until immediately before the
placing of the embankment fill or the revetment.
The bottom and side slopes of excavation shall be protected from cracking or weathering
with such material as jute mats, plastic sheets or others methods approved by the
Consultant
The operation of excavation and protecting in these areas in large structures shall be
performed in a continuous manner so that the time elapsed since the excavation of the
last 20 cm until the placement of the protection shall not be greater than two (2) hours and
so that the finished surfaces without cover be exposed to the air the least possible time,
not exceeding twenty (20) minutes, provided that during this time they shall be maintained
damp.
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In no case shall a surface be left covered for a period exceeding twenty (20) days.
(9)
Slides
If slides occur in the excavation before final acceptance of the work, and the responsibility
for such occurrence rests with the Contractor due to improper work practices, then the
Contractor shall remove the material from the affected area and shall reconstruct that part
of the excavation at his own expense
3.4
(1)
Embankment and Backfill
General
This Clause contains the Technical Specifications governing the execution for all the
operations of forming and compacting embankment for the platform, roads and foundation
surfaces and backfills around structures, etc.
Embankments shall be constructed in accordance with the alignments, slopes and cross
section shown on the approved construction drawings, or as instructed by the Consultant.
Embankments shall be carried out so that variations in dimensions, alignment and grades
of any finished surface from the dimensions, locations and grade as shown on the
approved construction drawings, or required by the dimensions, locations and be within
the tolerances specified in the following table.
The lines for fill and backfill shown on the approved Shop Drawings shall not be
interpreted as indicating with accuracy the actual lines of embankment and backfill.
The Consultant may require that the Contractor repair or remove at Contractor's own
expense items that exceed the limits above specified.
The Contractor shall remove embankment material placed outside the prescribed profiles
if as instructed by the Consultant.
The Contractor shall remove from the embankment any material which in the opinion of
the Consultant is unsuitable, and shall transport it to a prescribed disposal area, as
instructed.
(2)
Definitions
The term "backfill" as used in these Specifications defines excavation refill and the
material that will be placed around or near structures when a certain time has elapsed
after their completion.
The term "foundation surfaces" as used in these Specifications is defined as the earthfill
surfaces prepared for placing structures of all kind.
The term "embankment" as used in these Specifications is defined as the earthfill portions
of the platform around structures, roads, etc. above the original ground elevation.
Compacted embankment includes all fill deposited in layers and consolidated by rolling or
tamping.
(3)
Source of Embankment Material
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Materials for compacted embankment in platform, roads, and for compacted backfill of
structure excavations shall be obtained from the excavation of the Works and/or from
borrow areas prepared by the Contractor under the approval of the Consultant.
(4)
Preparation of Foundation Surfaces
(a)
General
Before commencing the placing of any fill, masonry or concrete, the surface of the
excavation shall be properly trimmed, cleaned and treated or compacted as hereinafter
specified.
Commencement of placing of fill, masonry and/or concrete on such surfaces shall be
subject to the approval of the Consultant. All excavations made for subsurface
investigations and all other existing cavities found within the area to be covered by
embankments shall be restored with compacted fill material as specified in Clause 8
hereafter and/or as instructed by the Consultant. The surface of each portion of the
foundation, immediately prior to placing the fill masonry or concrete, shall have all water
removed from depressions, shall be properly cleaned or where necessary moistened to
obtain a good bond with the fill.
(b)
Foundation for Masonry and Concrete Structures
Loose materials and organic residues shall be removed from the surface of contact with
masonry or concrete. The excavation shall be in accordance with the dimensions, levels
and grades shown on the approved Shop Drawings. Where called for on the approved
Shop Drawings or by the Consultant, the surface of foundations excavation shall be
adequately protected. Any depression in the excavation shall be filled with random fill
material, as instructed by the Consultant. The fill shall be placed in layers, moistened and
compacted in accordance with Clause 8 hereafter.
Material which cannot be compacted by rollers because of inadequate clearances shall be
spread in layer of 20 cm and compacted with power tampers to a density equal to that
specified for compaction with roller. After filling of depression and immediately prior to
concreting, the entire surface of the foundation shall be compacted as instructed by the
Consultant.
(c)
Foundation for Drain Structures
The areas which drains are to be placed shall be trimmed and made smooth to agree with
the lines and grades shown on the approved Shop Drawings or as instructed by the
Consultant and shall be compacted as specified hereafter.
The drain material shall be placed directly on the excavated surface. Immediately prior to
placing such material, the prepared surface must be inspected and approved by the
Consultant.
(d)
Foundation for Embankment
After clearing, grubbing and stripping in accordance with Sub-clause 3.1, ground surfaces
shall be scarified, plowed, disked or otherwise broken up, pulverized, moistened or
aerated as necessary, and thoroughly mixed and compacted, with the top fifteen (15)
centimeters having a dry density of ninety-five percent (90%) of the maximum dry density.
If, during compaction of the first layers of fill, settlement occurs, which may indicated the
presence of unstable soils below foundation level, this area shall be excavated to remove
the loose material and backfilled with sand or fill similar to adjacent natural soils, and
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compacted in layers not exceeding 20 cm. Removal, backfilling and compaction of visually
observed soft spots shall also be performed.
(5)
Placing of Material for the Embankments
No material shall be placed until the foundation have been inspected and approved;
before placing a layer, the compaction of the proceeding one shall have been completed
and its surface prepared, as instructed by the Consultant, with the object of increasing
adherence.
Unless otherwise ordered, the whole of an embankment under construction shall be kept
at the same level along its length during the entire construction time. Material shall be
placed in such a way that free and easy drainage of surface water will be possible.
The grading and distribution of material in compacted embankment shall be such that the
embankment is free from dense and agglomerations and so that the layers of material do
not differ substantially in texture and grading from adjacent material within the same area.
If in the opinion of the Consultant the embankment surface is too dry to permit proper
adherence with the next layer, the dried surface material shall scarified to the Consultant,
adequately dampened and compacted in accordance with the applicable specification in
order to provide a satisfactory bonding surface, before the next layer of fill material is
placed.
Material shall be dumped in rows parallel to the center line of the embankment, or as
instructed by the Consultant.
Materials of different characteristics shall be placed in such manner that contamination is
avoided.
If hauled by dump truck, the material after tipping shall be spread over the area of the
embankment by means of bulldozers and graders, or other approved means in
approximately horizontal layers of uniform thickness.
Concentration of over-sized material will not be permitted. If in the opinion of the
Consultant any stone or lump interfere with good compaction such stone or lump shall be
removed from the layer. Stones or lumps with their major dimension greater than 15 cm
shall not be allowed or be crushed.
The surface of the embankment shall, in the course of construction be maintained in such
a condition that the construction equipment can travel over the whole of the embankment.
(6)
Moisture Content
(a)
General
The moisture content of the fill material prior to and during compaction in the embankment
shall be in accordance with this Clause. As far as practicable, the material shall be
condition to the correct moisture content at the borrow pit, excavation site or stockpiles.
(b)
Embankment Material
The moisture content shall range from 2 percent below to 2 percent above optimum.
The "optimum" moisture content is to permit the achievement of the maximum apparent
dry density as defined by the Standard Compaction Test ASTM-D 698-Method A or other
equivalent standards.
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As far as practicable, the materials shall be delivered and spread on the embankment
within the required moisture range. Only such moisture control as needed for minor
adjustment of changes caused by evaporation during handing and placement or from rain
fall shall be accomplished on embankments.
Humidifying after tipping and spreading shall be carried out by Spraying, to ensure a
greater uniformity on the distribution of the water. After spraying, the layer shall be mixed
scarifying with disc harrows or the equipment approved by the Consultant.
The amount of water to be added to each layer of the embankment shall be carefully
controlled to avoid excessive moisture on the surface during or after compaction.
Should be the addition of water to the embankment increase the moisture content to levels
greater than acceptable and the material become too damp to achieve good compaction,
all work shall stop in that section of the embankment until the moisture content has been
reduced to the required value.
Material which is too wet shall be removed or spread over the embankment and allowed to
dry, working it with disc harrows or scarifies until the moisture content is reduced within
the specified limits.
(c)
Material for Filters
There are no limitations for the moisture content of this material.
(7)
Subgrade Material
The following laboratory tests shall be carried out for the subgrade material.
- Standard compaction test
- CBR test ASTM D1883
ASTM-D698 Method A or other equivalent
The CBR value of the subgrade material imported from borrow pit shall be not less than 3.
(8)
Compacting Equipment
(a)
General
The compacting equipment shall comply with the following requirements; its use shall be
in accordance with the Specifications specified in the following and/or as determined and
instructed by the Consultant as a result of the tests conducted during construction of the
embankment.
The type and operation of the rollers shall be submitted to the approval of the Consultant
who shall be entitled at all time during the progress of the Works to instruct repairs, minor
alterations or variations which may be necessary for better compaction.
(b)
Sheep-foot or Tamping Foot Roller
The rollers of the sheep-foot or tamping foot type shall consist of drum 1.50 m in diameter
and at least 1.50 m in length. The drums shall be so ballasted to reach a weight not less
than ten (10) metric tons.
The rollers shall be provided with cleaning bars designed and placed so as to prevent the
accumulation of material between the tampers. The tampers shall have a net length of
approximately 20 cm and their net head area shall be between 100 and 200 cm2.
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The rollers shall be self propelled or towed by a prime mover of sufficient capacity to tow
the roller at a speed of approximately 2.5 km/h when at work.
The contractor may submit to the Consultant’s approval other types of rollers.
(c)
Rubber-Tired Roller
Rubber-tired rollers shall have a minimum of four wheels equipped with pneumatic tires.
The tires shall be of such size and ply as required to maintain tire pressure between 5.5
and 7.0 kilograms per square centimeter for 11,500 kilogram wheel load during rolling
operations. The wheels shall be located abreast and so designed that each one will carry
approximately an equal load in traversing uneven ground. The spacing of the wheels shall
be such that the distance between the nearest edges of adjacent tires will not be greater
than 50 percent of the tire width of a single tire at the operating pressure for a 11,500
kilogram wheel load. The roller shall have a rigid steel frame provided with a body suitable
for ballast loading such that the load per wheel may be varied, as instructed by the
Consultant, from 8,000 to 11,500 kilograms. The roller shall be towed or self-propelled at
working speeds not exceeding 15 kilometers per hour. The Contractor may propose to the
Consultant for his approval other types of rubber tired rollers.
(d)
Vibrating Roller
The vibrating roller shall be equivalent to a 10-ton static roller. It shall be self propelled or
towed, at working speed not above 2.5 km/h.
The Contractor shall submit the manufacturer's specifications, for the approval of the roller
type by the Consultant.
(e)
Special Compactors
Compaction of material in areas where it is impracticable to use a roller as provided above
shall be performed by tamping compactors of the heavy duty power-driven type. They
shall be capable of producing densities at least equal to those produced by the equipment
specified in this Clause. All such equipment will be subject to approval by the Consultant.
Compactors which do not obtain the required density with a reasonable amount of
coverage of each layer and at a production rate consistent with the adjacent embankment,
shall not be used in the work. Compacted layer thickness by this equipment will be subject
to approval.
(f)
Water Spraying Equipment
Spraying equipment shall consist of tank trucks, pressure distributors, or other equipment
designed to apply water uniformly and in controlled quantities to variable widths of surface,
Tank trucks shall be equipped with shut off valves so that no leakage will result from the
nozzles when equipment is not operating, Leakage shall be repaired immediately and any
material rendered too wet because of faulty equipment shall have to be removed or
reconditioned,
(9)
Compaction
(a)
Compaction of Embankment I Backfill Material
After spreading, and when moisture content is within the allowable limit the fill material
shall be compacted,
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All layers shall be compacted before the next layer is spread; the area of compaction
during construction shall be maintained at a uniform level. The material shall be spread
and compacted in layers covering as great an area as possible.
Each compaction pass shall overlap the adjacent one by at least 40 cm. Before spreading
a new layer on a compacted one, the compacted layer shall be scarified by approved
means to a depth of 10 cm, in order to achieve optimum layer adherence,
The embankment material shall be normally spread in layers 30 centimeters thick after
compaction in order to obtain a uniform density throughout the full depth of the compacted
embankment.
The Contractor shall consider the particular care in case of the following conditions.
- The embankment or backfill around pipe or small structure shall be proceeded from
both sides to avoid the uneven pressure.
- In case of the embankment above the original ground exceeding a gradient of 1 in 4,
the bench-cut of the existing slope shall be carried out to avoid the slippage.
- In case of the embankment beside concrete structure or the narrow area, small
equipment for the compaction such as tamping rammer shall be used.
(b)
Dry Density Test
The dry unit weight of the compacted material shall be tested by means of samples
obtained from each layer: 100% of the samples shall equal or exceed 95% of the
"optimum dry density" for the material placed in the embankment.
The "optimum" dry density is taken to be the maximum reached in the Test-ASTM D-698
Method A or the equivalent, applying the correction for the presence of particles retained
on the No.4 sieve in accordance with the USBR Earth Manual, Chapter 1, Article 14 or the
equivalent.
For tests necessary to determine the optimum dry density, the contractor shall conduct the
joint sampling with the Consultant at the designated disposal area. The sampling shall be
conducted in any case wherever is apparent change in the soil characteristics.
The laboratory and subsequent tests on compacted embankment shall be carried out by
the Contractor in the presence of the Consultant.
The Consultant shall take at least two samples for each day of work and for each layer
compacted in the day.
In the event that the degree of compaction is not satisfactory, the Consultant shall require
additional compaction.
(c)
The Finishing of Subgrade
After the finishing of subgrade by using motor grader and tire roller, the Contractor shall
conduct the field dry density test and also proof rolling test. In case of subgrade
embankment, which is 1m thickness below the pavement, in-situ dry density test shall
equal or exceed 90% of optimum dry density. The proof rolling test shall be conducted by
using 10t dump truck fully loaded with soil or equivalent. In the proof rolling test, the
deflection shall be less than 1 inch (25mm). If the deflection exceeds 1 inch (25mm), the
Contractor shall remove the soft subgrade material to the area and depth determined by
the Consultant and replace with suitable material.
The tolerance of the finishing of subgrade is as follows.
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- Elevation:
- Width:
(10)
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±50mm
- 25mm
Protection of Embankments
The Contractor shall carry out normal protection and maintenance works to keep the
embankments in a satisfactory condition until completion.
In the case of impending rain the surface of the embankment shall be smoothened,
compacted and when applicable sealed by the' passage of rubber tired equipment.
In order to reduce the effect of rain, the surface of embankments shall have a cross fall of
approximately 4%. In case of work interruption, the surface of the embankment shall be
sealed to protect it from the effects of rain, by transit of pneumatic tired rollers.
(11)
Backfill
Fill around structures and excavation refill designated as "Backfill" shall be placed where
shown on the approved Shop Drawing or as instructed by the Consultant.
Material designated as "pervious backfill" shall be coarse sand or a free draining mixture
of sand and broken rock wastes. The material designated as "backfill" shall be similar to
that used in the embankments and shall be compacted in accordance with the provisions
of Clause 8.1 above. Backfill materials shall be reasonably well graded, free from organic
matter and when placed against walls or over drains shall not contain stones or rock
greater than 5 cm in maximum dimension. In so far as practicable, backfill material shall
be obtained from structure excavations, but when sufficient suitable material is not
available from this source additional material shall be obtained from borrow pits prepared
by the Contractor.
The material shall be placed in approximately horizontal layers not more than 0.2 m in
thickness. Care shall be taken to avoid damage to any concrete structures adjacent to the
backfill.
No backfill or other load, shall be placed on or against concrete surfaces before expiration
of one day after the removal of formwork of concrete. Rollers will not be permitted to
operate within 1.0 meter of structure walls. Within this restricted area, and other areas
where rollers cannot be used, the backfill shall be compacted by means of tamping
rammer or plate compactor.
When a structure is constructed before the adjacent roadway is completed the Consultant
reserves the right to limit the amount of compacted backfill to be placed against the
structure above the original ground surface to the minimum that is determined to be
necessary for proper protection of the structure and to require the remaining fill to be
placed as roadway embankment.
(12)
Tests
In order to properly check and follow construction of the embankment, the Consultant
during the course of the work shall execute tests to check grading, moisture content, insitu dry density, relative density and any other test or measurement as required.
The Contractor shall provide the necessary test equipment and personnel to conduct
these tests, as required by the Consultant.
(13)
Slides
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If slides occur in the embankment protection before the final acceptance of the Work, the
Contractor shall remove the material from the area affected and shall re construct that part
of the protection at his own expense.
4.
ROAD WORKS
4.1
Base Course
(1)
General
Base course for road pavement shall be constructed in accordance with the details shown
on the approved shop Drawing or as instructed by the Consultant.
(2)
Samples, Tests and Materials
(a)
Samples
Samples of Pavement, Base course materials shall be furnished free of charge by the
Contractor in the quantities required by the Consultant. The samples shall be submitted
for approval sixty days prior to start the work on pavement construction, and thereafter at
regular interval during construction, if required by the Consultant. These samples shall be
obtained at the source from test pits borings, stockpiles, or from other locations
designated by the Consultant.
Samples for grading, liquid limit determination, plasticity index and wear tests shall comply
with ASTM Designation D75 or Equivalent "Standard Method of sampling stone, slag,
sand,. Samples for density tests shall be taken after the material has been placed and
compacted, as specified in AASHTO T147 or equivalent, "Standard Method of Test for
Field Determination of Density of Soil in Place." Extraction of samples will be supervised
by the Consultant.
(b)
Tests
Test on the laterite pavement, sub-base and base course materials will be performed by
the Contractor and testing results shall submit to the Consultant for approval.
(c)
Materials
Material for base course shall consist of a natural or artificial mixture of hard, durable
gravel or crushed stone and binder, free from soft particles and excess clay.
(3)
Properties
- Base course material shall be graded in accordance with the following table:
Sieve Size
(ASTM-E 11 or Equivalent)
1 1/2'’
1"
3/4"
No.4
No. 40
No. 200
Percent Passing by Weight
100
70-100
50-85
30-60
10-30
0-12
- Clay content: 0-5%
- Minimum dry density: shall be 95% of the maximum
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The Flood Prevention Project of East Side of the
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Dry density as determined by ASTM D-1557
Method: D or equivalent
- Liquid limit: not greater than 25
- Plasticity index: not greater than 6
- Material passing The No. 200 sieve shall not be more than one-half of the fractions
passing the No. 40 sieve,
(4)
Preparation of the Subgrade
Prior to constructing the base course, the previously' constructed subgrade shall be
cleaned for adequate compaction and accuracy, ruts or soft, yielding spots that may
appear in subgrade areas having inadequate compaction, and deviations of the surface
from the requirements set forth therein shall be corrected to line and grade and to all
Specifications requirements.
(5)
Placement of Base Course
The coarse aggregates and binder materials shall be spread in layers of uniform thickness
from spreader boxes or moving vehicles. Aggregates shall be placed in a layer of uniform
thickness on the subgrade without segregation of sizes, followed by placing thereon layers
of the other materials to such loose thickness and proportions that, when mixed together
and compacted, the finished layer will conform to the specified gradation, liquid limit,
plasticity index, and designated thickness. Alternate placement of aggregates and binder
materials in windrows shall also be permitted. The material shall then be spread in a layer
of uniform thickness. The material shall be mixed with mechanical mixers, blade graders,
harrows, disks, or other approved equipment, in such manner as not to disturb or mix
material from the underlying subgrade into the overlying layer. Initial mixing shall continue
until the mixture is uniform throughout, adding water to the extent necessary to prevent
segregation during mixing by the sprinkling equipment specified above. Mixing shall
continue until the water is uniformly distributed throughout, as determined by the
Consultant. Following this mixing procedure the approved mixture shall be leveled to the
required contour and grades with blade graders. Unsatisfactory areas shall be removed
and replaced with satisfactory materials, or the material shall be re-mixed in the area, as
instructed.
(6)
Placement of Shoulders
Where shown on the approved Shop Drawings, the shoulders be constructed. The
material shall conform to the requirements of subgrade material. The shoulders shall be
carried out on a previous subgrade in a way that courses of material are not mixed with
base course and finished surface shall be such that water drains away from the
pavement freely and evenly.
(7)
Compaction
Each layer of the base course shall be compacted by an approved roller. Water shall be
maintained during the compacting procedure at optimum value or at the percentage
specified by the Consultant. The Compaction shall continue until each layer is compacted
through the depth to at least 95% of the maximum dry density determined by D-1557
Method D or equivalent. The Compaction shall be carried out from edges towards the
center of the layer being compacted.
The Contractor shall make such adjustment in rolling of procedures as may be instructed
by the Consultant to obtain the true grade, minimize segregation and degradation, to
reduce or accelerate loss or of water, and to insure a satisfactory base course. Any
materials found be unsatisfactory shall be removed and replaced with satisfactory material
or reworked to produce a satisfactory material.
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(8)
Volume I, Section 7 Specifications
7-1 Civil Works
Accuracy
The elevations of the finished base course shall be within plus or minus 1 cm of the
elevation shown on the approved Shop Drawings. Any deviation in excess of this amount
shall be corrected by the Contractor by removing material and replacing with new material,
or by reworking existing material and compacting, as directed.
(9)
Maintenance of Subgrade
The elevation of the finished subgrade shall be maintained until the Base course has been
placed thereon. On paved roads the surface of the Base course shall be maintained until
the surface course has been placed thereon. Any damage to either course shall be
restored to a condition suitable for receiving the following course or application.
4.2
Concrete Pavement
The Concrete Pavement shall be carried out on the base course as indicated in the
approved Shop Drawings.
(1)
Quality of Plain Concrete Slab
Properties of concrete slab with wire mesh shall be as follows.
4.4 MPa (45kgf/cm2)
20 mm
2.5 cm
Allowable bending strength
Maximum size of coarse aggregate
Slump
Under the conditions that the dairy average temperature is exceeding 25oC, the
Contractor shall apply summer concreting. To avoid initial crack after concrete casting, the
Contractor shall consider the countermeasure to control concrete temperature below 35 oC
during the pavement.
(2)
Expansion Joints, Shrinkage Joints
Expansion Joints in transversal direction shall be set up at an interval of 40m in
longitudinal direction to make a separation of slabs. And these shall be composed of joints
with a width of 20mm and shall be installed dowel bar assemblies through joints and also
be filled with joint fillers and joint sealing compounds in them. Expansion joints shall be a
type of isolation joint that separate the pavement from each slab, and allow independent
movement of the concrete slabs that would cause damage.
In addition, Shrinkage joints in transversal direction, in which the concrete slab is
continuous, shall be set up at an interval of 8m in longitudinal directions.
In this joint, the dowel bar assemblies shall be installed and joint sealing compound shall
be filled at the 40m depth.
(3)
Joint Filler
Joint Filler shall be of elastic plate with a thickness of 20 mm.
(4)
Joint Sealing Compound
Properties of joint sealing compounds for joints filling shall be as follows.
Construction Method
Type
Penetration
Expansion at tension
Flow
Hot construction method
Low elasticity type
Less than 6mm
More than 3mm
Less than 5mm
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(5)
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Wire Mesh
The wire mesh is a type as shown on the approved Shop Drawings.
(6)
Construction
Concrete slabs shall be constructed carefully so that the requirements for qualities and
shapes are obtained
(a)
Spread, Compacting and Finishing
- Spread of concrete shall be done by workforce uniformly with a shoot after unloading
from an agitator truck.
- Compacting shall be done by workforce or a finisher installing with vibrators inside
concrete and shall be done immediately after placing.
Finishing shall be done through 3 stages: (1) making rough surface with a finisher or by
workforce with template tampers, (2) making flat surface with a surface finisher or by
workforce with floats, and (3) making rough surface with equipment or by workforce with
brooms and brushes.
(b)
Surface Texture
Surface textures shall be made during construction by dragging various materials or tools
across the fresh concrete before hardening, and shall be the type that can reduce skidding
and hydroplaning accidents caused by wet or frozen weather. The Contractor shall submit
the texture patterns to the Consultant, and the making of surface texture shall be done
after the Consultant’s approval.
(c)
Curing
Curing for concrete slab shall be required until the strength of test cores at hardening
period reaches 3.4 MPa (35 kgf/cm2) or until 2 weeks passed over since placing. A variety
of curing methods like with wet burlap sheets and wet blankets shall be available to
maintain temperature and moisture of the concrete.
(7)
Tolerance
Allowable tolerances in concrete pavement from given dimensions shall be as follows.
Level of surface
±6mm
Thickness of layer
- 7mm
Width
- 25mm
± 6mm
± 6mm
Flatness
5.
5.1
(1)
Parallel to the centerline
Perpendicular to the centerline
CONCRETE WORKS
Concrete
General & Type of Concrete
This Clause covers all requirements for:
- the supply of all materials for the building of concrete structures;
- testing and control;
- mixing to the required composition;
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- form work;
- transporting, placing and vibrating;
- preparation of joints;
- curing of concrete;
- repair of damages;
- finishing of exposed and formed surfaces;
- clean-up of working areas
and all any other operations incidental and auxiliary to the works on concreting. The
insertion of water stops and joint seal fillers shall be in accordance with the appropriate
Clause of these Specifications.
The workmanship for all structural concrete shall generally be in accordance with the
latest issue of the American Concrete Institute Building Code for Reinforced Concrete, ACI
318, and, other equivalent standards.
The concrete to be produced and placed according to these specifications shall be of
required quality and uniformity. The Contractor in all phases of his operations will be
subject to strict inspection to assure concrete of the required quality. Special emphasis will
be placed on the uniformity of the concrete aggregates, water-cement ratio, consistency,
air content and the temperature control of the concrete at the time of placement in the
formwork, as well as on density and finishing when placed.
Type of Concrete
Following three (3) types of concrete shall be used for the concreting structures in this
project.
Type
Allowable
Compressiv
e Strength
( N/mm2)
Max.
Diameter of
Aggregates
(mm)
Maximum
WaterCement
Ratio
A-1
21
25
0.60
Reinforced Concrete
A-2
21
38
0.60
Mass Concrete
Structure Name
Concrete pavement with
wire mesh
B
18
25
0.60
Lean(Leveling) concrete
under structure, Leveling
concrete with wire mesh
Refer to the pre-stress concrete in factory, the allowable compressive strength shall be
used in the Standard allowable compressive strength under the Department of Highway as
follows:
The 28 days minimum ultimate compressive strength based on 15 x 15 cm. Cube samples,
of 40 N/mm2, and maximum slump of 8 cm. for the concrete of Multi-beam.
(2)
Superintendency
During the whole of the time that concrete is being placed the concreting operation shall
be under the direct control of a qualities superintendent acceptable to the Consultant.
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(3)
The Flood Prevention Project of East Side of the
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Records
A complete daily record shall· be kept of all concrete work for the structures, which shall
cover the class and quantity of concrete, the placing of reinforcing steel, if any, the
stripping of forms and the curing of the concrete. The position of all construction joints not
shown on the Shop Drawings shall be recorded. A record of starting and completing time
for minor structures shall also be kept.
The maximum and minimum daily temperatures, when placing concrete shall be recorded.
All the above records shall be available at any time during the progress of this work for
inspection by the Consultant. For the duration of the Contract, a copy of all the records
shall be delivered weekly to the Consultant.
(4)
Composition
The concrete shall be composed of fine and coarse aggregate, water, cement and
possible admixtures.
The mix will be designed by the Contractor to obtain a workable mass, suitable for the
specific conditions of placement and a product which, after proper curing and adequate
hardening time will have a durability, impermeability and strength in accordance with the
requirements of these specifications.
(5)
Contractor's Plant, Equipment and Construction Procedures
Prior to the installation of the Contractor's plant and equipment for processing, handing,
blending, transporting, storing and proportioning concrete ingredients, and for mixing,
transporting and placing concrete, the contractor shall submit drawings, for approval by
the Consultant, showing the proposed general plant arrangement, together with a
description of the equipment he proposes to use in sufficient detail so that an adequate
review can be accomplished. The approved Shop Drawings and descriptions of plant
equipment shall be submitted at least thirty (30) days before plant erection. After erection
at site, the plant and equipment shall again be subjected to the approval of the Consultant.
Where these provisions require specific types of equipment to be used or specific
procedures to be followed, the Contractor may propose alternative types of equipment or
procedure if he can demonstrate to the satisfaction of the Consultant that equal results will
be obtained by the use of such alternatives. Approval of plant and equipment or of any
construction procedure shall not waive or modify the requirement contained in these
specifications governing the quality of the materials or finished work.
(6)
Notice of Intention to Place Concrete
The Contractor shall give the Consultant notice at least twenty-four (24) hours in advance
of his intention to place concrete in a particular section of the works, and to allow a
reasonable time for inspection before placing begins. Concrete placing shall not be started
until all formwork, reinforcement, installation of embedded parts, and preparation of the
surfaces, and inspected by the Consultant.
(7)
Tests and Controls
All tests and controls on component materials and mixed concrete will be made by the
Contractor.
The Consultant will be entitled to witness all the tests carried out by the Contractor.
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The requirements for, and the methods of, taking samples and testing all constituents and
finished concrete, shall be in compliance with technical standard herein indicated or, in the
absence of these, in compliance with standards indicated by the Consultant.
The laboratory of the Contractor will:
- conduct preliminary tests and investigation to determine suitability of materials to be
used in concrete;
- conduct tests, during the progress of the work, to determine the continuing suitability of
materials;
- determine by tests, as the work progresses, that concrete of the required strength and
uniformity is being obtained.
Slump tests shall be made daily at every agitator truck when concrete placement is in
progress. The first slump test shall be made before concreting is commenced on any
section.
(8)
Materials
(a)
Cement
Types
Unless otherwise specified the cement shall be Normal Portland Cement complying with
ASTM C150 or TIS-15-2547 Type I or other equivalent standards.
The blending of cements will not be permitted.
Delivery
The cement is to be obtained from approved manufacturers. For each consignment, the
Contractor shall provide one copy of the invoice stating the quantity delivered for each
type, the number of bags or other units, if any together with the address of the
manufacturer and the manufacturer's certificate of tests performed by him on the batch or
batches.
Transport of cement to the site may be either in bulk or in multi-wall paper bags. When
bulk transport and storage of cement is employed, the Contractor shall ensure that no
contamination by foreign material occurs and that moisture is excluded.
Bulk cement shall be unloaded by the Contractor from primary carried directly into weather
tight hoppers at the batching plant, or into storage silos.
Storage
Immediately upon arrival at Site the cement shall be stored. All storage facilities shall be
subject to the approval of the Consultant and shall be so arranged as to permit easy
access for inspection and identification.
Any cement which has been stored at the Site for more than 120 days may be sampled by
the Consultant and if test results are not satisfactory, the cement will be rejected.
The Contractor shall endeavor to obtain all cement supplies from the same factory. He
shall always have at his disposal on the site a stock of cement sufficient for two (2) weeks
normal work. Cement transported in bags shall be stored in solidly constructed
weatherproof sheds, of sufficient capacity, provided with damp proof floors at least 40 cm
above ground level and covered by tarpaulins. The cement bags shall be closely stacked
to a height not exceeding twelve (12) bags and shall not be packed against outside walls.
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Tile stacking arrangement shall be such that the cement is used in the order in which it is
received. Under no circumstances shall defective or set cement be used. Cement in bags
if transported to Site in truck or other vehicles, shall be properly covered during transit with
tarpaulins or other effective waterproof coverings. No concreting of the Permanent Works
shall commence until the Consultant is satisfied that the above mentioned requirements
are complied with. Storage of cement in bags on the ground will not be permitted under
any circumstance, and will be sufficient reason for rejection.
Once a bag or container has been opened, tile cement is to be completely used and no
cement is to be stored in open bags or containers.
No split or loose unused cement lying on floors or hard standings areas shall be used in
the Works.
Bulk cement will be kept in airtight silos which will be emptied for cleaning at regular
intervals not exceeding four months or as otherwise directed by the Consultant.
Cement of tile different quality shall be stored in separate section of the store, or in
separate silos, according to its origin or type.
The cement shall neither contain lumps nor present alterations at the moment of use.
Cement which has become stale, or otherwise unsuitable through absorption of moisture
from the atmosphere or otherwise, shall be rejected and immediately removed.
(b)
Admixture
General
This Article covers materials for use as chemical admixtures to be added to concrete
during the mixing stage.
The use of admixtures in concrete by the Contractor is subject to the approval by the
Consultant.
The admixture shall have a uniform quality in the different stocks, and will be accepted on
the basis of the manufacturer's test certification proving that the products are within the
prescribed limits of acceptance. However, all consignments of admixture shall be
accompanied by certified statement showing manufacturer's name, brand and type of
admixture, date of manufacture and certificate of compliance with the specifications.
Before starting the preliminary tests on concrete the Contractor shall submit the samples
of the admixture to the Consultant for the approval.
Liquid or powdered admixture for concrete shall be stored under cover and protected
against deterioration; storage shall be so arranged that the materials will be used in the
same sequence of their delivery to the Site.
Powdered admixtures shall be measured by weight; liquid admixture can be measured by
weight or by volume, with a tolerance not exceeding 3 percent.
Admixture shall be added to the batch in solution, in a portion of the mixing water, in such
a manner that will ensure a uniform distribution of the admixture throughout the batch,
during the specified mixing period.
Admixture which has been in storage at the site longer than six months shall not be used
until satisfactorily tested.
No admixture containing calcium chloride shall be permitted.
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Definition Admixtures
(i) Air Entraining - Air entraining agent is an admixture that has the purpose of entraining
air in concrete. It shall be in accordance with the general requirements ASTM Designation
C 260 or equivalent.
(ii) Water-reducing - Water - reducing agent is an admixture that will reduce the quantity of
mixing water required to produce concrete of a given consistency. It shall be in
accordance with the general requirements of ASTM Designation C 494 or equivalent.
(iii) Retarding - Retarding agent is an admixture that will retard the setting of concrete. It
shall be in accordance with the general requirements of ASTM Designation C 494 or
equivalent
(c)
Aggregates
General
The Contractor shall provide all aggregates required for the Works, and shall be
responsible for the specified quality of all material used for aggregates.
The Contractor can choose any sources, on condition that the aggregates conform with
the requirements of these specifications in all respects.
Existing or new quarries for aggregates chosen by the Contractor shall be approved by
the Consultant. Such approval will not relieve the Contractor from his responsibility for the
selection of sources of suitable materials, and he shall be entirely responsible for all risks
arising from the selection and exploitation of such sources,
Within one month of the Contractor's request to use any quarry the Consultant will
approve or reject such request. The Consultant will reject a quarry proposed by the
Contractor unless the Contractor has drilled a sufficient number of holes and made other
investigations and a complete range of laboratory tests on the materials has been made.
The tests of aggregates shall include specific gravity, absorption, abrasion test, soundness
by sodium sulfate, petrographic analyses, alkali aggregate reaction, organic impurities and
any other tests which may be necessary to demonstrate that concrete of acceptable
quality can be produced from the materials proposed.
Approval of a source of aggregate shall not be construed as approval of all materials
obtained from the source and the Consultant can at any time withdraw approval if
laboratory tests establish that the material is no longer suitable.
When crushed and uncrushed aggregates are mixed, they shall be blended uniformly and
the crushing and blending operations as well as the amount of crushed material blended
shall at all times be subject to the approval of the Consultant.
The Contractor shall carefully clear, at the Contractor's expense, the area of the quarry or
deposit from which the aggregates are to be produced.
Preparation of quarry area shall be performed in accordance with Sub-clause 3.1.
Developing Alluvial Aggregate Deposit
The Contractor shall carefully clear the area from which aggregates are to be procured, of
trees, roots, brush, sod, soil, unsuitable sand, gravel and other objectionable matter. The
deposit shall be exploited without causing damage to any adjacent property, or
endangering the safety of third parties. If necessary, the Consultant may instruct the
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fencing of the pit. Waste materials removed from aggregate borrow areas shall be
disposed of in approved locations.
Particle Shape
The shape of the particles in the fine and coarse aggregate shall be generally spherical or
cubical.
Storage of Aggregates
Fine and coarse aggregates shall be stored separately at the site of the work, in such a
way to prevent inclusion of foreign matter, or the / intermixing of various sizes.
Sufficient aggregate shall be maintained at the site at all times, to permit continuous
placement and completion of any part of the works once started, avoiding unnecessary
construction joints.
Methods of stockpiling, which permit the aggregate to roll down the slope as it is added to
the pile, or which permit hauling equipment to operate over one area at the same level
repeatedly, or which permits the free fall of material from a stacker, allowing fine material
to be blown away from coarse material, will not be allowed. Stackers, if used, shall have
an adjustable discharge height so that high drops are prevented.
Aggregate Processing Plant
Should the Contractor produce its own aggregates, a modem and dependable plant,
capable of producing satisfactory concrete aggregates in sufficient quantity, and at the rate
necessary to meet the construction schedule, shall be furnished, installed, operated and
maintained at a location approved by the Consultant. Complete facilities shall be provided
for proper crushing, scrubbing, screening, washing, classifying, storing, reclaiming, and
delivering the aggregate to the mixing plant.
The plant shall include facilities for washing aggregates after separation into the various
size groups, to remove any fine material and organic matter before delivery to the
concrete mixing plant. Before procuring the equipment for processing aggregate, the
Contractor shall submit to the approval of the Consultant a description and drawings in
sufficient detail to indicate layout, type and capacity of the components.
The description shall show rates of flow of material at the various crushing and separation
points, as well as the volumes of stock piles and the type of equipment to be used in
moving the aggregates from the aggregate plant to the mixing plant.
Rescreening facilities for the coarse aggregate prior to delivery to the mixing plant shall be
provided. The rescreen installation shall be located, arranged and operated in a manner
that will assure delivery to the mixers of coarse aggregate meeting the specified grading.
Rock ladders shall be provided in handling the two coarse size groups of coarse
aggregates where the drop exceeds 3 meters. Aggregates, as delivered to the mixers,
shall consist of clean, hard and uncoated particles.
The aggregate plant shall be installed and tested sufficiently in advance of the dates set
for first placement of concrete, to permit the taking of samples and the making of the
necessary tests, as required in Clause 7 above.
Testing of Aggregates
All sampling of fine and coarse aggregate shall conform to the appropriate requirements of
Section 12 of ASTM C 33 or equivalent. Unless otherwise specified all samples shall be
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taken under the supervision of the Consultant to permit adequate testing and evaluation of
results sufficiently in advance of their use in concrete.
The contractor shall provide such facilities as the Consultant may consider necessary for
the ready procurement of representative samples.
The methods and procedures for testing aggregates will include but not necessarily be
restricted to those prescribed in the following standards:
Grading
Organic impurities
Soundness (sulphate test)
ASTM-C136 or equivalent
ASTM-C40 or equivalent
ASTM-C88 or equivalent
Sieves used in making the tests. for undersize and oversize shall conform to ASTM
Designation E2l or the equivalent to the metric system sizes after approval of the
Consultant, with respect to permissible variation in average openings.
The Contractor will test the aggregate and if they are found to be unsuitable, the
Contractor shall make at his expense such changes or additions to his processing plant as
the Consultant instructs.
(d)
Fine Aggregates (Sand)
Definition
The term fine aggregate is used to indicate that part of the aggregates having as
maximum dimensions 3/16"(4.8 mm).
The contractor shall exercise every possible precaution in the transporting, washing and
screening operations to prevent the contamination of the sand particles. The fine
aggregate shall conform to the following specific requirements:
Quality
The sand shall be clean, strong, hard, compact, unalterable, without flaky fragments of
rock, and shall be free from coating, clay, loam, alkali, organic material or other unwanted
substances.
The sand shall meet the current requirements of ASTM-C33 or equivalent, except as
directly specified herein.
The maximum quantity of deleterious substance in the sand, at the time of its discharge
into the mixing plant, must not exceed the following values:
Percent, by Weight
Material Passing No. 200
Screen (ASTM-C117 or equivalent)
3
Light Weight Material
1
Clay lumps (ASTM-C142 or equivalent)
1
Total of other deleterious substance
(Such as alkali, mica, soft, flaky particle and silt)
2
The total of all the deleterious substances must not exceed 5% by weight.
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Sand will be rejected if:
- it contains impurities (ASTM-C40 or equivalent)
- it has a specific gravity ( on the basis of weight of saturated surface-dry basis) below
2.60 (ASTM-C128 or equivalent)
- when, submitted to 5 cycles of tests of resistance to the sodium sulfate action (ASTMC88 or equivalent, the part retained by sieve NO.50 has suffered a loss greater than
10% in weight.
Grading
The sand used for concrete mixes shall be graded according to ASTM C136 or equivalent,
and shall conform to the following requirements as delivered to the mixers;
No.4 (4.75mm)
No.8 (2.36mm)
No.16 (1.18mm)
No.30 (0.6mm)
No.50 (0.3mm)
No.100 (0.15mm)
Material finer than No.200 sieve (0.075mm)
95 to100
80 to 90
60 to 80
30 to 60
10 to 30
2 to 5
0 to 3
The sand fineness modulus must be comprised between 2.3 and 3.2, as determined
considering sieves Nos. 4, 8, 16, 30, 50 and 100.
The grading of the sand shall also be controlled so that the fineness modulus, in not less
than nine out of ten Jest samples, shall not vary more than 0.20 from the average fineness
modulus of all samples previously taken. If the fineness modulus for the sand varies more
than 0.2, the Contractor shall modify concrete mix design.
Sands may be separated into two or more sizes of classifications but the resulting
combined sand shall be of uniform grading within the limits specified above.
The Contractor should submit the sieve analyzing data of fine aggregate to the Consultant
for approval.
(e)
Coarse Aggregates
Definition
The term "coarse aggregate" refers to aggregates with a minimum dimension of 3/16"
(4.75 mm) and maximum dimension of 11/2” (37.5 mm).
Coarse aggregate shall be reasonably well graded within the nominal size ranges
hereinafter specified. Coarse aggregates shall consist of crushed rock, gravel or a mixture
of both.
Crushed coarse aggregates containing more than 15 percent elongated or flat particles
shall not be used. An elongated or flat particle is defined as a particle having a maximum
average dimension of more than 5 times its minimum average dimension.
Quality
The coarse aggregates shall consist of hard, strong, clean, compact, unalterable, not flaky
rock, free of foreign matters.
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It shall have no adherent coating, and shall be free of lumps of clay, loan, roots, sticks and
other organic matter, alkali or other deleterious substances, and except for gradation, shall
meet the current requirement of ASTM-C33 or other equivalent standards.
The percentage of deleterious substances in each portion of coarse aggregate, when
delivered to the batching plant, must not exceed the following:
Material passing No.200 screen
(ASTM C 117 or equivalent)
Light weight material
Clay lumps (ASTM C1I42 or equivalent)
Other deleterious substance
Percent, by Weight
0.5
1.0
0.5
1.0
The total of deleterious substances in each potion to be delivered to the mixer must not
exceed 2% by weight. The coarse aggregates will be rejected if failing to meet with the
following requirements:
- Abrasion test, Los Angles type (ASTM-C 131 or equivalent)
- if the loss, using the standard gradation (type A0) exceeds either 10% by weight for 100
revolutions or 40% by weight for 500 revolutions;
- if the average loss by weight, after 5 cycles of the sodium sulphate test (ASTM-C88 or
equivalent) exceed 10%;
- if the specific gravity of the material (on a surface - dry basis) is below 2.60 (ASTM C127 or equivalent)
Grading
The grading of the coarse aggregate within the separated size groups shall conform to the
following requirements when delivered to the mixer:
Sieve Size
ASTM-E11 or equivalent
2 inches (50mm)
1 1/2 inches (37.5mm)
1 inch (25mm)
3/4 inch (19mm)
3/8 inch (9.5mm)
No.4 (4.75mm)
Percent by Weight Passing Individual Sieves
No.4 to 1 in
3/8 in to 2 in
100
90 -100
100
20 -45
90 -100
0 -10
30 -55
0 -5
0–5
-
The Contractor should submit the sieve analyzing data of coarse aggregate to the
Consultant for approval.
(f)
Water
Water used for mixing, jetting and curing concrete and/or processing concrete aggregates,
shall be clean and free from oil, salt, alkali, silt, organic matter or other deleterious
substance, clay and mud, and shall be as cool as is practicably obtainable. The water
turbidity shall not exceed 2,000 parts per million.
Coarse and fine aggregates moisture content shall be taken into account when
determining the volume of mixing water. ASTM-C70 or equivalent standards will apply in
establishing the aggregates moisture content.
The water sulphate content shall not exceed 0.3% by weight provide that the aggregates
are free of sulfates. If the aggregates contain sulphate the maximum permissible sulphate
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content in the water shall be reduced as directed by the Consultant having regard to the
total sulphate content of the combined concrete ingredients.
If water, from local natural sources should contain quantities of impurities in exceed of
allowable limits, the Contractor will be required to make arrangements for ensuring its
purity before use.
The Contractor shall submit the water quality testing results to the Consultant for approval.
(9)
Classification and Requirements for Acceptance of Concrete
(a)
Mix Design
General
The mix designs necessary to produce concrete of the required compressive strengths
after 28 days shall be the responsibility of the Contractor, and shall be submitted to the
Consultant.
In order to approve the mix designs prior to beginning the concreting operation, the
Consultant shall conduct trial mix to confirm compressive strength tests on the different
classes of concrete.
The tests shall be made on materials to be used in the works: the Contractor, before
starting concreting operations, shall furnish to the following materials:
1. Rock for aggregate or natural aggregates, cement, and admixtures required by
Consultant;
2. Crushed fine and coarse aggregates, and water;
3. Batches of each class of concrete produced by the mixing plants to be used at Site.
No concreting will be permitted until the results of these tests are available, and allowance
shall be made for the curing of the test cylinders prior to crushing after 28 days.
After successfully completing the tests, the Consultant will approve the mix design
proposed for the different concrete classes. The Contractor shall be completely
responsible to produce and maintain a quality of concrete with compressive strength not
inferior to that specified unless different instructions are given by the Consultant.
The net water content of all concrete mixtures shall be the minimum necessary to obtain
required slump.
Mixing water shall include all water present that is in surface moisture in the aggregates,
and the water added in the mix.
Surface moisture content in the aggregates shall be determined in accordance with
ASTM-C70 or equivalent.
The water/cement ratio shall be determined by the requirements for specific compressive
strength, durability, plasticity and impermeability.
Once the proportion of a mix, including its W/C ratio, has been determined and specified
for use in a structure, it shall be maintained constant during the placing.
(b)
Changes in Proportions or Materials
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If the tests or the Contractor's own tests show that the requirements of Clause 9.1 are not
being met, the Contractor shall make such changes in materials or proportions as may be
necessary, in the opinion of the Consultant, to meet these requirements.
If at any time the Contractor desires to use other materials or proportions than those
originally approved, he shall provide evidence to the satisfaction of the Consultant that
such changes will produce concrete meeting the requirements of Clause 9.1 and will not
cause objectionable changes in the appearance or other characteristics of the concrete,
before such changes can be approved.
(c)
Changes in Requirements
The Consultant shall at any time have the right to change of the requirements specified in
the table of Clause 9.1.
(10)
Consistency and Slump
Concrete shall be of a consistency and workability suitable for the conditions on the Works.
For most concrete a "plastic" mix is required, which will not crumble, but will flow
sluggishly when vibrated, without segregation.
The concrete shall be of such consistency and composition that it can be readily worked
into the corners of forms and around reinforcement without segregation or bleeding, using
such compaction methods as specified in Clause 17
Whenever, in the opinion of the Consultant, the consistency of the concrete is such that
excessive bleeding or segregation occurs in the concrete, the Consultant may instruct the
preparation of trial mixes to determine new mix proportions such that excessive bleeding
or segregation does not occur.
The slump test is a practical test to determine the consistency of concrete, and it shall be
used and made in accordance with ASTM Designation C 143 or the equivalent standards.
Concrete, as delivered for placing, except when instructed otherwise by the Consultant,
shall have the following working slump limits:
Type of Concrete
Slump (cm)
Reinforced Concrete
10±2.5
Pavement Concrete
7.5±2.5
Leveling Concrete
7.5±2.5
The Consultant has the right to require a lesser slump wherever such stiffer concrete can
be poured and consolidated readily in place by means of vibration.
If those tolerances for working limits are exceeded, the concrete shall be rejected and
disposed of.
Addition of water to compensate for stiffening of the concrete before placing will not be
permitted.
(11)
Tests on Concrete
(a)
Test
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Concrete which is being placed in the Works will be sampled, cured and tested by the
Consultant in accordance with the appropriate ASTM or other equivalent standards, as
required.
The Contractor shall however conduct independent tests to ensure that the minimum
strength and quality control requirements are being met.
The number of required samples and tests will be established by the Consultant. As a
guide they will be made according to the following:
No. of
Cylinder
- First test of each mix design
12
- For each concrete pouring:
From 0 to 50 m3
From 50 to 100 m3
Every additional 100 m3 or
part thereof
8
8
8
Testing Age
7-day
4
3
3
3
14-day
4
28-day
4
0
0
0
3
3
3
However the Consultant shall be entitled to test the compressive strength of concrete from
every individual concreting operation and from as many batches as required, and the
concrete so used will not be included in any measurements for payment purposes. The
workability shall also be testes at different intervals during a concreting operation to
ensure that the requirements of Clause 10 are met. The Contractor shall provide the
necessary sampling facilities required by the Consultant.
The method used in sampling, making curing and testing of concrete cylinders, either in
the field or in the laboratory will be in accordance with the appropriate ASTM or equivalent
standards and will include, but not necessarily be restricted to the following ASTM or
equivalent standards:
ASTM-C172
ASTM-C31
ASTM-C192
ASTM-C39
Method of Sampling Fresh Concrete;
Method of Making and Curing Concrete Compression
and Flexure Test Specimens in the Field;
Method of Making and Curing Concrete Compression
and Flexure Test Specimens in the Laboratory;
Method of Test for Compressive Strength of Molded
Concrete Cylinders.
Except for samples taken to check uniformity from the mixing plant, all samples taken in
the field will be made from concrete taken from the form.
For any mix a correlation between 7-day, and 28-day strengths may be made in laboratory.
Soon after a job starts, a similar correlation will evolve for concrete samples taken from
the form. After such correlation has been established, the results of the 7 -day tests may
be used as an indicator of the compressive strengths which could be expected after 28
days.
If the compressive strength of 7-day old test cylinder indicate that the 28- day strength
may not satisfy the minimum strength requirement, the Contractor will be directed to
remove the concrete concerned at his own expense and to suspend work on the particular
section, or he may continue concreting at his own risk while waiting for the results of the
28-days tests.
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(b)
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Prescriptions for Concrete below Required Strength
When test results do not comply with the specifications, the Consultant require that one or
more of the following measures be taken:
a) Test the two reserve cylinder at 60 days to verify if the specified strength can be
attained.
b) Extract concrete samples (cores drilled from hardened concrete from the structure for
which a compressive test, or group of compressive tests, have given unsatisfactory
results. These samples shall be tested according to ASTM-C42 or equivalent.
c) Perform load tests, where possible, on the structure for which the compressive tests
were found unsatisfactory.
d) Perform other tests as instructed.
If, after such testing, the Consultant is of the opinion that the concrete in the structure has
failed to meet the specified requirements he may instruct the Contractor, at his own
expenses, to perform any of the following
i. Change materials, proportions placing and/or compaction methods.
ii. Extend the curing period until such time as cores drilled from the portions of the
structure represented by the particular test cylinder and conform to ASTM-C42 or
equivalent shall show, the concrete in those portion has satisfied the strength
requirements provided that in no case shall the cores be drilled out more than fifty six
(56) days after casting of the concrete concerned. The Contractor shall repair and
make good at his own expense the portions of structures from which cores have been
taken.
iii. In the event that the results of tests on cores as specified in (ii) above indicate that
despite the additional curing, the concrete has not satisfied the specified strength
requirements, the Contractor shall, if instructed by the Consultant, perform full scale
load tests on the portions of the structure represented by the test cylinder. The tests
shall be of such a nature and duration and the behavior of the structure under load
shall be such as to satisfy the Consultant that the design loads can be carried with a
load factor of two (2) and without undue cracking of large deflections. When load tests
are impracticable or where the portions of the structure subjected to such tests fail in
the opinion of the Consultant, the Contractor shall either strengthen or replace those
portions of the structure concerned at his own expense.
(12)
Batching Plant
The Contractor can choose either the commercial batching plant or on-site batching plant
set by him, and he shall submit a full documentation covering and describing the details
for the approval by the Consultant.
Batching plants shall be of recent construction, in good working order and capable of
ensuring a steady production of uniform quality concrete, in agreement with the
requirements of the Specifications. The equipment shall be such to determine and control
accurately the prescribed amounts of the various components, including admixtures.
The amounts of bulk cement, fine and coarse aggregates shall be determined by separate
weighing and the amounts of water and admixtures shall be determined by separate
weight or volume measurements.
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Bins, hoppers and conduits shall be constructed so as to prevent the unwanted infiltration
of rain waters and the spillage of concrete components.
(a)
Accuracy Limits
Delivery of materials from the batching equipment shall be within the following limits of
accuracy:
Material
By Weight
-Cement
1%
-Aggregates of sizes up to 1 1/2"
-Water
-Admixtures (Liquid)
2%
1% (or by volume)
3% (or by Volume)
a) General
Mixers shall be mechanically operated stationary mixers, of either the tilting or non-tilting
type, and shall be generally in accordance with ASTM-C94 and other equivalent standards.
Mixers shall not be charged in excess of the capacity recommended by the manufacturer:
the Consultant may instruct a reduction in batch size when mixer performance tests
indicate the necessity to do so. Mixers shall be capable of combining the materials into a
uniform mixture, without segregation.
b) Mixing Time
The mixing time, starting when all solid material are in the mixer drum, and provided that
all of the mixing water be introduced before one-fourth of the mixing time has elapsed,
shall be as follows:
Capacity of Mixer (m3)
Min. Mixing Time
1 1/2" minutes
2 minutes
2 1/2" minutes
1 or less
from 1 to 2
from 2 to 3
The mixing time will be increased when necessary to ensure the required uniformity and
consistency of the concrete of when test samples of concrete taken from front, center and
back of the mixer show a difference of more than 10 percent in sand-cement or water
cement ratio. Excessive over mixing, requiring addition of water will not be permitted.
c) Mixing Efficiency
The Consultant will perform mixer efficiency tests for each class of concrete, and for each
mixer to be utilized in the Contract. At the end of the prescribed mixing period, three
samples of concrete shall be taken; one at each one-quarter point of the batch.
These samples shall conform to the following units of uniformity:
- variation from the average of air content shall not exceed 0.5 percent;
- variation from the average of the water-cement ratio shall not exceed 10 percent;
- variation from the average of the unit weights shall not exceed 0.8 percent;
- variation in the weights of coarse aggregate retained on the number four screen shall
not exceed 5 percent.
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Mixer performance test shall be in accordance with USBR Concrete Manual, 7 the Edition,
Designation 26 or Equivalent.
d) Maintenance
The mixers shall be maintained in good operating condition and mixer drums shall be kept
free of hardened mortar. The mixing blades of the part mixers shall be maintained to the
tolerances specified by the manufacturer and shall be replaced when exceeding the
tolerance limits. Should any mixer, at any time, produce unsatisfactory results, or cause
wastage of materials, its use shall be promptly discontinued until it is repaired.
The Contractor shall take out of service any pan or drum mixer which has excessively
worn blades, excessive build-up of mortar or is leaking prior to change of mix or type of
cement or after the mixer has been out of use for 30 minutes or more than pan drum shall
be thoroughly cleaned.
(b)
Rejected Concrete
When more than one and a half hour have elapsed between the start of mixing operation
and the actual placing of the concrete, the Consultant shall have the right to reject the
concrete.
The Consultant has the right to specify shorter times if hot weather or other conditions
cause quick stiffening of the concrete."
The concrete rejected by the Consultant shall not be utilized in any part of the Permanent
Works.
The re-tampering of concrete which has partially hardened, that is remixing with or without
additional cement, aggregate or water, will not be permitted.
(c)
Precautions in Hot weather
In hot weather the Contractor shall take precautions to ensure that the temperature of the
mixing water; aggregates and cement is kept as low as possible, and that the temperature
of freshly placed concrete is less than 35°C.
If the method used by the Contractor involves spraying of coarse aggregates, then steps
shall be taken to prevent excessive variation in the moisture content of the stock pile. A
sufficient number of moisture content tests shall be carried out to ensure that the weight of
water for each batch is in accordance with the prescribed Water/Cement ratio.
(d)
Precautions in Wet Weather
In wet weather the Contractor shall take necessary precaution to prevent the seepage of
water into storage or weighing hoppers, the contamination of any of the materials and
excessive variation in the moisture content of aggregates.
(13)
Transportation
(a)
General
Concrete shall be conveyed from the mixer to the place of final deposit, to be poured as
rapidly as practicable, by approved methods, which will prevent segregation, loss of
ingredients or damage by exposure to the weather. Concrete shall be conveyed either by
buckets, pneumatic tired buggies, agitator trucks, concrete pumps, conveyors, shutes or in
case of short hauls by approved dump trucks. Conveying equipment shall be of such size,
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design and condition to ensure a practically continuous supply of concrete at the point of
placement, and the placing of concrete in approximately horizontal layers while the
previous layer is still soft. The maximum height from which the concrete shall be dropped
shall not exceed one and a half meters, except where the use of suitable equipment, to
confine and control the concrete being discharged, is specifically authorized by the
Consultant.
All conveying equipment shall be supported independently of the formwork. The
conveying equipment shall be kept free from hardened concrete and foreign materials,
and shall be cleaned at frequent intervals.
Should the concrete show signs of segregation when it reaches the placing point, and
provided the maximum permissible time has not elapsed, it shall be remixed by
mechanical means in the vicinity of the placing; otherwise it shall be rejected.
In particular, the Contractor shall take appropriate measures to avoid excessive loss of
moisture by evaporation, during the transportation and placing of the concrete. Increases
in the water content of the mixture to make up for the evaporation losses shall not be
permitted.
(b)
Truck Mixers and Agitators
Truck mixers may be used for mixing, agitating and transporting concrete, and agitators
may be used for transporting ready mixed concrete to the point of delivery, provided that
provision for the batching and mixing of all concrete ingredients and admixtures specified
in Clause 12 have been met.
Truck mixers and agitators shall be capable of discharging the concrete with a satisfactory
degree of uniformity as indicated in Clause 12.3 above.
When concrete is mixed completely in a stationary mixer, and truck mixer or agitators are
used for transporting the concrete to the placing point, the concrete shall be mixed in
accordance with Clause 12.3 above, and mixing during transport shall be in accordance
with the manufacturer's instructions.
The mixers and agitators shall be operated within the limits of capacity indicated by the
manufacturers of the equipment.
(c)
Bottom-Dump Buckets
The buckets shall be capable of prompt discharge of low slump lean mix concrete. The
dumping mechanism shall be capable of controlling the discharge at a slow rate, and of
discharging a relatively small portion of concrete in one place. Dumping of buckets on the
swing, or in any manners which result in separation of ingredients or disturbances of
previously concrete will not be permitted.
(d)
Truck
The conveying of concrete by truck without agitation equipment, will be permitted provided
the time elapsed between mixing of the concrete and its placing in the final position does
not exceed the limits indicated in Clause 12.4 above.
Trucks used for transporting concrete, shall be of a type specially designed for such duty,
unless the trucks are used for conveying concrete in approved concrete buckets.
Bodies of non-agitating trucks shall be smooth water-tight metal containers equipped with
gates that will permit control and ready discharge of the concrete:
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(e)
Volume I, Section 7 Specifications
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Chutes and Drop Pipes
Chutes and pipes shall be of such design that segregation will not occur in the concrete.
The chutes shall have a smooth, mortar-tight metal lining and sufficiently high sides to
prevent the concrete from spilling over. A vertical drop at the end of chutes and pipes shall
be provided, preferably in the form of metal drop chutes, to prevent segregation. Drop
pipes and chutes shall be protected from direct exposure to sun and rain, and shall be
less than 10 meters in total length. Chutes and pipes shall have grades not steeper than 1
to 2.
(f)
Belt Conveyors
Belt conveyors used for the transportation or pouring of concrete, shall have a shape, size
and speed able to prevent the loss of the concrete transported, and their slops shall be
such as to avoid segregation. At the terminal, the belts shall be furnished with scraper
blades, to remove the mortar from the belt.
Segregation at transfer points and ends shall be avoided by the use of suitable hoppers
and drop chutes. The conveyers shall be protected from direct sunrays and rain.
The maximum transport distance shall not exceed 50 meters.
(g)
Concrete Pumping Equipment
Concrete pumps can be used for the transportation and pouring of concrete with a slump
of 4" or more. The structures and equipment necessary for the operation of the pumps
shall be constructed independently from the scaffolding and formwork, so as not to
transmit vibrations to the same, and cause alterations in concrete already place.
The equipment shall be located as close as practicable to the point of placing and the
discharge nozzle shall be horizontal or titled upwards. The operation of the pump shall be
such that a continuous flow of concrete without air pockets is produced, high velocity
discharge resulting in separation of aggregates will not be permitted. When pumping is
completed, and the concrete remaining in pipe line is to be used, it shall be ejected in
such manner that contamination of concrete or segregation will not occur, and the
equipment shall be thoroughly washed and cleaned.
It shall not be permitted to add water to the mixture after discharge from the mixer, neither
at the loading of the pump, nor at the discharge point
The joints between the various pipe elements shall be perfectly tight, to avoid water
leakage and loss of fines.
Discharge outlets shall be arranged to provide sufficient delivery points, so that concrete
shall be uniformly placed in the formwork.
(14)
Formwork
(a)
General
Formwork shall be used whenever necessary to confine the concrete and shape it to
required lines, grades and dimensions shown on the drawings. Formwork shall have
sufficient strength to withstand the pressure resulting from placement and vibration of the
concrete, shall be maintained rigidly in position, and shall provide concrete surfaces
conforming to the requirements of the Construction Tolerance specified in Clause 22 and
to the finished specified in Clause 21 hereafter. Forms shall be sufficiently tight to prevent
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the loss of fines from the concrete. Where re-usable forms are adopts, the original
strength, rigidity tightness and surface smoothness of the forms shall be maintained
throughout their use.
The Contractor shall submit to the Consultant, for approval prior to the start of any
concrete construction, the detailed design, i.e. drawings and calculation he proposes to
adopt for formwork and support, but approval of the drawings shall not relieve the
Contractor of his responsibility for their adequacy.
Surface of the formworks which is in contact with the concrete shall be treated or
protected to avoid chemical reactions or discoloring of the concrete surface.
The use of forms with bruises, irregularities and incrustations shall not be permitted, and
should an element show signs of deformation during pouring, it shall immediately be
straightened and stiffened.
If formwork displacement occurs when pouring concrete, with consequent modification of
the structure, as compared with the lines shown in the construction drawings, the
prescriptions set forth in the following clauses 22 "Construction Tolerance" and 23 "Repair
of concrete Surface" shall be applied.
Forms shall be placed so that the joint marks on concrete surfaces are, as much as
possible, in alignment both horizontally and vertically.
(b)
Materials for Formwork
The formwork materials shall be such as to give the concrete surface the appropriate
finish, as specified in Clause 21 hereafter.
The lumber used in formwork shall be free from warp, and the boards shall be of uniform
thickness and width, free from knots, decay, or other defect. Steel formwork shall be
defined as a steel plate of approved thickness supported by structural steel shapes. Steel
lining shall be defined as thin steel sheets, supported by a backing of wood boards.
(c)
Forms for Curved Surfaces
Forms for curved surfaces and transition sections shall be constructed to conform
accurately to the required curvatures. Dimensions from horizontal and vertical base lines
will be given at several sections throughout the length of the curved or transition section.
The Contractor shall interpolate intermediate sections as necessary for the type of form
construction being used, and shall construct and erect the forms so that the curvature will
be continues between sections. Erection templates shall be used on all curved framework
where necessary to meet requirements for curvature. The form sheathing shall be built up
of laminate spline cut to make tight, smooth form surface after the forms have been
constructed, all surface imperfection shall be corrected, and any roughness and all angles
on the surface of the forms caused by matching the form material shall be dressed to the
required curvatures.
(d)
Cleaning and Lubricating
At the time of concrete placing, the inner surface of the forms and the contacts and
connections shall be free of any incrustation, mortar, grout or other foreign matter that
would contaminate the concrete, Prior to placing, the surface of the forms shall coated
with a bond breaking compound such as emulsified oil, or with refined mineral paraffin oil,
designed to prevent sticking of concrete on the form. The treatment of the forms shall not
cause harmful effects, or stains, on the concrete surface, or on the reinforcement system.
Bond breaking compounds shall be applied before reinforcement is placed.
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Oil treatment shall be made in such a manner to avoid spillage on previously placed
concrete. All excess oil on the form surfaces, and any oil on the concrete, metal or other
parts to be embedded in the concrete, shall be carefully removed.
(e)
Form Ties and Bolts
The design of from ties shall be such that no metal shall be within 2 cm of any exposed
surface. Wire ties will be permitted only where Finish F1 and F2 is specified, (refer to 21.2
Classification of Surface Finish) provided that the wire is cutback to a depth of 2 cm from
the concrete surface after stripping of formwork, and the holes dressed with mortar.
Sufficient form ties and bolts shall be used on both sides and within a few centimeters of
construction joints so that the forms fit snugly against the concrete previously placed, and
remain in tight contact during pouring.
The ties shall be constructed so that removal of the end fasteners can be accomplished
without causing appreciable spalling of the concrete face.
After completion of the concreting the Contractor shall withdraw the bolts and securely fill
up the holes with cement mortar.
Possible damage to the concrete due to the aforementioned operations shall be repaired
in accordance with the contents of Clause 23 "Repair of Concrete Surface".
(f)
Chamfer Strips
Chamfer strips shall be placed in corners of the forms so as to produce beveled edges on
permanently exposed concrete surfaces and exposed joints except where specifically
indicated by the Consultant. Re-entrant comers will not require beveling, unless such
requirement is indicated on the Drawings. Unless otherwise specified, chamfering strips
for exterior beveled corners shall be from 2 to 5 centimeters, side measurement.
(g)
Stripping of Formwork
The removal of formwork shall be carried out when the concrete has reached a sufficient
strength, so that no damage can be caused to concrete. No forms shall be stripped before
24 hours after concrete placing has elapsed.
The minimum compressive strength of concrete between the completion of pouring and
the stripping of forms shall be as follows.
Formwork of footing; 3.5N/mm2
Formwork of column, wall, side of beam; 5.0N/mm2
Formwork of slab, bottom of beam; 14.0N/mm2
After authorization for removal, the forms shall be stripped as soon as practicable, to avoid
delay in curing of concrete, and also to enable the earliest practicable repair to surface
imperfections. Method of form removal likely to cause overstressing of the concrete, or
injury to the concrete surface, shall not be used. Forms and their supports shall be
removed in such a manner to allow the concrete to take the stresses due to its own weight
uniformly and gradually. Provision shall be made by means of suitable wedges, sand
boxes or oilier devices, for the gradual relaxation of the support given by false work and
struts.
(15)
Concrete Placing
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(a)
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General
All concrete placing equipment and methods shall be subject to the approval of the
Consultant.
(b)
Method of Placing
The concrete shall be deposited generally in horizontal layers, in such a manner as to
maintain, until completion of a unit, a plastic surface approximately horizontal. The
thickness of each layer shall range from 30 to 50 cm, and the placement shall be carried
out at such a rate that no concrete surface can reach an initial set, before additional
concrete is placed thereon.
The Contractor shall, however, obtain the Consultant’s prior approval for lift heights and
time intervals between lifts before commencing to place concrete, Concrete shall be
deposited, as practicable, in its final position; flowing of concrete with vibrators, or by other
means will not be permitted, For locations where direct placement is not possible or in
narrow forms, then hoppers and trunks must be provided, Once commenced, concreting
shall be done in a continuous operation except if an emergency occurs and interruption is
unavoidable. The Contractor shall have readily available suitable prefabricated forms as
stop ends to form emergency vertical construction joints and in the event of such an
interruption occurring, the concrete already placed shall be properly finished up to the stop
end to a horizontal surface as instructed by the Consultant,
Concrete that is of excessive slump, segregated, partially hardened, or unworkable shall
not be placed in forms, or if placed, shall be removed as instructed by the Consultant,
Each layer of concrete shall be worked with suitable equipment, until the concrete is
consolidated to the maximum practicable density, is free of pockets of coarse aggregate,
and fits tightly against all form surfaces and embedded materials.
Equipment used for spreading, vibrating or other operation must absolutely not spill fuel oil
or grease on the concrete,
(c)
Placing in Reinforced Structures
When concrete has to be dropped through reinforcement, care shall be taken that no
segregation of concrete or displacement of bars occurs. Closed chutes, trunks or tremies
shall be used to place concrete in deep forms, around reinforcement, or other places not
readily accessible for direct placing.
(d)
Placing around Embedded Parts
Before placing concrete, care shall be taken to determine that all ducts, recesses, rebates,
holes and any other embedded items are firmly secured in their correct location as
indicated on the Shop Drawings or as required by the Consultant. Anchor bolts and anchor
plates shall be precisely located and molded into the concrete where specified. All
embedded items shall be thoroughly clean and free of oil and other foreign matter such as
loose coating of rust, paint and scale, and encrustations of grout or mortar.
Extreme care shall be exercised when placing concrete around the various embedded
parts, to ensure that unbalanced loading and impact from placing concrete, will not cause
distortion or dislocation of the parts. Both during and after placing, careful checks shall be
made by the Contractor to see that all the embedded parts requiring accurate setting have
not been displaced.
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The lifts of concrete shall be limited to the depth shown on the approved Method
Statement. A minimum of seventy-two (72) hours shall elapse between the placing of each
successive lift. Any placing restriction deemed necessary by the Consultant to maintain
alignment of the embedded parts, shall be promptly complied with by the Contractor. Lifts
may be terminated at any time, to allow the adoption of any remedial action necessary to
maintain the accuracy requirements. Any air or water lines or other materials embedded in
structures used as construction expedients authorized by the Consultant, shall conform to
the above requirements and upon completion of their use be stoppered with concrete or
grout as directed.
Mechanical vibrators shall not be used for placing concrete around movable embedded
parts, except as approved by the Consultant: in this case concrete shall be consolidated
thoroughly by tamping.
Opening in floors and walls shall be formed before the concrete is placed. Blockouts might
be necessary to provide for installations of handrail posts, batch frames, permanent
equipment and other metalwork, and the cost for the blockouts shall be included in the
Contract Prices.
If the completed filling under embedded pipes or opening does not result the Contractor
shall fill the void with mortar in an approved manner.
(e)
Placing on Slopes
The low slump concrete for slope slabs shall be placed starting from the bottom
and proceeding upwards. The concrete will be spread and completed by mean of an
appropriate straightedge resting on wooden guides that shall be removed before final
setting of the concrete.
(f)
Placing under Rain
Outdoor concreting shall not be started during rainfalls unless the concrete is protected,
as approved by the Consultant, against the harmful effects of such exposure. If concreting
is under way, it shall be suspended if the rain is sufficiently heavy or prolonged to wash
mortar from the coarse aggregate.
(g)
Placing under Water
No concreting shall be carried out under water, unless authorization has been obtained
from the Consultant.
Any such proposal made by the Contractor shall have due regard for the following
requirements and shall be modified as necessary to meet the approval of the Consultant.
The method of depositing concrete under water shall prevent the washing out of cement,
segregation of the mix, or the formation of a honeycombed structure.
Where a tremie is used the pipe shall be smooth bored and water tight. The pipe shall
extend from above the water level to slightly below the surface of the fresh concrete, in
which the pipe shall remain immersed during the placing, being raised in increments
corresponding to the rising concrete surface. The concrete shall be fed into pipe by means
of a hopper or other approved means and a full column of fresh concrete shall be
maintained in the pipe as the concrete is flowing out of the bottom.
When commencing the operation the bottom of the pipe shall be sealed with an
expendable watertight plug, fixed in such a manner that the weight of concrete filling the
pipe (placed in the dry) will break the seal as the pipe is lifted slowly from the formation to
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be concreted. Tremie pipes and hoppers must be so equipped that they can be rapidly
raised and lowered.
The surface of the construction joints shall be jetted free from silt or any other material
immediately prior to placing any subsequent concrete.
Concrete shall neither be placed in running water nor be exposed to action off the same
before it is sufficiently set.
(16)
Concrete Temperature
The Contractor shall make the necessary provisions in the concrete materials storage,
handling and batching facilities, to comply with hot weather concreting requirements.
Hot weather conditions shall be considered to be in effect when the temperature of
concrete is near 30°C and is expected to rise.
During hot weather, the temperature of fresh concrete shall not exceed 35° C, when
placed in the formwork. To meet these requirements, the Contractor shall prepare to
undertake any, or all, of the following steps:
i supply cool mixing water, or add ice to the concrete during mixing;
ii. cool fine and coarse aggregates before mixing;
iii. spray the coarse aggregate stockpile with cool water;
iv. prevent exposure of batching, mixing and conveying equipment to direct sunlight.
Should the Contractor elect to use ice in the mixing water or to replace the latter with ice
entirely, the mixing time shall be extended as approved by the Consultant to allow
complete ice melting before mixing is completed. All methods adopted by the Contractor
shall be subject to the prior approval of the Consultant.
The application of iced water to the fine aggregate will not be permitted.
Refrigerating units and cooling plants, if used, shall be dimensioned so as to secure
continuity of concreting.
Temperature readings of the freshly placed concrete shall be made at regular intervals by
the Contractor to be approved by the Consultant.
(17)
Vibration and Compaction
Concrete shall be compacted with mechanical vibrating equipment, supplemented by
hand spading and tamping to a maximum practicable density, so that it is in complete
contact with form-work, reinforcement and other embedded parts.
The vibration shall be carried out by means of immersion type high frequency vibrators, of
the electrically driven or compressed air types, or by means of engine driven vibrators. For
the consolidation of concrete where immersion vibrators would prove impracticable,
vibrators rigidly attached to the forms shall be adopted subject to the approval of the
Consultant.
The size and number of vibrators, at each pour, shall be sufficient to thoroughly compact
concrete, at the rate and conditions of placement.
When vibrating a layer of fresh concrete, the vibrator shall be held in a near-vertical
position. The immersion of the vibrator shall be sufficient to vibrate the entire depth of the
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concrete layer: the vibration should penetrate several centimeters into the layer below, to
ensure thorough union of the layers.
No new layer of concrete shall be placed before the underlying one has been thoroughly
vibrated. The vibrator's immersion points shall be adequately spaced, to make sure that
every part of the concrete has been properly vibrated. Care shall be taken to prevent
contact of vibrators against reinforcement steel, especially when initial set of concrete has
begun in the underlying layer of concrete. Vibrators shall not be allowed to come in
contact with the formwork.
Care shall be taken to ensure a good adhesion of concrete with the water stops.
Excessive vibration, causing segregation, and tending to bring laitance to the surface,
shall be avoided.
The vibrators used shall be of an approval make and of a type best suited for the class of
work. Standby equipment is to be provided at the concreting site to ensure that operations
are not interrupted due to break-downs. Vibration shall be carries out by competent
operators,
Necessary traffic over fresh concrete shall be through independently supported timber
walkways, so that concrete is not disturbed.
The evaluation of the satisfactory degree of vibration of the concrete shall be based on the
criteria outlined in Section 112 of the Concrete Manual USBR, latest Edition or equivalent.
(18)
Second Stage Concrete
Concrete in blockouts the Contractor shall construct blockouts in concrete structures for
installation of Permanent Equipment and other equipment shown on the approved
construction drawings and/or as directed by the Consultant.
The blockouts shall be filled by the Contractor with concrete or mortar after the equipment
has been installed.
Prior to filling concrete or mortar in blockouts, the concrete surface of large blockouts shall
be roughened by chipping or other methods and shall be in such condition as to ensure a
good bond between the existing and the second stage concrete or mortar. The roughened
surface of concrete shall be clean and the surface shall be dampened after the cleaning
before filling with concrete or mortar. Filling of blockouts shall proceed after approval by
the Consultant.
Second stage concrete shall be placed, packed and compacted to ensure satisfactory
bond with the installed equipment or metalwork and shall be free of voids. The exposed
surfaces of concrete shall be smoothly finished.
Concrete or mortar to be placed in blockouts shall be of the same strength as the concrete
of the structure where the blockouts are located.
(19)
Joints
(a)
Construction Joints
Wherever concrete is to be bonded to other concrete which has completed its initial
setting the surface of contact between the sections shall be considered as a construction
joint. Construction joints shall be such that the last concrete bonds firmly to the concrete
cast previously. The Contractor shall submit the drawings which indicate all construction
joints, i.e. horizontal, vertical joints, to the Consultant and obtain the written approval from
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the Consultant prior to start the concrete works. The Contractor shall consider the
following to determine the location of construction joints.
- To avoid the location where the shear strength is big.
- To avoid the inclined construction joints
- To limit the area or legth of concrete casting to avoid big crack due to thermal stress or
Shrinkage Max. area of Base slab; approx.15m×15m
Max. length of Wall; approx. 15m
- To limit the height of wall; less than 4m height
Whenever work is suspended on any section for more than two hour, concrete surfaces
shall be considered as a construction joint. In such a case, the contractor is not allowed to
continue the concrete casting to avoid cold joints.
Construction joints shall be arranged so as to reduce to a minimum the effects of
shrinkage in the concrete after placing, and shall be located in the most advantageous
positions with regard to stresses in the structure. Feather edges of concrete at joints shall
be avoided.
The intersections of horizontal construction joints and the exposed faces of concrete shall
appear as straight lines. In the initial stage of setting, but before the final setting of the
concrete, the surface of the joint shall be washed with water and compressed air jets, with
the purpose of eliminating the mortar from the surface, removing loose parts, and laying
bare the coarse aggregates, without however removing them. After the proper time
interval has elapsed and prior to pouring of the following lift, the joint shall be cleaned
again with air and water jetting.
If the surface of a lift is congested with reinforcement steel, and is relatively inaccessible,
or if, for any other reason, it is considered undesirable to disturb the surface of a lift before
it is hardened, surface cutting by means of air-water jets will not be permitted and the use
of wet sandblasting will be required, and shall be performed immediately before placing
the following lift.
The operation shall be continued until all unsatisfactory concrete, and all laitance, coatings,
stains, debris, and other foreign materials are removed.
When jetting is used, the air pressure shall be not less than 6 kg/cm2, and water pressure
shall be just sufficient to bring the water into the effective influence of the air pressure.
In case of vertical construction joints, the Contractor shall carry out the chipping after
stripping the formwork to ensure the rough surface of joints.
(b)
Fine Mortar Layer
A layer of Mortar with a thickness of about 3 cm, shall be placed over horizontal
construction joints before pouring operation start. Accumulations or puddles of mortar shall
not be allowed to settle in depressions.
Mortar shall be placed within a quarter hour after mixing, and shall be covered with the
class of concrete specified before the mortar begins to set.
Any portion of the mortar layer that begins setting before the coarse concrete is placed
upon it shall be removed at Contractor's expense.
Where it is impracticable to apply such a mortar coating or considered unnecessary by the
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Consultant, special precautions shall be taken to insure that the new concrete is brought
into intimate contact with the surface of the joint by carefully compacting the concrete by
means of suitable tools.
(c)
Expansion and Contraction Joints
All joints that allow possible displacement of a concrete structure, with respect to an
adjacent one, due to expansion, shrinkage and differential setting of the respective
foundation, are to be considered expansion or contraction joints.
Joints shall be provided at the locations indicated on the approved Shop Drawings or as
otherwise directed or approved by the Consultant and shall be in accordance with the
details shown. In no case shall any metal fixture embedded in the concrete be continuous
through an expansion or contraction joint, except as shown on the Shop Drawings, or
instructed by the Consultant. The opposite faces which from the joint shall be completely
separate.
The Contractor shall undertake the pouring of the second surface, only after the first one
is thoroughly hardened.
When so prescribed by the drawings or instructed by the Consultant, expansion or
contraction joint shall be coated with an approved bond breaking compound to prevent
bonding or approved filler materials may be inserted. The surface of contraction joints
shall be cleaned thoroughly of accretions of concrete or other foreign matter by scraping,
chipping or other means satisfactory to the Consultant before any fresh concrete is placed
against such a joint.
(20)
Curing of Concrete
(a)
General
The following provisions shall be applied so that:
- concrete does not lose moisture during the early stages of hardening;
- concrete is not cracked or damaged by high temperature or rapid changes in
temperature;
- surface of concrete are not damaged by traffic, nor discolored by chemical agents.
All equipment needed for adequate curing and protection of a concrete pour shall be
ready to install before actual concrete placement begins.
Curing shall commence as soon as concrete has set, and shall be continued for a
minimum period of seven (7) days after casting, on unformed surfaces or on surfaces
where the forms are removed before the end of the curing period.
The method of curing shall be approved by the Consultant.
(b)
Water Curing
Concrete, if water cured, shall be kept wet by covering with an approved water saturated
material, or by a system of perforates pipes, mechanical sprinkles or porous hose, or by
any other approved method which will keep all surfaces to be cured continuously wet.
Water used for curing shall be supplied by the Contractor and shall not obtain substances
harmful to concrete.
(c)
Membrane Curing
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Concrete and precast concrete members may be membrane cured with an approved
pigmented curing compound in lieu of water cured, if so approved by the Consultant.
Membrane curing shall be by application of a sealing compound which forms a waterretaining membrane on the surface of the concrete curing compound shall conform to
ASTM-C309 or equivalent. The compound shall be of uniform consistency and quality
within each container and from shipment to shipment.
The compound shall be sprayed on the concrete surfaces to provide a continuous, uniform
coating overall areas. Coverage shall not exceed four (4) square meters per liter and on
rough surfaces coverage shall be decreased as necessary to obtain the required
continuous membrane.
Mortar encrustation and fine on surfaces designated as surface finish F3 shall be removed
prior to application of sealing compound. The repair of all other surface imperfections shall
be made before application of sealing compound, unless the repair work cannot be
completed within 4 hours from the stripping of formwork, in which case the repairs shall be
executed as indicated here below.
When sealing compound is to be used on formed concrete surfaces, the surfaces shall be
moistened with a light spray of water immediately after stripping of forms and shall be kept
wet until the surface will not absorb more moisture. As soon as the surface film of moisture
disappears but while the surface is still damp, the sealing compound shall be applied.
Special care shall be taken to insure good compound coverage at the edges and after
application of the sealing compound has been completed and the coating is touch-dry
required repair of concrete surfaces shall be performed. Each repair, after being finished,
shall be moistened and coated with sealing compound in accordance with the foregoing
requirements.
Equipment for applying sealing compound and the method of application shall be in
accordance with the provisions of Chapter VI of the latest edition for the Concrete Manual
USBR or equivalent. Traffic and other operations by the Contractor shall be such as to
avoid damage to applied sealing compound for a period of not less than twenty-one (21)
days. Scaling compound will be accepted on the manufacturer's certification of
compliance with specification but permission to ship on certification shall in no way relieve
the Contractor of the responsibility for supplying a compound meeting the specification
requirements. Sealing compounds shall be sampled and tested. The Contractor shall
provide, without charge to the Consultant, such facilities and assistance as may be
necessary for procurement of samples. Sampling will be in accordance with Designation
38 of the least edition of the Bureau of Reclamation Concrete manual, JIS, TIS or
equivalent.
Any sealing members that is damaged or that peels from concrete surfaces within
fourteen (14) days after application shall be repaired without delay and in an approved
manner.
(d)
Protection
After casting, all freshly placed concrete shall be protected from direct exposure to the sun
for a period of at least seventy-two (72) hours or the minimum time interval between the
lifts whichever is the longer. Adequate protection in the period between casting and
commencing of curing is especially important.
Concrete shall be protected against abrasion, vibrations, or any other damages during the
curing period, by independently supported walkways, on an effective cover of sand, or
other types of covering.
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Where it is impossible to avoid traffic over surfaces coated with sealing compound, the
members shall be protected by a covering of sand or earth or by other effective means.
The protective covering shall not be placed until the sealing membrane is completely dry.
(21)
Surface Finishes
(a)
General
The surface of the finished concrete shall be smooth, uniform in colour and texture, free
from projections, irregularities, holes, honeycomb and encrustation.
Unless instructed otherwise by the Consultant, the surface finish of concrete shall conform
to the following Specifications.
The Shop Drawings and Technical Specifications indicate the type of concrete surface
finish required for the formed and unformed surface in the major structure, through the use
of the symbols F1, F2, and F3.
(b)
Classification of Surface Finish
a) General
Except for the construction tolerances, covered by the prescriptions of Clause 22, the
surface of concrete, both formed and unformed, shall be smooth and shall not present
abrupt or gradual irregularities outside the surface finish tolerances herein described.
Abrupt irregularity is defined as a change in a surface that takes place without any
transition whatsoever; gradual irregularity is defined as a change that takes place over a
transition distance.
b) Classification of Surface Finish
Surface finish shall be governed by the nature of formwork materials by the finishing tools
employed in uniformed surfaces, and by the maximum allowable irregularities. Surface
finish shall be classified as follows:
F1: as produced by sawn timber form work, or finished by wood trowel with abrupt
irregularities up to 2 cm and gradual irregularities up to lover 100. This finish is for
surfaces against which backfill or further concrete will be placed.
F2: as produced by dressed timber formwork, or finished by wood trowel; with abrupt
irregularities up to I cm and gradual irregularities up to lover 100. This finish is for
surfaces which are permanently exposed to view generally for canal lining/canal
structures, wall and slab of building, unless otherwise noted on the construction
drawing.
F3: as produced by plywood formwork, or finished by steel trowel with abrupt irregularities
up to 0.3 cm and gradual irregularities up to lover 250. This finished is for surfaces
which will be in contact with water flowing at high velocity, and for surfaces prominently
exposed to view where good appearance is of special importance, unless otherwise
shown on the construction drawing.
(c)
Approval of Finishes
The degree of surface finish of the concrete shall be inspected and approved by the
Consultant for each day's work or immediately after stripping the formwork. Any necessary
correction will be carried out immediately.
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(22)
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Construction Tolerance
The variation in dimensions, alignment, and grades, or any concrete from the dimensions,
locations and grades shown on the Shop Drawings, or required by the Consultant, shall be
within the tolerance specified in the following table.
No confusion shall however be made between the irregularities described in the Clause 14
above and those which are the object of this Clause.
Structure
a. All structures except as specified in c. and d.
b. Floor and wall openings
c. Exposed columns, thin walls, sluice ways
d. Structure with guides or which will be in
contact with items of the Permanent
Equipment having close tolerances
e. Lining
Tolerance in millimeters
± 20
± 20
± 10
±5
±5
The Consultant may require that the Contractor repair, or remove and replace at his own
expense, any concrete work that exceeds the limits specified above.
The thickness of concrete lining, as indicated on the approval construction drawing should
be considered the minimum thickness.
(23)
Repair of Concrete Surface
Immediately after the removal of the formwork, the Contractor shall inspect the concrete
and shall report all defects to the Consultant
Any irregularity outside the specified tolerance, or any voids, honeycombs or other
damage shall be repaired. All repairs of such defects shall be performed only by skilled
workman and at the expense of the Contractor. The Contractor will inform the Consultant
before starting the repair work. Materials, procedures and operations used in the repair of
concrete shall be done subject to the approval from the Consultant.
All repairs shall be immediately after removal of the forms and never longer than twentyfour (24) hours after exposure. Concrete damaged from any cause and concrete that is
honeycombed, fractured or otherwise defective, and concrete which, because of excessive
surface depressions must be cut back and rebuilt, shall be replaced with mortar or
concrete as hereinafter specified or as otherwise instructed by the Consultant.
The defective concrete shall be cut down to sound concrete, and at least down to a depth
behind the reinforcement steel sufficient to provide complete bonding of the reinforcement
steel to the concrete replacement. Voids to be filled shall be provided with anchors, keys,
welded wire mesh, or dovetail slots, whenever necessary, to attach the new material
securely in place. Cut out areas shall be thoroughly cleaned.
The holes left by the removal of tie rods and/or cones shall be thoroughly moistened and
filled with dry patching mortar, thoroughly tamped into place. The color of replacement
concrete and patching mortar shall match that of the surrounding concrete.
Concrete and mortar used for patching and repairs, shall be cured in the same manner
specified for general concrete work. Where specifically authorized by the Consultant
bulges may be removed by grinding procedures. Other methods to be used in such repair
work shall be those detailed in Chapter VII of the Concrete Manual USBR, latest Edition or
equivalent.
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Water-retaining concrete structures shall be watertight up to the full design head of water
and' the Contractor shall repair at his own expense all leaks that may develop prior to or
during the Guarantee Period.
(24)
Precast Alternatives to Cast-in situ Concrete
The Contractor may elect to precast some type of structures that are shown as cast-in-situ
in the Shop Drawings or as directed by the Consultant. This will be acceptable provided
the following conditions are met:
a) The general dimensions and shape of the structures are not altered;
b) If the Contractor alters the concrete strength, the structure thickness and/or the
reinforcing steel with respect to the contract drawings, the revised design and shop
drawings shall be submitted to the approval of the Consultant.
5.2
(1)
Reinforcing Steel
General
The Contractor shall furnish, cut, bend and place all steel reinforcement including bars
and fabric necessary for the completion of the Works as indicated on the shop drawings or
as instructed by the Consultant.
The cutting, bending and placing of the steel reinforcement shall be in compliance with
ACI 318 Standards, except when otherwise provided by the approved construction
drawing.
Reinforcement bars shall be embedded in the concrete as shown in the Shop Drawings or
as instructed.
(2)
Materials
The quality of the reinforcement steel shall comply with TIS-20 for round bars, TIS-24 for
deformed bars, ASTM-A416 for uncoated seven wire stress and JIS or equivalent.
(3)
Delivery
Steel bars shall be delivered in bundles firmly secured and tagged or marked in
accordance with the applicable standards. Reinforcing bar mats shall be delivered flat and
not in rolls. Welded wire fabric when delivered in rolls shall lay out flat from the roll.
Reinforcing steel shall not be bent or straightened in a manner that will injure the material.
Any use of such injured reinforcing steel will not be permitted.
(4)
Test Certificates
Manufacturer's test certificates shall be provided as confirmation that the materials have
been tested in accordance with and meet the requirements of the specifications.
(5)
Storage
Steel bars shall rest on timbers, away from the ground and shall be protected from rusting,
damage or contamination. Bars of different diameter and/or grade of steel are to be kept
separate.
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(6)
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Preparation of Reinforcement Drawings
The Contractor will prepare all construction reinforcement drawings or sheets, unless
otherwise specified.
- Spacing details between form work and reinforcing bar.
- Cutting and bending schedules of the reinforcement system.
(7)
Checks and Measurements
Unless otherwise indicated, the distance between bars is measured between the center
lines.
After the steel has been placed the Consultant shall check spacing, quantity, diameters,
shape, length and overlaps.
(8)
Hooks
Hook shall be required for the round bar and for the deformed bar as specified in the Shop
Drawing or as instructed by the Consultant.
All smooth reinforcement rods shall terminate with a hook at both ends, unless otherwise
shown on the approved Shop Drawings or as indicated by the Consultant.
Hooks shall be doubled over 180o, with an internal bend diameter of between 6 to 8 times
the diameter of the rod, the curve terminating in a straight piece of length equal to at least
4 times the diameter of the rod, but not less than 6.5 cm. (see ACI-318 Standards).
(9)
Bending and Cutting
Bar reinforcement shall be bent to the shapes shown on the approved Shop Drawings. All
bars shall be bent cold without applying heat. Cutting and bending of reinforcement bars
may be done in a shop or at the job site. All bending shall be in accordance with standard
practice and by approved machine methods. No bar partially embedded in concrete shall
be bent in place without the express approval of the Consultant. Bar reduced in section or
with kink or twist will not be accepted.
The inside radius of the bend shall be as specified in American Concrete Institute Building
Code for Reinforced Concrete ACI 318 Section 7.1.2
(10)
Splices
(a)
General
No splice shall be situated at points of highest bending moment of the structures.
The splices shall be overlapped or welded, in accordance with the approved Shop
Drawings or as instructed by the Consultant.
(b)
Overlapping Splices
The length of overlap for tension lap splices with standard hook shall be at least 30 times
of diameters of the bigger bar for deformed bar and 50 time of diameters of bigger bar for
plain round bar.
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The minimum overlap length for compression lap splices with standard hook shall be 20
times of diameters of the bigger bar for deformed bars and 40 times of diameters of the
bigger bar for plain round bar.
(c)
Welded Splices
Welding of reinforcement bars in lieu of overlapping shall not be permitted unless
approved by the Consultant.
If approved by the Consultant, all welding shall conform to "REINFORCED STEEL
WELDING CODE" of AWS (American Welding Society) D12.1, JIS and other equivalent
standards.
All welders employed shall show proof of their welding qualifications to the Consultant. All
welding shall be done using metal-arc welding or pressure gas welding. Electrodes shall
be acceptable to the Consultant. Coverings of low hydrogen electrodes must be
thoroughly dry when used. The surfaces to be welded shall be clean and free from rust
and dirt. All welds shall develop the full strength of the bar or of the smaller bar where two
different sizes are welded. Tests will be required on not more than 5 percent of the welds.
(d)
Mechanical Splices
The use of Mechanical Splices Coupler will be subject to the approval from the consultant.
The torque wrench shall be used to test the moment of force.
(e)
Dowels
The contractor shall furnish and place the dowels as shown on the approved Shop
Drawings or as instructed by the Consultant.
The dowels shall be smooth round bars, unless otherwise specified.
Dowels will be inspected for compliance with requirements as to size, shape, length,
position and quantity after they have been placed.
Before the dowels are embedded in concrete, the dowel surfaces shall be cleaned of all
dirt, grease, or other foreign substances which, in the opinion of the Consultant, are
objectionable.
The dowels shall be secured in position so that they will not be displaced during the
placing of the concrete.
(11)
Placing
Before the reinforcement is placed, the surfaces of the bars and the surfaces of any metal
bar supports shall be cleaned of heavy, flaky rust, loose scale, dirt, mud, grease or other
foreign substances which, in the opinion of the Consultant, are objectionable. After being
placed, the reinforcement bars shall be maintained in a clean condition until completely
embedded in the concrete.
The bars shall be placed and fixed in such a manner that they cannot move out of place
during the pouring process. In the event of reinforcing bars being bent or distorted in any
way while concreting is taking place, these bars shall be straightened and reinstalled
properly, before placing the next lift of concrete. The Contractor shall use spacing devices
or other methods approved by the Consultant to maintain the reinforcement bars in the
proper position.
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Reinforcement exposed for future concreting shall be protected from corrosion or other
damage in an approved manner. The protection shall be of such nature that the
reinforcement can be thoroughly cleaned without difficulty prior to subsequent easement
in concrete.
(12)
Concrete Protection for Reinforcement
The reinforcement shall be covered by the thickness of concrete indicated on the
approved Shop Drawings. Where not shown, the clear concrete cover shall be as follows:
a. All stair slabs and landings, use 2.5 cm.
b. At underside of bridge slabs exposed to weather, use 2.5 cm.
c. Structures exposed to weather or backfill or submerged, use 5 cm.
d. Face of concrete exposed to scour, use 6 cm. for fresh water.
e. Concrete placed directly against earth or rock or surface subjected to corrosive liquid,
use 8 to 10 cm.
(13)
Tolerances
a. Tolerance in the thickness of concrete covering: ±0.6 cm, if the concrete cover is less
than 10 cm, 0 to 2 cm. if the concrete cover is more than 10 cm.
b. Tolerance in the spacing between bars provided this is not systematic: ± 10% of
spacing.
(14)
Approval of Reinforcement
The Contractor shall obtain the approval of the Consultant for the reinforcement when
placed and before any concrete is deposited in the forms.
5.3
(1)
Water Stops
General
This Clause covers the supply and installation of the water-stops used water seals in
construction joints of concrete structures.
Water-stops shall be placed in joints of the structures where shown on construction
drawings and elsewhere as instructed by the Consultant.
(2)
Material
The water-stop shall be extruded from an elastomeric plastic compound, the basic resin of
which shall be polyvinyl chloride (PVC). The compound contain those additional resins,
plasticizers, stabilizers, or other material needed ensure that when the material is
compounded, it is durable and resistant decomposition.
The water-stop material shall meet the following main requirement:
Requirements
Method of Test
a. Tensile strength: not less than 120 kg/cm2
b. Ultimate elongation: not less than 33%
c. Stiffness in flexure, 6 mm. span : not less
than 28 kg/cm2
d. Specific density: not less than 1.30 gm/cm3
ASTM-D 412 or equivalent
ASTM-D 412 or equivalent
ASTM-D 747 or equivalent
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The Contractor shall supply water-stop samples and certificate of physical properties for
Consultant’s approval. He shall also perform required laboratory tests on specimens
sampled on site to verify that the material supplied meets the requirements specified.
Each manufacturing batch lot or every 100-m. of water-stop certified by the manufacturer
and the lot marked with the batch number.
The extruded PVC shall be dense, homogeneous, and free from holes, scratches and
other imperfections. The cross-section of water-stops shall be along its length and shall be
transversely symmetrical so that the thickness at given distance from either edge of the
band is uniform.
(3)
Type
The water-stops required shall be of the central hollow bulb type as follows:
Type
Width (cm)
Central hollow bulb
A
B
C
D
20-23
15
15
10
Yes
Yes
No
Yes
The Contractor shall protect the central hollow bulb from concrete intrusion, so that the
function of the flexible seal shall be preserved. The water-stop which will remain exposed
for more than ten (10) days shall be protected from the sun.
(4)
Splices
Splices in the run length or at the intersection of runs of water-stops shall be performed by
heat-sealing adjacent surfaces in accordance with the supplier's recommendations. A
thermostatically controlled electric source of heat shall be used to make all splices. The
correct temperature at which splices should be made will differ with the seal material, and
shall be sufficient to melt but not char the plastic. All splices shall be neat with the edges
of the joined materials in true alignment.
All intersection splices shall be prefabricated by the manufacturer or by the Contractor in
the field shop.
A milter box and a proper saw shall be used to cut the ends to be joined to ensure good
alignment and contact between joined surfaces.
The number of splices in the water-stops shall be kept to a minimum. The equipment used
for making splices in PVC sealing and splicing method shall be approved by the
Consultant.
The Contractor shall make the splices in such a manner as to insure that the splices have
a tensile strength not less than 80 percent of the unspliced material.
(5)
Installation
Care shall be taken to ensure that the water-stops are correctly positioned during
installation. Adequate provisions must be made to support the water-stops during the
installation and to ensure their proper embedding in the concrete. The symmetrical halves
of the strip shall be equally divided between the adjacent concrete structures.
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Maximum density and imperviousness of the concrete shall be ensured thorough vibration
of the concrete in the vicinity of the seal.
Suitable guards shall be provided to protect exposed projecting edges the ends of partially
embedded water-stops from mechanical damage. Water-stops shall be thoroughly
cleaned of all foreign material before concrete is placed.
(6)
Alternatives of Water-Stops
In case of the change from PVC to rubber type on water-stop, Contractor should submit
following data for the Consultant approval.
- Manufacturer's catalogue with technical specification
- Laboratory testing results by the manufacturer
- Sample of water-stop
- Joint (Lapping) details and fixing method of water-stop
5.4
(1)
Joint Fillers
General
The Contractor shall supply and install joint filler at the locations and of the thickness
shown on the approved shop drawings or as instructed by the Consultant.
(2)
Joint Filler
Where joints are shown on the approved Shop Drawings as having elastic joint filler, or
Celotex with coal tar, the joint shall be filled with preformed joint filler and sealed with joint
sealer. The Contractor shall cut the material to cover the entire contact surface of the
joints, and to the fit around the opening. The exposed edges of joint filler sheet placed on
a joint shall be at least One (1) centimeter back from the finished surface of concrete, to
allow joint sealer material to seal the gap.
(3)
Materials
(a)
Preformed Joint Filler
Shall consist of a bituminous (asphalt or tar) mastic composition. The mastic shall
comprise mineral filler and reinforcing fibers, formed and encased between two layers of
bituminous impregnated felt.
When the filler has to be placed against vertical concrete surfaces, it shall be glued on the
contraction joint by means of coal tar or asphalt material.
(b)
Joint Sealer
Shall consist of a mixture of fifty (50) parts by weight of bituminous binder and 50 parts by
weight of sand. Mixture will become sufficiently fluid when heated to approximately 150°200°C, so as to flow freely without mechanical manipulation. Application of the mixture
shall be done whilst hot. For vertical joints a proprietary brand of sealer may be used if
approved by the Consultant.
The material shall conform to the requirements of ASTM D170, ASTM D171, JIS and other
equivalent Standards.
All joint surfaces to be filled shall be clean, dry and fully cured.
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6.
6.1
Volume I, Section 7 Specifications
7-1 Civil Works
PRECAST CONCRETE WORKS
General
The Contractor shall furnish and erect precast reinforced concrete member for installation
in those parts of the works as shown on the approved Shop drawings and/or instructed by
the Consultant.
Precast concrete units shall include prestressed concrete (PC) piles, prestressed concrete
(PC) corrugated sheet piles, and/or similar items.
They shall be made with concrete mixed, placed and curved accordance with the
provisions set forth in the Clause 5 "Concrete Works" as the specific provisions of the
following Clauses.
No element in precast concrete may be handled and transported before it reaches the
strength necessary to prevent cracking.
Precast concrete units may be supplied by a manufacturer approved by the Consultant or
may be manufactured by the Contractor at a location approved by the Consultant.
Thirty days before commencing manufacture of the precast concrete the Contractor shall
submit to the approval of the Consultant all details of the methods to be used in
manufacture, curing and handling, transport, storage and erection of the precast elements
the Contractor shall submit all details to the Consultant for approval.
Repair of damaged elements will not be permitted except damage and repair, in the
opinion of the Consultant, will not impair the function or appearance of the elements.
6.2
Precast Concrete Pile
(1)
Materials
(a)
Reinforcement
The requirements of Sub-clause 5.2- Reinforcing Steel shall apply to specifications of the
reinforcement.
Reinforcement shall not be assembled in the moulds. Main bars shall be securely tied to
hoops, stirrups or binders to give rigidity, and temporary stiffening or bracing shall be
provided during handling and placing necessary to ensure that correct spacing of all bars
are maintained. Cages are to be fixed straight and parallel to the moulds and spacer
blocks concrete shall be used to ensure that specified cover is maintain throughout. The
ends of all tie wire or clips shall be turned into the body of the concrete.
(b)
Formwork and Finish
All precast units shall be manufactured under conditions which will ensure that:
a. The formwork is not subjected to remove, displacement or differential settlement
during and after concreting.
b. The concrete is protested from the direct rays of the sun, rain or drying winds;
c. The finish shall be that indicated in the approved Shop Drawings.
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(c)
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Concrete
a. Concrete for all types of precast members shall conform to the provision of Clause 5,
except where noted or shown on the approved construction drawings.
b. The maximum size of coarse aggregate shall not exceed 3/4".
c. The slump of concrete, after the concrete has been deposited but before it has been
consolidated, shall not exceed 2 1/2".
d. The percentage of entire air in the concrete, as discharged from the mixer, shall be 3
to 5 percent by volume of concrete.
(2)
Casting
Precast concrete units shall be cast in individual forms. Each unit is to be cast in one
continuous operation and no construction joints will be permitted.
(3)
Vibration
Unless otherwise approved by the Consultant shutter vibrators or vibrating tables used to
achieve optimum compaction, Care shall be taken to avoid over vibration.
(4)
Marking
Precast concrete units shall not be marked or branded in any position can be seen in the
finished work or against which any concrete is to be placed.
The lifting points shall be marked on two opposite faces of the elements.
(5)
Removal of Forms
The sides of moulds shall be struck in such a sequence and after such period as is
necessary to ensure that precast unit is not subjected to damage, distortion or overload.
(6)
Handling
Precast concrete units shall be handled, transported and stored in such a manner as to
avoid damage to the unit. The Contractor shall be responsible for provision of suitable
lifting devices. The handling devices and procedures proposed by the Contractor shall be
compatible with the design of the precast elements.
Particular care shall be taken to prevent surface abrasion or other damage during
handling and transport to place of installation.
Precast units shall be adequately braced and protected during transportation and such
further bracing or supports provided during installation ensure proper alignment until the
work is completed.
(7)
Curing
The members shall be cured by water or by membrane methods as instructed by the
Consultant or as hereinafter specified and/or as provided in Clause 5.
The members shall be cured until concrete test cylinders, made and cured with the
members, have attained a compressive strength of at least 75% of required strength. At
the start of manufacture, at least six cylinders will be made cured with each member.
These cylinders will be tested in pairs, at appropriate intervals during the curing period, to
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establish the time necessary to produce minimum strength required. After the curing
method and period have been established, two cylinders obtained from each work shift will
be tested at the end the curing period and, if they meet the specified minimum strength,
curing of elements produced during that shift shall be terminated. If the strength of cylinder
is less than that required, the elements concerned shall be cured for a longer period, as
directed by the Consultant.
(8)
Tolerances
The dimension of the finished precast elements shall be within the following limits, at the
time of placement of these units in the structure, unless otherwise shown on the approved
Shop Drawings:
The following tolerances will apply to precast units:
Cross Section in any Direction Dimension
Up to 50cm
50 cm -75 cm
Straightness or Deviation from Intended Line Up to 3m
Up to 3m
3 m-6m
Over 6m
Tolerance
± 6mm
± 9mm
± 6mm
± 9mm
±12mm
The visual inspection for the piles to check defects shall be conducted by the Consultant
upon carrying in the site by the Contractor.
(9)
Precast Concrete Piles for Structural Foundation
The Contractor shall supply precast reinforced concrete or prestressed concrete piles,
where indicated, of sufficient section and length to provide the design load capacity.
Calculations showing the adequacy of plies will be based on use of Hiley's Formula for
bearing of soil but shall be confirmed by pile-load test at the commencement of the piling
work as prescribed in Sub-clause 13.6 unless otherwise decided by the Consultant.
Before the commencement of piling works, the contractor shall submit the method
statement for the piling works including pile-load test to the Consultant.
(10)
Subsurface Soil Conditions
Logs of boring are available for the contractor's information However, the Consultant does
not guarantee the accuracy of the information to be used.
(11)
Pile Driving and Preparation
(a)
Driving Equipment
Precast concrete piles shall be driven to the required depth accurately to the vertical by
means of appropriate rigs and pile driving hammers of an approved type.
Hammers shall be either of gravity, single acting steam or pneumatic type.
Gravity hammers shall not weight less than 60% of the combined weight of the pile and
driving head and that weight shall not be less than 2,000 kg. The fall shall be adjusted so
as to avoid injury to the pile and shall in no case exceed 2.0 m unless otherwise specified
or approved by the Consultant.
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The plant and equipment used for steam hammers shall have sufficient capacity to
maintain, under working conditions, the pressure at the hammer as specified by the
manufacturer. The boiler pressure tank and the hammer intake shall be equipped with
accurate pressure gages.
Piles while being driven shall be supported in line and position appropriate leads. Pile
driving leads shall insure rigid lateral to the pile well free movement of the hammer for
both vertical and batter pile leads shall be of sufficient length. The use of follower for the
pile driving is subject to the approval from the Consultant.
(b)
Pile Driving
Precast concrete piles shall be driven in such manner as not to subject them to excessive
and undue abuse, producing serious injuries as crushing and spalling of the concrete.
Manipulation of piles to force them in the proper position, considered to be excessive by
the Consultant, will not be permitted.
Each pile shall be driven without interruption until the specific penetration is obtained. The
use of water jet to assist in driving the piles will not be permitted.
Pulling and pushing the pile cap to the required position by any means will not be
permitted.
(c)
Construction Tolerance for Precast Concrete Pile
The tolerance in each pile top shall be as follows.
a. EL (cut-off level); ±50mm
b. Eccentricity within 100mm
c. Inclination within 3 degree
The Contractor shall submit the drawings and records which indicates the actual EL,
eccentricity, and inclination of all piles to the Consultant.
If the welding for joints is necessary, the welding shall be done by the eligible skilled
welders. After the completion of welding, the Contractor shall request the Consultant to
conduct the visual inspection and penetrant inspection.
(d)
Piles Incorrectly Driven
Precast concrete piles incorrectly driven or damaged in driving to such an extent as to
unsuitable, as determined by the Consultant, or whenever the eccentricity of pile top
exceeds 10 centimeters from the designed location shall be corrected at the expenses of
and by the Contractor using the approved method by the Consultant.
Piles found to have heaved shall be re-driven to the established elevation.
Piles driven below the elevation specified in the Construction drawing shall be corrected at
the expenses of and by the Contractor using a method subject to the satisfaction of the
Consultant.
(e)
Pile Head Preparation
Where necessary, pile heads shall be extended by using concrete prepared with high
early strength cement, after the reinforcement cages have been jointed by arc welding.
Welding of reinforcement shall comply with the prescription of Sub-clause 5.2.
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The heads of precast concrete piles to be incorporated in the foundation of concrete
structures shall be demolished by means of compressed air equipment, exposing the
reinforcement for a length as shown in the approved Shop Drawings or instructed by the
Consultant.
The Concrete debris occurred by the demolition shall be disposed to the designated
disposal area.
(f)
Pile Records
The Contractor shall keep records of all piles driven, including test piles, and a copy of the
record shall be given to the Consultant within two days after piling works at each structure.
The record form to be used shall be approved by the Consultant and shall give full
information on the following:
- structure to which the pile belongs;
- pile identification number, type and dimensions;
- date of casting and date of driving;
- driving equipment data (type, weight of hammer and drop height or efficiency and
frequency of blows, etc.);
- depth driven and tip elevation;.
- pile top elevation immediately after driving;
- penetration for the last 10 blows and rebounds or whenever required by the Consultant;
- details of any interruption of driving, details on re-driving and any other information which
may be useful for pile behavior knowledge.]
-period of welding
-testing of welding joints (if necessary)
(g)
Test Piles
Test piles may be required by the Consultant, whenever more detailed information is
needed on foundation pile behavior in difficult subsoil condition, to select pile dimension
and length.
Test Piles (Han-Tra – one pile, Kra-Mang – one pile) shall be chosen from the foundation
piles by the Contractor.
Test piles shall generally be driven with the same equipment to be used for the foundation
piles to be built. Pile top elevation will be 0.5m to 1.0m above the ground level to ease the
subsequent preparation works. Exact location, pile type and possible driving procedure
shall be provided to the Contractor by the Consultant.
Test piles which conform to the foundation piles requirements as specified by and with the
approval of the Consultant may be cut off and be used for structure.
Test piles which are found unsatisfactory for utilization in the structure shall be either
removed or cut off below the footing ground line, as instructed by the Consultant.
Calibration tests for driving equipment may be required by the Consultant. If deemed
necessary for completeness and better performance of driving procedures.
The Contractor shall keep records of all test piles as specified in Clause 13.5 hereinabove,
including all additional data the Consultant may be required.
(h)
Method of Test Piles
The method for static axial compressive load test shall be carried out in accordance with
JGS 1811(The Japanese Geotechnical Society) or otherwise approved by the Consultant.
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The pile load test shall be commenced after the friction force is recovered.
The minimum curing period for the recovery of friction force is 5days for sandy soil and
14days for cohesive soil, respectively.
The maximum testing load is twice of design load.
The reaction force shall be selected from (a) reaction piles (b) ground anchors (c)
kentledge and (d) a combination of the above devices.
Standard load step sequence
Number of steps
Number of cycles
Rate of loading
Holding time for each loading step
10 steps
not less than 4 cycles
During loading :
(planned maximum load/number of steps) /min
During unloading :
Twice the rate used for loading stage
New loading stage : a constant period not less
than 30min.
Unloading or reloading steps : a constant period
not less than 2min
Unloading to zero load : a constant period not
less than 15min
Standard sampling periods and intervals
New Loading steps
Unloading or reloading steps
Unloading to zero load
Data samplings are conducted at 0,1,2,5,10
and 15min from the start of load holding for
each new holding step. Data samplings are
repeated at 15 min intervals after the elapsed
time of 15 min.
Data samplings are conducted at 0 and 2 min
from the start of load holding for each new
unloading or reloading step, and at a time just
before proceeding the next step.
Data samplings are conducted at 0,5 and
15min. from the start of loading holding at zero
load. Data samplings are repeated at 15min
intervals after the elapsed time of 15min.
After the completion of test piles, the Contractor shall submit the report of test piles.
The report shall include the following items.
-
The purpose of the test
The test site conditions, and soil profile
The test procedure
The pile dimensions and the test pile installation method
The test equipment
The loading and measuring methods
The test results
The following relationships shall be graphed.
-
Load-Time relationship
Displacement-Time relationship
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Load-Displacement relationship
Load- Elastic Rebound relationship
Load- Residual Displacement relationship
Others
Characteristic values of the vertical bearing capacity such as the first limit
resistance, the second limit resistance, vertical stiffness
Diagrams for the distributions of the axial strains and axial forces
The characteristics of the frictional resistance on the pile surface
Alternative to Cast-in Situ Concrete
The Contractor may elect to construct some type of structures that are as cast-in situ in
the approved shop drawings. This will be acceptable provided that the following
conditions are met:
a) The general dimensions and shape of the structures are not altered;
b) If the Contractor alters the concrete strength, the structure thickness, and/or the
reinforcing steel with respect to the Construction Drawing, the revised design and
drawings shall be submitted to the Consultant for the approval;
c) The general conditions of this Clause 6 are complied with;
6.3
Prestressed Concrete (PC) Corrugated Sheet Piles
Prestressed concrete (PC) corrugated sheet pile shall be used for the revetment of canal,
retaining wall for access road, platform to both Han Tra and Kra Mang flood gate.
The Material shall conform to JIS 5334 or other equivalent approved by the Consultant.
Prior to the commencement of site works, the Contractor shall submit the necessary
information on the material and also the detailed method statement for the installation of
PC corrugated sheet piles to the Consultant for the approval.
The Contractor shall consider the following point in his planning. The Contractor shall
consider the adequate installation method such as the use of vibratory hammer, silent piler
and water jet, etc.
-
-
-
Installation of PC corrugated sheet pile and subsequent works for the revetment of
canal shall be completed during the dry season.
Where the Contractor use the PC corrugated sheet pile as earth-retaining member
without using temporary sheet pile due to space constraint, the Contractor shall
examine the construction methods to minimize the displacement.
The special care shall be taken in case the sheet piles will drive beside existing houses,
railway, public road and utilities to avoid the damage or accident.
The Contractor shall consider the necessary protection or keep out for the residents
In case of the works beside railway, the Contractor shall check the train schedule in
advance and avoid the site works in operation hours.
Elastic vinyl Chloride sealing materials can be used in the gap between sheet piles to
ensure the water tightness.
The Contractor shall use the guide beam to keep the proper alignment and verticality of
PC corrugated sheet piles.
In case that the standard precast sheet piles cannot be used due to insufficient space,
cast in-situ concrete shall be used to fill the gap.
The Contractor shall consider the monitoring plan such as displacement of top of sheet
pile, crack of adjacent ground.
The tolerance on the installation of PC corrugated sheet piles shall be as follows.
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a) Top EL:±50mm
b) Displacement at the top of sheet piles: L × 3%
(L: self-standing height above ground level)
c) Embedment Length: not less than design length
Where the PC corrugated sheet piles cannot be driven due to unexpected hard soil
condition, the Contractor shall cut the sheet pile at the design level by using concrete
cutter after obtaining the approval from the Consultant.
6.4
(1)
Reinforced Concrete Pile
General
The Contractor shall supply and lay precast concrete pipes and materials, including pipe
jointing material, in those structures where the installation of R.C. pipes is shown on the
Shop Drawing or as instructed by the Consultant. The pipes shall be reinforced concrete
low-head pressure pipe to be furnished and laid in accordance with Thai Industrial
Standard 128, class of Reinforced concrete pipes, Class 2 and Class 3, which conform to
reinforced concrete pipes Class IV A and Class III A of ASTM Designation C76 or
equivalent. The pipe diameter to be used in each location is on the approved Shop
Drawings or shall be as specified by the class of reinforced concrete pipes shall be as
indicated in the approved Shop Drawings.
(2)
Materials
The materials used in the manufacture of reinforced concrete pipes conform to the
following requirements:
a. Cement. In accordance with Sub-Clause 5.1
b. Water. In accordance with Sub-clause 5.1
c. Additives. All concrete used for the manufacture of pipes shall contain an entrainment
of not more than 2.5 percent (%) of air, by volume, in the concrete as discharged from
the mixer. Calcium chloride shall not be used except when approved by the Consultant.
d. Aggregates. Fine and coarse aggregates for concrete shall be in accordance with Subclause 5.1, except that other grading may be used, The maximum size of coarse
aggregate for each size of pipe shall be the largest size compatible with satisfactory
placing of the concrete,
e. Reinforcement Steel In accordance with Sub-clause 5.2.
(3)
Pipe Installation
(a)
General
During manufacturing, transporting, storing, and laying of concrete pipes, the pipes shall
not be dropped or handled in a way that might crack the wall or otherwise cause damage.
The pipes shall not be moved until after the specified curing period. Any length of pipe that,
in the opinion of the Consultant is damaged beyond repair shall be removed from the site
of the work and replaced by the Contractor at his expense.
(b)
Bedding of Pipe
Excavation of pipe trench shall be done to the grade and line shown on the Shop
Drawings. The pipe shall be supported firmly through its entire length.
Bedding of reinforced concrete pipes shall conform to the requirement given below for
compacted earth cradle or concrete cradle, whichever is called for on the Shop Drawings
or as instructed by the Consultant.
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If the type of bedding is not shown, concrete cradle shall be provided, under the
Consultant’s direction.
a. Compacted earth cradle : shall be constructed by bedding the pipe in shallow trench
cut in compacted earth layers to a depth of not less than 20cm. and shall be accurately
shaped by a template to fit the lower pipe exterior for the specified embedment.
b. Concrete cradle; concrete cradle for pipe shall consist of a continuous concrete cradle
constructed of Class B concrete in conformity with the details shown on the Shop
Drawings or as instructed by the Consultant.
(c)
Laying
The method of lowering the pipes into the trench and laying them in position shall be such
as to prevent dirt from entering the pipe and couplings and to prevent damage to the pipe.
Before and during execution of the joints, all surfaces shall be clean and free from mud, oil
or grease.
The pipe shall be aligned straight with ends squared, and the joining of pipe section shall
be such as to produce watertight joints.
(d)
Joints and Collars and Pipe Bend Joint
Joint
Pipe joints shall conform to the type as shown on the approved Shop Drawing.
Cement mortar shall be used in jointing.
Collar and Pipe Bend Joint
The collar and pipe bend joints shall be constructed where shown on the approved Shop
Drawings..
(e)
Water Testing
Where required by the Consultant, sections of pipeline shall be tested for leakage before
backfilling.
(4)
Backfill
As each unit of pipe is laid, sufficient backfill material shall be tamped about the pipe to
hold it rigidly in place until the joints are completed. After the have been completed, the
backfilling shall be proceeded as specified in Sub-clause 3.4. Design loading of AASH H20 or equivalent will not be permitted to travel over pipes until backfill and embankment
material have been placed to a thickness of at least 0.50 m. over the top of the pipe. This
minimum requirement is not always adequate during construction when equipment
heavier design traffic loads is routed over or close to the installed culverts. The Contractor
shall be responsible for providing the additional cover necessary to avoid damage the
pipes due to such loads.
7
7.1
METAL WORKS
General
The work covered by this Section shall include, but shall not be limited to, the supply of
material, fabrication, installation and painting or hot-dip galvanizing of items of
miscellaneous metal work such as :- anchorages, ladders, flanges, pipe hand railing,
frames, supports, pipes, drainage outlets, sliding door, steel sheet pile and any other items
not included in this Clause.
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Volume I, Section 7 Specifications
7-1 Civil Works
(1)
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Materials
Materials shall conform to TIS, ASTM, JIS or equivalent, the following ASTM Designations
are for reference:
Material and Products
Steel shapes
Hot-rolled steel bars
Cold finished steel bars
Steel pipes, black or galvanized
High strength bolts and nuts
Standard bolts and nuts
Galvanizing
Steel plate
Anchor bolts
Welding electrodes
Steel sheet pile
(2)
Fabrication
(a)
General
ASTM Designation
A 283, A 306 and A 36 or TIS-107 and 116
A 575 and A 576 or TIS-55
A 108
A 120 or TIS-26
A 325
A 307
A 123 or A 153
A 283
A 307
A 233 or TIS-49
A 328
Fabrication of metalwork shall be in accordance with the best modern practice in the
manufacture and fabrication of materials of the type covered by this Specification, and in
accordance with the approved Shop Drawings. Built-up metalwork shall be completely
assembled in the shop and matched for correct field erection. All frames shall be suitably
braced as required, to maintain alignment during shipment and erection. All joints shall be
filed, milled or machined as necessary to secure close and perfect connection.
All exposed bolts, projecting beyond the nut, shall be penned.
(b)
Welding of Steel
Welded work shall be in accordance with the requirements of AWS, JIS or other equivalent
standards.
(c)
Painting
Miscellaneous metal work to be painted shall be treated as indicated in the Specifications
hereafter, except that parts which are continuously or occasionally submerged or partly
submerged.
(d)
Hot-dip Galvanizing
Metalwork to be galvanized shall receive an adherent, smooth and continuous zinc
coating, free from bubbles, porosities or other irregularities that may affect the soundness
of the protective layer. The thickness of the zinc layer shall be such that the rate of
deposited metal corresponds to a minimum of 600 gm/m2.
(3)
Installation and Erection
(a)
General
The work shall include all cutting, fitting and drilling required for proper installation, and to
make all the required connection with adjoining work.
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Volume I, Section 7 Specifications
7-1 Civil Works
All anchors sockets, pipe sleeves and expansion bolts required for securing the metalwork
to the construction shall be furnished by the Contractor except where specifically stated
otherwise.
(b)
Embedded Metal
All embedded metal shall be accurately set in place before the concrete is poured or,
subject to the approval of the Consultant, recesses may be left in the concrete and the
metal work placed, anchored and blocked in place after the concrete of the structure has
set.
Where it is impracticable to place anchors or anchor bolts required for the installation of
step ladders, stairways, frames, or other miscellaneous metal work before concrete is built,
holes shall be drilled in the structures and expansion bolts shall be installed.
7.2
Step Ladders
Step Ladders shall be pre-fabricated material in accordance with the Shop Drawings and
the provisions of these Specifications.
The ladder is hole in anchor type, which is installed at 300mm interval after the completion
of concrete structure. The holes for anchoring will be made by using hard drill.
The material of ladders is SWCH12R(Steels for Machine Structural Use).
The dimensions of ladders are as follows.
Diameter: 19mm
Width
: 400mm
Length from Concrete Surface: 180mm
Embedment Length: 80mm
The Contractor shall obtain the material approval from the Consultant.
7.3
Stainless Steel Pipe Hand Railing
The Contractor shall furnish and install all pipe hand railing and posts as shown on the
approved Shop Drawings or as instructed by the Consultant. The Contractor shall furnish
and install all brackets, wall flanges, nuts, bolts and expansion anchors required for
installation. Hand railing sections shall be installed to true line and level to the satisfaction
of the Consultant,
The galvanized pipe for double bar hand railing and posts shall be standard 50-millimeter
(2-inch,) nominal size stainless steel pipe.
The necessary height of hand railing shall be 1,100mm.
7.4
Impervious Steel Sheet Pile
Impervious Steel Sheet Pile, which is use for permanent works, shall be provided under
the structural foundation for both Han Tra and Kra Mang Flood gate.
Materials, which shall confirm to TIS1390 or JIS A5528 or equivalent, are type III sheet
pile (Grade SY295) as shown on the contract drawings.
The detailed method statement for the installation of sheet pile shall be provided by the
Contractor for approval.
The tolerance for the installation of sheet pile is as follows.
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Volume I, Section 7 Specifications
7-1 Civil Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
a) EL (Top level) : ±50mm
b) Eccentricity(Alignment):within 100mm
c) Embedment Depth : Not less than the dimension shown in the Contract Drawings
If the sheet pile can not be installed due to unexpected soil condition, sheet pile length will
be adjusted by cutting subject to the approval by the Consultant.
The Contractor shall comply with the following condition on the installation of sheet pile.
a) The use of guide beam to keep the proper alignment and verticality of sheet pile
b) The use of prefabricated corner sheet pile at the corners.
c) The gap between sheet piles or lap joints of sheet piles is not allowed.
7.5
Anchor Piles
To avoid the big displacement of PC corrugated sheet piles which may be occurred by the
future scouring of canal, the anchor piles connected to PC corrugated sheet pile through
tie rods shall be provided at two meter intervals.
Materials of anchor piles are steel shapes H-400×400×13×21.Prior to the start of site
works, the Contractor shall submit the method statement for the installation of anchor piles
for consultant’s approval.
During the installation works, the Contractor shall keep proper position, alignment,
elevation and verticality of anchor piles so that tie rods can be kept in proper position and
direction.
The tolerance for anchor piles is as follows.
a) EL (top level): ±50mm
b) Eccentricity at the center point: within 100mm
c) Embedment depth: not less than the dimension shown in the Contract Drawings
7.6
(1)
Tie Rods
Material
Material for Tie Rods for the connection between PC corrugated sheet piles and anchor
piles shall conform to BS 5950 or equivalent, and comply with the following limits.
a) Grade of bar :Grade355 or equivalent
b) Diameter : not less than 50mm
c) Yield Strength : not less than 295N/mm2
d) Ultimate Tensile Strength :not less than 450N/mm2
e) Elongation :not less than 17%
The Contractor shall submit the documents for material approval to the Consultant.
(2)
Installation
The Contractor shall submit the method statement and the Shop Drawings for the
installation of tie rods for the approval by the Consultant.
In the Shop Drawings, the Contractor shall show the connection details between PC
corrugated sheet piles and tie rods, and also the details between anchor piles and tie rods.
S.7-1-80
The Flood Prevention Project of East Side of the
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Volume I, Section 7 Specifications
7-1 Civil Works
For the connection with PC corrugated sheet piles, the bearing plate at the edge of tie rod
system shall be fixed into the coping concrete at the back of PC corrugated sheet piles.
The penetration of tie rods to the canal side and fixing by the walling (H-beam) is not
allowed from the point of landscape.
For the connection with anchor pile, tie rods can be connected through the use of
prefabricated T-plate or Nut. The T-plate is inserted through a slot cut on a pile flange and
the tie rods can be connected with this T-plate by the use of a pin. Alternatively, the
penetration hole can be made for the insertion of tie rods and connection by the use of nut.
In case of nut, enough thread cutting length of tie rod bar shall be kept.
The adjustment for the length of tie rods shall be carried out properly by rotating the
turnbuckle to avoid the sagging on the tie rod assembly.
The welding or heating of the tie rod is not allowed without the approval by the Consultant.
The Contractor shall keep the minimum cover for the tie rods during the embankment not
to cause the damage by the heavy equipment to the tie rod.
The dimension of tie rod shall keep right angles to the alignment of PC corrugated sheet
piles.
7.7
Column, Roof for Operation Rooms
The columns and the roof structure shall be made by various steel shapes as shown in
Contract Drawings.
The Contractor shall submit to the Consultant the documents for material , shop drawings,
and the method statement for approval.
The Contractor shall consider the following in his planning.
- The casting of mortar between base-plate of column and floor slab of operation room
shall be proceeded after the confirmation of proper elevation and verticality of columns.
- The all connection for the columns and roof structures shall be carried out by the welding.
- The colors of painting shall be finally confirmed by the Client.
- The method statement shall include the plan for the installation procedure of fiber
cement corrugated roof sheet and also the scaffolding.
8.
MISCELLANEOUS WORKS
8.1
Gabion Mattress
(1)
General
The gabion mattress shall be used for the protection of erosion on the bed of existing
canal.
(2)
Dimensions of gabion mattress
Dimensions
Mesh type
Wire
:
:
Bending wire
Selvage wire
:
:
2.00 m. length x 1.00 m. width x 0.50 m. height
80 mm. x 120 mm.
Galvanized steel wire x 2.7 mm. diameter BS
443/1969 or equivalent
2.1 to 23 mm. diameter wire
3.4 - 3.5 mm. diameter wire
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Volume I, Section 7 Specifications
7-1 Civil Works
Weight
(3)
Installation Manner
(a)
Assembly
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
:
14.6 kg in approximate
Prior to assembly, the gabion material shall be opened out flat on the ground and
stretched to remove all kinks and bends.
The gabion boxes shall then be assembled individually, by raising the sides, ends and
diaphragms, ensuring that all creases are in the correct position and that the tops of all
four sides are even.
The four corners of the gabion boxes shall be laced first, followed by the edges of internal
diaphragms to the sides.
In all cases, lacing shall commence at the top of the box by twisting the end of the lacing
wire around the selvage. It shall then be passed round the two edges being joined,
through each mesh in turn and securely tied off at the bottom. The ends of all lacing wires
shall be turned to the inside of box on completion of each lacing operation.
(b)
Erection
Only assembled boxes, or groups of boxes, shall be positioned in the structure. The side,
or end, from which work is to proceed, shall be secured either to completed work or by
rods or stakes driven into the ground at the corners. These must be secured and reached
at least on the top of the gabion box.
Further gabion boxes shall then be positioned in the structure as required, each being
securely laced to the proceeding one at all comers and diaphragm points.
(c)
Stretching
Final stretching of the gabion boxes shall be carried out using a wire strainer or winch of at
least one ton capacity, firmly secured to the free end of the assembled gabion boxes.
Whilst under tension the gabion boxes shall be securely laced along all edges, (top,
bottom and sides) and at diaphragm points, to all adjacent boxes. Tightness of mesh, well
packed filling and secure lacing is essential in all structures.
(d)
Filling
Filling will be carried out by using excavator.
Filling material shall not be less than 100 mm. or larger than 250 mm. and shall be so
placed to produce a neat face and line, with a minimum of voids.
(e)
Final Wiring
Closing and wiring down of lids shall proceed as soon as practicable after filling operations
and certainly in the likelihood of storms or floods during construction.
Lids shall be stretched tight over the filling with bars and wired down securely through
each mesh along all edges, ends and diaphragms. The ends all tying and bracing wires
shall be turned into the gabion box on completion of all lacing operations. Tightness of
mesh, well packed filling and secure lacing is essential in all structures.
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The Flood Prevention Project of East Side of the
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(f)
Volume I, Section 7 Specifications
7-1 Civil Works
Cutting and Folding Mesh
Where shown on the drawings or otherwise directed by the consultant, the gabion mesh
shall be cut, folded and wired together to form miter joints, angles, curves or slopes which
are not possible to obtain in the structures with the standard rectangular gabions. The
mesh must be cleanly cut, and the surplus mesh cut completely out, or folded back or on
to, and neatly wired to an adjacent gabion face. The cut edges of the mesh shall be
securely laced together with binding wire in the manner specified under assembly above.
8.2
(1)
Geotextile Sheet
General
For the protection of scoring of canal, the geotextile shall be fixed under gabion mattress
on the sand/clay ground surface.
(2)
Technical Specifications
Thickness
ASTM D 1777
Tensile strength
ASTM D 4595
Elongation
ASTMD 4595
Grab tensile
ASTMD 4632
CBR puncture
DIN 54307
Vertical water flow in 2 kPa
Horizontal water flow in 2 kPa
or equivalent, approved by the Consultant.
2.9 mm.
24 kN/m
80 – 40%
1400 N
3850 N
117 1/sq.m.-s
27 1sq.m.-s
Before the installation or sheeting of geotextile on the ground surface, the inspection shall
be carried out by the Consultant.
Splicing of geotextile sheet is necessary with 15cm width by using stapler.
Sharp stone or crashed cobble/stone should be taking out at the ground surface by the
Contractor before the inspection.
8.3
(1)
Timber Pile
Description
This work shall consist of furnishing, driving and trimming timber piles under the
foundation of structures or gabion mattress in accordance with details shown on the
Contract Drawings and requirements specified herein, or as instructed by the Consultant.
(2)
Materials
The kind of timber for piling shall be as shown on the Drawings. All timber piling shall be
cut from the trunks of sound live trees, and shall be close-grained, solid, free from such
defects as ring shakes, large and loose knots, decay, infestation, and other deformities
likely to diminish its strength. Sound knots will be permitted provided the diameter of
such knots does not exceed 10 centimeters, or 1/3 the diameter of the pile where the knot
occurs. Round piles shall be cut above the ground swell and shall taper from butt to tip.
A line drawn from the center of the tip to the center of the butt shall not fall outside of the
cross-sectional center of the pile at any point more than 1 per centum of the length of the
pile. In short bends, the distance from the center of the pile to a line stretched from the
center of pile above the bend to the center of pile below the bend shall not exceed 4 per
centum of the length of bend, and in no case exceeding 6-1/2 centimeters. All piles shall
be peeled of all rough and inner bark. All knots shall be trimmed close to the body of the
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Volume I, Section 7 Specifications
7-1 Civil Works
pile.
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Pile dimensions shall conform to the following requirements:
Length of Pile
Diameter at 1-meter
from Butt (cm)
Not less than 3m
Min. 15 – Max. 18
Minimum Tip
Diameter (cm)
15
Piles shall be measured for diameter in peeled condition. When the pile is not exactly
rounding, the average of three measurements shall be used. For any structure, the butt
diameter of piles having the same length shall be as uniform as possible. Square piles
shall have the dimensions shown on the Drawings.
(3)
Installation
Timber piles will be installed by using excavator or other approved equipment.
Driving equipment that damages the piling shall not be used. Piles driven materially out
of line and position as indicated on the Shop Drawings shall be pulled and replaced.
Deviations in excess of 8 inches out of position shall be rejected.
Cutting off and trimming of timber piles shall be done at the designated elevations.
Splicing of timber piles shall not be permitted except by written permission of the
Consultant. Piles inaccurately cut off shall be replaced. The sawed heads of all treated
piles which are not embedded in concrete shall be brush-coated with 3 applications of hot
creosote and covered with hot roofing pitch. The sawed heads of all treated piles to be
encased in concrete need not be treated further.
8.4
Stone Masonry (Wet Masonry)
The Contractor shall construct stone walls, headwalls, protections and similar work where
shown in the drawings or as instructed by the Consultant. Material for stone masonry shall
be sound, durable rock split to true size with parallel, reasonably flat faces : the stones
shall be accurately laid covered and bound by means of a 3: 1 sand to cement mortar or
concrete –B-. The mortar shall be struck, cleaned of surplus mortar and smoothed by steel
trowel or other approved tool. Prior to laying, the stones shall be wetted and cleaned of
surfaces dust.
8.5
(1)
Filters and Stone Masonry
General
The contractor shall furnish and place stone masonry and material to the prescribed lines
and thickness as shown on the Shop Drawings for the protection of the Works and/or
elsewhere if required by the Consultant.
Stone masonry and filter material shall be durable stone, gravel and sand. Gypsum,
anhydrite, chert, shale and soft or weathered rock will not be acceptable.
(2)
Filter
a)
Material
Filter underneath weepholes shall be a continuous layer of gravel and shall be placed in
separate layers. The gravel shall be composed of tough durable particles, shall be
reasonably free from thin, flat and elongated pieces, and shall contain no organic matter or
soft, friable particles.
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Volume I, Section 7 Specifications
7-1 Civil Works
Gravel or crushed stone and sand shall be in accordance with the table belowGradation of Filter Materials
Filter Materials
No.
200
No.
100
No.
50
No.
30
No.
16
NO.
8
No.
4
3/8”
3/4”
1 1/2”
Coarse Aggregate
-
-
-
-
0-5
10-25
20-40
40-60
65-80
100
b)
Subsurface Preparation
Areas on which filter layers are to be placed shall be trimmed and dressed to conform to
cross sections shown on the drawings within an allowable tolerance of plus or minus 5 cm.
from the theoretical lines and grades.
Areas that are below the allowable minus tolerance limit shall be brought to grade by filling
with material similar to the adjacent material and well compacted and no additional
payment will be made for any material thus required. Immediately prior to placing the filter
material the prepared subsurface will be inspected by the Consultant and no material shall
be placed thereon without his approval. Material of the grading or in accordance with the
above Table may be produced by screening and processing river gravel or by blending
gravel with crushed rock.
(c)
Placement
Filter material shall be spread uniformly on the prepared base, to the lines and grades
indicated on the drawings or as instructed. Placing of filtering material by methods, which
tend to segregate particle sizes, will not be permitted. Any damage to the subsurface
caused during placing of the filter shall be repaired before proceeding with the work.
Compaction of the filter layers will not be required, but the top surface shall be finished
free from mounds or windrows.
8.6
(1)
Non-Shrink Mortar
General
Non-shrink mortar shall be used where shown on the drawings or as instructed by the
Consultant, for the installation of machinery, equipment, anchor blocks second stage filling
and similar works.
The non-shrink filling shall be prepared with Embeco type compound produced by Master
Builders Co., or equivalent compound approved by the Consultant.
The Contractor may use both a pre-mixed grout compound and a job mixed compound. In
the latter ease the cement and the sand shall comply with the requirement set forth in the
Specifications.
The non-shrink mortar shall be composed of sand, cement, non-shrink compound and
water.
(2)
Proportioning and Tests
The Contractor shall proportion the mixtures so as to guarantee a design compressive
strength of not less than 270 kg/cm2 after 28 days and an absolute non-shrinkage.
The mixtures, the compressive strength tests and non-shrink tests shall be submitted to
the Consultant for approval 30 days before using the filling.
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The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
The quality of the mixtures will be checked as provided for concrete except for the
compressive strength tests. Non-shrink tests shall be carried out according to the
instructions supplied by the manufacturer of the non-shrink compound.
(3)
Mixing and Placing
Mixing and placing operations including transport, preparation of surfaces, forms, finishing
and curing, shall be in accordance with both the general prescriptions in the Specifications
of this Volume and the instructions supplied by the manufacturer of the non-shrink
compound under the Consultant’s approval.
8.7
(1)
Gravel Surfacing
Description
The Work under this item shall consist of gravel surfacing placed on the prepared surface
for concrete structures and other areas as shown on the Shop Drawings or instructed by
the Consultant.
(2)
Materials
Gravel shall be crushed stone, crushed slag, or crushed or natural gravel.
The surfacing material shall be free from flat and elongated particles, and generally,
particles of the material shall be spherical or cubical in shape. Unless otherwise specified,
the maximum size of the material shall be 50 millimeters.
(3)
Requirement
The areas where the gravel surfacing to be applied shall be compacted and completed
and be subject to the approval to proceed the work by the Consultant.
The gravel surfacing when thoroughly compacted shall conform to the grades and
dimensions shown on the Contract Drawings or otherwise established. After the material
has been spread, it shall be adjusted in the water content to attain optimum moisture
content.
Rolling of the material shall be performed with suitable compaction equipment which shall
be subject to the approval of the Consultant. The material shall be compacted to a density
of not less than 90% of the maximum dry density.
8.8
(1)
Drain Works
General
The work shall consist of the provision of concrete U-shape ditches, catch basins and
drain pipes for draining rain water in Han Tra Canal as shown in the Contract Drawings.
(2)
Material
U-shape ditch is reinforced concrete structure with dimension of 300mm×300mm or
300mm × 400mm or 600mm×300mm. Concrete for this items shall confirm to Sub-clause
5.1, Class A-1 concrete.
Catch basin is the reinforced concrete tank with dimension of 840mm × 1,240mm ×
1,620mm.
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Volume I, Section 7 Specifications
7-1 Civil Works
Drain pipes is precast reinforced concrete pipes as specified in Clause6.4..
In U-shape ditches and catch basins, the Contractor can choose either precast concrete
or cast-in situ concrete.
The Contractor shall obtain the material approval relating to the drainage work and submit
the method statement prior to site works.
(3)
Construction Method
Before the placing U-shape ditches or drain pipes, the leveling by using bulldozer shall be
carried out to make the proper gradient towards the drain ditch. The adverse gradient of
drain ditches and drain pipe, which prevent the proper function of drain, is not allowed.
The gap in construction joints for drain ditches, catch basins and drain pipes shall be
properly filled by mortar.
8.9
(1)
Sodding
General
Sodding shall be placed on the slopes as shown in the drawings or as instructed by the
Consultant. The slope surface shall be lined with square blocks or cuttings of dense grass
growth of species approved by the Consultant. The system of sodding required shall be as
specified here below.
The sod shall be handled carefully during transportation and placing so that a minimum
amount of soil shall be lost from the root mass. The time interval between cutting of sods
and placing shall be kept to the practical minimum, and sods shall not be allowed to dry
out.
Placement of sod shall begin from the lower portion of the slope and continue upwards.
Immediately after placing, the sodded surface shall be wetted thoroughly and then
watered until the grass growth has been reestablished.
Sodding shall be carried out immediately after the finishing of slopes to avoid the erosion
by a rainfall. Areas where grass growth will not be reestablished through lack of proper
watering on part of that area shall be stripped and new sod will be placed and nursed as
described above.
(2)
Strip Sodding for Canal Works
The square blocks, with sides of approximately 30 cm, or the strips, approximately 30 cm
wide, shall be placed side by side in horizontal rows on the embankments, having a 20 cm
free space between rows. This space shall be filled with top soil free of roots, stones or
other objectionable matter, the top soil being carefully tamped in place. Strip sodding shall
be adopted only on the wider canals on the embankment side a way from the canal and
on the slope beside U-shaped gutter as shown on the Contract drawing or as instructed by
the Consultant.
8.10 Weepholes
The Contractor shall provide P.V.C. weepholes at the locations shown on the construction
drawings or as instructed by the Consultant. All weepholes shall be placed and held
accurately in position prior to placing of concrete.
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The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Care shall be taken to avoid clogging the weepholes during the progress of the work and
should any weep hole become clogged or obstructed from any cause before the final
acceptance of the Works, it shall be cleaned out in an approved manner or replaced by
and at the expense of the Contractor.
8.11 Painting
(1)
General
This Clause covers all work in connection with the preparation of surfaces and the
application of paint in the structure.
No painting shall be applied to stainless steel, copper, bronze, chromium, nickel or brass
surface, unless specified or directed by the Consultant.
(2)
Definitions
(a)
Paint
The term "Paint", as used herein, includes emulsions, enamels, stains, varnishes, sealers
and organic protective coating, including all of prime, intermediate, and finishing coats.
(b)
Shop Painting
“Shop painting" refers to the coats of paint to be applied in the shop prior to delivery of
fabricated items to site of erection or installation.
(c)
Field Painting
"Field Painting" as referred to herein covers the application of coats of paint at the
construction site. Field painting shall be normally accomplished after erection, except for
those surfaces which will be inaccessible after erection.
(d)
Touch-up Painting
"Touch-up painting" refers to the application of paint to small areas of painted surfaces to
repair mars or scratches ~and restore the coating to an unbroken condition.
(3)
Requirements
Work in connection with painting shall include the following:
a) Surface preparation;
b) Cleaning and touch-up of shop applied paint damaged during shipment or installations;
c) Painting of permanent equipment and miscellaneous metalwork.
d) Painting of exposed concrete and wood surfaces, where required.
(4)
Cleaning and Preparation of Surfaces
All surfaces shall be cleaned free of rust, grease, dirt and other substances that would
prevent adhesion of the paint coating to be applied.
(a)
Metal Surfaces
Weld spatter, burrs or other objectionable surface irregularities shall be carefully removed
or repaired before cleaning. Any grit or dust shall be brushed or blown off. All oil grease
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Volume I, Section 7 Specifications
7-1 Civil Works
and dirt shall be removed from the surfaces by the use of clean mineral spirits, xylol or
white gasoline.
(b)
Wood Surfaces
Wood surfaces shall be thoroughly dry, smoothed, and sanded prior to painting. Filling of
holes, cracks, and imperfections shall be performed after the first application of undercoat.
(c)
Concrete and Plaster Surfaces
All concrete and plaster surfaces for which painting is required shall be cleaned of all dirt,
efflorescence, oil, grease and stains, or other foreign substances by means of wire
brushing and/or other approved means to provide good adhesion of paint. New concrete
surfaces receiving a base coating should be allowed to age for a minimum of 30 days
before being painted.
(5)
Materials
(a)
General
All paints, supplies, and articles furnished shall be the standard products of recognized
reputable manufacturers. All constituent materials shall conform to the applicable
provisions of ASTM, JIS and other equivalent.
The Contractor shall submit to the Consultant for approval the brand, type and quality
certificates of all materials which he proposes to use. Samples of the various materials
shall be supplied to the Consultant as requested before materials are delivered to the
project.
(b)
Colors
All colors shall be factory-mixed pigments which are non-fading, non-bleeding and finely
ground. Selection of colors shall be as determined by the Consultant.
(c)
Coats
Paints shall be applied in accordance with the following number of prime and finish coats:
Steel:
Wood:
Concrete Outdoor:
Plaster & Concrete Indoor:
2 red primers; 2 enamel finish
2 undercoats; 2 enamel finish
1 masonry filler; 2 catalyzed epoxy fixatives
2 paint finish of ordinary and waterproof paint
Each coat will have a minimum thickness of 100 microns.
The miscellaneous metalwork to be painted will leave the fabricating shop fully painted or
protected at least with a coat of primer paint.
After erection the Contractor shall thoroughly clean the damaged areas of shop-painted
surfaces and shall touch-up the paint.
Steel which is to be embedded in concrete and metal surfaces against which concrete is
to be placed will not be painted but shall be perfectly cleaned prior to embedding.
(6)
Paint Application
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The Flood Prevention Project of East Side of the
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Except if otherwise specified herein, all paint shall be applied in accordance with the paint
manufacturer's recommendations and also client’s confirmation. Paint shall not be applied
over a previous coat until the surface is dry and hard, and has been approved by the
Consultant. All coats shall be applied in such a manner as to produce an even film of
uniform thickness completely coating corners and crevices. Each coat of different type of
paint shall have a variation in color to identify it from the preceding coat. Paint shall be
spread evenly and flow on smoothly without runs, sags, brush marks, or skips. Paints shall
also be thoroughly stirred, strained, and kept at a uniform consistency during application.
The first coat on surfaces shall be applied by brush. Subsequent coats may be applied by
spray or brush. In no case shall any surface be painted upon which moisture condensation
is evident.
All exposed concrete surfaces to be painted shall be treated first by brushing with a
solution made from a mixture of three (3) pounds zinc sulfate crystals to one (1) gallon of
water. After the surface has dried, excess crystal deposits shall be brushed off.
9.
9.1
(1)
SAFETY AND HEALTH MANAGEMENT
General
Purpose of Safety and Health Management
This specification covers all requirements to achieve safety works which might protect
health and lives of workers, and might preserve site materials, equipments and social
properties of residents around the site. Such safety management must eventually proceed
with project as scheduled.
(2)
Preliminary Survey
The Contractor shall investigate preliminarily all factors which affect the safety of
construction inside and outside of site and shall submit it to the Consultant and the Client;
these factors would be the geography, discursion, traffic, surrounding environment,
meteorological phenomenon and some other factors.
(3)
Safety Management Plan
Safety Management Plan shall consist of a result of preliminary survey, a regime in an
association of the Contractor and the authorities concerned, and safety practices in each
construction works to avoid accident.
9.2
(1)
Regime
Information Network in an Emergency
The Contractor shall set up an information network in an emergency, which includes a
chain of order, related parties and related persons with their names, addresses on mobile
- or fixed-line telephones, and mobiles or emails of offices and homes.
(2)
Expedient Measures
If anticipated the danger, the Contractor shall stop the works, shall evacuate the workers,
shall contact with related organizations and shall take necessary measures for safety.
(3)
Safety Activity
Safety activities required for the Contractor to implement on daily and monthly basis shall
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be as follows.
(a)
Morning Assembly
The Contractor shall explain the work descriptions to workers on the day before starting of
works at 8 o’clock and call attention to carry on the work safely.
(b)
Safety Meeting
The Contractor shall strive to promote the safety management and shall have a meeting
for calling attention of safety with not only the Contractor’s employees and workers but
also the Consultant and the Client’s related persons once in every month.
(c)
Patrol by a Director and Safety-duty Persons
The contractor, the Consultant and the Client shall make a tour together once in 2 weeks,
and inspect sites, shall check on works and shall have meetings for the safety progress of
the works. And if the Consultant saw a person working under anti-safety activities like with
no helmet or no shoe, shall report it to the Contractor immediately and urge him to
improve it. Depending on the situation, the Consultant may issue a site instruction to the
Contractor to ensure the implementation of innovation.
(d)
Safety Training
The Contractor shall select one of all practice items as shown below, shall allocate a half
day for safety training and shall practice this item every month.
- Visual education on safety activities
- Notification of law in connection with safety
- Notification of details of construction works
- Obtaining of methods for safety activities
- Review and evaluation of safety and health activities on last month
- Notification of works and goal on present month and instruction
- Training for disaster in site
- Measures against accidents
- Check of equipments before starting of works
- Safety process meeting
- Supervising in site
- Preparation of works on next day
- Cleaning up of site
- Reporting after works
9.3
(1)
General Requirement
Working Outfit
Every worker shall wear a helmet, working uniform and glove. Cuffs of working uniform
and hems of trouser shall be fastened up while at work.
(2)
Consideration of Environment at Work
The Contractor shall give consideration to working environments for workers so as to be
far from bad ventilation, big noise, operation of equipment in small space, lack of oxygen
and working in danger area.
(3)
Temporary Fencing
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The Flood Prevention Project of East Side of the
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The Contractor shall check on the preventive measures from neighborhood residents’ and
passengers’ invasion of the site by setting up temporary fencings and sign boards which
can make clear a construction area with temporary construction yards. A height of
temporary fence shall be higher than 1.8m.
(4)
Gateway
The Contractor shall employ gate keepers to keep safety at entrances and exits from
vehicles passing through.
(5)
Allocation of Watchers and Traffic Guides
The Contractor shall allocate the watchers to watch out for work conditions and the traffic
guides to draw on vehicles in the sites in correspondence with the progress and the
condition of construction works.
(6)
Prevention of Fall Accident
The Contractor shall set up nets, sheets and pipes to prevent fall accidents of workers and
tools from heights. In case of working in heights the workers shall strap in safety belts with
ropes fixed to safety facilities.
(7)
Clearing up of Site
The Contractor shall tidy up materials, tools and equipments with zoning for them in sites
not to cause accidents.
(8)
Taking Measures against Bad Weather
The Contractor shall take necessary measures against bad weather: collecting of
information, notifying to workers, checking sites, managing to prevent from damage and, if
necessary, stopping the works.
(9)
Taking Measures against Fire
The Contractor shall appoint a person in charge of fire protection, and shall check a site
office, rest houses and other facilities at fixed interval.
(10)
Hazardous Material Management
The Contractor shall appoint a person in charge of hazardous material management.
(11)
Protection of Existing Houses and Utilities
The Contractor shall carry out the necessary protection works against the possible
damage to existing houses and utilities, roads and railways. In addition, the Contractor
shall carry out the monitoring such as measurement of crack, displacement, and
settlement during the construction activities.
9.4
(1)
Management in Site
Notification of a Construction Plan and Chain of Command.
The Contractor shall notify a construction plan and chain of command to workers early on.
(2)
Emergency Treatment
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Volume I, Section 7 Specifications
7-1 Civil Works
The Contractor shall notify an information network in an emergency and methods to treat
the problems.
(3)
Underground Installation
The Contractor shall grasp the accurate information about underground installations to
achieve safety excavation and shall make sure of a profile of a new pipeline. The
underground installations shall be protected from excavating.
(4)
Equipment
The Contractor shall use cautions for workers to work in operation of equipments.
(5)
Unloading and Loading of Large Equipments
The Contractor shall select a flat, hard and wide area for unloading and loading of large
equipments from a board to avoid accident due to turnover.
(6)
Transportation
The Contractor shall fix large equipments tightly on a carrier to avoid tumbling down while
passing by rough roads.
The Contractor shall check the road conditions and areas along the roads, and shall set
up sign boards necessary for the safety at transportation in and out of the site.
(7)
Setting Up of Lighting Facility
The Contractor shall set up sufficient lighting facilities in night work.
9.5
(1)
Operation of Movable Crane
Selection of Movable Crane
The Contractor shall select a movable crane carefully with a performance chart, and
operate the crane after checking the bearing capacity of ground or the deformation of a
temporary bridge based on. The movable crane shall be set flatly and its outriggers shall
be stretched at the maximum range. The plate underneath the outriggers shall be set to
avoid falling down.
(2)
Signal
The Contractor shall appoint a person in charge of signal. He shall check the weights of all
hanging tools and a beam, and shall confirm the stability of beam and the safety of person
and facilities when the crane swirls around with a signal.
(3)
Sling Work
The Contractor shall compute the weight that a sling hangs on, and shall check the safety
of ropes and sling facilities.
(4)
Correspondence to Bad Weather
The Contractor shall prepare the operation-stop baseline depending on the conditions of
bad weather like big wing, heavy rainfall and heavy snow and shall submit it to the
Consultant.
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9.6
(1)
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Temporary Work
Grasp of Surrounding Environment
The Contractor shall grasp the conditions such as site, construction requirements,
surroundings environment and buried objects (underground installations) to reflect on a
temporary work plan.
(2)
Qualities of Materials
The Contractor shall check the qualities of materials using for the temporary works.
(3)
Berm
In case of excavation exceeding the height of 5.0 m, the Contractor shall make a berm of
1.0 m width to resist earth pressures and prevent collapse of slope. If the Contractor found
some abnormalities while working including excavating, he shall evacuate all workers
nearby to outside immediately.
(4)
After Bad Weather
The Contractor shall check the face of slope after bad weather, and shall restart the
construction works after verifying the safety.
(5)
Scaffolding
Scaffoldings is necessary at the place where the height of structure exceeds 2.0m.
Scaffoldings shall be designed for workers not to fall down, and the Contractor shall make
known maximum loads of them to workers. Prior to the commencement of the works
where the scaffolding is necessary, the Contractor shall prepare the detailed drawings for
the scaffoldings.
The Contractor shall maintain the handrail or safety rope during the erection or
dismantling of scaffolding.
In addition, the countermeasure against the ground settlement shall be taken by using
timber board beneath the scaffoldings.
(6)
Safety Approach
The Contractor shall install safety approaches at the area which leads to work places or at
work places. Safety ladders shall be installed at the place where the height or depth
exceeds 1.5m.
(7)
Temporary Closure
The Contractor shall review the Drawings of temporary closures from a view point of
safety from living watercourses and their water levels.
After the temporary closure, the Contractor shall conduct the monitoring of displacement
periodically.
9.7
(1)
Earthwork/Piling Works
Grasp of the Geography and Geology
The Contractor shall grasp the conditions of the geography and geology, and shall check on the
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Volume I, Section 7 Specifications
7-1 Civil Works
gradient of excavation slope in earthwork.
(2)
Plan for Safety
The contractor shall make a plan of the procedure of excavation, the arrangement of
equipments and workers, and the way of transportation of soil and equipments to insure
safety in construction.
(3)
Watching of Slope Face
The Contractor shall watch the condition of slope face to avoid accident due to collapse of
slope. If there is some possibility of collapse, the Contractor shall report to the Consultant
and shall cope with the issue appropriately.
(4)
Gradient of Excavation of Slope
The Contractor shall keep the safe gradient of excavation slope based on the actual soil
condition.
(5)
Temporary Storage Space
In storage of excavated soil at the top of slope, the Contractor shall take care of the
collapse of slope and the fall of soil.
(6)
Machinery Excavation
The Contractor shall take care of an operation area of equipments, and shall forbid some
workers to enter the area, and shall not place the equipment beside the top of slope.
(7)
The Works Adjacent to Railway and Roadway
The Contractor shall not carry out the piling works near railway during the operation hour.
The Contractor shall choose the method to avoid the displacement of railway. The
Contractor shall carry out the monitoring of railway.
The Contractor shall arrange the traffic guards during the piling works near existing public
roads. Traffic flow shall be temporarily stopped at the time of turn and setting of piles by
using vibratory hammer.
9.8
(1)
Concrete Work
Notification of Dangerous Place
In case of concrete placing with a bucket using a crane, the Contractor shall take care for
workers not to enter under the moving bucket.
(2)
Reinforcing Work
A long bar shall be carried at least by two workers. While carrying, workers shall take care
not to touch other workers.
(3)
Form Work
Numbers of Joint of a pipe support shall not exceed 2. A joint shall be fixed tightly with 4 or
more bolts, or specific clasps. Materials used for forms shall be standard products, and the
Contractor shall check these materials.
The Contractor shall check on the hardness of form and support structures before
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The Flood Prevention Project of East Side of the
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concrete placing.
The Contractor shall dismantle the forms safely and shall take off nails immediately from
forms.
(4)
Concrete Placing
The Contractor shall allocate a pump truck with outriggers stretched to avoid the turnover
of a truck and the swing of a hose.
The Contractor shall check the forms and supports before concrete placing.
The ways of sending signals between a pump truck operator, a director and workers shall
be made clear before concrete placing.
The Contractor shall place concrete uniformly and gradually not to happen eccentric
pressures on the forms.
9.8
(1)
Road Work
Investigation of Environment
The Contractor shall investigate 4 items and shall report to the Consultant before road
works: traffic, an environment, a carry-in route and a storage place of materials.
(2)
Allocation of Guards and Traffic Guides
The Contractor shall allocate the guards to protect workers and pedestrians from traffic
accident, and the traffic guide to draw on vehicles in the sites.
The Contractor shall set up information signs to well know the construction works and
area to passengers before starting of works, and road traffic signs to draw on vehicles.
The Contractor shall set up security lightings along the road or the related area, which has
a height of some 1 m at an interval of some 2 m.
(3)
Off-Limit Display Sign
The Contractor shall set up off-limit display signs for passengers not to enter the working
area in pavement work.
(4)
Safety Vest
Workers shall wear safety vests in night work.
S.7-1-96
SECTION 7-2
HYDRAULIC GATE WORKS
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
7-2 HYDRAULIC GATE WORKS
TABLE OF CONTENTS
1.
1.1
1.2
1.3
1.4
1.5
1.6
1.7
1.8
1.9
1.10
1.11
1.12
1.13
1.14
2.
2.1
2.1.1
2.1.2
2.1.3
2.1.4
2.2
2.2.1
2.2.2
2.2.3
2.2.4
2.2.5
2.2.6
2.2.7
2.2.8
2.2.9
2.3
2.3.1
2.3.2
2.3.3
2.4
2.4.1
2.4.2
2.4.3
2.4.4
2.5
2.6
2.7
2.8
2.9
2.10
2.11
2.11.1
2.11.2
2.11.3
2.11.4
GENERAL .................................................................................................... S.7-2-1
Scope of Works ............................................................................................ S.7-2-1
Location of the Project Sites......................................................................... S.7-2-1
Country of Origin and Standards .................................................................. S.7-2-2
Working Specifications, Detailed Design Calculations, Shop Drawings and
Work Schedule to be Submitted................................................................... S.7-2-2
Operational Rule of the Floodgates .............................................................. S.7-2-3
Erection, Installation, Tests, Inspection, Commissioning and Training ......... S.7-2-4
Name Plates and Stickers ............................................................................ S.7-2-4
Packing and Shipment.................................................................................. S.7-2-5
Insurance...................................................................................................... S.7-2-6
Import Charges............................................................................................. S.7-2-7
Maintenance Tools ....................................................................................... S.7-2-7
Spare Parts .................................................................................................. S.7-2-7
Tests, Inspection, Adjustment, Commissioning and Training ....................... S.7-2-8
Warranty and After-Sales Services............................................................... S.7-2-9
DESIGN CRITERIA AND PARTICULARS ................................................. S.7-2-10
Design Loads ............................................................................................. S.7-2-10
General....................................................................................................... S.7-2-10
Gate Leaf, Gate Guide and Stoplogs.......................................................... S.7-2-10
Hoist ........................................................................................................... S.7-2-11
Loadings..................................................................................................... S.7-2-12
Materials..................................................................................................... S.7-2-12
General....................................................................................................... S.7-2-12
Materials to Be Used .................................................................................. S.7-2-12
Castings ..................................................................................................... S.7-2-14
Forgings ..................................................................................................... S.7-2-14
Standard for Steel Plates, Bars and Pipes, etc........................................... S.7-2-14
Standard for Castings................................................................................. S.7-2-15
Standard for Forgings................................................................................. S.7-2-15
Rubber Seals for Gates .............................................................................. S.7-2-15
Miscellaneous Materials ............................................................................. S.7-2-16
Painting ...................................................................................................... S.7-2-16
General....................................................................................................... S.7-2-16
Painting at Shops ....................................................................................... S.7-2-17
Painting for Joint Areas Welded at Sites .................................................... S.7-2-19
Design Stresses ......................................................................................... S.7-2-20
Gate Leaves, Gate Guides and Other Steel Structures.............................. S.7-2-20
Machine Parts ............................................................................................ S.7-2-24
Second Stage Concrete and Non-Shrinkage Mortar .................................. S.7-2-25
Combined Allowable Stress and Overloading Condition ............................ S.7-2-26
Minimum Thickness.................................................................................... S.7-2-26
Critical Slenderness Ratio .......................................................................... S.7-2-27
Maximum Deflection ................................................................................... S.7-2-27
Corrosion Allowance................................................................................... S.7-2-27
Coefficient of Friction.................................................................................. S.7-2-27
Mechanical Efficiency ................................................................................. S.7-2-28
Mechanical Equipment and Parts ............................................................... S.7-2-29
Gearing....................................................................................................... S.7-2-29
Wire Ropes, Drums and Sheaves .............................................................. S.7-2-30
Couplings ................................................................................................... S.7-2-30
Bearings ..................................................................................................... S.7-2-30
S.7-2-i
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
2.11.5
2.11.6
2.11.7
2.11.8
2.11.9
2.11.10
2.11.11
2.11.12
2.11.13
2.12
2.12.1
2.12.2
2.12.3
2.12.4
2.12.5
2.12.6
2.12.7
2.12.8
2.12.9
2.12.10
2.12.11
2.12.12
2.12.13
2.12.14
2.12.15
2.12.16
3.
3.1
3.2
3.3
3.3.1
3.3.2
3.3.3
3.3.4
3.4
3.4.1
3.4.2
3.4.3
3.4.4
3.4.5
3.4.6
3.4.7
3.4.8
3.5
3.5.1
3.5.2
3.5.3
3.5.4
3.5.5
3.5.6
3.6
3.6.1
3.6.2
3.7
3.7.1
3.7.2
3.7.3
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Keys and Keyways ..................................................................................... S.7-2-31
Dowels........................................................................................................ S.7-2-31
Manual Operating Devices ......................................................................... S.7-2-31
Structural Base Frames of Hoist................................................................. S.7-2-31
Torque Shafts............................................................................................. S.7-2-31
Hoist Spindles ............................................................................................ S.7-2-31
Spindle Supports ........................................................................................ S.7-2-31
Mechanical Position Indicators ................................................................... S.7-2-31
Floor and Cover Plate................................................................................. S.7-2-32
Electrical Equipment and Parts .................................................................. S.7-2-32
Electric Motors for Hoists............................................................................ S.7-2-32
Brakes for Wire Rope Winched Hoists. ...................................................... S.7-2-32
Electric Cables and Wiring ......................................................................... S.7-2-33
Motor Starters............................................................................................. S.7-2-33
Control Cabinets and Panels...................................................................... S.7-2-33
Power Distribution Boards and Panels ....................................................... S.7-2-34
Electrical Conduits...................................................................................... S.7-2-34
Enclosures.................................................................................................. S.7-2-34
Convenience Outlets .................................................................................. S.7-2-34
Limit Switches ............................................................................................ S.7-2-34
Indicating Lamps ........................................................................................ S.7-2-34
Lighting Fixtures ......................................................................................... S.7-2-35
Electrical Relays ......................................................................................... S.7-2-35
Terminal Strips ........................................................................................... S.7-2-35
Indicating Instruments ................................................................................ S.7-2-35
Equipment Wiring and Wiring Accessories................................................. S.7-2-36
FIXED WHEEL (ROLLER) GATES AND HOISTS...................................... S.7-2-37
General....................................................................................................... S.7-2-37
Design Stresses ......................................................................................... S.7-2-37
Design Data................................................................................................ S.7-2-37
General Data .............................................................................................. S.7-2-38
Design Loads for Gates.............................................................................. S.7-2-41
Design Loads for Gate Guides ................................................................... S.7-2-41
Design Loads for Hoist ............................................................................... S.7-2-41
Details of Gates .......................................................................................... S.7-2-42
General....................................................................................................... S.7-2-42
Skin Plate ................................................................................................... S.7-2-42
Main Beams ............................................................................................... S.7-2-42
Main Wheels............................................................................................... S.7-2-42
Side Wheels ............................................................................................... S.7-2-43
Seals .......................................................................................................... S.7-2-43
Sheave Assembly....................................................................................... S.7-2-43
Tolerances.................................................................................................. S.7-2-43
Detail of Gate Guides ................................................................................. S.7-2-44
General....................................................................................................... S.7-2-44
Sill Beams .................................................................................................. S.7-2-44
Wheel Rail and Wheel Track ...................................................................... S.7-2-44
Side Wheel Track ....................................................................................... S.7-2-44
Lintel Beams............................................................................................... S.7-2-44
Tolerances.................................................................................................. S.7-2-44
Hoists ......................................................................................................... S.7-2-45
General....................................................................................................... S.7-2-45
Hoists ......................................................................................................... S.7-2-45
Wiring and Control Panels.......................................................................... S.7-2-46
General....................................................................................................... S.7-2-46
Wiring ......................................................................................................... S.7-2-46
Control Panels ............................................................................................ S.7-2-46
S.7-2-ii
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
3.8
3.8.1
3.8.2
3.9
3.9.1
3.9.2
3.10
4.
4.1
4.2
4.3
4.3.1
4.3.2
4.3.3
4.3.4
4.4
4.4.1
4.4.2
4.4.3
4.4.4
4.4.5
4.4.6
4.4.7
4.5
4.5.1
4.5.2
4.5.3
4.5.4
4.5.5
4.6
4.6.1
4.6.2
4.6.3
4.7
4.7.1
4.7.2
4.8
4.8.1
4.8.2
4.9
5.
5.1
5.2
5.3
5.3.1
5.3.2
5.3.3
5.3.4
5.4
5.4.1
5.4.2
5.4.3
5.4.4
5.4.5
5.4.6
5.4.7
5.5
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
Shop Assembly and Tests.......................................................................... S.7-2-48
Gates and Gate Guides.............................................................................. S.7-2-48
Hoists and Controls .................................................................................... S.7-2-49
Erection, Installation and Tests at Site ....................................................... S.7-2-49
Erection and Installation ............................................................................. S.7-2-49
Field Tests and Inspection.......................................................................... S.7-2-50
Commissioning (Acceptance Tests) ........................................................... S.7-2-51
STOPLOGS (MAINTENANCE GATES) AND HOISTS .............................. S.7-2-52
General....................................................................................................... S.7-2-52
Design Stresses ......................................................................................... S.7-2-52
Design Data................................................................................................ S.7-2-52
General Data .............................................................................................. S.7-2-52
Design Loads for Stoplogs ......................................................................... S.7-2-54
Design Loads for Gate Guides ................................................................... S.7-2-54
Design Loads for Lifting Beam ................................................................... S.7-2-55
Details of Stoplogs...................................................................................... S.7-2-55
General....................................................................................................... S.7-2-55
Skin Plate ................................................................................................... S.7-2-55
Main Beams ............................................................................................... S.7-2-55
Seals .......................................................................................................... S.7-2-55
Side Shoes ................................................................................................. S.7-2-55
Lifting Lug................................................................................................... S.7-2-55
Tolerances.................................................................................................. S.7-2-55
Details of Gate Guides ............................................................................... S.7-2-56
General....................................................................................................... S.7-2-56
Sill Beam .................................................................................................... S.7-2-56
Side Gate Guide ......................................................................................... S.7-2-56
Side Plate ................................................................................................... S.7-2-56
Tolerances.................................................................................................. S.7-2-57
Telpher Rail System ................................................................................... S.7-2-57
General....................................................................................................... S.7-2-57
Lifting Beam ............................................................................................... S.7-2-57
Telpher Rail ................................................................................................ S.7-2-57
Shop Assembly and Tests.......................................................................... S.7-2-58
Stoplogs and Gate Guides ......................................................................... S.7-2-58
Lifting Beam ............................................................................................... S.7-2-58
Erection, Installation and Tests at Site ....................................................... S.7-2-58
Erection and Installation ............................................................................. S.7-2-58
Field Tests and Inspection.......................................................................... S.7-2-59
Commissioning (Acceptance Tests) ........................................................... S.7-2-59
FIXED WHEEL GATE AND HOISTS FOR DRAINAGE CHANNEL ........... S.7-2-60
General....................................................................................................... S.7-2-60
Design Stresses ......................................................................................... S.7-2-60
Design Data................................................................................................ S.7-2-60
General Data .............................................................................................. S.7-2-60
Design Loads for Gates.............................................................................. S.7-2-61
Design Loads for Gate Guides ................................................................... S.7-2-62
Design Loads for Hoist ............................................................................... S.7-2-62
Details of Gate............................................................................................ S.7-2-62
General....................................................................................................... S.7-2-62
Skin Plate ................................................................................................... S.7-2-63
Main Beams ............................................................................................... S.7-2-63
Wheel Assemblies ...................................................................................... S.7-2-63
Side Wheels ............................................................................................... S.7-2-63
Seals .......................................................................................................... S.7-2-63
Tolerances.................................................................................................. S.7-2-63
Detail of Gate Guide ................................................................................... S.7-2-64
S.7-2-iii
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
5.5.1
5.5.2
5.5.3
5.5.4
5.5.5
5.5.6
5.6
5.7
5.7.1
5.7.2
5.8
6.
6.1
6.2
6.3
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
General....................................................................................................... S.7-2-64
Sill Beam .................................................................................................... S.7-2-64
Wheel Rail and Wheel Track ...................................................................... S.7-2-64
Side Wheel Track ....................................................................................... S.7-2-64
Lintel Guide Plate ....................................................................................... S.7-2-65
Tolerances.................................................................................................. S.7-2-65
Hoist ........................................................................................................... S.7-2-65
Erection, Installation and Tests at Site ....................................................... S.7-2-65
Erection and Installation ............................................................................. S.7-2-65
Field Tests and Inspection.......................................................................... S.7-2-66
Commissioning (Acceptance Tests) ........................................................... S.7-2-67
ELECTRIC POWER SUPPLY SYSTEM .................................................... S.7-2-67
General....................................................................................................... S.7-2-67
Local Distribution Panels ............................................................................ S.7-2-68
Diesel Engine Generator ............................................................................ S.7-2-71
S.7-2-iv
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
1.
1.1
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
GENERAL
Scope of Works
The Scope of Works to be done under this Contract shall consist of the detailed design,
manufacture, anti-corrosive protection, shop tests and inspection, packing, ocean & inland
freight, customs clearance, site storing, field erection and installation, field tests and inspection,
adjustment, commissioning (acceptance tests), operational & maintenance training, defect
remedy during warranty period, defect inspection, and after-sales services of the Hydraulic
Gates to be provided in the Project.
The Hydraulic Gate Works for the new construction of Kra Mang and Han Tra Floodgates
consist of the following components;
- Stainless steel fixed wheel gate leaves
3 sets each for Kra Mang and Han Tra
- Stainless steel fixed wheel gate guides
- ditto -
- Motorized wire rope winched gate hoists
- ditto -
- Steel maintenance gate leaves
3 leaves × 2 for Kra Mang
5 leaves × 2 for Han Tra
- Stainless steel maintenance gate guides
6 sets each for Kra Mang and Han Tra
- Steel telpher rails
2 sets each for Kra Mang and Han Tra
- Manual chain hoists and lifting beams
- Electric wirings and boards
- ditto 1 set each for Kra Mang and Han Tra
- Lighting facilities
- ditto -
- Lightning arresters
- ditto -
- Engine generators
- ditto -
- Water level gauges and data loggers
2 sets each for Kra Mang and Han Tra
- Stainless steel fixed wheel gate leaf
1 set for drainage channel at Kra Mang
- Stainless steel fixed wheel gate guide
- ditto -
- Manual racked gate hoist
- ditto -
- Spare parts
As specified in this Specifications
The components or equipment of the hydraulic gates shall be designed to endure long periods
of operation without substantial repair or replacement of the parts. Hence, the components or
equipment of the hydraulic gates shall be products of the manufacturer(s) that have professional
engineers, workshops and successful experiences in the business.
It shall be understood that all works associated with the Hydraulic Gate Works which are not
particularly prescribed or specified on the Tender Drawings or Specifications herein, but which
are reasonably inferred as necessary or indispensable for the complete, safe, and satisfactory
operation thereof in the Project, shall be included in the Contract.
1.2
Location of the Project Sites
The Project sites are located as follows;
S.7-2-1
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
- Han Tra Floodgate
Ayothaya town, Phra Nakhon Si Ayutthaya District, Phra Nakhon Si Ayutthaya
Provence.
- Kra Mang Floodgate
Ayutthaya city, Phra Nakhon Si Ayutthaya District, Phra Nakhon Si Ayutthaya
Provence
1.3
Country of Origin and Standards
The components of the Hydraulic Gate Works to be procured under this Contract shall be the
products of Japan and/or Thailand. The manufacturer(s) as Subcontractor(s), for the Hydraulic
Gate Works, of the Contractor assuming the whole Work shall be limited to Japanese juridical
persons who are prequalified in the prequalification.
Hereafter, the Contractor shall include his Subcontractor(s) who shall manufacture and install
the components and equipment of the Hydraulic Gate Works.
All the components or equipment of the Hydraulic Gate Works shall conform to the following
standards wherever applicable.
•
Thai Industrial Standards (TIS)
•
Japanese Industrial Standards (JIS)
•
Japan Association of Dam & Weir Equipment Engineering
•
International Electrotechnical Commission (IEC)
•
Japan Electrical Manufacturers’ Association (JEM)
•
Japanese Electrotechnical Committee (JEC)
•
International Organization for Standardization (ISO) 9001
•
Other relevant and applicable codes and standards of Thailand and Japan
Other internationally prevailing standards such as EN, BS, ANSI and DIN are accepted for the
components or equipment, unless otherwise indicated. All dimensions and performance of the
components or equipment shall be generally in metric system, unless otherwise specified in
these Specifications.
1.4
Working Specifications, Detailed Design Calculations, Shop Drawings and Work
Schedule to be Submitted
Before commencement of manufacturing the component or equipment of the Hydraulic Gate
Works, the Contractor shall submit three (3) copies of the documents including the Working
Specifications, Detailed Design Calculations, Shop Drawings, Work Schedule, and other
necessary information for approval of the Consultant.
These documents shall be permitted correction and/or modification to be made, if such are
deemed to be necessary and /or are instructed by the Consultant, without delay of the
completion of the Work.
The components or equipment of the Hydraulic Gate Works to be furnished under this
Specification shall be essentially the standard products in regular works by the Contractor.
S.7-2-2
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
1.5
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
Operational Rule of the Floodgates
(1) Tentative idea of operational rule
Water levels of the Canals upstream Han Tra and Kra Man Floodgates shall be respectively
controlled not to exceed +3.5m MSL as HWL.
The gate openings of Han Tra and Kra Man Floodgates will be proposed to maneuver as
following tentative idea.
Full close at +2.6m MSL in rising stage ──> Partial open and close not to exceed +3.5m
MSL──> Full open at +2.6m MSL in descending stage
The operational rule of Han Tra and Kra Man Floodgates and Drainage Pump Vehicles
procured under this Contract, linking with the existing Suan Plu Gate and Supachai
Pumping Station, shall be discussed and established involving the officers of Phra Nakhon
Si Ayutthaya District in the Management Guidance of the Consulting Services under the
Project
(2) Design water levels
The design water levels for Han Tra and Kra Mang Floodgates are as follows,
Water levels at upstream (Canal side)
High Water Level (HWL):
EL. +3.5 m MSL
Low Water Level (LWL):
EL. +0.5 m MSL
Water levels at downstream (Pasak River side)
Height Water Level (HWL):
EL. +6.0 m MSL
Low Water Level (LWL):
EL. +0.5 m MSL
Sill elevation
Han Tra Floodgate:
EL. -2.5 m MSL
Kra Mang Floodgate :
EL. -0.5 m MSL
The following tables show the water levels recorded at RID S5 gauging station of Pasak
River in Ayutthaya since 1990 just after the completion of Pasak Dam. In October 17, 2011,
the S5 gauging station recorded +5.91m MSL which is the overwhelmingly highest since
the start of level gauging in 1950.
S.7-2-3
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
7
Water Level in m MSL
5.91m MSL
in Oct.17, 2011
Monthly Max. WL.
6
Monthly Min. WL.
5
4
3
2
1
0
1
2
3
4
5
6
7
8
9
10
11
12
Month
Month-water level relation since 1990 at
S5 gauging station of Pasak River in Ayutthaya
7
Annual Max. WL.
6
5.91m MSL
in Oct.17, 2011
Water Level in m MSL
Annual Min. WL.
5
4
3
2
1
2011
2010
2009
2008
2007
2006
2005
2004
2003
2002
2001
2000
1999
1998
1997
1996
1995
1994
1993
1992
1991
1990
0
Annual max. and min. water level since 1990 at
S5 gauging station of Pasak River in Ayutthaya
1.6
Erection, Installation, Tests, Inspection, Commissioning and Training
The Contractor shall submit three (3) copies of the Operation and Maintenance Manual
including individual components and equipment of the Hydraulic Gate Works.
The Contractor shall assign mechanical engineers and electrical engineers to the sites for the
supervision of the field erection and installation of the components and equipment furnished
under the Contract, and for the field tests & inspection, adjustment, and commissioning
(acceptance tests). The number of the supervisory engineers and their assignment periods are
necessary for Consultant's approval.
The Contractor shall also be responsible for the training on the operation & maintenance to the
concerning personnel of the Client during their supervisory period.
1.7
Name Plates and Stickers
(1) Name Plates
S.7-2-4
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
Each components and equipment (hoist motors, speed reducers, brakes, racked hoists,
chain hoists, lifting beams, control panels, switchboards, distribution boards, lighting
fixtures, etc.) shall have a standard name plates securely affixed thereto in a conspicuous
place, showing the name, type and model of equipment, production serial number, date of
manufacture, the manufacturer’s name and all other necessary information to complete
identification, in English or Thai.
(2) Stickers
The Contractor shall provide stickers as shown below for each component of the
Equipment, except for small parts and materials. The stickers shall be made of aluminum.
It should be an adequate size considering the dimension of each product. The design,
material and dimensions of the stickers shall be submitted to the Consultant for prior
approval.
Type of font: Futura Bold
Component of color: DIC156 (red), black, white
From
the People of Japan
1.8
Packing and Shipment
(1) Packing
The components and equipment of the Hydraulic Gate Works imported from Japan to the
Kingdom of Thailand shall be packed as per the following during ocean and inland freight.
Contents of each shipping package for the parts of the components and equipment shall be
itemized on a detailed list showing the exact weight and extreme outside dimensions
(length, width and height).
(a)
One (1) copy of the detailed packing list shall be enclosed in each package. There shall
also be enclosed in one (1) package a master packing list summarizing and identifying
each individual package.
(b)
The box number in which the master packing list is contained should be shown on each
packing list.
(c)
All parts shipped must be legibly identified by tags, labels or inscription in indelible ink,
strictly in accordance with the reference mark or parts number of the components and
equipment or the assembly drawings.
S.7-2-5
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
(d) On wood, plywood, veneer cases, barrels or kegs, all marks shall be applied by stencil with
waterproof inks or oil paints and these marks shall be protected against weathering by
clear water resistant varnish.
Marking on each package shall consist of the following information.
•
Consignee:
The Contractor and/or his Subcontractor(s)
•
Final user:
Royal Irrigation Department (RID)
•
Name of the Project:
•
Port of disembarkation:
•
Item number, package number in sequence, and quantity per package:
•
Description of item:
•
Net and gross weight and cubic measurement:
•
Shipper’s name (and Supplier’s name, if Shipper is different from Supplier):
•
Caution marks, if applicable:
•
Other markings required by the Client:
(2) Shipment and Delivery
(a)
The Contractor shall ship and deliver all components and equipment of the Hydraulic
Gate Works to the Sites in adequate time for its preparation, erection and installation
according to the approved implementation plan.
(b)
No part of the components and equipment shall be shipped and delivered to the Sites
until approval in writing by fax and/or electronic mail has been obtained from the
Consultant for such delivery.
(c)
Notification of such shipping and delivery shall be given to the Consultant in writing not
later than 7 days prior to the scheduled shipping date for any components and
equipment to be shipped.
Shipping advice for the parts of the components and equipment imported from Japan shall
be sent by courier, electronic mail or be handed to the Consultant prior to the on-board date
of the Bill of Lading, containing such information as loading and unloading port, date of
departure and arrival, name of vessel, and one (1) photocopy of the following documents.
1.9
•
Clean On Board Ocean Bill of Lading
•
Signed Commercial Invoice
•
Packing List
•
Insurance Policy
Insurance
All components and equipment of the Hydraulic Gate Works to be supplied under the Contract
shall be fully insured against loss or damage incidental to manufacture or acquisition,
transportation, storage and delivery.
The insurance shall cover the full period of shipment and transportation from Japan to the
Project sites until the Client approves the Certificate of Completion of the Work to the Contractor.
S.7-2-6
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
1.10
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
Import Charges
The Contractor shall bear import charges from Japan to the Kingdom of Thailand such as
shipping charge, customs clearance charge, terminal handling charge, port charge, crane
charge, storage charge, ocean freight and inland transportation etc. except for internal taxes,
such as customs duty and value added tax, imposed in the Kingdom of Thailand.
All taxes and duties imposed outside the Kingdom of Thailand shall be born by the Contractor, if
any.
1.11
Maintenance Tools
One (1) set of maintenance tools such as the following required for the installation, overhauling
and assembly of the equipment in this Contract shall be furnished by the Contractor.
- Open-end wrenches
1 set
- Screw drivers
1 set
- Hex keys
1 set
- Pliers
1 no.
- Socket wrench and sockets
1 no.
- Adjustable wrench
1 no.
- Hand hammer
1 no.
- Flat file
1 no.
- Round file
1 no.
- Flat chisel
1 no.
- Grease gun
1 no.
- Oilcan
1 no.
- Others necessary
- Tool box to house the above
1.12
1 no.
Spare Parts
Spare parts listed below, which are necessary for repair, shall be supplied stowing in the longlife spare parts box. Furthermore, electronic parts shall be put in a moisture-proof box.
(1) Han Tra Floodgate
Main gate
- Indicating lamps
100% of actual number
- Control circuit fuses
100% of actual number
- Auxiliary relays
1 piece per type
- Breakers and contactors
1 piece per type
- Space heater
1 set for one (1) local control panel
- Rubber seals
1 set for one (1) gate leaf
- Bolts, nuts and washers to
1 set for one (1) gate leaf
fasten rubber seals
- Wire ropes
1 set for one (1) hoist system
S.7-2-7
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
- Hoist motor with electromagnetic brake
1 set for one (1) hoist system
- Grease nipples and cups
1 set for one (1) hoist system
- Spare parts box
1 set
Stoplog (maintenance gate)
- Rubber seals
1 set for five (5) gate leaves
- Bolts, nuts and washers to
1 set for five (5) gate leaves
fasten rubber seals
(2) Kra Mang Floodgate
Main gate
- Indicating lamps
100% of actual number
- Control circuit fuses
100% of actual number
- Auxiliary relays
1 piece per type
- Breakers and contactors
1 piece per type
- Space heater
1 set for one (1) local control panel
- Rubber seals
1 set for one (1) gate leaf
- Bolts, nuts and washers to
1 set for one (1) gate leaf
fasten rubber seals
- Wire ropes
1 set for one (1) hoist system
- Hoist motor with electromagnetic brake
1 set for one (1) hoist system
- Grease nipples and cups
1 set for one (1) hoist system
- Spare parts box
1 set
Stoplog (maintenance gate)
- Rubber seals
1 set for three (3) gate leaves
- Bolts, nuts and washers to
1 set for three (3) gate leaves
fasten rubber seals
Gate for drainage channel
- Rubber seals
1 set for one (1) gate leaf
- Bolts, nuts and washers to
1 set for one (1) gate leaf
fasten rubber seals
1.13
Tests, Inspection, Adjustment, Commissioning and Training
The following works on the tests, inspection, adjustment, commissioning and training shall
include in the Contract.
(a)
Shop Tests and Inspection
The components and equipment of the Hydraulic Gate Works shall be tested and
S.7-2-8
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
inspected by the Contractor and/or his Subcontractor(s) prior to their shipment and
delivery. Shop inspection shall be required in the presence of the Consultant and also
the Client when it deemed necessary by him and is conducted in the Kingdom of
Thailand. Manufacturers’ shop inspection results and their certificates shall be
submitted by the Contractor to the Consultant before shipment and delivery.
If the components and equipment fail to conform to the Specifications as a result of
such inspections, the Consultant may reject them and the Contractor shall either
replace the rejected components and equipment, or make all alterations necessary to
meet the requirements.
(b)
Adjustment
The components and equipment shall be brought into suitable conditions by the
Contractor and/or his Subcontractor for giving the specified performance at site. The
Contractor and/or his Subcontractor shall make proper adjustment to settle the
components and equipment into specified conditions for performance. All works must
be done to the satisfaction of the Client, and the Contractor and/or his Subcontractor
shall carry out his work in a neat and proper workmanlike manner. The adjustment
shall be planned and carried out in no way to damage the components and equipment.
All tools, fuel, materials, labors, logistics etc. shall be provided by the Contractor and/or
his Subcontractor.
(c)
Commissioning (Acceptance Tests)
The Contractor and/or his Subcontractor shall check all components and equipment to
ensure that their conditions are good and adequate for giving the specified function.
Commissioning (acceptance tests) at sites shall be required in order to check the
function of the Hydraulic Gates in the presence of the Client and the Consultant before
finally handing over to the Client.
The Contractor shall submit the commissioning plan and result report to the Client
through the Consultant’s approval thereof.
All tools, fuel, materials, labors, logistics etc. shall be provided by the Contractor and/or
his Subcontractor.
After completion of the commissioning with satisfactory results, the Client shall approve
the Certificate of Completion of the Contractor, and then one (1) year warranty period
will starts.
(d)
Operational and Maintenance Training
The Contractor shall provide operational and maintenance training work with a target to
the concerning personnel of the Client in order to transfer the technical knowledge on
operation and maintenance of the Hydraulic Gates.
The period for the operational and maintenance training shall total five (5) days
including the commissioning.
The program and materials thereof shall be prepared in Thai or English and provided by the
Contractor with approval by the Consultant. All tools, fuel, materials, labors, logistics etc. shall
be provided by the Contractor and/or his Subcontractor.
1.14
Warranty and After-Sales Services
S.7-2-9
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
The Contractor shall make necessary arrangement with eligible agent(s) who have sufficient
stock of spare parts and after-sales service facilities.
In order to provide satisfactory maintenance service even after one (1) year warranty period, the
Contractor shall keep a close contact with his Subcontractor and submit a list of the
maintenance service agent(s) for the following services.
(a)
The Contractor through his Subcontractor(s) shall remedy, at his own expense, any
defects against which the Work is warranted, by making all necessary repairs or
replacements except in the case that such defects result from the Client’s negligence or
failure during the one (1) year warranty period.
(b)
The Contractor shall guarantee to supply the spare parts of the components and
equipment used for the Hydraulic Gates Works under the Contract through the agent(s)
upon request by the Client at cost basis for a period of two (2) years after the one (1)
year warranty period.
(c)
In case of major breakage, which is hard to repair by the local agent(s), the Contractor
shall send his Subcontractor or manufacturer’s engineer(s) to the site designated by the
Client within one (1) week after the request by the Client to repair such breakage at cost
basis. Such services shall be guaranteed for a period of two (2) years after the one (1)
year warranty period.
2.
DESIGN CRITERIA AND PARTICULARS
2.1
Design Loads
2.1.1
General
The Hydraulic Gate Works shall be designed with the worst possible combinations of the acting
loads. The combination of loads for each equipment and structure under normal and over
loading conditions shall be described in details in this Section according to the frequency or
occurrence of load and probability of their coincidence.
The loads specified herein shall be considered as minimum and essential requirements and the
loads and their combinations other than the specified shall be examined by the Contractor in the
detailed design of the Hydraulic Gate Works.
2.1.2
Gate Leaf, Gate Guide and Stoplogs
The gate leaves, gate guides and stoplogs (or maintenance gates) shall be designed for the
combination of the following loads:
(1) Hydrostatic load
The components and equipment of the Hydraulic Gate Works shall be designed to function
against hydrostatic load due to the water level difference between upstream and
downstream sides of the gates.
(2) Sedimentary pressure load
Sedimentary pressure load is not considered.
(3) Wave height during earthquake
S.7-2-10
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
Wave height during earthquake is calculated by Dam facility technical standards in Japan
Page 52.
he =
kh × τ
g×H
2π
where,
he
:
Kh:
Wave height
(m)
Horizontal seismic intensity in Ayutthaya
0.1
τ
:
Earthquake period
1.0 (sec)
H
:
From sill elevation to design water level
(m)
Kra Mang
he =
kh × τ
0 .1 × 1 .0
g×H =
× 9.8 × {6.0 − ( −0.5)} = 0.13m
2π
2 × 3.14
Han Tra
he =
0 .1 × 1 .0
kh × τ
g×H =
× 9.8 × {6.0 − ( −2.5)} = 0.15m
2π
2 × 3.14
(4) Wind load
The wind load shall be at the basic wind pressure of 1.5 kN/m2 (150kgf/m2) for a vertical
projected area with its multiplication shape factors as below:
-
For plane surface:
1.2
-
For a cylindrical surface:
0.7
-
For lattice member, at front side:
1.6
-
For lattice member, at rear side:
1.2
2.1.3
Hoist
The stationary type hoist shall be designed for the combination of the following loads:
(a)
Dead weight of the gate leaf and ballast weight, if any
(b)
Friction force due to rotating and/or sliding parts
(c)
Friction force due to rubber seals
(d)
Friction force due to sediment if any
(e)
Buoyancy
(f)
Uplift force and down-pull force
(g)
All loads imposed by gate jammed condition during raising operation
S.7-2-11
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Closing force of all gates except for those operated by spindle type hoist shall have an
allowance of more than 25 percent against all upward forces such as friction forces and
buoyancy, etc., in any gate openings under any water level. If there is a lack of the closing force,
the ballast may be provided to the leaf. The ballast shall be made of the steel or other approved
materials by the Consultant.
2.1.4
Loadings
Staircase
(b)
Service load :
T-14 tf vehicle load
(c)
Handrail
2.5 kN/m2 horizontal thrust
2.2
:
3.5 kN/m2 crowd load
(a)
:
Materials
2.2.1
General
All materials to be used for the Hydraulic Gate Works covered in this Clause shall be new and of
high quality, selected particularly to meet the duties required for the proper operation of the
Hydraulic Gate Works, and indicated fully in the Contractor's detailed drawings for approval.
The materials shall meet with the requirements in the latest Japanese Industrial Standards (JIS),
American Society for Testing and Materials (ASTM), Thailand Industrial Standards (TIS) listed
herein or equivalent and/or better in quality or as approved in advance by the Consultant, unless
otherwise specified.
2.2.2
Materials to Be Used
Materials to be used for the Hydraulic Gate Works shall be equivalent or superior to those
tabulated below.
(1) Main gates of Kra Mang and Han Tra Floodgates
Components
Gate
leaves
Gate
guides
Parts used
Skin plate
Girder
Main wheel
Main wheel shaft
Main wheel bearing
Side wheel
Sheave
Seal rubber
Seal clamp bar
Bolt, nut and washer
Others
Removable gate guide
Wheel rail
Sill beam
Lintel beam
Seal plate
Guide plate
Main wheel track
Bolt, nut and washer
Others
Names of material (symbols)
SUS304
SUS304
SUS630 or other SUSs with HB of 250 or more
SUS304
Oil less metal
SUS304
SCS13
Synthetic rubber
SUS304
SUS304
As approved by the Consultant
SUS304
SM400
SM400
SM400
SUS304
SUS304
SUS630
SUS304
As approved by the Consultant
S.7-2-12
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Hoists
Drum
Drum gear
Pinion gear
Sheave
Shaft
Machine frame
Wire rope
Others
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
SM490
SCM435
SCM440
FC250
S45C
SS400, SM400
SUS304
As approved by the Consultant
(2) Stoplogs (maintenance gates) of Kra Mang and Han Tra Floodgates
Components
Gate
leaves
Gate
guides
Lifting
beams
Telpher
rails
Chain
hoists
Parts used
Names of material (symbols)
Skin plate
Girder
Seal rubber
Seal clamp bar
Bolt, nut and washer
Others
SM400
SM400
Synthetic rubber
SUS304
SUS304
As approved by the Consultant
Sill beam
Seal plate
Side gate guide
Side plate
Bolt, nut and washer
Others
Girder
Shaft
Others
SM400
SUS304
SUS304
SUS304
SUS304
As approved by the Consultant
SM400
S45C
As approved by the Consultant
Girder
Bolt and nut
SS400
SS400
Load chain
Anti-corrosive special alloy
(3) Gate for drainage channel at Kra Mang Floodgate
Components
Gate
leaf
Gate
guide
Parts used
Names of material (symbols)
Skin plate
Girder
Main wheel
Main wheel shaft
Main wheel bearing
Side wheel
Hanger
Seal rubber
Seal clamp bar
Bolt, nut and washer
Others
SUS304
SUS304
SUS304
SUS304
Oil less metal
SUS304
SUS304
Synthetic rubber
SUS304
SUS304
As approved by the Consultant
Removable gate guide
Wheel rail
Sill beam
Seal plate
Guide plate
Side guide
SUS304
SS400
SS400
SUS304
SUS304
SUS304
S.7-2-13
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
Hoists
2.2.3
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Main wheel track
Bolt, nut and washer
Others
SUS304
SUS304
As approved by the Consultant
Rack bar
Rack bar coupling
Center guide
Others
SUS304
SUS304
SUS304
As approved by the Consultant
Castings
All castings weighing 226.8 kilograms (500 pounds) or more shall have test coupons attached
from which test specimens may be prepared. The number, size and location of the test
coupons shall be to the approval of the Consultant. Faulty material or materials found to be
inferior to that specified shall be rejected and removed at once, and shall not be used in any
part of the Hydraulic Gate Works.
All castings shall be dense, sound and true to pattern, of workmanlike finish and of uniform
quality and condition, free from blowholes, porosity, hard spots, shrinkage, cracks or other
injurious defects, and shall be satisfactorily cleaned for their intended purpose. All castings
shall be checked for defects before final machining.
Casting shall not be repaired, plugged, or welded without permission of the Consultant. Such
permission will be given only when the defects are small and do not adversely affect the
strength, use or machinability of the castings. Excessive segregation of impurities or alloys at
critical points in a casting will be cause for its rejection. The largest fillets compatible with the
design shall be incorporated wherever a change in section occurs.
Surfaces which do not undergo machining and are exposed in the final installation shall be
dressed to provide a satisfactory appearance so that they will not require surface smoothing at
Site prior to painting.
2.2.4
Forgings
The ingots from which the forging are made shall be cast in metal moulds. The workmanship
shall be first-class in every respect and the forging shall be free from all defects affecting their
strength and durability, including seams, pipes, flaws, cracks, scales, fins, porosity, hard spots,
excessive nonmetallic inclusions and segregation.
The largest fillets compatible with the design shall be incorporated wherever a change in section
occurs. All finished surfaces of forging shall be smooth and free from tool marks.
The forging shall be clearly stamped with the heat number in such location as to be readily
observed when the forging is assembled in a complete unit.
2.2.5
Standard for Steel Plates, Bars and Pipes, etc.
(a)
Steel plates for skin plate, structural
main parts, except for rolled steel
shape of gate leaves
JIS G 3106, SM400 B, SM490 B or JIS
G 3101 SS 400 or ASTM A516 Grade
60,70 or SNI 0552-89-A or equivalent
(b)
Steel plates for general structures
JIS G 3101, SS400 or ASTM A 36 or
SNI 0552-89-A or equivalent
(c)
Steel shapes
JIS G 3192 and JIS G 3101 SS400 or
ASTM A 6 or SNI 0945-89-A or
equivalent
(d)
Steel bolts, nuts and washers
JIS B 1180, B 1181 and B 1256 or
S.7-2-14
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
ASTM A 633 and A 675 or SNI 054189-A or equivalent
(e)
High-strength steel hexagon bolts,
hexagon nuts and plain washers
JIS B 1186 or ASTM A 325 or SNI
0541-89-A or equivalent
(f)
Corrosion-resisting steel bolts, nuts
and washers
JIS G 4303, 4304, 4305, 4306 and G
4307 or ASTM A 276, Type 316 or
equivalent
(g)
Corrosion-resisting steel plates, bars
etc.
JIS G 4303, 4304, 4305, 4306 and G
4307 or ASTM A 167 or equivalent
(h)
Corrosion-resisting clad steel plates
JIS G 3601 or ASTM A 264 Type 304 or
equivalent
(i)
Spring lock washers
JIS B 1251 or SNI 0571-89-A or
equivalent
(j)
Steel pipe for air and water piping
(galvanized)
JIS G 3452 SGP or JIS G 3454 STPG
or equivalent
2.2.6
Standard for Castings
(a)
Gray iron castings
JIS G 5501, FC 200 or ASTM A 48,
class 30 or SNI 0813-89-A or equivalent
(b)
Steel castings
JIS G 5101, SC450 or ASTM A27/A (to
be fully annealed), U - 60 - 30 or SNI
1812-90-A or equivalent
(c)
High tensile strength carbon steel
castings and low alloy steel castings
JIS G 5111, SCMnCr 3B or ASTM A
148/A and 148/M or equivalent
(d)
Bronze castings
JIS H 5111, BC3 or ASTM B 584, C
90500 or equivalent
(e)
Phosphor bronze castings
JIS H 5113, PBC2 or ASTM B 505, C
90700 or equivalent
(f)
Corrosion-resisting cast
general applications
(g)
Steel castings for welded structures
2.2.7
for
JIS G 5121, SCS13 or ASTM A 743/A
CA-15 or equivalent
JIS G 5102, SCW 410 or ASTM A
216/A216 M-93 or equivalent
Standard for Forgings
(a)
2.2.8
steels
Carbon steel forgings
JIS G 3201, SF490A or ASTM A 668,
Class E 50 or SNI 1855-90-A or
equivalent
Rubber Seals for Gates
Seals shall be designed and mounted in such a manner that they are adjustable, water tight and
shall be readily removed and replaced. Seals shall be molded. Extruded seals will not be
permitted. Where seals are installed curved, they shall be clamped in a jig which will form them
to the proper radius before the holes are laid out and drilled, and the ends trimmed. Holes in
related parts of the seal assemblies shall be carefully drilled, using a template, to assure proper
matching when the seal units are assembled. The seals shall be spliced at the corners to
provide effective continuity of sealing of the gates. The tensile strength of all splices shall not
be less than 50 percent of tensile strength of the un-spliced material.
S.7-2-15
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
All adjusting/setting screws, bolts and washers for securing the seals and seal assembly in
place shall be of corrosion-resisting steel.
Seals shall be made of natural or synthetic rubber suitable for the temperature ranges and
conditions at the Site and shall be of a material that has proven successful in similar
applications. Seal materials shall have the following physical properties as determined by tests
made in accordance with the relevant standards:
Property
Limits
-
Tensile strength
14.7 N/mm2 minimum
-
Ultimate elongation
300 percent minimum
-
Durometer hardness (Shore, Type A)
40 to 80
-
Specific gravity
1.1 to 1.3
-
Water absorption (70 C° for 48 hour)
5 percent maximum by weight
-
Compression set (as a percent
30 percent maximum
of total original deflection)
-
Tensile strength after oxygen
80 percent minimum
bomb aging (70 C° for 48 hours)
of tensile before aging
2.2.9
2.3
Miscellaneous Materials
(a)
Self-lubricating bearing
JIS H 5102, HBsC4 high strength brass casting,
incorporated with the solid lubricant or ASTM B 22,
Alloy E, Min. HB 210 with solid lubricant
(b)
Stainless wire rope
JIS G 3557, Stainless steel wire ropes for general
purposes
(c)
Steel conduit for electric
wiring (galvanized)
IS C 8305 or ANSI C 80.1 or equivalent
Painting
2.3.1
General
Painting to prevent the corrosion of the components and equipment of the Hydraulic Gates
Works shall be premised as followings,
- Airless spray painting shall be applied,
- Painting specifications of the instruments, purchased and electronic goods shall be the
manufacturer’s standards,
- Painting color shall be determined in consultation with the Client, and
- In principle, the manufacturer of Paints shall be the same from under coat to top coat.
Surface preparation ahead of the painting shall be as classified as below.
S.7-2-16
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
(a)
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
ISO Sa2 1/2, Very through blast cleaning
When viewed without magnification, the surface must be free from visible oil, grease
and dirt and from most of the mill scale, rust, varnish coating and foreign matter. Any
remaining traces of contamination shall show only as light stains in the form of spots or
stripes.
(b)
ISO St3, Very thorough hand and power tool cleaning
When viewed without magnification, the surface must be free from visible oil, grease
and dirt and from poorly adhering mill scale, rust, varnish coating and foreign matter.
The surface must appear very thoroughly treated to give a metallic sheen arising from
the steel surface.
2.3.2
Painting at Shops
Painting specification at shops shall be tabulated as below,
(1) Main gates of Kra Mang and Han Tra Floodgates
Components
Materials
Gate leaves,
Gate guides
SS, SM
SUS
SS, SM
Hoists
Process
No.of
painting
Film
thickness
(μm)
15
-
First primer
Pickling
Non-organic zinc-rich primer
Oxidizing solution
1
-
Surface preparation
Blast cleaning ISO Sa2 1/2
-
-
Under coat (1)
Non-organic zinc-rich paint
Epoxy resin paint under coat
160g/m2 + Thinner 80g/m2
Weak solvent type modified
epoxy resin paint under coat
(air-exposed)
Weak solvent type modified
epoxy resin paint under coat
(air-exposed)
Weak solvent type
intermediate coat for
fluoropolymer paint
Weak solvent type
fluoropolymer paint top coat
Total
Oxidizing solution
1
75
1
-
1
80
1
80
1
40
1
30
6
-
305
-
Mist coat
Under coat (2)
Under coat (3)
Intermediate coat
Top coat
SUS
Names of paint
Pickling
(2) Stoplogs (Maintenance gates) of Kra Mang and Han Tra Floodgates
Components
Materials
Gate leaves
SS, SM
Process
Surface preparation
Under coat (1)
Mist coat
Under coat (2)
Names of paint
Blast cleaning ISO Sa2 1/2
Non-organic zinc-rich paint
Epoxy resin paint under coat
160g/m2 + Thinner 80g/m2
Epoxy resin paint under coat
(underwater)
S.7-2-17
No.of
painting
1
Film
thickness
(μm)
75
1
-
1
100
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Under coat (3)
Under coat (4)
Epoxy resin paint under coat
(underwater)
Epoxy resin paint under coat
(underwater)
Total
Gate guides
Telpher
rails,
Lifting
beams
SS, SM
SUS
SS, SM
100
1
100
5
375
Surface preparation
Non-organic zinc-rich primer
Oxidizing solution
Blasting ISO Sa2 1/2
1
-
15
-
Under coat (1)
Non-organic zinc-rich paint
1
75
1
-
1
80
1
80
1
40
1
30
Total
6
305
Oxidizing solution
-
-
First primer
Pickling
Mist coat
Under coat (2)
Under coat (3)
Intermediate coat
Top coat
SUS
1
Pickling
Epoxy resin paint under coat
160g/m2 + Thinner 80g/m2
Weak solvent type modified
epoxy resin paint under coat
(air-exposed)
Weak solvent type modified
epoxy resin paint under coat
(air-exposed)
Weak solvent type
intermediate coat for
fluoropolymer paint
Weak solvent type
fluoropolymer paint top coat
(3) Gate for drainage channel at Kra Mang Floodgate
Components
Materials
Gate leaves,
Gate guides
SS, SM
SUS
SS, SM
Hoists
Process
No.of
painting
Film
thickness
(μm)
15
-
First primer
Pickling
Non-organic zinc-rich primer
Oxidizing solution
1
-
Surface preparation
Blast cleaning ISO Sa2 1/2
-
-
Under coat (1)
Non-organic zinc-rich paint
Epoxy resin paint under coat
160g/m2 + Thinner 80g/m2
Weak solvent type modified
epoxy resin paint under coat
(air-exposed)
Weak solvent type modified
epoxy resin paint under coat
(air-exposed)
Weak solvent type
intermediate coat for
fluoropolymer paint
Weak solvent type
fluoropolymer paint top coat
Total
Oxidizing solution
1
75
1
-
1
80
1
80
1
40
1
30
6
-
305
-
Mist coat
Under coat (2)
Under coat (3)
Intermediate coat
Top coat
SUS
Names of paint
Pickling
S.7-2-18
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
2.3.3
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
Painting for Joint Areas Welded at Sites
Painting specification for joint aeas welded at sites shall be tabulated as below,
(1) Main gates of Kra Mang and Han Tra Floodgates
Components
Materials
Gate leaves,
Gate guides
SS, SM
SUS
SS, SM
Hoists
Process
No.of
painting
Film
thickness
(μm)
15
-
First primer
Pickling
Non-organic zinc-rich primer
Oxidizing solution
1
-
Surface preparation
Power tool cleaning ISO St3
-
-
Under coat (1)
Organic zinc-rich paint
1
75
1
80
1
80
1
40
1
30
5
-
305
-
Under coat (2)
Under coat (3)
Intermediate coat
Top coat
SUS
Names of paint
Pickling
Weak solvent type modified
epoxy resin paint under coat
(air-exposed)
Weak solvent type modified
epoxy resin paint under coat
(air-exposed)
Weak solvent type
intermediate coat for
fluoropolymer paint
Weak solvent type
fluoropolymer paint top coat
Total
Oxidizing solution
(2) Stoplogs (maintenance gates) of Kra Mang and Han Tra Floodgates
Components
Materials
Gate leaves
SS, SM
Process
Names of paint
Power tool cleaning ISO St3
-
Under coat (1)
Non-organic zinc-rich paint
1
75
1
100
1
100
1
100
4
375
Surface preparation
Non-organic zinc-rich primer
Oxidizing solution
Cleaning ISO St3
1
-
15
-
Under coat (1)
Non-organic zinc-rich paint
1
75
1
80
1
80
Under coat (3)
Under coat (4)
Epoxy resin paint under coat
(underwater)
Epoxy resin paint under coat
(underwater)
Epoxy resin paint under coat
(underwater)
Total
Telpher
rails,
Lifting
beams
SS, SM
SUS
SS, SM
Film
thickness
(μm)
-
Surface preparation
Under coat (2)
Gate guides
No.of
painting
First primer
Pickling
Under coat (2)
Under coat (3)
Weak solvent type modified
epoxy resin paint under coat
(air-exposed)
Weak solvent type modified
epoxy resin paint under coat
(air-exposed)
S.7-2-19
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Intermediate coat
Top coat
SUS
Pickling
Weak solvent type
intermediate coat for
fluoropolymer paint
Weak solvent type
fluoropolymer paint top coat
1
40
1
30
Total
5
305
Oxidizing solution
-
-
(3) Gate for drainage channel at Kra Mang Floodgate
Components
Materials
Gate leaves,
Gate guides
SS, SM
SUS
SS, SM
Hoists
Process
1
-
Surface preparation
Power tool cleaning ISO St3
-
-
Under coat (1)
Non-organic zinc-rich paint
1
75
1
80
1
80
1
40
1
30
5
-
305
-
Intermediate coat
Top coat
2.4.1
Film
thickness
(μm)
15
-
Non-organic zinc-rich primer
Oxidizing solution
Under coat (3)
2.4
No.of
painting
First primer
Pickling
Under coat (2)
SUS
Names of paint
Pickling
Weak solvent type modified
epoxy resin paint under coat
(air-exposed)
Weak solvent type modified
epoxy resin paint under coat
(air-exposed)
Weak solvent type
intermediate coat for
fluoropolymer paint
Weak solvent type
fluoropolymer paint top coat
Total
Oxidizing solution
Design Stresses
Gate Leaves, Gate Guides and Other Steel Structures
The working stresses for structural steel members shall not exceed the allowable design stress
as shown in the following table under normal loading condition:
S.7-2-20
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
(a)
1.
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
Steel materials (with a plate thickness of 40 mm or less)
Steel material
SS 400 and SM 400
Thickness ≤ 40 mm
SM 490
Thickness ≤ 40 mm
Axial tensile stress
120 N/mm2
160 N/mm2
Axial compressive stress
(for gross sectional area)
On condition of
(l/r) ≤ 20,
120 N/mm2
On condition of
(l/r) ≤ 15,
160 N/mm2
Compressive members
On condition of
20 < (l/r) ≤ 93,
120 – 0.75 ((l/r)
– 20)
On condition of
15 < (l/r) ≤ 80,
160 – 1.12 ((l/r)
– 15)
On condition of
93 < (l/r),
10,000,000/
(6,700 + (l/r)2)
On condition of
80 < (l/r),
10,000,000/
(5,000 + (l/r)2)
(for net sectional area)
2.
where;
3.
l: buckling length of member (mm)
r: radius of gyration of gross sectional area of member (mm)
Compressive splice member
120 N/mm2
160 N/mm2
Bending stress at tensile side
(for net sectional area)
120 N/mm2
160 N/mm2
Bending stress at compressive side
(for gross sectional area)
On condition of
(l/b) ≤ (9/K),
120 N/mm2
On condition of
(l/b) ≤ (8/K),
160 N/mm2
On condition of
(9/K) < (l/b) ≤ 30,
120 – 1.1((Kl/b) – 9)
On condition of
(8/K) < (l/b) ≤ 30,
160 – 1.6((Kl/b) – 8)
where;
l: distance between fixed points of compressive flange (mm)
b: width of compressive flange (mm)
K = 3+
Aw
2Ac
Aw: gross sectional area of web plate (mm2)
AC: gross sectional area of compressive flange (mm2)
In case of (Aw/Ac) < 2, K is taken as 2.
On condition that compressive
flange is directly welded to skin
plate, etc.
120 N/mm2
160 N/mm2
4.
Shear stress
(for net sectional area)
70 N/mm2
90 N/mm2
5.
Bearing stress
180 N/mm2
210 N/mm2
S.7-2-21
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Notes 1)
In case the thickness exceeds 40 mm, the allowable stresses for normal loading
condition of the structural steel members shall be adjusted that the stress is 0.92 time
that of the allowable stress as mentioned above in the case of steel materials SS 400
and SM 400, and 0.94 time for steel material SM 490.
2)
When steel material other than those mentioned in the above table is used, its
allowable tensile stress for normal loading condition shall not exceed 50 percent of the
yield point strength or proofing strength of the steel material used whichever is the least.
All other allowable stresses shall proportionally be computed according to the above
table based on the allowable tensile stresses.
S.7-2-22
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
(b)
1.
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
Stainless steel materials
Stainless steel material
SUS 304
SUS 304L
Axial tensile stress
100 N/mm2
90 N/mm2
Axial compressive stress
(for gross sectional area)
On condition of
(l/r) ≤ 19,
100 N/mm2
On condition of
(l/r) ≤ 21,
90 N/mm2
Compressive members
On condition of
19 < (l/r) ≤ 96,
100– 0.53 ((l/r)
– 19.0)
On condition of
21 < (l/r) ≤ 104,
90 – 0.47 ((l/r)
– 21.0)
On condition of
96 < (l/r),
980,000/
(7,200 + (l/r)2)
On condition of
104 < (l/r),
980,000/
(8,400 + (l/r)2)
(for net sectional area)
2.
where;
3.
l: buckling length of member (mm)
r: radius of gyration of gross sectional area of member (mm)
Compressive splice member
100 N/mm2
90 N/mm2
Bending stress at tensile side
(for net sectional area)
100 N/mm2
90 N/mm2
Bending stress at compressive side
(for gross sectional area)
On condition of
(l/b) ≤ (10/K),
100 N/mm2
On condition of
(l/b) ≤ (10/K),
90 N/mm2
On condition of
(l/b)> (10/K),
100– 0.9 ((Kl/b) – 10)
On condition of
(l/b)> (10/K),
90 – 0.70 ((Kl/b) – 10)
where;
l: distance between fixed points of compressive flange (mm)
b: width of compressive flange (mm)
K =
3+
Aw
2 Ac
Aw: gross sectional area of web plate (mm2)
Ac: gross sectional area of compressive flange (mm2)
In case of (Aw/Ac) < 2, K is taken as 2.
On condition that compressive
flange is directly welded to skin
plate, etc.
100 N/mm2
90 N/mm2
4.
Shear stress
(for net sectional area)
60 N/mm2
30 N/mm2
5.
Bearing stress
150 N/mm2
135 N/mm2
S.7-2-23
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
Note
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
When stainless steel material other than those mentioned in the above table is used, its
allowable tensile stress for normal loading condition shall not exceed 50 percent of the yield
point strength or proofing strength of the steel material used whichever is the least. All other
allowable stresses shall proportionally be computed according to the above table based on
the allowable tensile stresses.
(c)
Steel casting and forging
(unit of stresses: N/mm2)
Allowable Stress
SF440A/SC450
S45C
SCS13
1.
Axial tensile stress
110
170
90
2.
3.
4.
5.
Axial compressive stress
Bending stress
Shear stress
Bearing stress
110
110
65
165
170
170
95
255
90
90
50
135
Note:
When steel material other than those mentioned in the above table is used, its allowable tensile
stress for normal loading condition shall not exceed 50 percent of the minimum yield point
strength or proofing strength of the steel material used, whichever is the least. All other
allowable stresses shall proportionally be computed according to the above table based on the
allowable tensile stresses.
(d)
Brinell hardness of stainless steel
HB: Brinell hardness, HV: Vickers hardness
Steel type
SUS304
Design HB
SUS316
SUS304N2
SUS329J1
SUS329J4L
150
150
200
220
230
187 or less
187 or less
248 or less
277 or less
302 or less
Steel type
SUS410
SUS630S
SUS630H900
SUS630H1025
SUS630H1075
Design HB
N/A
N/A
N/A
N/A
N/A
201 or less
363 or less
375 or more
331 or more
302 or more
Steel type
SUS630H1150
SUS631S
SUS631 RH950
SUS631 TH1050
Design HB
N/A
N/A
N/A
N/A
277 or more
HV 200 or less
HV 392 or more
HV 345 or more
JIS spec. HB
JIS spec. HB
JIS spec. HB
2.4.2
Machine Parts
The allowable design stresses of all mechanical parts of the hoists shall have the following
factors of safety (FS) against the ultimate strength of the steel material for the rated hoist
capacity in normal loading condition:
Material
FS for
tensile stress
FS for
compressive stress
FS for
shearing stress
Rolled steel for general or welded structure
5
5
8.7
Carbon steel forgings
5
5
8.7
Carbon steel for machine structure use
5
5
8.7
Corrosion-resisting steel
5
5
8.7
Carbon steel castings
5
5
8.7
Gray iron casting
10
3.5
17
Bronze castings
8
8
10
Note:
S.7-2-24
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
Unit stress shall in no case exceed ninety (90) percent of the minimum yield point strength or
proofing strength of the material used whichever is the least under the load resulting from the
breakdown or locked-rotor torque of the hoist motor, whichever is greater.
2.4.3
Second Stage Concrete and Non-Shrinkage Mortar
(1) Second stage concrete
The standard of second stage concrete used in the Hydraulic Gate Works shall be the
same as that of the first stage concrete.
The allowable stresses and standards of the second stage concrete in 28 day aging to be
adopted for the detailed design of the Hydraulic Gate Works are as follows,
- Design strength
21 N/mm2
- Allowable compressive stress
5.1 N/mm2
- Allowable shear stress
0.4 N/mm2
- Allowable bending tensile stress
0.3 N/mm2
- Allowable bearing stress
5.9 N/mm2
- Max.size of coarse aggregate
25 mm
- Slump
8±2.5 cm
- Air content
4±1.5 %
- Total chloride content
0.3 kgf/m3 or less
Water-tightness between the first stage and second stage concrete shall be secured.
(2) Non-shrinkage mortar
Non-shrinkage mortar shall be used to avoid deformation & shrinkage of the bases of the
equipment of hoists that is caused by the loads from them and assure the installation
accuracy of the equipment on them.
Mix design of standard type non-shrinkage mortar shall be as follows.
Materials and unit weight (kg)
Cement type
non-shrinkage
grout agent
Sand
Water
Produced
mixture
(liter)
20
20
7.2
21
The standards of non-shrinkage mortar shall be as shown below or equivalent approved by
the Consultant.
Test Item
Standard
Setting time
Start time
Finish time
S.7-2-25
: 1 hour or more
: 10 hours or less
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
2.4.4
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Bleeding
2 hours later after mixing: 2% or less
Liquidity by J14 funnel test
8±2 second
Compressive stress
Bond stress
3day aging
28day aging
28day aging
Shrinkage
Not allowed at 7 day aging
: 25 N/mm2 or more
: 45 N/mm2 or more
: 3 N/mm2 or more
Combined Allowable Stress and Overloading Condition
The allowable stresses in case of overloading condition may be increased by 50 percent than
those for normal loading condition. In no case, however, shall any stress exceed 90 percent of
the minimum yield point strength or proofing strength of the material used, whichever is the least.
The combined stress shall be examined by the following formula as developed by Mises,
Hencky and Huber:
fg = ( fx 2 + 3 × fq 2 )
fg = ( fx 2 + fy 2 − fx × fy + 3 × fq 2 )
Where:
fg:
Combined stress (N/mm2)
fx:
Direct stress (tension is considered as positive) (N/mm2)
fy:
Direct stress acting perpendicular to axis of fx
(tension is considered as positive) (N/mm2)
fq:
Shearing stress (N/mm2)
The allowable stresses for the combined stresses of biaxial or triaxial principal stresses shall not
exceed 110 percent of the allowable axial tensile stress for normal loading condition.
2.5
Minimum Thickness
The thickness of the major structural members shall not be less than the following value
inclusive of corrosion allowance, unless otherwise particularly specified herein:
Parts
-
-
-
-
Min. thickness(mm)
Gate leaves
Steel plate
Shaped steel
Gate guides
Steel plate
Shaped steel
Embedded and fixed parts
Steel plate
Shaped steel
Skin plates
Cover and protection plates for hoist equipments and panels
S.7-2-26
6.0
5.0
6.0
5.0
6.0
5.0
8.0
2.0
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
2.6
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
Critical Slenderness Ratio
The critical slenderness ratio for major compression members shall be less than 120, and 150
for secondary members. The said ratio for tension members may be increased up to 200 and
240 respectively.
2.7
Maximum Deflection
The ratio of deflection against the supporting span of each component of the Hydraulic Gate
Works shall not exceed the following value under the normal design condition:
Component
Max. deflection
Main horizontal beams of gate leaves
1/800
Main horizontal beams of maintenance gate leaves
1/600
Frame for hoisting equipment
1/2,000
Telpher rails
1/1,000
Other beam materials such as inspection stages, etc.
1/600
2.8
Corrosion Allowance
The corrosion allowance for the equipment and structures shall be as follows:
Equipment/Structure
Corrosion Allowance (mm)
Stainless steel Gates
- skin plate
0.0
- all other gate leaf members
0.0
Stoplogs
2.9
- skin plate
1.0
- all other gate leaf members
1.0
Coefficient of Friction
For the purpose of designing the Hydraulic Gate Works, the coefficient of friction shall not be
less than the following value:
Item
Friction confident
Rolling friction of wheel at support part
1.0mm
Sliding friction of plain bearing at support part
0.2
Rolling friction of rolling bearing at support part
0.01
Sliding friction between water-tight rubber and stainless steel
plate in wet condition
0.7
Sliding friction between water-tight rubber and stainless steel
plate in dry condition
1.2
Sliding friction between steels at water-tight part or support part
0.4
Sliding friction between steel and sediment mud
0.4
S.7-2-27
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Helicoids of spindle
2.10
0.2
Helicoids of worm gear at starting
0.06 to 0.10
Helicoids of worm gear in operation
0.03 to 0.06
Friction surface between cast iron and cast iron/cast steel for
brake in dry condition
0.10 to 0.20
Friction surface between cast iron and cast iron/cast steel for
brake in wet condition
0.08 to 0.12
Friction surface between steel plate and cast iron/cast steel for
brake in dry condition
0.15 to 0.20
Friction surface between steel plate and cast iron/cast steel for
brake in wet condition
0.10 to 0.20
Friction surface between bronze and cast iron/cast steel for
brake in wet/dry condition
0.10 to 0.20
Mechanical Efficiency
For the purpose of designing the gates hoists, the mechanical efficiency shall not be more than
the following value:
Parts
Mechanical Efficiency
Sheave with plain bearing
0.95
Sheave with rolling bearing
0.98
Drum with plain bearing
0.95
Drum with rolling bearing
0.98
Spur or Bevel gear with plain bearing per set (open type)
0.95
Spur or Bevel gear with plain bearing per set (oilbath type)
0.97
Cyclo speed reducer
- 1 stage reduction ratio 1/59 - 1/11
0.80 to 0.85
- 1 stage reduction ratio 1/121 – 1/87
0.65 to 0.75
Worm speed reducer
- 1 stage reduction
0.37 to 0.59
- 2 stage reduction
0.35 to 0.57
- 3 stage reduction
0.34 to 0.56
Helical speed reducer
- 3 stage reduction
0.82 to 0.96
- 4 stage reduction
0.80 to 0.94
- 5 stage reduction
0.77 to 0.93
Sprocket by chain driving
0.95
Rack and pinion gear
0.90
S.7-2-28
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
Total mechanical efficiency of sheaves shall be calculated by the following formula:
(a)
In case that the number of sheaves is odd
Ef =
T=
(b)
k n+1 − 1
(n + 1) × k n × (k − 1)
Q
(n + 1) × Ef
In case that the number of sheaves is even
Ef =
T=
kn − 1
n × k n × (k − 1)
Q
n × Ef
where,
2.11
Ef
:
total mechanical efficiency of sheaves
n
:
number of sheaves
k
:
1/e
e
:
mechanical efficiency of each sheave
Q
:
design hoisting load (kN)
T
:
winding load of wire rope (kN)
Mechanical Equipment and Parts
The mechanical equipment and parts for the Hydraulic Gate Works shall conform to the
following requirements unless otherwise specifically mentioned:
2.11.1
Gearing
All gears shall be machine cut by hobbing, from solid blanks and, wherever possible, they shall
be a forced fit on their shafts. The minimum requirements for materials are as follows:
Wheels
Rolled or forged steel
Pinions
Rolled or forged steel
Worm Wheels
Steel with bronze rims
Worms
Steel or forged steel
Where worm gearing is used as a first motion drive, it shall be designed to have the same load
and time rating as the driving motor and to have oil tight removable housings with lubrication oil
plug, drain cock, vapor outlet and oil level indicator. The temperature rise of the oil bath, when
measured by thermometer, shall not exceed 40 degrees Celsius.
All gear wheels and pinions shall be completely covered by steel or other metal guards, unless
effectively guarded by adjacent structures for safety.
S.7-2-29
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Keys in gear trains shall be so fitted and secured that they cannot work loose.
2.11.2
Wire Ropes, Drums and Sheaves
The hoisting wire rope, except where otherwise noted, shall be of stainless steel S304, flexible
and JIS G 3557 6 x 37 SB or equivalent.
The hoisting wire rope shall be processed with pretension/stretching. In the pretension process,
the wire ropes shall be retained by 40% of the breaking strength during 30 minutes and this
process shall be repeated twice.
The factor of safety of the hoisting wire ropes to the rated hoisting load of stationary hoist,
including gantry crane, and commercial telpher hoist shall be not be less than eight (8) and five
(5) respectively in normal loading conditions. The hoisting rope shall withstand the load due to
maximum hoist motor torque, without exceeding ninety (90) percent of the breaking strength.
The rope systems shall be equalized and arrangements entailing reverse bends shall be
avoided wherever possible.
Rope drums shall be cast steel or fabricated steel with machined grooves. Paired rope drums
shall have the same diameter to the bottom of the groove. The peak edges of grooves shall be
rounded and the surface of groove shall be smooth machined with an adequate depth. Drums
shall have sufficient width to wrap the full length of rope, and have approximately one (1) groove
spare when the gate is in the highest possible position, and three (3) dead wraps when the gate
is in fully closed position.
The rope end shall be secured to the outside of the drum by means of a clamp or other
approved means. The fastening shall be easily accessible to facilitate rope removal or
replacement.
The minimum pitch circle diameter of rope drums and sheaves shall be 19D and 17D for 6 x 37
construction rope, respectively, where D is the diameter of the rope. The minimum pitch
diameter of equalizer sheave shall be not less than 10D. Number of wound layer of the hoisting
rope on drum shall not exceed two (2). Fleet angles for grooved rope drums and sheaves shall
not exceed four (4) degrees for first wound layer and two (2) degrees for multiple wound layers.
Rope sheaves shall be Vee-grooved with an included angle of fifty-two (52) degrees and groove
depth equal to 1.5 times the rope diameter. The groove diameter shall be slightly in excess of
the rope diameter to prevent pinching.
Spring and striker type slack rope detecting switches shall be provided for each wire rope end of
all stationary type hoists, including gantry crane.
Drums of hoists shall be completely covered by steel or other metal guards, unless effectively
guarded by adjacent structures for safety.
2.11.3
Couplings
Flexible chain or gear type couplings with means for field adjustment shall be provided where
drive shafts are required to be connected.
2.11.4
Bearings
Bronze bushed bearings shall be used for all low speed shafts, and high speed ball or wheel
bearings shall be used for all other locations.
Shafts and bearings shall be proportioned so that the length does not exceed one and one half
times the shaft diameter for bronze bearings not so as to exceed an allowable bearing stress at
the projected area.
S.7-2-30
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
2.11.5
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
Keys and Keyways
Keys and keyways shall be designed in accordance with the relevant standards. Where taper
keys are used, they shall be provided with a gig head or other suitable provisions to facilitate
withdrawal. Feather keys shall be secured in position by means of counter-sunk screws through
the key.
2.11.6
Dowels
Gear boxes and bearings which have to align accurately shall be retained in position by means
of fitted dowels during assembly.
2.11.7
Manual Operating Devices
The manual operation device shall be provided to stationary type gate hoists. The operation
force on the manual operating device shall be less than 100 N under normal design condition.
The diameter of the handle shall be 600 millimeters in maximum which shall be located at
approximately 0.90 meter in height from the operation deck.
2.11.8
Structural Base Frames of Hoist
The structural base frame of hoist shall be of all welded steel construction using rolled structural
shapes and plates. Necessary anchor bolts and nuts for the base frames shall be supplied by
the Contractor.
2.11.9
Torque Shafts
The torque shafts shall be finished commercial steel shafting. The diameter of the shafts shall
not be less than 50 millimeters. The distortion angle shall not exceed 0.25-deg./m for the rated
design torque.
2.11.10
Hoist Spindles
The spindles shall have a round shape with minimum diameter of 50 mm or rack shape and
shall be made of corrosion resisting steel which shall be machine-cut with square or trapezoidal
thread or rack gear shape or welded with pin rack shape at the necessary length. Spindle
covers shall be provided to protect spindles from dust, dirt and rain.
2.11.11
Spindle Supports
The spindle supports for each hoist mechanism shall be provided at proper position(s) to avoid
the buckling of spindle due to over-lowering force of hoists under the gate jammed in fully
closed position. The support shall be removable to permit drawing out the gate from hoist deck
opening. Corrosion resisting steel bolts, nuts and washers shall be used for fixture of the
support.
2.11.12
Mechanical Position Indicators
The mechanical type position indicators, except where otherwise noted, shall be mounted on
each hoist mechanism, and shall be of an easily readable dial type to rotate about 300 degrees
for full travel. The dial plate shall be of stainless steel or brass with engraved graduation, and
main parts of the indicators shall be made of anti-corrosive materials which shall be housed in a
dust-tight and weather-proof enclosure. The indicators shall be capable of reading accurate
vertical height of the equipment opening by 1.0 cm. The mechanical position indicators
S.7-2-31
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
equipped on the hoist shall be of the two-pointers type for the gate with its hoisting height more
than 6.5 meters.
The rope end shall be secured to the outside of the drum by means of a clamp or other.
2.11.13
Floor and Cover Plate
Floor and cover plate shall be of an approved raised pattern. All edges of plate shall be planed
and joints shall be cut so as to maintain continuity of pattern.
2.12
Electrical Equipment and Parts
The electrical equipment and parts for the Hydraulic Gate Works shall conform to the
requirements herein unless otherwise specifically mentioned.
2.12.1
Electric Motors for Hoists
All motors for hoists shall be of 380V × 3 phase × 50Hz horizontal shaft, high starting torque,
low starting current, squirrel cage, induction type, designed for full voltage starting, weatherproof and totally enclosed. Wound rotor motors will be accepted only if a squirrel cage type
would not be satisfactory for the duty.
The insulation for the motors shall be decided by the capacity in accordance with JIS C 4210 or
other equivalent standard, and its rating shall be continuous for stationary hoist, including gantry
crane and minimum thirty (30) minutes for the others at 40 degrees Celsius ambient
temperature. The cable terminal boxes shall be provided with stud-type connectors.
The capacity of motor shall be examined with the following equation, and the rated motor
capacity shall be more than 100 percent of that calculated based on the maximum hoisting
loads, which will occur during starting, raising and lowering operation of the gate or equipment.
The starting torque of the motor shall be 200% or more of its rated torque while the maximum
torque thereof shall be 300 % or less of its rated torque.
Pm =
W×V
60.0 × η
where,
Pm :
W
:
Output of motor (kW)
Maximum hoisting load (kN), selected under the most adverse combination
of loads which shall be calculated with the given friction coefficients and
operating conditions
V
:
Hoisting speed (m/min.)
η
:
Total efficiency of hoist
Windings and connections shall be suitably impregnated to render them moisture-proof, nonhygroscopic and unaffected by conducting dust.
All motor bearings shall be of the ball or wheel type with an inner grease seal to prevent grease
from entering the winding. Bearing housings shall be fitted with a “ball in head” grease fitting
and a removable plug for the escape of grease.
2.12.2
Brakes for Wire Rope Winched Hoists.
S.7-2-32
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
Two (2) systems of brake shall be provided for all wire rope winched hoists.
Electromagnetic brakes shall be mounted on all hoisting motors. The braking torque shall not
be less than 150 percent of the rated torque of the motor. The brakes shall actuate
automatically when the power supply is cut off and shall allow hand liberation upon power failure.
The brake enclosure shall be weather-proof with convenient access for maintenance.
Electro hydraulic thruster brakes shall be provided for all hoists in addition to the motor brakes
unless the self-lock speed reducers are incorporated into the hoists. The electro hydraulic
thruster brakes shall be housed within a dust/rain proof steel box.
2.12.3
Electric Cables and Wiring
All cables/wiring between the distribution panel, control cubicles, motors, limit switches etc.,
shall be with multi-core copper, cross-linked polyethylene insulated, PVC sheathed (Type CV),
600-volt grade cable. There shall be no splices in the wires or cables and all connections shall
be made only at terminal blocks or studs.
All power and control cable conductors shall be of copper and have a minimum cross-sectional
area of 2.0 square millimeters unless otherwise specifically specified in these Specifications.
Single strand conductor shall not be accepted.
Compression type terminal shall be used and ring number identification shall be put at both
ends of the cables.
2.12.4
Motor Starters
All starters shall be suitable for direct-on-line starting of motors, provided with 3-phase over
current relays with manual resetting, open-phase relays and reverse-phase release feature.
Over current relays shall be field adjustable to correspond with the rated full load currents of the
motors. Backup protection shall be provided with high rupturing capacity molded case circuit
breakers with operating handles lockable in “off” position.
The magnetic contactors for motors shall have the rated current capacity more than 150%
against the rated current of motors, and have the life of switching operations more than 1 million
times in electrical and more than 10 million times in mechanical.
2.12.5
Control Cabinets and Panels
Control cabinet and panels shall be of sheet steel with minimum thickness of 2.3 millimeters, of
rigid, self-supporting construction and supplied with channel bases.
All indicators such as meters and lights shall be visible from outside without opening the doors
and/or windows which shall have integral lock and master key. Cabinets and panels shall be
completely enclosed and shall be of weather, dust and vermin-proof construction for outdoor
use, while dust and vermin-proof construction for indoor use.
The cables and wiring shall enter from bottom side of cabinets and panels. Removable gland
plates shall be supplied and located to provide adequate working clearance for the termination
of cables. Under no circumstances the floor/roof plate shall be used as a gland plate.
Space heating elements with thermostatic control switch shall be included in each cabinet/panel.
The instrument and control wiring including all electrical interlocks and interconnecting wiring
between sections, shall be completely installed and connected to terminal blocks by the
Contractor.
S.7-2-33
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
The arrangement of control and protection devices on the cabinets/panels and the exterior finish
of the panels shall be subject to the approval of the Consultant.
2.12.6
Power Distribution Boards and Panels
Power distribution boards and panel shall be of sheet steel with minimum thickness of 2.3
millimeters, of rigid, self-supporting or wall mounted construction.
The board/panel shall be completely enclosed and shall be of weather, dust and vermin-proof
construction for outdoor use, while dust and vermin-proof construction for indoor use. The
cables and wiring shall enter from bottom side of the board/panel.
Space heating elements with thermostatic control switch shall be included in each board/panel.
The distribution boards/panels shall contain the molded case circuit breakers adequate in
capacity and in numbers required for the equipment, including spares.
The source pilot lights shall be provided and visible from outside without opening the doors
and/or windows which shall have integral lock and master key.
2.12.7
Electrical Conduits
Steel rigid and/or flexible conduits shall be used for the cable/wiring between the control panels
and electrical equipment. The steel rigid conduits shall be galvanized inside and outside and of
a minimum thickness of 2.3 millimeters and have a minimum inside diameter of 16 millimeters.
2.12.8
Enclosures
Motor enclosures shall be weatherproof and totally enclosed.
equipment shall dust-proof, weatherproof and vermin-proof.
2.12.9
Enclosures for all other
Convenience Outlets
Convenience outlets shall be of 2-pin with scraping earth or 3-pin type rated for 15 amps at 230
volts, suitable for American pattern plug. Outlets shall be in weatherproof enclosure or suitably
protected from weather.
2.12.10
Limit Switches
The limit switches shall be of arm deflection detecting type with weatherproof enclosures and
shall be mounted suitable for easy adjustment and protection from vandalism, and for rigidly
locking in position after being adjusted. They shall be of heavy-duty rating and shall have
corrosion-resisting steel rotating parts and permanently lubricated bearings. They shall allow
the arm to be fully deflected by the operator without damage to the switch.
The limit switches shall have the life of switching operations more than 0.5 million times in
electrical and more than 5 million times in mechanical.
2.12.11
Indicating Lamps
All indicating lamps shall be of light emitting diode (LED) with square shape colored plastic
lenses type for long life and service under conditions of shock, vibration and rough handling. All
indicating lamps on outdoor cubicles shall be visible under daylight. The name plates shall be
indicated on the colored plastic lenses with transparent plastic films.
The indicating lamps shall be grouped into normal, trouble and other status indications and
neatly be arranged on the panels.
S.7-2-34
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
2.12.12
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
Lighting Fixtures
Fluorescent lighting fixtures with complete fittings for A.C. 230 volt, 50 Hz sources and a ballast
or ballasts of high power factor shall be provided within the control and distribution panels other
than wall mounted panels.
Incandescent lighting fixtures shall have lamp holders in accordance with the local standards.
Special care shall be exercised on selection of fixtures so that illumination of the lamp is not
obstructed by accumulation of insects and dust.
2.12.13
Electrical Relays
Electrical relays for controls and alarm purposes and auxiliary relays for protection circuits shall
be of the plug-in type and the plug-in connections shall be made and broken by pressure
contacts. Alternatively, the Consultant may approve the use of plug-in trays containing groups
of relays.
Relays shall be provided with non-flammable dust and moisture-proof cases.
Relay contacts shall be adequately rated for the service conditions. Relay coils shall be
continuously rated whether the control scheme requires them to be continuously energized or
not. The relays shall have the life of switching operations more than 1 million times in electrical
and more than 10 million times in mechanical.
At least one spare normally open contact and one spare normally closed contact shall be
provided on each relay in addition to the contacts required by the control scheme.
2.12.14
Terminal Strips
Terminal strips shall be of double stud and 2-hole solid link design with the studs molded into an
insulating base. Pinch-type terminal blocks and slotted links are not acceptable. Studs shall be
of brass and 6 millimeters diameter except that studs of 4.7 millimeters diameter in corrosionresisting steel or phosphor-bronze may be approved.
Terminal strips shall be arranged in vertical rows not less than 225 millimeters above floor level.
Sufficient terminals shall be provided on each item of equipment to permit the connection of all
incoming cable cores plus 10 percent spare terminals.
Removable transparent insulating covers shall be provided over all terminals. An insulating
barrier shall be provided between adjacent pairs of studs.
2.12.15
Indicating Instruments
All instruments and meters shall have approximately 110 millimeters dial and shall be heavyduty, dust-proof, industrial type suitable for extreme shock and severe vibration applications.
Instruments on cabinets shall be flush mounted and provided with narrow bezels. The bezels
shall have a uniform high grade finish.
All instruments scales shall be of wide angle type clearly printed in black figures and divisions
on white background. The figures and units shall be clearly marked on the instrument dial in
black capital letters. The names or marks of the instrument's manufacturer and other printing
which may interfere with the clear observation of the reading shall not be printed on dials.
Initials or similar markings may however be acceptable in case they are indicated unobtrusively
on dial plates, subject to approval of the Consultant.
S.7-2-35
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Unless otherwise specified or approved, all instruments shall have circular scales with a total
deflection of not less than 240 degrees.
Normal working indication shall be at a point corresponding to approximately 75 percent of full
scale deflection. Scales shall be provided with red-colored marks at points corresponding to the
normal working values (or full-load current of the equipment in case of ammeters) and as
approved.
The scales for ammeters in motor circuits shall be suppressed so that 20 percent of full scale
deflection (F.S.D.) occurs at about 40 percent full load current (F.L.C.) and 90 percent of F.S.D.
at about 120 percent F.L.C. The scale shall be approximately linear in the range 40 percent to
120 percent and compressed above 90 percent F.S.D. to indicate 6 times F.L.C. at 100 percent
F.S.D.
Devices for routine checking, zero adjustment and re-calibration shall be easily accessible from
the front of the cabinets. Where such devices are not included in the instrument case they shall
be flush mounted on the cabinets adjacent to the associated instruments, so that adjustments
can be made conveniently while watching the indicator.
2.12.16
Equipment Wiring and Wiring Accessories
All connections within equipment enclosures and all inter-cabinet wiring voltages shall not
greater than 600 V nominal. All wiring shall be carried out in accordance with wiring diagrams
so that the arrangement of the wiring is consistent throughout the equipment and identical for
those parts of the equipment performing the same duties.
Wiring diagrams shall be drawn viewing from the wiring side of the cabinet and shall show all
terminals on selector switches, relays, contactors, terminal blocks, etc., in their correct relative
positions. Terminal blocks shall be arranged to show in vertical rows and all wiring to those
blocks shall be arranged to run in numerical order from top to bottom.
Wiring shall be neatly and securely bunched or cleated, and enclosed in ducts, or conduits or
supported on trays and run in the most efficient manner from point to point. The bunching of
wiring shall be kept in bunched condition by means of strips of special plastic ribbon material at
suitable intervals. Lacing or wire bunches with textile plastic cord or metal buckle type clips will
not be accepted. Wherever wiring is cleated to metal surfaces, it shall be insulated from the
metal surface and shall be cleated by means of insulated straps. All wiring shall be left
sufficiently long and neatly looped to allow a fresh termination to be made in case of original
termination device being broken off.
Circuit of similar nature shall be grouped together and terminal block terminals in A.C. circuit
shall be segregated and fully shrouded to prevent accidental contact with live parts.
All secondary wiring shall employ conductors having a minimum cross-sectional area of 2.0
mm2 and consisting of tinned copper wire. Internal wiring of miniaturized and solid state
equipment may use flexible conductors having a minimum size of 50/0.18 mm where wiring is
made off clamping type terminals and 30/0.18 mm where the termination is made by soldering.
Current transformer secondary circuits shall be run with the conductor route length as short as
possible. The burden of the leads associated with current transformers and protective relays
shall be sufficiently low to ensure correct operation of the protection under all conditions and this
may require a cross-section of conductor greater than 2.0 mm2.
The standard phase arrangement when facing the front of the panel shall be R-S-T-N, and R-NS from left to right, from top to bottom, and front to back for A.C. three-phase and single-phase
circuits and N-P from left to right, P-N from top to bottom and front to back for D.C. polarity. All
relays, instruments, other devices, buses and equipment involving three-phase circuit shall be
arranged and connected in accordance with the standard phase arrangement where possible.
S.7-2-36
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
All wires shall be colored as follows in order to identify phase and polarity.
Phase and Polarity
Description
Color
Three phase 4 wire
First phase
Red
Second phase
Black
Third phase
Blue
Neutral phase
White
First phase
Red
Grounding side second phase
or Neutral phase
White
Non-grounding second phase
Black
Single phase 2 wire
Ground conductor
Direct current
Item
Green, or yellow-green
Positive
Red
Negative
Blue
Description
Color
Main circuit
Control circuit
3.
3.1
Yellow and black
A.C.
Yellow
D.C.
Yellow
Voltage transformer
Yellow
Current transformer
Yellow
Ground conductor
Green
FIXED WHEEL (ROLLER) GATES AND HOISTS
General
Three (3) complete sets of plate-girder structure stainless steel fixed wheel (roller) gate leaves,
stainless steel gate guides, motorized gate hoists, controls and appurtenant equipment
complete with all the necessary accessories shall be designed, manufactured, transported,
erected, installed and tested in the Canals of Han Tra and Kra Mang by the Contractor under
this Contract.
The new floodgates shall be used for preventing the reverse flow from the Pasak River during
flood season while these gates keep opened during non-flood season.
The general data for the design of the fixed wheel gates are given in Sub-clause 3.3 “Design
Data” herein and these data shall be fixed and may not be altered.
The overall arrangement of the floodgates shall be as shown on the attached Drawings.
3.2
Design Stresses
The design stresses shall conform to those specified in Clause 2 “Design Criteria and
Particulars” of the specifications.
3.3
Design Data
S.7-2-37
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
The gate leaves, gate guides and hoists shall be designed by the Contractor for the following
design conditions.
3.3.1
General Data
Kra Mang Floodgate
(1) Quantities to be procured
Gate leaves:
3 sets
Gate guides:
3 sets
Hoists:
3 sets
Control and wiring:
1 lot
(2) Gate
Type:
Plate-girder structure stainless steel fixed wheel gate
Clear span:
6.0 m
Effective height:
5.1 m
Water levels at upstream
High Water Level (HWL):
EL. +3.5 m MSL
Low Water Level (LWL):
EL. +0.5 m MSL
Water levels at downstream
High Water Level (HWL):
EL. +6.0 m MSL
Low Water Level (LWL):
EL. +0.5 m MSL
Sill elevation:
EL. -0.5 m MSL
Design head
Downstream water level:
EL. +6.0 m MSL
High Water Level (HWL)
Upstream water level:
EL. +0.5 m MSL
Low Water Level (LWL)
Sealing method:
Curtain-walled four (4) sided watertight at upstream
Sedimentation:
Not considered in Kra Mang canal
Ground subsidence:
Not considered
Type:
Wire rope winched 1 motor 2 drum type hoist
(3) Hoist
S.7-2-38
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
Water level at opening operation
Downstream water level:
EL.+2.5 m MSL
Upstream water level:
EL.+3.5 m MSL
Water level at closing operation
Downstream water level:
EL. +6.5 m MSL
Upstream water level:
EL. +3.5 m MSL
Hoisting speed:
0.3 m/min at ordinary time
1.5 m/min at emergency closing
Hoisting height:
5.0m at ordinary time
6.5m at maintenance and emergency
Operation method:
Local
Power source:
380V × 3 phase × 4 wire × 50Hz
Motors:
Weather-proof 380V × 3 phase × 50Hz
squirrel-cage induction motors
not less than 2.2kW
Controls and lightings:
220V × single phase × 50Hz
Speed reducer:
Helical or type approved by the Consultant
Brakes (2 systems):
Electromagnetic motor brakes,
Electro hydraulic thruster brakes or
Self-lock built in speed reducer
Wire rope:
SUS304 6 x 37 SB or equivalent
Han Tra Floodgate
(1) Quantities to be procured
Gate leaves:
3 sets
Gate guides:
3 sets
Hoists:
3 sets
Control and wiring:
1 lot
(2) Gate
Type:
Plate-girder structure stainless steel fixed wheel gate
Clear span:
6.0 m
Effective height:
7.1 m
Water levels at upstream
S.7-2-39
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
High Water Level (HWL):
EL. +3.5 m MSL
Low Water Level (LWL):
EL. +0.5 m MSL
Water levels at downstream
Height Water Level (HWL):
EL. +6.0 m MSL
Low Water Level (LWL):
EL. +0.5 m MSL
Sill elevation:
EL. -2.5 m MSL
Design head
Downstream Water Level:
EL. +6.0 m MSL
High Water Level (HWL)
Upstream water level:
EL. +0.5 m MSL
Low Water Level (LWL)
Sealing method:
Curtain-walled four (4) sided watertight at upstream
Sedimentation:
Not considered in Han Tra canal
Ground subsidence:
Not considered
Type:
Wire rope winched 1 motor 2 drum type hoist
(3) Hoist
Water level at opening operation
Downstream water level:
EL.+2.5 m MSL
Upstream water level:
EL.+3.5 m MSL
Water level at closing operation
Downstream water level:
EL. +6.5 m MSL
Upstream water level:
EL. +3.5 m MSL
Hoisting speed:
0.3 m/min at ordinary time
1.5 m/min at emergency closing
Hoisting height:
7.0m at ordinary time
8.5m at maintenance and emergency
Operation method:
Local
Power source:
380V × 3 phase × 4 wire × 50Hz
Motors:
Weather-proof 380V × 3 phase × 50Hz
squirrel-cage induction motors
not less than 3.0kW
Controls and lightings:
220V × single phase × 50Hz
S.7-2-40
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
Speed reducer:
Helical or type approved by the Consultant
Brakes (2 systems):
Electromagnetic motor brakes,
Electro hydraulic thruster brakes or
Self-lock built in speed reducer
Wire rope:
3.3.2
SUS304 6 x 37 SB or equivalent
Design Loads for Gates
(1) Normal loading condition
Hydrostatic loads
Downstream Water Level:
EL. +6.0 m MSL
Upstream Water Level:
EL. +0.5 m MSL
Dead weight of the gate leaves
Operating load of hoist
(2) Overloading condition during earthquake
Wave height during earthquake at downstream
Kra Mang Floodgate:
0.13 m
Han Tra Floodgate
0.15 m
Dead weight
Dynamic water pressure during earthquake
Inertia force during earthquake
3.3.3
Design Loads for Gate Guides
The load on the gate guides shall be wheel loads and all other loads due to the most adverse
operation of the gate and hoist. The gate guides and anchors shall be capable of transferring
the load of the wheels, seals, side wheels of the gate to the concrete structure.
3.3.4
Design Loads for Hoist
The hoist shall be designed to raise, lower and hold the gate in any position between fully
closed position and fully raised position.
The rated capacity of the hoist shall be adequate to raise and lower the gate at the specified
speed under the following combination of loads:
(1) Normal loading conditions
Dead weight of the gate
Frictional force of main wheel if any
S.7-2-41
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Friction force of rubber seals
Down-pull force acting on the gate bottom
Buoyancy
(2) Overloading conditions
The load resulting from the breakdown or locked rotor torque of the hoist motor, or resulting
from the manual operation on the operating handle.
3.4
3.4.1
Details of Gates
General
The gates shall consist of skin plate, main beams, main wheels, side wheels, seals, sheaves
and all other necessary components. The gate leaf shall properly be divided into several blocks
by vertical and horizontal joints to meet the limits of transportation. The blocks shall be
assembled into a few horizontal sections at erection site or field shop by welding or high tensile
strength reamer bolt connection.
Seal weld shall be made at the vertical joints of skin plate. Each horizontal section shall be
connected by hinge pins at end beam and vertical girders to form one gate leaf assembly. The
horizontal joint of skin plate shall be sealed by means of welding or O-type rubber seals or other
type of seals to complete water tight. The gates shall be of all continuous welded construction
except the horizontal joints between each horizontal unit and high tensile strength reamer bolt
connection.
All cuttings, chamfering and other necessary preparations of each part for field connection
purpose shall be done at the Contractor’s workshop.
The centralized lubrication system shall be provided so as to lubricate all bearings from each
grease nipple mounted on the top of gate leaf by means of grease gun.
Adequate temporary jigs and steel frame works shall be provided to hold the gates rigidly in
proper positions during field erection.
The details of construction of the gates, not specified herein, shall be made by the Contractor
upon approval of the Consultant.
3.4.2
Skin Plate
The skin plate shall be at the upstream side of the gate. The skin plate shall be of stainless steel
SUS 304 and welded to the main beams, vertical girders, end beams, etc., by continuous
welding.
3.4.3
Main Beams
The main horizontal beams shall be of shape steel or built-up plate girder construction.
Provision shall be made to drain water from the main beams.
3.4.4
Main Wheels
Each wheel assembly shall be of saddle support construction and consist of wheel, shaft,
bearing and other necessary components. The wheel shall be stainless steel SUS 630 or other
approved materials by the Consultant.
S.7-2-42
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The contact surface of wheel shall be slightly crowned to accommodate gate deflection under
loading condition. The wheels shall be machine finished and have the hardness value rather
lower than that of the main track plate surface of the gate guides.
The wheel shaft shall be stainless steel SUS 304 or other approved materials by the Consultant
with lubricating system. The shaft shall have an eccentricity of 3.0 millimeters to allow easy
adjustment of wheel alignment at the site to ensure that all wheel treads bear the hydraulic
loads equally on the wheel tracks.
3.4.5
Side Wheels
Two (2) side wheels shall be provided on each end beam to limit the lateral movement of the
gate. The side wheels shall be of SUS 304 and provided with corrosion-resisting steel pins and
self-lubricating metal bushing with lubricating system and location washers. If the wheels are
flanged to restrain the gate from moving in watercourse direction, bushings inserted in the
wheels shall have an integral thrust shoulder to transmit the resulting load.
Each wheel and pin shall be designed to the load of ten (10) percent of the gate weight and
shall withstand the imposed load due to the gate becoming jammed in the gate frame.
3.4.6
Seals
The gate seals shall be of the flat bar shapes clamped to the upstream surface of the skin plate
using stainless steel bars, bolts, nuts and washers. The P-type (or J-type) rubber seals shall be
provided on the downstream surface of the gate leaf so as to minimize water leakage while
water level at the downstream is higher than the one at upstream. The seals shall be spliced at
the corners to provide a single continuous seal. The tensile strength of all splices shall not be
less than fifty (50) percent of tensile strength of the unspliced material.
3.4.7
Sheave Assembly
The sheave assembly comprising a corrosion-resisting steel pins, Vee-grooved sheave and selflubricating bearings with lubricating system shall be furnished on top of the gate leaf. The
attachments shall be provided to ensure that the wire ropes cannot detach from the sheave
grooves in case that the wire rope goes slack.
3.4.8
Tolerances
The gate leaf shall be accurately fabricated and installed with the following tolerances:
Points to be measured
Tolerances (mm)
Gate width
+5
Gate height
+5
Gate depth
+3
Diagonal length difference
10
Distance between side wheel treads
+5
Distance between main wheel centers
+5
Distance between sheave centers
+5
Distance between seal rubbers
+5
Position of side wheels
+5
Distance between lifting pins
+5
S.7-2-43
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Flatness of skin plate bottom edge
+2
The tolerances not specified herein shall be determined by the Contractor, subject to approval
by the Consultant.
3.5
3.5.1
Detail of Gate Guides
General
The gate guide shall consist of wheel rails, wheel tracks, sealing plates, sill beams, side wheel
tracks, guide plates and all other necessary components for satisfactory operation of the gates.
The stainless steel plates shall be attached to all exposed surfaces of the gate guide to avoid
excessive wear thereof. The gate guides shall be provided up to the position at elevation as
shown on the Drawings.
The details of construction of the gate guides, not specified herein, shall be made by the
Contractor upon approval of the Consultant.
3.5.2
Sill Beams
The sill beams shall be straight and true flat for providing a close fit with the bottom of the gate
leaf. The sill beams shall consist of H-shape beam and stainless steel seal plate.
The sealing surface of the sill beams shall be connected to the side guide plates at the bottom
corners to form a continuous seal with the seal rubbers of gate leaf. The seal weld shall be
made for the seal plates at the corners and shall be ground finish.
3.5.3
Wheel Rail and Wheel Track
The wheel rails shall be provided at the upstream side of the gate slots to transfer the wheel
loads to the concrete structures. The wheel rails shall be provided with the wheel tracks made
of stainless steel, and its surfaces shall be machine finished to true flat. The wheel rails shall be
I or H-shape steel or built-up plate girder construction.
The wheel tracks shall have the hardness rather higher than that of the contact surface of main
wheels of the gate to prevent excessive wear.
3.5.4
Side Wheel Track
The side wheel tracks, which are otherwise as the guide plates, shall be provided at the
downstream side of the gate slots to transfer the wheel loads of the side wheels to the concrete
structures.
The side wheel tracks shall have ample strength to resist the load from the side wheels of the
gates. The assembled side wheel track shall be straight over their entire length and no offset
shall exist at joints. The side wheel tracks shall be square shape and made of stainless steel
SUS304.
3.5.5
Lintel Beams
The lintel beams shall be embedded in the second stage concrete made on the curtain wall.
The lintel beams shall be true to form and free from twist and warp to provide a complete
watertight with the gate rubber seal. The lintel beams shall be I or H-shape of steel with
stainless steel guide plate.
3.5.6
Tolerances
S.7-2-44
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The gate guide shall be accurately fabricated and installed within the following tolerances:
Points to be measured
Tolerances (mm)
Clear span
+5
Sealing span
+5
Distance between sealing and wheel track face
+1
Distance between centers of main wheel tracks
+5
Height of gate guides
+5
Distance between centers of side wheel tracks
+5
Flatness of seal plate surface
+0.5/m
Straightness of seal plates
+1
Flatness of main wheel track surface
Straightness of main wheel tracks
+0.5/m
+1
Flatness of guide plate surface
+0.5/m
Straightness of guide plates
+1
The tolerances not specified herein shall be determined by the Contractor, subject to approval
by the Consultant.
3.6
3.6.1
Hoists
General
The hoist shall be of the 1-drum and 2-motor of wire rope lift stationary type suitably mounted on
the hoist base frames at the floodway structure, to raise, lower and hold the floodgate.
3.6.2
Hoists
The hoist shall consist of steel base framework and steel housing, mechanical equipment, i.e.,
stainless steel wire ropes, rope sheaves, rope ends with detecting devices, a hoist drum, open
speed reduction gear sets, speed reducer, bearings, torque shafts, couplings, supporting
brackets, manual operating device, mechanical position indicator, central lubrication system,
and electrical equipment such as electromagnetic brake mounted motor, limit switches, and all
other necessary components for safe, proper and efficient operation of the gate.
Hoist drum and open gears shall be enclosed in the steel plate housing to protect operator from
the danger. Provision shall be made on the steel housing for supply of lubricant and for visual
inspection without removal of the steel plate housing.
The closed speed reducer shall be of helical gear reducer or other type, approved by the
Consultant, which is rationally arranged on the operation deck and gives the performance set for
in these Specifications. The electric motor shall be provided with electro-magnetic brake.
The frame works shall of all welded construction using rolled structural shapes or built-up
shapes, and rigidly be fixed to the anchors set by other contractor in primary concrete on the
hoist deck.
The hoist shall be designed to withstand the maximum hoisting load at the specified allowable
unit stresses and the factor of safety.
S.7-2-45
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
The mechanical and electrical components shall conform to those specified in Sub-clauses 2.11
“Mechanical Equipment and Parts” and 2.12 “Electrical Equipment and Parts”.
The details of construction of the hoists, not specified herein, shall be made by the Contractor
upon approval of the Consultant.
3.7
Wiring and Control Panels
3.7.1
General
Each hoist for the gate shall be operated through a local control panel. The hoist shall be
capable of raising,lowering and holding the gate by the corresponding push button switches on
the control cabinet. A safety-interlock system shall be considered by the Contractor to limit the
gate operation to condition only a gate can be started while another gate is running.
The following limit switches shall be provided on each hoist for proper operation of the gate:
-
“Fully Opened” and “Fully Closed” limit switches to stop the gate at the respective
restricted positions,
-
“Over torque” limit switch to stop the hoist if the torque exceed the rated torque in
opening and closing operation
-
“Manual operation” interlocking limit switch to de-energize the electric control circuit
-
“Wire rope slag” limit switches to stop the gate
3.7.2
Wiring
The power and control cables and/or wires with all necessary conduits and accessories from the
main distribution panel in the control house to the respective electrical equipment, which are
necessary for the required proper operation of the gates, shall be supplied and installed by the
Contractor. The main distribution panel shall be supplied and installed by the Contractor in
another clause in the Specifications.
3.7.3
Control Panels
(1) General
The Contractor shall supply and install a local control panel for each floodgate on the hoist
deck and two (2) sets of water level detectors at up and downstream sides of the Barrage.
The local control panel shall be weather proof construction of outdoor type.
(2) Local control panel
The following instruments, meter, switches shall be provided on or inside the local control
panel, but shall not be limited to;
- Earth leakage relay,
- Surge absorber for incoming main power source,
- Incoming supply molded case circuit breaker (MCCB) lockable in “OFF” position,
- Starter of motor,
- Motor protection relay,
- MCCBs to protect the motor and other circuits,
S.7-2-46
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
- Source volt meter,
- Load ampere meter,
- Starter for motor with protection relays,
- 220V convenience outlet,
- Space heater with thermostat control switch and main on-off switch,
- Fluorescent light with door switch and main on-off switch,
- Push button switches for:
Gate open
Gate close
Gate stop
Test lamp for inspection of all indicating lamps
- Indicating lamps for:
Power source
De-energized
Gate full opened
Gate full closed
Gate full opening
Gate full closing
Earth leakage
Motor overload
Motor over-torque
Rope slack indication
- Other necessary MCCBs, relays, magnetic contactors, switches and miscellaneous
wiring components.
All indicators such as meters and lamps shall be visible from outside without opening the
keyed doors or windows.
(3) Gate position indicators
One (1) electric gate position indicator shall be provided as following table on each gate
hoist in order to read the gate opening respectively.
- Quantity
1 set per gate hoist
- Opening detection method
by detecting the rotation of hoist
- Type
Synchro transmitter
- Display in receiver
Analog
- Measurement range
Gate sill elevation to gate maintenance elevation
- Accuracy
±5 cm or higher
- Power source
220V × single phase × 50Hz
The synchro transmitter and receiver shall be housed in a weather-proof enclosure.
S.7-2-47
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
(4) Water level detectors and paperless data logger with memory card
Two (2) sets of pressure type water level detectors with connector terminal and hollow
cable, and one (1) set of paperless data logger with memory card shall be provided for Kra
Mang and Han Tra Floodgates respectively.
The connector terminal shall be housed in a steel made box against vandalism.
The pressure type water level detector and its hollow cable shall be installed in the
corrosion-resisting wave protective steel pipe.
The paperless data logger with memory card shall be housed in one (1) of the local control
panel.
The water levels detected by the water level detectors shall be indicated by “EL. m MSL”
with the paperless data logger and its data shall be saved in the memory card. The data
logger shall be capable of reading the exact water level by 1.0 cm with an accuracy of plus
or minus 1.0 cm against full range.
The water level detectors shall have the following requirements:
Gauging range
Floodgates
Particular
in m MSL
Kra Mang
Han Tra
Diameter of wave
protective steel pipe
Upstream side
-0.5 to +6.5
100 mm
Downstream side
-0.5 to +6.5
100 mm
Upstream side
-2.5 to +6.5
100 mm
Downstream side
-2.5 to +6.5
100 mm
(5) Alarm Equipment
One (1) set of alarm equipment consisting of buzzer and reset button, etc. shall be provided
on the local control panel, so that due warning could be given to the gate operators, when
the following relays or limit switches, etc. are actuated:
-
Electrical control de-energized
-
Earth leakage relay
-
Motor protection relay
-
Motor over-torque limit switches
-
Over raised and over lowered limit switches,
-
Slack rope limit switch
-
Sediment trap water level
-
Water levels over EL. +6.0 m MSL at downstream and over EL. +3.5 m MSL at
upstream
The setting water levels for giving buzzer alarm shall readily be adjustable from the front
face of water level indicator and the setting water levels shall be indicated on the front face
with digital figures.
3.8
3.8.1
Shop Assembly and Tests
Gates and Gate Guides
S.7-2-48
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
Each gate including wheels, flap gate, seals, sheaves and side wheels, etc. shall be assembled
at the shop in the approximate position that it will have after installation at the site. While
assembled, the gates shall be checked for dimension, tolerances and accuracy of alignment.
Any error and misalignment discovered shall be promptly corrected.
The main wheel tracks, sill beams, guide plates, side wheel tracks and removable gate guides
with saddles shall be assembled at the shop and all dimensions, flatness, straightness, etc., of
the gate guides shall be checked and any error and misalignment discovered shall be corrected
promptly.
3.8.2
Hoists and Controls
Each hoist shall be completely shop assembled and test for smooth and proper performance.
All units shall be tested at the normal operating speed with the rated load, and closely checked
to ensure that all necessary clearance and tolerance have been provided and that no binding
occurs in any moving part.
All bearing shall be carefully checked up to their saturated temperature rise under the normal
loading condition. All equipment/facilities including temporary wire ropes, power cables,
lubricating grease and oil required for the performance test shall be furnished by the Contractor.
The Contractor shall prepare temporary test tower and dummy loads for such test.
The following items, at least, shall be checked under the rated hoisting load during operation
test of the hoists:
-
Raising and lowering speeds,
-
Voltage and current of electric motor
-
Temperature rise of bearings, motor, and gear reducer,
-
Gear tooth contact,
-
Existence of abnormal noise and vibration,
-
Manual operation of hoist,
-
Operation of limit switches,
-
Accuracy of gate position indicator, and
-
Insulation resistance of control panels.
Any defect, or improper operation discovered shall be corrected and the entire test shall be
repeated to the satisfaction of the Consultant.
In case that the Contractor fabricates the hoist and control panels in different country, tests of
hoists and control panels may be conducted separately.
3.9
Erection, Installation and Tests at Site
3.9.1
Erection and Installation
(1) Gate Guides
The gate guides shall be assembled in the blockouts in accordance with the “Approved
drawings” and the approved installation procedures, and brought to line and grade within
S.7-2-49
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
the tolerances specified and firmly fastened in place.
Necessary devices shall be used to install the gate guides at corresponding accurate
position. Connection between gate guides, anchor materials and the alignment devices
shall be adjustable and firmly tightened to hold the gate guides securely in position while
concrete is being placed in the blockouts. Additional bracing shall be provided where
necessary to ensure the required alignment.
Extreme care shall be taken to ensure that the wheel paths and sealing surfaces lie in a
true plate within the tolerances specified for their entire length. Placement of concrete in
the blockouts shall not proceed until the gate guides have been completely assembled and
secured. During and after concrete placing, alignment and tolerances shall be checked and
remedial action taken if readings indicate that displacement has occurred.
(2) Gates
The gate complete with seals shall be assembled and erected in accordance with the
“Approved drawings” within the tolerances specified. Joints shall be water tight where
required. The rubber seals shall be fixed on each gate leaf and adjusted to have effective
water tightness on the sealing frames of the gate guide.
(3) Hoists and Control
Before assembly, all bearing surfaces, journals, grease and oil grooves shall be carefully
cleaned and lubricated with an approved oil or grease. After assembly, each lubricating
system shall be filled with the approved lubricant furnished by the Contractor.
Each hoist, completes with all accessories, shall be assembled and installed in accordance
with the “Approved drawings” within the tolerances specified. The hoist drums shall be
located and adjusted so that they are in true alignment with the gate sheaves and lifting
lugs of the gate.
Control panels shall be installed in accordance with the “Approved drawings”.
3.9.2
Field Tests and Inspection
After completion of erection and installation work at the site, the Contractor shall perform the
tests to prove satisfactory erection and installation works, in accordance with the approved test
procedures. The test and inspection shall include, but not be limited to:
-
Visual inspection of position and assembly sequence of parts, edge preparation, size,
length and location of welds, and overall finishing,
-
Inspection of satisfactory installation of all components,
-
Inspection of welds by radiographic testing for detecting inner flaws and defects of
welded parts including gate leaves, gate guides and hoists,
-
Inspection by feeler gauge measurement of satisfactory sealing of all seals,
-
Insulation resistance tests of all wiring and electrical connections made at site,
-
Insulation resistance tests of lightning arresters,
-
Check of limit switches, wire rope slack detectors, overload detecting devices, gate
position indicators and control equipment,
-
Check of gear tooth contact,
-
Check of appearance and performance of brakes for hoists,
-
Check of appearance and arrangement of wire ropes,
S.7-2-50
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
-
Existence of abnormal noise and vibration during operation of hoist,
-
Check of looseness and loss of bolts and nuts,
-
Temperature rise of bearings, motor and speed reducer,
-
Measurement of rising and lowering speeds of gates,
-
Check of voltage and current of hoist motor,
-
Check of water level detectors, transmitter and data loggers,
-
Check of appearance and on-off of lighting fixtures, and
-
Check of manual operating of hoist.
Acceptance criteria of the radiographic testing shall be in conformity with 2nd class or higher
stipulated in JIS Z 3104 and 3106 or equivalent such as ISO, EN, BSI and ASTM approved by
the Consultant.
Any defects or improper operation discovered during the test shall be corrected and the entire
test shall be repeated to the satisfaction of the Consultant.
3.10
Commissioning (Acceptance Tests)
After the tests at site have been completed and approved by the Consultant and relevant
structures under other contracts are fully erected and installed, the following inspection shall be
conducted by the Contractor for assessment of their performance as commissioning
(acceptance tests) in the presence of the Client.
Commissioning shall be conducted launching the completed shape of the civil works and the
hydraulic gate works into water of the canals.
(1) Discharging tests
- Measurement of vibration on the piers, columns, operation deck and wing walls
- Measurement of noise around the gate leaves
(2) Water tightness tests
- Leakage measurement through gate seals in wet conditions by filling with water the room
between the maintenance gate leaves and the main gate leaves
Leakage volume exceeding 0.1liter/meter of sealing/second shall not de accepted.
(3) Operation and control tests
- Free opening, closure and stop of gates in any position
- Total closing from totally open position
- Functioning of hand drive mechanism
- Functioning of limit switches, wire rope slack detectors, overload detecting devices, gate
position indicators and control equipment
- Functioning of water level detectors, transmitter and data loggers
- Check of voltage and current of hoist motors at the time gate operation tests
(4) Back-up power source tests
S.7-2-51
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Following item shall be tested when the power supply changes over to the engine generator.
- Free opening, closure and stop of gates in any position
- Total closing from totally open position
- Functioning of water level detectors, transmitter and data loggers
- Check of voltage and current of hoist motors at the time gate operation tests
Any defects or improper operation discovered at the commissioning shall be corrected by the
Contractor and the entire tests shall be repeated to the satisfaction of the Client and the
Consultant.
4.
4.1
STOPLOGS (MAINTENANCE GATES) AND HOISTS
General
Telpher rails, plate-girder structure steel slide gate leaves, stainless steel gate guides, lifting
beams, chain hoists and appurtenant equipment with all the necessary accessories, shall be
designed, manufactured, transported, erected, installed and tested at Han Tra and Kra Mang
Floodgates by the Contractor under this Contract.
The stoplogs (or otherwise maintenance gates) are used for the purpose of inspection,
maintenance and repair of the main gates & equipments and the stoplogs shall be usually
stored in place designated by the Client.
The stoplogs shall be mounted by the manual-type chain hoist through a lifting beam.
The general data for the design of the stoplogs are given in Sub-clause 4.3 herein and those
data shall be fixed and may not be altered.
The Contractor shall take special care in the design of the stoplogs to avoid any water leakage
in due mounted position.
The arrangement of the telpher rails, stoplogs, gate guides and chain hoists for Kra Mang and
Han Tra floodgates shall be as shown on the attached Drawings.
4.2
Design Stresses
The design stresses shall conform to those specified in Clause 2 “Design Criteria and
Particulars” of the specifications.
4.3
Design Data
The gate leaves, gate guides, lifting beams and telpher rails shall be designed by the Contractor
for the following design conditions.
4.3.1
General Data
Kra Man Floodgate
(1) Quantities to be procured
Gate leaves:
3 sets × 2 (upstream and downstream sides)
S.7-2-52
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
Gate guides:
6 sets
Lifting beam:
2 sets
Telpher rails:
2 sets
Chain hoists:
2 sets
(2) Stoplog (Maintenance gate)
Type:
Plate-girder structure steel slide gate
Clear span:
6.0 m
Effective height:
1.0 m x 3
Design head
Downstream water level:
EL. +2.0 m MSL
Upstream water level:
EL. +2.0 m MSL
Water level on the sill:
EL. -0.50 m MSL (Water depth = 0m)
Sill elevation:
EL. -0.50 m MSL
Sealing method:
Three (3) sided watertight at non-pressure side
Sedimentation:
Not considered in Kra Mang canal
Ground subsidence:
Not considered
(3) Telpher rail
Rail:
I shaped steel 450mm × 175mm × 13mm × 26mm
Length:
8 m × 3 + 8.5 m = 32.5 m/side
Pier:
H shaped steel 250mm × 250mm × 9mm × 14mm
Height:
4.153m × 2
(4) Chain hoist
Type:
Manual geared trolley
Hoisting height:
10 m
Hoisting load:
5 ton
Han Tra Floodgate
(1) Quantities to be procured
Gate leaves:
5 sets × 2 (upstream and downstream sides)
Gate guides:
6 sets
S.7-2-53
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Lifting beam:
2 sets
Telpher rails
2 sets
Chain hoists:
2 sets
(2) Stoplog (Maintenance gate)
Type:
Plate-girder structure steel slide gate
Clear span:
6.0 m
Effective height:
1.0 m x 5
Design head
Downstream water level:
EL. +2.0 m MSL
Upstream water level:
EL. +2.0 m MSL
Water level on the sill:
EL. -2.5 m MSL (Water depth = 0m)
Sill elevation:
EL. -2.5 m MSL
Sealing method:
Three (3) sided watertight at non-pressure side
Sedimentation:
Not considered in Han Tra canal
Ground subsidence:
Not considered
(3) Telpher rail
Rail:
I shaped steel 450mm × 175mm × 13mm × 26mm
Length:
8.5 m +8.0m × 2 + 8.5 m = 33.0 m/side
Pier:
H shaped steel 250mm × 250mm × 9mm × 14mm
Height:
6.153m × 2
(4) Chain hoist
4.3.2
Type:
Manual geared trolley
Hoisting height:
14 m
Hoisting load:
5 ton
Design Loads for Stoplogs
Hydrostatic loads
Normal Water level:
EL. +2.0 m MSL
Dead weight of the gate leaves
4.3.3
Design Loads for Gate Guides
S.7-2-54
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The gate guides shall conform to those specified in Clause 3.2 of this section.
4.3.4
Design Loads for Lifting Beam
The lifting beam shall be designed to withstand the rated hoisting capacity of the chain hoist.
4.4
4.4.1
Details of Stoplogs
General
The stoplogs shall consist of skin plate, main horizontal beams, vertical members, bearing
plates, side shoes, seals, sealing plate, lifting lugs and all other necessary components. The
stoplogs shall be of the slide gate type and of welded constructions.
All stoplogs leaves shall be identical in their design, construction and strength, and shall be
interchangeable.
The details of construction of the stoplogs not specified herein will be left to the Contractor,
subject to the approval of the Consultant.
4.4.2
Skin Plate
The skin plate shall be at the non-pressure side of the stoplogs. No corrosion allowance of the
skin plate may be considered. The skin plate shall be of steel SM400 and welded to the main
beams, vertical girders, end beams, etc., by continuous welding.
4.4.3
Main Beams
The horizontal main beams shall be of built-up girder .
4.4.4
Seals
The seals shall be of the music note and flat bar shapes clamped to the downstream surface of
the stoplogs by means of steel bars and corrosion-resisting steel bolts, nuts and washers. The
seals shall be spliced at the corners by shop vulcanizing to provide a single continuous seal.
The tensile strength of all shop splices shall not be less than fifty (50) percent of the tensile
strength of the unspliced materials.
4.4.5
Side Shoes
Side shoes shall be provided on both longer side of each gate leaf to limit movement of four (4)
lateral sides of the stoplogs. The side shoes shall be made of stainless steel.
Each side shoe shall be designed to withstand the rated hoisting capacity of the chain hoist.
4.4.6
Lifting Lug
Each gate leaf shall be fitted with two (2) lifting lugs on the top of it. The lugs shall be designed
to ensure that the hooks of the lifting beam can catch and release the lifting lugs smoothly.
4.4.7
Tolerances
Each gate leaf shall be accurately fabricated and installed with the following tolerances:
S.7-2-55
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Point to be Measured
Tolerances (mm)
Stoplog width
+6
Stoplog height
+4
Stoplog depth
+3
Diagonal length difference
+6
Distance between side wheel treads
+6
Distance between bearing plates
+6
Distance between lifting lug
+6
Distance between side seal rubbers
+6
Flatness of top sealing plate
+ 0.5 / m
The tolerances not specified herein shall be defined by the Contractor, subject to approval of the
Consultant.
4.5
4.5.1
Details of Gate Guides
General
Each gate guide shall consist of the sill beams, sealing plates, side gate guides, guide plate,
and all other necessary components.
The details of construction of the gate guides not specified herein shall be designed by the
Contractor subject to approval of the Consultant.
4.5.2
Sill Beam
The sill beams shall be embedded in the bottom of the maintenance gate leaves. The sill
beams shall consist of H-shape beam and stainless steel seal plate.
The sealing surface of the sill beams shall be connected to the side gate guides at the bottom
corners to form a continuous seal with the rubber seals of the gate leaves. The seal weld shall
be made for the seal plates at the corners and shall be ground finish.
4.5.3
Side Gate Guide
The side gate guides shall be provided to both pressure and non-pressure sides to be capable
of transmitting the hydraulic loads from the side shoes of the stoplog leaf to the concrete
structures.
The side gate guides shall be stainless steel channels and shall have ample strength to resist
the load from the side shoes of the stoplog leaf.
Top of the side gate guides shall be chamfered so as to facilitate the stoplog to insert with the
lifting beam.
4.5.4
Side Plate
The side plates shall have ample strength to resist the perpendicular load from the side shoes of
the stoplog leaf.
The side plates shall be of stainless steel.
S.7-2-56
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
4.5.5
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
Tolerances
The gate guides shall be accurately fabricated and installed with the following tolerances:
Point to be Measured
Tolerances (mm)
Clear span
+6
Sealing span
+6
Distance between centers of side gate guides
+6
Distance between side rails
+6
Height of gate guides
+6
+ 0.5 / m
Flatness of seal plate surface
Straightness of seal plates
+1
Flatness of side gate guide surface
Straightness of side gate guides
+ 0.5 / m
+1
+1/m
Flatness of side plate surface
Straightness of side plates
+2
The tolerances not specified herein shall be defined by the Contractor, subject to approval of the
Consultant.
4.6
4.6.1
Telpher Rail System
General
The telpher rail system shall consist of manual chain hoists, telpher rails, lifting beam and all
other necessary components.
4.6.2
Lifting Beam
A lifting beam shall be supplied and installed to handle the stoplog leaves.
The lifting beam shall consist of two (2) lifting hooks, counter weight with operation handles,
linkage, sheave blocks on the linkage, side wheels and all other necessary components for
operation.
The lifting beam shall be capable of catching and releasing the lifting lugs of each gate leaf
automatically by the function of counter weights.
The lifting beams shall of all welded construction or of a latticed girder construction.
The details of construction of the lifting beams not specified herein shall be made by the
Contractor subject to approval of the Consultant.
4.6.3
Telpher Rail
The telpher rail system shall be provided at both upstream and downstream sides of the main
gates for traveling the chain hoists with the lifting beams.
The telpher rail system shall consist of SS400 steel I-shape rails and H-shape piers.
Stoppers to prevent overrun of the chain hoist shall be provided at both ends of the rails.
S.7-2-57
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
4.7
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Shop Assembly and Tests
4.7.1
Stoplogs and Gate Guides
Each complete stoplog leaf including seals and side shoes shall be assembled at the shop in
the approximate position that they will have after installation at the site. While assembled, each
leaf shall be checked for dimensions, tolerances and accuracy of alignment. Any error and
misalignment discovered shall be corrected promptly.
The side gate guides, sill beams, seal plates, and side plates composing the gate guide of the
stoplog leaves shall be assembled at the shop and all dimensions, flatness, straightness, etc., of
the gate guide shall be checked and any error and misalignment shall be corrected promptly.
Parts shall be clearly match-marked before disassembly for transportation.
4.7.2
Lifting Beam
The lifting beam shall be completely shop assembled and tested for smooth and proper
performance. If any defect or improper operation is discovered, it shall be corrected and the
entire test shall be repeated to the satisfaction of the Consultant.
4.8
Erection, Installation and Tests at Site
4.8.1
Erection and Installation
(1) Gate Guides
The gate guides shall be assembled in the blockouts in accordance with the ”Approved
drawing” and approved installation procedures, brought to line and grade within the
tolerances specified and firmly secured in place.
Alignment bolts or other necessary devices shall be used to install the gate guides at
corresponding accurate position. Connections between gate guide and anchor materials
and the alignment devices shall be adjustable and firmly tightened to hold the gate guides
securely in position while concrete is being placed in the blockouts. Additional bracing shall
be provided where necessary to ensure the required alignment.
Extreme care shall be taken to ensure that the bearing and sealing surfaces lie in a true
plane within the tolerances specified for their entire length. Placement of concrete in the
blockouts shall not proceed until the gate guides have been completely assembled and
secured. During and after concrete placing, alignment and tolerances shall be checked and
remedial action taken if readings indicate that displacement has occurred.
(2) Stoplogs
Each gate leaf complete with seals, wheels and bearing plates shall be assembled and
erected in accordance with the “Approved drawings” and approved installation procedures.
Joints shall be watertight where required. The rubber seals shall be so fixed to each g leaf
and adjusted that the stoplog, when set in the guide slots, have effective water tightness on
the sealing frames of the gate guides.
(3) Telpher rail and Lifting Beam
The Telpher and lifting beam complete with all accessories shall be assembled and
installed in accordance with the “Approved drawings” and approved installation procedures.
S.7-2-58
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The rails of telpher rail shall be fixed with J-shaped anchor bolts of M20, in suspension, to
the reinforced concrete cantilevers with which are provided the operation deck. The joint
surface of the rail shall be enough grooved and butt-welded throughout the perimeter. The
joint shall be made under the cantilevers where the rails of telpher rail are fixed. After
welded, upper and lower surface of the bottom flange, which are travelling surface for the
wheels, shall be finished with sander. The travelling surface of the beams shall not be
allowed to paint.
The piers of telpher rail shall be fixed with L-shaped anchor bolts of M24, through the
welded base plates of 22mm in the bottom, to the reinforced concrete foundation. The rail
shall be fixed to the piers, with F10T class high tension bolt of M20, through the H-shape
beam which is installed on the top of two (2) piers.
The telpher rails shall be coated to be anticorrosive in conformity with Clause 2.3 “Painting”.
4.8.2
Field Tests and Inspection
After completion of erection and installation work at the site, the Contractor shall perform the
tests to prove satisfactory erection and installation works, in accordance with the approved test
procedures. The test and inspection shall include, but not be limited to:
-
Visual inspection of position and assembly sequence of parts, edge preparation, size,
length and location of welds, and overall finishing,
-
Inspection of satisfactory installation of all components,
-
Inspection of welds by radiographic testing for detecting inner flaws and defects of
welded parts including stoplog leaves, gate guides and telpher rails,
-
Inspection by feeler gauge measurement of satisfactory sealing of all seals,
-
Inspection by feeler gauge measurement of satisfactory sealing of all seals,
-
Check of looseness and loss of bolts and nuts, and
-
Existence of abnormal noise and vibration during hoisting and travelling of chain
hoists.
Acceptance criteria of the radiographic testing shall be in conformity with 2nd class or higher
stipulated in JIS Z 3104 and 3106 or equivalent such as ISO, EN, BSI and ASTM approved by
the Consultant.
Any defects or improper operation discovered during the test shall be corrected and the entire
test shall be repeated to the satisfaction of the Consultant.
4.9
Commissioning (Acceptance Tests)
After the tests at site have been completed and approved by the Consultant and relevant
structures under other contracts are fully erected and installed, the following inspection shall be
conducted by the Contractor for assessment of their performance as commissioning
(acceptance tests) in the presence of the Client.
Commissioning shall be conducted launching the completed shape of the civil works and the
hydraulic gate works into water of the canals.
(1) Discharging tests
- Measurement of vibration on the piers, columns, operation deck and wing walls
- Measurement of noise around the stoplog leaves
S.7-2-59
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
(2) Water tightness tests
- Leakage measurement through stoplog seals in wet conditions by filling with water the
room between the stoplog leaves and the main gate leaves
Leakage volume exceeding 0.1liter/meter of sealing/second shall not de accepted.
(3) Setting tests
- Inserting and removing of the maintenance gate leaves
- Hoisting and travelling of chain hoists with lifting beam and maintenance gate leaf.
Any defects or improper operation discovered at the commissioning shall be corrected by the
Contractor and the entire tests shall be repeated to the satisfaction of the Client and the
Consultant.
5.
5.1
FIXED WHEEL GATE AND HOISTS FOR DRAINAGE CHANNEL
General
One (1) complete set of plate-girder structure stainless steel fixed wheel (roller) gate leaf,
stainless steel gate guide, manual racked gate hoist and appurtenant parts complete with all the
necessary accessories shall be designed, manufactured, transported, erected, installed and
tested in the drainage channel at Kra Mang Floodgate by the Contractor under this Contract.
The fixed wheel gate is used for the purpose of avoiding floodwater to enter the drainage
channel which is coming to the canal at the right bank just downstream Kra Mang floodgate.
The general data for the design of the fixed wheel gate for drainage channel are given in Subclause 5.3 herein and those data shall be fixed and may not be altered.
The arrangement of the fixed wheel gate, gate guide and hoist shall be as shown on the
attached Drawings.
5.2
Design Stresses
The design stresses shall conform to those specified in Clause 2 “Design Criteria and
Particulars” of the specifications.
5.3
Design Data
The gate leaf, gate guide and hoist shall be designed by the Contractor for the following design
conditions.
5.3.1
General Data
(1) Quantities to be procured
Gate leaf:
1 set
Gate guide:
1 set
Hoist:
1 set
S.7-2-60
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
(2) Gate
Type:
Plate-girder structure stainless steel fixed wheel gate
Clear span:
2.0 m
Effective height:
1.5 m
Water levels at upstream (Drainage channel side)
High Water Level (HWL):
EL. +3.5 m MSL
Low Water Level (LWL):
EL. ±0.0 m MSL
Water levels at downstream (Kra Mang canal side)
High Water Level (HWL):
EL. +6.0 m MSL
Low Water Level (LWL):
EL. +0.5 m MSL
Sill elevation:
EL. ±0.0 m MSL
Sealing method:
Curtain-walled four (4) sided watertight at upstream
Sedimentation:
Not considered in Kra Mang canal and drainage channel
Ground subsidence:
Not considered
(3) Hoist
Type:
Manual racked hoist
Water level at opening operation
Downstream water level:
EL. +3.5 m MSL
Upstream water level:
EL. ±0.0 m MSL
Water level at closing operation
5.3.2
Downstream water level:
EL. +6.5 m MSL
Upstream water level:
EL. +3.5 m MSL
Hoisting height:
1.6 m
Hoisting capacity:
40 kN
Design Loads for Gates
(1) Normal loading condition
Hydrostatic loads
Downstream Water Level:
EL. +6.0 m MSL
Upstream Water Level:
EL. +0.5 m MSL
S.7-2-61
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Dead weight of the gate leaf
Operating load of hoist
(2) Overloading condition during earthquake
Wave height during earthquake at downstream
Kra Mang Floodgate:
0.13 m
Han Tra Floodgate
0.15 m
Dead weight
Dynamic water pressure during earthquake
Inertia force during earthquake
5.3.3
Design Loads for Gate Guides
The load on the gate guides shall be wheel loads and all other loads due to the most adverse
operation of the gate and hoist. The gate guides and anchors shall be capable of transferring
the load of the wheels, seals, side wheels of the gate to the concrete structure.
5.3.4
Design Loads for Hoist
The hoist shall be designed to raise, lower and hold the gate in any position between fully
closed position and fully raised position.
The rated capacity of the hoist shall be adequate to raise and lower the gate at the specified
speed under the following combination of loads:
Dead weight of the gate
Frictional force of main wheel if any
Friction force of rubber seals
Down-pull force acting on the gate bottom
Buoyancy
5.4
5.4.1
Details of Gate
General
The gate shall consist of skin plate, main beams, main wheels, side wheels, seals, pin and all
other necessary components. The gate leaf shall properly be divided into several blocks by
vertical and horizontal joints to meet the limits of transportation. The blocks shall be assembled
into a few horizontal sections at erection site or field shop by welding or high tensile strength
reamer bolt connection.
Seal weld shall be made at the vertical joints of skin plate. Each horizontal section shall be
connected by hinge pins at end beam and vertical girders to form one gate leaf assembly. The
horizontal joint of skin plate shall be sealed by means of welding or O-type rubber seals or other
type of seals to complete water tight. The gates shall be of all continuous welded construction
except the horizontal joints between each horizontal unit and high tensile strength reamer bolt
connection.
S.7-2-62
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
All cuttings, chamfering and other necessary preparations of each part for field connection
purpose shall be done at the Contractor’s workshop.
The details of construction of the gates, not specified herein, shall be made by the Contractor
upon approval of the Consultant.
5.4.2
Skin Plate
The skin plate shall be at the drainage channel side of the gate. The skin plate shall be of
stainless steel SUS 304 and welded to the main beams, vertical girders, end beams, etc., by
continuous welding.
5.4.3
Main Beams
The main horizontal beams shall be of shape steel.
Provision shall be made to drain water from the main beams.
5.4.4
Wheel Assemblies
Each wheel assembly shall be of saddle support construction and consist of wheel, shaft,
bearing and other necessary components. The wheel shall be stainless steel SUS 304.
The contact surface of wheel shall be slightly crowned to accommodate gate deflection under
loading condition. The wheels shall be machine finished and have the hardness value rather
lower than that of the main track plate surface of the gate guides.
The wheel shaft shall be stainless steel SUS 304. The shaft shall have an eccentricity of 3.0
millimeters to allow easy adjustment of wheel alignment at the site to ensure that all wheel
treads bear the hydraulic loads equally on the wheel tracks.
5.4.5
Side Wheels
Two (2) side wheels shall be provided on each end beam to limit the lateral movement of the
gate. The side wheels shall be SUS 304 and provided with corrosion-resisting steel pins and
self-lubricating metal bushing. If the wheels are flanged to restrain the gate from moving in
watercourse direction, bushings inserted in the wheels shall have an integral thrust shoulder to
transmit the resulting load.
Each wheel and pin shall be designed to the load of ten (10) percent of the gate weight and
shall withstand the imposed load due to the gate becoming jammed in the gate frame.
5.4.6
Seals
The gate seals shall be of the L and flat bar shapes clamped to the upstream surface of the skin
plate using stainless steel bars, bolts, nuts and washers. The P-type (or J-type) rubber seals
shall be provided on the downstream surface of the gate leaf so as to minimize water leakage
while water level at the downstream is higher than the one at upstream. The seals shall be
spliced at the corners to provide a single continuous seal. The tensile strength of all splices shall
not be less than fifty (50) percent of tensile strength of the unspliced material.
5.4.7
Tolerances
The gate leaf shall be accurately fabricated and installed with the following tolerances:
Points to be measured
S.7-2-63
Tolerances (mm)
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Gate width
+5
Gate height
+5
Gate depth
+3
Diagonal length difference
10
Distance between side wheel treads
+5
Distance between main wheel centers
+5
Distance between seal rubbers
+5
Position of side wheels
+5
Distance between lifting pins
+5
Flatness of skin plate bottom edge
+2
The tolerances not specified herein shall be determined by the Contractor, subject to approval
by the Consultant.
5.5
5.5.1
Detail of Gate Guide
General
The gate guide shall consist of wheel rails, wheel tracks, sealing plates, sill beams, side wheel
tracks, guide plates, side plate and all other necessary components for satisfactory operation of
the gates. The stainless steel plates shall be attached to all exposed surfaces of the gate guide
to avoid excessive wear thereof. The gate guide shall be provided up to the position at
elevation as shown on the Drawings.
The details of construction of the gate guide, not specified herein, shall be made by the
Contractor upon approval of the Consultant.
5.5.2
Sill Beam
The sill beam shall be straight and true flat for providing a close fit with the bottom of the gate
leaf. The sill beam shall consist of H-shape beam and stainless steel sealing plate.
The sealing surface of the sill beam shall be connected to the side plates at the bottom corners
to form a continuous seal with the seal rubbers of gate leaf. The seal weld shall be made for the
sealing plates at the corners and shall be ground finish.
5.5.3
Wheel Rail and Wheel Track
The wheel rails shall be provided at the drainage channel side of the gate slots to transfer the
wheel loads to the concrete structures. The wheel rails shall be provided with the wheel tracks
made of stainless steel, and its surfaces shall be machine finished to true flat. The wheel rails
shall be I or H-shape steel.
The wheel tracks shall be of stainless steel SUS 304.
5.5.4
Side Wheel Track
The side wheel tracks, which are otherwise as the guide plates, shall be provided at the canal
side of the gate slots to transfer the wheel loads of the side wheels to the concrete structures.
The side wheel tracks shall have ample strength to resist the load from the side wheels of the
gates. The assembled side wheel track shall be straight over their entire length and no offset
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Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
shall exist at joints. The side wheel tracks shall be square shape and made of stainless steel
SUS304.
5.5.5
Lintel Guide Plate
The lintel guide plate shall be provided on the second stage concrete made on the curtain wall.
The lintel guide plate shall be of stainless steel SUS 304.
5.5.6
Tolerances
The gate guide shall be accurately fabricated and installed within the following tolerances:
Points to be measured
Tolerances (mm)
Clear span
+5
Sealing span
+5
Distance between sealing and wheel track face
+1
Distance between centers of main wheel tracks
+5
Height of gate guides
+5
Distance between centers of side wheel tracks
+5
Flatness of seal plate surface
+0.5/m
Straightness of seal plates
+1
Flatness of main wheel track surface
Straightness of main wheel tracks
+0.5/m
+1
Flatness of guide plate surface
+0.5/m
Straightness of guide plates
+1
The tolerances not specified herein shall be determined by the Contractor, subject to approval
by the Consultant.
5.6
Hoist
The hoist for the fixed wheel gate to be supplied under this Contract shall be of steering wheeloperated manual racked hoist. The racked hoist shall be pin racked or rack geared of stainless
steel SUS 304 single stem with 40kN of hoisting capacity. The gate leaf shall fall with its own
weight by releasing self-rock system. The falling speed of the gate leaf shall be controlled by
the centrifugal brake and the suspension thereof in the course shall be made fastening clutch by
manipulation of the lever. Gate position indicator shall be equipped to indicate the opening
height of the gate leaf. Center guide shall be provided on the curtain wall to fasten the position
of the hoisting stem.
5.7
Erection, Installation and Tests at Site
5.7.1
Erection and Installation
(1) Gate Guide
The gate guide shall be assembled in the blockouts in accordance with the “Approved
drawings” and the approved installation procedures, and brought to line and grade within
the tolerances specified and firmly fastened in place.
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Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Necessary devices shall be used to install the gate guide at corresponding accurate
position. Connection between gate guide, anchor materials and the alignment devices shall
be adjustable and firmly tightened to hold the gate guide securely in position while concrete
is being placed in the blockouts. Additional bracing shall be provided where necessary to
ensure the required alignment.
Extreme care shall be taken to ensure that the wheel paths and sealing surfaces lie in a
true plate within the tolerances specified for their entire length. Placement of concrete in
the blockouts shall not proceed until the gate guide has been completely assembled and
secured. During and after concrete placing, alignment and tolerances shall be checked and
remedial action taken if readings indicate that displacement has occurred.
(2) Gate
The gate complete with seals shall be assembled and erected in accordance with the
“Approved drawings” within the tolerances specified. Joints shall be water tight where
required. The rubber seals shall be fixed on each gate leaf and adjusted to have effective
water tightness on the sealing frames of the gate guide.
(3) Hoist
Before assembly, all bearing surfaces, journals, grease and oil grooves shall be carefully
cleaned and lubricated with an approved oil or grease. After assembly, the lubricating
system shall be filled with the approved lubricant furnished by the Contractor.
The hoist, completes with all accessories, shall be assembled and installed in accordance
with the “Approved drawings” within the tolerances specified. The hoisting stem shall be
located and adjusted so that it is in true alignment.
5.7.2
Field Tests and Inspection
After completion of erection and installation work at the site, the Contractor shall perform the
tests to prove satisfactory erection and installation works, in accordance with the approved test
procedures. The test and inspection shall include, but not be limited to:
-
Visual inspection of position and assembly sequence of parts, edge preparation, size,
length and location of welds, and overall finishing,
-
Inspection of satisfactory installation of all components,
-
Inspection of welds by radiographic testing for detecting inner flaws and defects of
welded parts including gate leaf, gate guide and hoist,
-
Inspection by feeler gauge measurement of satisfactory sealing of all seals,
-
Check of performance of self-rock system of hoist,
-
Check of appearance and movement of hoisting stem,
-
Existence of abnormal noise and vibration during operation of hoist, and
-
Check of looseness and loss of bolts and nuts,
Acceptance criteria of the radiographic testing shall be in conformity with 2nd class or higher
stipulated in JIS Z 3104 and 3106 or equivalent such as ISO, EN, BSI and ASTM approved by
the Consultant.
Any defects or improper operation discovered during the test shall be corrected and the entire
test shall be repeated to the satisfaction of the Consultant.
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5.8
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
Commissioning (Acceptance Tests)
After the tests at site have been completed and approved by the Consultant and relevant
structures under other contracts are fully erected and installed, the following inspection shall be
conducted by the Contractor for assessment of their performance as commissioning
(acceptance tests) in the presence of the Client.
Commissioning shall be conducted launching the completed shape of the civil works and the
hydraulic gate works into water of the canals.
(1) Discharging tests
- Measurement of vibration on the piers, columns and operation deck of the drainage gate
- Measurement of noise around the gate leaf
(2) Water tightness tests
- Leakage measurement through gate seals in wet condition
Leakage volume exceeding 0.1liter/meter of sealing/second shall not de accepted.
(3) Operation and control tests
- Free opening, closure and stop of gates in any position
- Total closure from totally open position
- Functioning of gate position indicator
Any defects or improper operation discovered at the commissioning shall be corrected by the
Contractor and the entire tests shall be repeated to the satisfaction of the Client and the
Consultant.
6.
ELECTRIC POWER SUPPLY SYSTEM
6.1
General
This Clause shall be included the following electrical items works and all other electrical works
relevant to gate operation will be included to Hydraulic Gate Works. In design of electrical
works, the Contractor shall also refer to Sub-clause 2.12.
The design, manufactures, materials, inspection and performance of electrical and
electromechanical equipment shall be made according to the following standards and
regulations.
a.
Provincial Electricity Authority (PEA)
b.
Thai Industrial Standards (TIS)
c.
International Electrotechnical Commission (IEC)
c.
JIS or other standards approved by the Consultant
(1) Power supply system at the Project sites
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Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
The power distribution lines, with 22kV × 3 phase × 50Hz, at the area of the Project are
being managed by Provincial Electricity Authority in Ayutthaya.
Two (2) units of Low Voltage Transformer with a capacity of 22kV/400-230V × 3 phase × 4
wire × 50Hz × 250kVA shall be installed at kra Mang and Han Tra sites respectively at the
cost of the Client.
Hoist system of the hydraulic gates shall work in 380V × 3 phase × 50Hz while the lighting
facilities work in 230V × single phase × 50Hz.
(2) Power supply system from diesel engine generator
Two (2) units of 20 kVA Diesel Engine Generator for the gate operation and the lighting
facilities, during the time of power failure of the commercial power supply, shall be procured
for Han Tra and Kra Man Floodgates respectively.
(3)
6.2
All electrical cabling/wiring and necessary attachment.
Local Distribution Panels
(1) General
The following items shall be designed and provided under this Contract as work items in
this Clause.
-
Two (2) complete sets of local distribution panel for the Hydraulic Gate Works for Han
Tra Floodgate and Kra Man Floodgate.
(2) Panels
-
Panel shall be made of as specified in Sub-clause 2.12.5.
-
Out door distribution panels shall be of weatherproof type, sealed and painted.
-
The cables and wiring shall enter from bottom side or top as approved or directed by
the Consultant.
-
All required instruments shall be mounted on or inside the panel but shall not be limited
to all indicating lamps.
(3) Cabling and wiring
The following shall be referred in panel design.
(a)
Materials
-
Various types at cables are to be applied for the work by each type of services and
functions. The Contractor shall be carefully check the Drawings and submit detailed
cable schedule showing origin and destination of cables by each type, size and service
to the Consultant for approval.
-
The Contractor shall responsible for wiring, laying and furnishing of control and power
cables and power cables and or wires which are necessary for the required operation.
-
All wiring in the control panel shall be of PVC insulated stranded copper conductor,
formed neatly into groups and properly supported. There shall be no splices in the
wires or cables and all connections shall be made only at terminal blocks or studs.
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Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
-
All external wiring between the control cubicles, motor, limit, switches, etc., shall be
with multicore copper cross linked polyethylene insulated, PVC sheathed (type CV),
600 V grade cable.
-
All wiring shall be carry out III accordance with wiring diagrams so that arrangement of
the wiring is consistent through out the equipment and identical for those parts of the
equipment performing the same duties.
-
Wiring diagrams shall be drawn as seen from the back (i.e., wiring side) of the Panel
(except for front connected equipment) and shall show all terminals on selector
switches, relays, contractors, terminal blocks, etc., in their correct relative positions.
Terminal blocks shall be arranged to run in numerical order from top to the bottom.
-
Wiring shall be neatly and securely bunched or cleat, and enclosed in ducts, or
conduits or supported on trays and run in the most efficient manner from points to point.
The bunching of wiring shall be kept in bunched condition by means of strips of special
plastic ribbon material at suitable intervals. Lacing or wire bunches with textile or
plastic cord or metal buckle type clips will not be accepted.
-
All power and control cable conductor shall be of copper and have minimum cross
sectional area of 2.0 mm2. Single strand conductor shall not be accepted except for
lighting indoor installation.
-
Compression type terminal shall be used and ring number identification shall be put at
both ends of the cables.
-
All cables except "BC" listed bellow shall have evidence of approval by LMK, SPLN or
SII clearly labeled on insulation surface of cables. Following list shows the general
description of cables to be used for the work.
Type
NYY
: 0.6/1 kV, copper, for indoor and outdoor installation in
wet or dry location. In case of underground installation,
the proper protection shall be adopted.
NYA
: 1000 V, copper, single core, for indoor installation for
lighting
: Bore Copper conductor for grounding and lightning
protection connection, with minimum cross sectional area
50mm2
BC
(b)
Description
Installation
-
Cables and wires shall be run into conduit pipe, installed in cable tray and trench,
embedded underground and exposed or specified, in a manner specified herein.
-
No cable connection shall be permitted in conduit and the jointing fixtures shall be
suitable to accommodate the cables.
(c)
Phase and color of cables
The standard phase arrangement when facing the front of the panel shall be R- S-T-N
and R-N- S from the left to right, from top to bottom and front to back for AC three (3)
phase and single phase circuits and N-P from left to right, P-N from top to bottom and
front to back for DC polarity.
The following colored ferrules shall be provided on each wire in order to identify phase
and polarity.
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Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Phase and Polarity
Description
Color
Three phase 4 wire
First phase
Red
Second phase
Black
Third phase
Blue
Neutral phase
White
First phase
Red
Grounding side second phase
or Neutral phase
White
Non-grounding second phase
Black
Single phase 2 wire
Ground conductor
Direct current
Green, or yellow-green
Positive
Red
Negative
Blue
Sample of the secondary wiring, terminations and terminal blocks shall be submitted by
the Contractor for approval before commencement of the works, if requested by the
Consultant.
(d)
Conduit
-
Rigid steel conduit shall be galvanized inside and outside. It shall be of a minimum
thickness of 2.3mm and have a minimum inside diameter of 16mm.
-
The end of all conduits shall be well reamed to remove burrs and rough edges. Field
cuts shall be made square and true so that the ends will butt or come together for the
full circumference thereof.
-
All steel conduit shall be cut square and all joints shall butt together tightly in order to
ensure maximum electrical continuity.
-
Conduit and accessories shall be kept clean during construction. Clogged conduit shall
be replaced.
(e)
Pull box
Pull boxes shall be installed at the locations as necessary and as shown on the shop
drawings and at such additional points as ordered by the Consultant. The Contractor
may install, at his own expense, such additional boxed as may be desired to facilitate
the work. All pull boxes shall be marked with checkered plate cover painted.
(f)
Cable tray
-
Cable tray shall be made of steel angle, bar and strips hot dip galvanized and shall be
installed at along concrete girders.
-
Hanger and supports shall be properly fixed to ensure that the tray can carry the load
without causing any deformation.
-
Cables on tray shall be clamped at 2.0 m intervals with 3 strip plates using special
straps for this purpose.
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(g)
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
Underground cables
(i)
Underground cable installation shall be carried out in compliance with the regulations
at the local authorities and in a manner prescribed below.
-
A trench of I (one) m deep and 50 cm wide shall be prepared, then filled and stamped
with 10 cm thick bed sand.
-
Cables shall be laid down on the bed sand and must not be subject to stress.
-
Sand shall be filled thereafter up to 10 cm above the largest cables.
-
On the sand level above location at each cable, concrete tiles shall be placed
continuously along the direction of the cable.
-
All steps of excavation, filling sand, laying down cables and final filling shall be
inspected by the Consultant and approved prior to proceeding subsequent step.
(ii) When an underground connection is unavoidable and approved by Consultant, a
jointing box using 3 m cast resin should be applied. Above ground a sign stating "MOF
KABEL" shall be placed in a manner directed by the Consultant.
(iii) Cables crossing under the road, if occurs, shall be installed in a manner shown on the
drawings or on the approved shop drawings.
6.3
Diesel Engine Generator
(1) General
Two (2) complete sets of diesel engine generator sets for new floodgates shall be provided
with other necessary equipment. The generator set with necessary accessories shall be
designed, supplied and installed in Diesel Generator House of the new spillway gates by
the Contractor.
The diesel engine generator shall be neatly arranged and mounted on a common skid base
with vibration absorber. The capacity of a diesel engine generator set shall be of 20 kVA.
The required capacity of diesel engine generator shall be made by the Contractor subject to
review and approval of the Consultant.
(2) Diesel engine details
The diesel engine shall be of the full compression ignition vertical cylinder, single acting, 4
cycle, 1500rpm, solid injection and provided with a radiator type cooler. Engine cylinder
liners shall be of the full length replaceable type.
The diesel engine and generator shall be mounted on a common skid base. Proposed
continuous output of diesel engine generator set shall be guaranteed under the conditions
at the Site.
The diesel engine shall be designed to use light diesel oil for fuel. The diesel engine shall
be mounted the sealed type DC batteries have ample capacity for diesel engine starting.
Starting method of diesel engine shall be of DC motor starter by key switch and stopped
automatically when fault occurs.
In addition to the above, the following items shall be provided for the diesel engine:
-
Radiator for engine cooling water with flexible type radiator hood and louver to
atmosphere.
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Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
The forced lubricant system shall cover main bearings, crank pin bearings, piston pins,
timing gears, camshaft bearings, valve locker mechanism and governor.
-
Filter for fuel oil and lubricating oil
-
Lubricating oil cooler
-
Common skid base, foundation bolts and nuts
-
Reamer bolts with nuts
-
All piping materials with valves and cocks
-
Air suction strainer
-
Expansion of flexible joint for exhaust pipe
-
Special maintenance tools for repairs
-
A test pump with a pressure gauge for fuel injection valve
-
150 % of the quantity of lubricating oil required
-
Two (2) drum cans (180 litter per drum can) of light diesel oil for fuel.
-
Silencer and exhaust pipe with thermal insulation to atmosphere
-
Rating plate
-
Two (2) Fire extinguishers
-
Any additional accessories of manufacturer's standard
(3) Generator details
The generator shall be of 3 phase, 4 wires, revolving field type brush-less with damper
winding, self-excited, a self-ventilated open type single wiring synchronous alternator. The
rating of the generator shall be continuous output 400/230 V, 50 Hz, 0.8 lagging and shall
be directly connected to the engine.
Insulation shall be Class "B" of IEC-85.
The automatic voltage regulator shall be provided for the excitation system, which shall be
capable to control voltage within ± 2 % from no load to full load.
The neutral point of armature winding shall be connected to neutral bus of the main
distribution board, and solidly grounded.
The maximum temperature rise of the generator shall not exceed the following:
-
The stator winding (by thermometer)
: 60oC
-
Rotor field winding (by resistance)
: 75oC
-
Iron core and other parts (by thermometer)
: 75oC
The following accessories shall be supplied:
-
Rating plate
-
150 % of the quantity of lubricating oil
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-
Volume I, Section 7 Specifications
7-2 Hydraulic Gate Works
Other necessary accessories of the manufacturer's standards
(4) Engine generator control panels details
The control Panels for the engine generator control shall consist of one (1) diesel engine
and one (1) generator control Panel.
The control panels shall be of indoor type, and self-standing for generator panel and skid
base mount for diesel engine control Panel. Equipment and devices to be mounted on the
panel shall include, but not limited to the following:
(a)
Diesel engine control panel
- One (1) starter switch
- One (1) battery switch
- One (1) speed controller
- One (1) cooling water temperature gauge
- One (1) lubricating oil temperature gauge
- One (1) fuel oil level gauge
- One (1) oil pressure gauge
(b)
Generator control panel
-
One (1) 380 V circuit breaker with interlocking mechanism with another
generating unit for each main and sub generators
- One (1) AC ammeter with selective switch
- One (1) AC voltmeter with selective switch
- One (1) frequency meter
- One (1) regulating switch for governor motor
- One (1) group annunciater
- One (1) lot of single phase, dry type potential transformers
- Three (3) single phase, dry type current transformers of 100/5 A
- One (1) set of cable terminals, back wiring, terminal boards and name plates
- One (1) set of test terminals
- One (1) under-voltage relay
-
Three (3) over-current relays
devices with fault indication of:
One (1) set of alarm and automatic shut down
• Excessive temperature rise of cooling water
• Pressure drop of lubricating oil
• Over-speed
-
One (1) set of AC exciter with automatic voltage regulator and necessary
accessories
(5) Shop test
(a)
Combine tests
The following tests combined the generator and engine shall be carried out before
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The Flood Prevention Project of East Side of the
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delivery at manufacturer's shop:
- Operation test (starting and stop tests)
-
Load test including temperature rise and fuel and lubrication oil consumption
measurement
- Governor test
- Over-speed test (120 percent 1 minute)
(b)
Test for generator
The following tests of generator only shall be carried out at manufacturer's shop:
- Plotting of characteristics
- Wave form test
- Temperature rise test
- High voltage test
• Stator coil 1500 V for 1 min.
• Rotor coil 10× voltage of exciter (min. 1500 V) for 1 min.
• Test of the Panel and cubicle including relay test and metering calibration check
(6) Test on completion
After completion of installation work at the Site, the following tests shall be performed by
the Contractor as Tests on Completion in accordance with the approved test procedure, but
shall not confined to:
-
Insulation resistance tests
-
Grounding resistance tests
-
High voltage test
-
Stator winding and 400 V bus line to earth: AC 500 V for 1 minute
-
Starting test
-
Operation test
-
Governor test
S.7-2-74
SECTION 7-3
PROCUREMENT OF DRAINAGE PUMP VEHICLE
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
7-3
Volume I, Section 7 Specifications
7-3 Procurement of Drainage Pump Vehicle
PROCUREMENT OF DRAINAGE PUMP VEHICLE
TABLE OF CONTENTS
1.
General................................................................................................................ S.7-3-1
1.1
Scope of Works................................................................................................ S.7-3-1
1.2
Location of Delivery ......................................................................................... S.7-3-1
1.3
Country of Origin and Standards...................................................................... S.7-3-1
1.4
General Requirements ..................................................................................... S.7-3-2
1.5
Name Plates and Stickers ................................................................................ S.7-3-2
1.6
Packing and Shipment ..................................................................................... S.7-3-3
1.7
Insurance ......................................................................................................... S.7-3-4
1.8
Import Charges ................................................................................................ S.7-3-4
1.9
Tests, Inspection, Adjustment, Commissioning and Training............................ S.7-3-5
1.10
Warranty and After-Sales Services .................................................................. S.7-3-6
2.
Drainage Pump Vehicle ....................................................................................... S.7-3-7
2.1
Composition ..................................................................................................... S.7-3-7
2.2
Specifications ................................................................................................... S.7-3-7
2.3
Spare Parts .................................................................................................... S.7-3-10
S.7-3-i
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 7 Specifications
7-3 Procurement of Drainage Pump Vehicle
7-3
PROCUREMENT OF DRAINAGE PUMP VEHICLE
1.
GENERAL
1.1
Scope of Works
The Equipment to be procured shall be as follows:
•
Drainage Pump Vehicle (30m3/min)
10 sets
The works to be done under this Contract shall include (1) manufacture of the
Equipment, (2) transportation of the Equipment to the designated location, (3)
adjustment and commissioning (acceptance tests) of the Equipment, and operational
and maintenance training to the concerning personnel of the Client, and (4) after-sales
services.
1.2
Location of Delivery
The Equipment in the completed shape and ready to work shall be delivered to
Ayutthaya Irrigation Project Office of Royal Irrigation Department, Phra Nakhon Si
Ayutthaya District, Phra Nakhon Si Ayutthaya Province, the Kingdom of Thailand.
The delivery of the Equipment shall be made under full responsibility of the Contractor
in accordance with the Project Implementation Schedule.
1.3
Country of Origin and Standards
The origin of the Equipment in the completed shape shall be limited to the Kingdom of
Thailand.
The origin of the components, except for the chassis, of the Equipment shall be limited
to Japan and/or the Kingdom of Thailand while the origin of the chassis of the
Equipment shall be limited to the Kingdom of Thailand.
All the Equipment and services shall conform to the following standards wherever
applicable.
•
Thai Industrial Standards (TIS)
•
Japanese Industrial Standards (JIS)
•
International Electrotechnical Commission (IEC)
•
Japan Electrical Manufacturers’ Association (JEM)
•
Japanese Electrotechnical Committee (JEC)
•
International Organization for Standardization (ISO) 9001
S.7-3-1
Volume I, Section 7 Specifications
7-3 Procurement of Drainage Pump Vehicle
•
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Other relevant and applicable codes and standards of Thailand and Japan
Other internationally prevailing standards such as EN, BSI, ANSI and DIN are
accepted for the Equipment, unless otherwise indicated. All dimensions and
performance of the Equipment shall be generally in metric system, unless otherwise
specified in these Specifications.
1.4
(1)
General Requirements
Detailed Specifications
Minimum requirements of the Equipment are described in Clause 2. The Equipment
to be procured under this Contract shall be brand-new and unused, and each identical
item shall be in equal quality and performance.
(2)
Installation Work
Installation work of the components onto the chassis of the Equipment shall be made
in conformity with the Specifications. The installation work shall be done at due
workshop(s) in the Kingdom of Thailand under full responsibility of the Contractor
and/or his Subcontractor(s). Hereafter, Subcontractor(s) mean(s) Japanese juridical
person(s) who shall manufacture the Equipment and prequalified in the
Prequalification ahead of the Tender.
(3)
Import of Parts
If the parts of the Equipment are not available in the market of the Kingdom of
Thailand, the Contractor and/or his Subcontractor(s) shall be required to import the
necessary parts of the Equipment from Japan to the Kingdom of Thailand in
compliance with due trade laws enforced by the respective government.
(4)
Working Condition
The Equipment shall be suitable under ambient temperature, humidity and climates in
the Kingdom of Thailand in anticipated conditions.
1.5
Name Plates and Stickers
(a) Name Plates
All the Equipment shall be equipped with name plates described as shown below
in English or Thai on a suitable place of the Equipment. Descriptions and notes
shall be in English.
•
Equipment Name
•
Type and Model
•
Manufacturer’s Name
•
Production Serial Number
•
Date of Production
S.7-3-2
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Volume I, Section 7 Specifications
7-3 Procurement of Drainage Pump Vehicle
(b) Stickers
The Contractor shall provide stickers as shown below for each component of the
Equipment, except for small parts and materials. The stickers shall be made of
aluminum. It should be an adequate size considering the dimension of each
product. The design, material and dimensions of the stickers shall be submitted
to the Consultant for prior approval.
Type of font: Futura Bold
Component of color: DIC156 (red), black, white
From
the People of Japan
1.6
(1)
Packing and Shipment
Packing
The parts of the Equipment imported from Japan to the Kingdom of Thailand shall be
packed as per the following during ocean and inland freight.
Contents of each shipping package for the parts of the Equipment shall be itemized on
a detailed list showing the exact weight and extreme outside dimensions (length, width
and height).
(a) One (1) copy of the detailed packing list shall be enclosed in each package.
There shall also be enclosed in one (1) package a master packing list
summarizing and identifying each individual package.
(b) The box number in which the master packing list is contained should be shown
on each packing list.
(c) All parts shipped must be legibly identified by tags, labels or inscription in
indelible ink, strictly in accordance with the reference mark or parts number of
the Equipment or the assembly drawings.
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7-3 Procurement of Drainage Pump Vehicle
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
(d) On wood, plywood, veneer cases, barrels or kegs, all marks shall be applied by
stencil with waterproof inks or oil paints and these marks shall be protected
against weathering by clear water resistant varnish.
Marking on each package shall consist of the following information.
(2)
•
Consignee:
The Contractor and/or his Subcontractor(s)
•
Final user:
Royal Irrigation Department (RID)
•
Name of the Project:
•
Port of disembarkation:
•
Item number, package number in sequence, and quantity per package:
•
Description of item:
•
Net and gross weight and cubic measurement:
•
Shipper’s name (and Supplier’s name, if Shipper is different from
Supplier):
•
Caution marks, if applicable:
•
Other markings required by the Client:
Shipment
Shipping advice for the parts of the Equipment imported from Japan shall be sent by
courier, electronic mail or be handed to the Consultant prior to the on-board date of the
Bill of Lading, containing such information as loading and unloading port, date of
departure and arrival, name of vessel, and one (1) photocopy of the following
documents.
1.7
•
Clean On Board Ocean Bill of Lading
•
Signed Commercial Invoice
•
Packing List
•
Insurance Policy
Insurance until Delivery
The Equipment, including the parts to be installed and mounted onto the chassis at
workshop(s), shall be fully insured, until the Client issues the Receipt of the Equipment
to the Contractor, against loss or damage incidental to manufacture, installation,
mounting, transportation, storage and delivery.
1.8
Import Charges
The Contractor shall bear import charges from Japan to the Kingdom of Thailand such
as shipping charge, customs clearance charge, terminal handling charge, port charge,
crane charge, storage charge, ocean freight and inland transportation etc. except for
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The Flood Prevention Project of East Side of the
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Volume I, Section 7 Specifications
7-3 Procurement of Drainage Pump Vehicle
internal taxes, such as customs duty and value added tax, imposed in the Kingdom of
Thailand.
All taxes and duties imposed outside the Kingdom of Thailand shall be born by the
Contractor, if any.
1.9
Tests, Inspection, Adjustment, Commissioning and Training
The following works on the tests, inspection, adjustment, commissioning and training
shall include in the Contract.
(a) Shop Tests and Inspection
The Equipment including the major and important parts shall be tested and
inspected by the Contractor and/or his Subcontractor(s) prior to their shipment and
delivery. Shop inspection shall be required in the presence of the Consultant and
also the Client when it deemed necessary by him and is conducted in the Kingdom
of Thailand. Manufacturers’ shop inspection results and their certificates shall be
submitted by the Contractor to the Consultant before shipment and delivery.
The Equipment in the completed shape shall be required to inspect at due
workshop designated by the Contractor and/or his Subcontractor for all sets to
procure.
If the Equipment including the major and important parts fails to conform to the
Specifications as a result of such inspections, the Consultant may reject them and
the Contractor shall either replace the rejected Equipment, including the major and
important parts, or make all alterations necessary to meet the requirements.
(b) Adjustment
The Equipment shall be brought into suitable conditions by the Contractor and/or
his Subcontractor for giving the specified performance at site. The Contractor
and/or his Subcontractor shall make proper adjustment to settle the Equipment
into specified conditions for performance. All works must be done to the
satisfaction of the Client, and the Contractor and/or his Subcontractor shall carry
out his work in a neat and proper workmanlike manner. The adjustment shall be
planned and carried out in no way to damage the Equipment. All tools, fuel,
materials, labors, logistics etc. shall be provided by the Contractor and/or his
Subcontractor.
(c) Commissioning (Acceptance Tests)
The Contractor and/or his Subcontractor shall check all components of the
Equipment to ensure that their conditions are good and adequate for giving the
specified function. Commissioning (acceptance tests) at site shall be required in
order to check the function of the Equipment in the presence of the Client and the
Consultant before finally handing over to the Client. Time to spend the
commissioning is assumed to be one (1) hour for each set of the Drainage Pump
S.7-3-5
Volume I, Section 7 Specifications
7-3 Procurement of Drainage Pump Vehicle
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Vehicle.
The Contractor shall submit the commissioning plan and result report to the Client
through the Consultant’s approval thereof.
The Equipment shall be required to test at site designated by the Client for all sets
to hand over.
All tools, fuel, materials, labors, logistics etc. shall be provided by the Contractor
and/or his Subcontractor.
After completion of the commissioning with satisfactory results, the Client shall
issue the receipt of the Equipment to the Contractor, and then one (1) year
warranty period will starts.
(d) Operational and Maintenance Training
The Contractor shall provide operational and maintenance training work with a
target to the concerning personnel of the Client in order to transfer the technical
knowledge on operation and maintenance of the Equipment.
The period for the operational and maintenance training shall total five (5) days
including the commissioning.
The program and materials thereof shall be prepared in Thai or English and
provided by the Contractor with approval by the Consultant. All tools, fuel,
materials, labors, logistics etc. shall be provided by the Contractor and/or his
Subcontractor.
1.10
Warranty and After-Sales Services
The Contractor shall make necessary arrangement with eligible agent(s) who have
sufficient stock of spare parts and after-sales service facilities.
In order to provide satisfactory maintenance service even after one (1) year warranty
period, the Contractor shall keep a close contact with his Subcontractor and submit a
list of the maintenance service agent(s) for the following services.
(a) The Contractor through his Subcontractor(s) shall remedy, at his own expense,
any defects against which the Work is warranted, by making all necessary
repairs or replacements except in the case that such defects result from the
Client’s negligence or failure during the one (1) year warranty period.
(b) The Contractor shall guarantee to supply the spare parts of the Equipment
through the agent(s) upon request by the Client at cost basis for a period of two
(2) years after the one (1) year warranty period.
(c) In case of major breakage, which is hard to repair by the local agent(s), the
Contractor shall send his Subcontractor or manufacturer’s engineer(s) to the
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The Flood Prevention Project of East Side of the
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Volume I, Section 7 Specifications
7-3 Procurement of Drainage Pump Vehicle
site designated by the Client within one (1) week after the request by the Client
to repair such breakage at cost basis. Such services shall be guaranteed for a
period of two (2) years after the one (1) year warranty period.
2.
DRAINAGE PUMP VEHICLE
2.1
Composition
The Drainage Pump Vehicle is mainly composed of chassis with cab, drainage pumps,
control panel, generator and lighting apparatus.
2.2
Specifications
The following specifications shall be applied to each set of the Drainage Pump Vehicle.
(1)
Working Condition
(a) Drainage operating time
48 hours or more in continuous operating time
(b) Temperature
5 to 40 oC
(c) Atmospheric pressure
980 hPa or more
(d) Relative humidity
85 % or less
(2)
Drainage Pumps (“unit” means the number of pump.)
(a) Total drainage discharge 30 m3/min (at 10 m of total head)
(b) Model
Submergible motor driving pump
(c) Number
6 units or less (Same specifications for all units)
(d) Bore
200 mm
(e) Unit weight of pump
40 kgf/unit or less
(f)
Dry type submergible synchronous motor
Type of motor
(g) Power source
3 phase × 440 V × 60 Hz
(h) Cable
Cabtire cable
40 m/unit or more
(with waterproof connector)
Cable band
1 set/unit
(i)
Drainage hose
Diameter 200 mm × Length 25 m
× 3 (discharge side) /unit
Pressure-tight
0.2 MPa or more
(j)
Configuration
Drainage pump shall be controllable of rotation speed
in each unit.
Each drainage pump shall be equipped with metal
fixers for attaching float.
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Volume I, Section 7 Specifications
7-3 Procurement of Drainage Pump Vehicle
(k) Pump float
(l)
Major materials
(m) Accessories
(3)
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
1 no./unit
Attaching rope or rod
Casing
Casing liner
Impeller
Main shaft
1 set/unit
Special lightweight material(s)
Stainless steel or stainless cast steel
Stainless steel or stainless cast steel
Stainless steel or titanium alloy
Tool for pumps
Mooring rope for pump
Mooring anchor for pump
Float push-out bar
1 set
1 set/unit
1 set/unit
1 no.
Chassis with Cab
(a) Country of origin
Kingdom of Thailand
(b) Gross Vehicle Weight
Around 10,000 kgf or less
Necessary minimum size of Gross Vehicle Weight
capable to accommodate the required equipment and
apparatus with 500 kgf of allowance shall be selected.
(c) Drive
Rear-wheel drive
(d) Steering position
Right-hand drive with power steering
(e) Crew
2 or more
(f)
Manual or automatic
Transmission
(g) Engine
Water-cooled diesel
(h) Engine emission
Euro 3 or later
(i)
Rear body (Bed)
Apparatus and equipment shall be functionally
arranged on the rear body for easier operation and
maintenance.
Side guards shall be equipped in the lower part of the
rear body.
Floor material of the rear body shall be antirust.
Metal fixers shall be equipped on the rear body for
fastening devices and equipment.
(j)
Loudspeaker
Output
Around 30 W
Seat belt
AM/FM radio
Air conditioner
Spare tire with wheel
Spare tire fitting
Floor mat
Maintenance tool
1 set for all crew
1 set
1 set
1 no.
1 no.
1 set
1 set
(k) Accessories
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Volume I, Section 7 Specifications
7-3 Procurement of Drainage Pump Vehicle
User manual of chassis
(4)
(5)
1 no. in Thai or English
Power Generator
(a) Type
Low noise with control panel
(b) Number
1 unit
(c) Capacity
1 phase 220 V / 3 phase 440 V × 60 Hz
125kVA or more
Power necessary to run all drainage pumps, all lighting
apparatus and control panel etc. shall be supplied.
(d) Engine
Water-cooled diesel
(e) Fuel tank
200 liter or more
Lighting Apparatus
(a) Condition
Lighting apparatus shall be provided to light up
surrounding area of the vehicle.
(b) Type
Floodlights
(c) Lamps
High intensive discharge (HID) lamps
(d) Cable
Cabtire cable
20 m/lamp or more
(with waterproof connector)
(e) Shrinkable and rotational device
Manually shrinkable to up & down and rotational to
right & left
(6)
Control Panel
(a) Condition
There shall be stored inverter devices for start and
rotation speed control of drainage pumps, and
operating control of each drainage pumps and on-off of
lighting apparatus shall be possible.
Power supply connectors to drainage pumps shall be
waterproof and easy to connect power cables of
drainage pumps.
(b) Type
Outdoor weatherproof
(c) Panel equipment (“unit” means the number of pump.)
Pump start switch
Pump stop switch
Pump rotation control switch
Emergency stop button
Display recovery button
Voltmeter
S.7-3-9
1 no./unit
1 no./unit
1 no./unit
1 no.
1.no.
1 no.
Volume I, Section 7 Specifications
7-3 Procurement of Drainage Pump Vehicle
The Flood Prevention Project of East Side of the
Pasak River in Ayutthaya in the Kingdom of Thailand
Ammeter
Frequency meter
Tachometer
Hour meter
Others needed
(d) Display language
1 no./unit
1 no.
1 no./unit
1 no./unit
Thai or English
(7)
Paint Color
To be specified by the Client
(8)
Accessories
Grounding electrode
1 set
Test and inspection record in Thai or English 1 no.
User manual in Thai or English
2 nos.
Parts list in Thai or English
1 no.
Shop drawings (Overall installation diagram,
Component mounting diagram, Wiring diagram etc.) in
Thai or English
2 nos.
2.3
Spare Parts
The following shall be applied to each set of the Drainage Pump Vehicle.
(a) Drainage pump
1 unit
(b) Drainage hose
Diameter 200 mm × Length 25 m × 3
S.7-3-10
APPENDICES
1. EXCHANGE OF NOTES
2. GRANT AGREEMENT