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SWINBURNE UNIVERSITY OF TECHNOLOGY SARAWAK
(SUTS)
TENDER DOCUMENT
FOR
THE CONSTRUCTION AND COMPLETION OF THE
PROPOSED EXPANSION PLAN OF SWINBURNE
UNIVERSITY OF TECHNOLOGY SARAWAK
(SUTS) AT JALAN UPLANDS
2010
CONSULTANT:
BLANC Consultant Firm
No. 178, Second Floor,
Green Heights Commercial Centre,
Jalan Lapangan Terbang,
93250 Kuching,
Sarawak, Malaysia.
Tel: 082-416858
Fax: 082-416888
CONTENTS
Pages
1. FORM OF AGREEMENT
FA-1 to FA-2
2. FORM OF TENDER
FT-1
3. APPENDIX TO FORM OF TENDER
APP-1
4. NOTICE TO TENDERERS
NT-1
5. INSTRUCTION TO TENDERERS
IT-1 to IT-4
6. LETTER OF ACCEPTANCE OF TENDER
LA-1 to LA-2
7. BANK GUARANTEE FOR PERFORMANCE BOND (WORKS)
BG-1 to BG-3
8. PREAMBLE TO SUMMARY OF TENDER
PRE-1 to PRE-4
9. SUMMARY OF TENDER
ST-1 to ST-2
10. SCHEDULE OF RATES
SR-1 to SR-26
11. GENERAL CONDITIONS OF CONTRACT
C-1 to C-2
12. ADDENDUM TO GENERAL CONDITIONS OF CONTRACT
ADD/C-1
13. SPECIFICATIONS
SP 1.1 to SP 9.2
APPENDICES
APPENDIX A - LIST OF DRAWINGS
APPENDIX B - BOREHOLE LOGS
FORM OF AGREEMENT
THE CONSTRUCTION AND COMPLETION OF THE PROPOSED EXPANSION PLAN OF
SWINBURNE UNIVERSITY OF TECHNOLOGY SARAWAK (SUTS) AT JALAN UPLANDS
FORM OF AGREEMENT
THIS AGREEMENT made the …………………… day of ……………………… 20 ……………
BETWEEN Swinburne University of Technology Sarawak (SUTS) (hereinafter called “the
Employer”) of one part and …………………………………………of (or whose registered
office
is
situated
at
………………………………………………………………………………………………………)
(hereinafter called “the Contractor”) of the other part.
WHEREAS the Employer is desirous that certain works should be executed, viz :
THE CONSTRUCTION AND COMPLETION OF THE PROPOSED EXPANSION
PLAN OF SWINBURNE UNIVERSITY OF TECHNOLOGY SARAWAK (SUTS) AT
JALAN
UPLANDS
…………………………………………………………………………………………………………...
and has accepted a Tender by the Contractor for the execution of the works.
NOW IT IS HEREBY AGREED AS FOLLOWS :1.
In this Agreement words and expressions shall have the same meanings as are
respectively assigned to them in the General Conditions of Contract and the
Addendum to General Conditions Of Contract hereinafter referred to.
2.
The following documents shall be deemed to form and be read and construed as part
of this Agreement, viz :-
3.
(a)
The said Tender;
(b)
The Summary of Tender, Schedule of Rates and Addendum to Form of
Tender;
(c)
The Specifications and Appendices;
(d)
The Contract Drawings;
(e)
The General Conditions of Contract (PWD 75 Rev. 5/61) and the Addendum
to General Conditions of Contract;
(f)
Instruction to Tenderers; and
(g)
The Letter of Acceptance.
For the consideration hereinafter mentioned, the Contractor will in accordance with
the provisions of this Agreement, execute and complete the Works shown upon the
said Drawings and/or described by or referred to in the said Specifications, Summary
of Tender and General Conditions of Contract.
FA-1
4.
The Employer will pay to the Contractor the sum of Ringgit Malaysia…………………..
or such other sum as shall become payable hereunder at the times and in the
manner provided by this Agreement.
IN WITNESS whereof the parties hereunto have hereunder set their respective hands and
official stamps the day and year first above written.
The official stamp of Sarawak Construction )
(1963) Sdn Bhd (“the Employer”) is
)
hereunto affixed
)
)
)
)
in the presence of :)
)
Name ……………………………………
)
)
Occupation …………………………….
)
)
Address …………………………………
)
)
……………………………………………
)
Signed by ……………………………….
(Name of Contractor)
(I.C. No. …………………………………
for and on behalf of the Contractor
In the presence of :Name ……………………………………
Occupation …………………………….
Address …………………………………
……………………………………………
)
)
)
)
)
)
)
)
)
)
)
)
)
)
)
)
)
………………………………………………
GENERAL MANAGER/ AUTHORISED
OFFICER
………………………………………………
Witness
………………………………………………
Contractor’s Signature
………………………………………………
Contractor’s Official Stamp
………………………………………………
Witness
FA-2
FORM OF TENDER
FORM OF TENDER
To :
Swinburne University of Technology Sarawak (SUTS),
Jalan Simpang Tiga,
93350 Kuching,
Sarawak, Malaysia.
THE CONSTRUCTION AND COMPLETION OF THE PROPOSED EXPANSION PLAN OF
SWINBURNE UNIVERSITY OF TECHNOLOGY SARAWAK (SUTS) AT JALAN UPLANDS
Gentlemen,
Having examined the Drawings, Summary of Tender, Schedule of Rates, General
Conditions of Contract with the Addendum to General Conditions of Contract and
Specifications for the above-named Works, we offer to execute, complete and maintain the
whole of the said Works in conformity therewith and in accordance with the said Drawings,
Summary of Tender, Schedule of Rates, General Conditions of Contract and Specifications
for the sum of Ringgit Malaysia …………………………………………………………
…………………………… (RM …………………) (which includes the Provisional or Prime
Cost Sums referred to in the above documents) or such other sum as may be ascertained in
accordance with the said Conditions. We undertake to complete and deliver the whole of
the Works comprise in the Contract within twelve (12) months from the date of possession of
site or within such extended time as provided for by the General Conditions of Contract.
If our tender is accepted we will, when required, provide surety in the amount stated in the
Appendix to Form of Tender for the due performance of the Contract in accordance with
Clause 5 of the General Conditions of Contract.
We agree to abide by this Tender for the period of one hundred and twenty (120) days from
the date fixed for receiving the same and it shall remain binding upon us and, may be
accepted at any time before the expiration of that period. Unless and until a formal
Agreement is prepared and executed, this Tender, together with your written acceptance
thereof, shall constitute a binding Contract between us.
We understand that you are not bound to accept the lowest or any tender you may receive.
We are, Gentlemen,
Yours faithfully,
Signature and
Stamp of Contractor …………………………………………
Name
Address
Tel. No.
Designation
Date
: …………………………………………
: …………………………………………
…………………………………………
: …………………………………………
: …………………………………………
: …………………………………………
FT-1
APPENDIX TO FORM TENDER
APPENDIX
DETAILS TO APPLY TO APPENDIX TO
GENERAL CONDITIONS OF CONTRACT
Clause
5
5
An amount equal to …………(%)
of the Contract sum.
19 & 35(f)
Twenty Four (24) months
…………………………………….
Time for Completion
26
Twelve (24) months
…………………………………….
Liquidate and Ascertained
Damages
28
RM100,000.00 PLUS
A sum of …………………
RM500.00
Day or Part Thereof
…………..per
……….……………….
Bonus for Completion ahead of
Time for Completion
26(d) *
10,000.00 per Month or Part
RM…………….………………….
Thereof
…………………………………….
Period of Interim Certificates
35(a)
Monthly
…………………………………….
Minimum Amount of Interim
Certificates
35(a)
RM150,000.00
…………………………………….
Limit of Retention Fund
35(c)
Five Percent (5%) of Contract Sum
Amount of Surety
Defects Liability Period
…………………………………….
* See Addendum to General Conditions of Contract
APP-1
NOTICE TO TENDERERS
THE CONSTRUCTION AND COMPLETION OF THE PROPOSED EXPANSION PLAN OF
SWINBURNE UNIVERSITY OF TECHNOLOGY SARAWAK (SUTS) AT JALAN UPLANDS
NOTICE TO TENDERERS
(a)
Tenders are invited for the “The Construction and Completion of the Proposed
Expansion Plan of Swinburne University of Technology (SUTS) at Jalan
Uplands” addressed to “Swinburne University of Technology Sarawak (SUTS)” not
later than ……………….. on the ………………
(b)
The Tender Documents can be collected from the office of BLANC Consultant Firm
from the ……………………… The tenderer will be required to pay a non-refundable
tender document fee of RM400.00 payable to BLANC Consultant Firm.
(c)
A Contractor may not submit more than one tender in respect of the contract.
(d)
Mutilated or defaced tender forms may be rejected.
(e)
The work or service, for which this tender will be received, shall be carried out in
accordance with the Tender Specifications and Form of Tender together with the
Terms and Conditions and Specifications attaching thereto and such detailed
instructions as may be necessary during the performance of this work or service.
(f)
The Contractor shall state in his tender ONE SUM for the thorough completion of the
work as shown and described in the Tender Specifications and Form of Tender,
inclusive of all contingencies and liabilities to which he is or may become liable under
the said Terms and Conditions and Tender Specifications.
(g)
The Contractor shall provide certified photocopy of (a) Extract of Business Names
Ordinance in the case of sole proprietor/firm and (b) Form 24 and 49 in the case of
limited company, must be submit together with the Form of Tender giving details to
include names of shareholders.
(h)
The Contractor whose tender is accepted shall be required to enter into a formal
contract with Swinburne University of Technology Sarawak (SUTS) for the due
execution of the work.
(i)
The tender will remain open for acceptance for a period of one hundred and twenty
(120) days from the date the tenders close.
(j)
Before work commences on the Contract, the Contractor shall be required to provide
Performance Bond in the form of cash or an approved security deposit in the form of
cash or an approved Banker’s Guarantee equal to 5% of the tendered sum. This
deposit will be released upon satisfactory completion of the contract.
(k)
Unless and until a formal Agreement is prepared and executed, the tender
documents namely Form of Tender, General Conditions of Contract, Specifications
and this Notice, together with the letter of acceptance from Swinburne University of
Technology Sarawak (SUTS) issued within the validity period shall constitute a
binding Contract between Swinburne University of Technology Sarawak (SUTS) and
the Contractor.
(l)
Swinburne University of Technology Sarawak (SUTS) does not bind itself to accept
the lowest or any tender.
NT-1
NSTRUCTION TO TENDERERS
SWINBURNE UNIVERSITY OF TECHNOLOGY SARAWAK (SUTS)
THE CONSTRUCTION AND COMPLETION OF THE PROPOSED EXPANSION PLAN OF
SWINBURNE UNIVERSITY OF TECHNOLOGY SARAWAK (SUTS) AT JALAN UPLANDS
INSTRUCTION TO TENDERERS
1.
GENERAL
These Instructions to Tenderers, in so far as they may affect the execution of the
contract, shall be deemed to form part of the Contract.
The whole of the Works set forth in the Drawings, Summary of Tender, Schedule of
Rates and Specifications will be part of the Contract, subject to the General
Conditions of Contract.
The relevant clauses stated in this Instruction to Tenderers should be read closely
with the General Conditions of Contract.
2.
TENDER DOCUMENT
The Tender Documents shall consist of the following:(i)
(ii)
(iii)
(iv)
(v)
(vi)
3.
General Conditions of Contract with the Addendum
Instruction to Tenderers
Form of Tender and Appendix to Form of Tender
Summary of Tender and Schedule of Rates
Specifications
Drawings.
TENDERER TO OBTAIN ALL INFORMATION/SITE EXAMINATION
The Contractor shall be deemed to have read the tender documents and have visited
the site before tendering and acquainted himself to the nature, extent and
practicability of the works. He shall be deemed to have included in his tender for any
costs in respect of availability or lack of access, working space, the nature of the
ground conditions and any other limitations imposed by the site and its surroundings.
4.
INTERPRETATION OF TENDER DOCUMENTS
If any Tenderer is in doubt as to the true meaning of any part of the Tender
Documents, he should at once notify the Engineer not less than ten (10) days prior to
the submission of tenders and request clarification before submitting his Tender,
interpretations of the Tender Documents will be valid only if made by formal Addenda
by the Engineer as described in Clause 7 hereof.
5.
ADDENDA
Addenda may be issued prior to the date for submission of Tenders to clarify or
modify the Tender Documents in part or in total. Every Addendum issued will be
distributed to each Tenderer and shall become part of the Tender Documents.
Receipt of each Addendum must be acknowledged on the form issued with the
Addendum and must be submitted together with the Form of Tender. Failure to
acknowledge any Addendum may render the Tender being rejected.
IT-1
6.
ORAL INTERPRETATION
Oral interpretation of any of the Tender Documents requested and received by any
tenderer shall not be considered to modify any of the provisions of the Tender
Documents. Any clarification or modification to any of the Tender Documents shall
be made in writing in the form of Addenda.
7.
STANDARD OF WORKMANSHIP AND MATERIALS
All workmanship, materials and components throughout shall comply with either:-
8.
(a)
The relevant Malaysian or British Standard or Code of Practice current on the
date of closing Tenders, or
(b)
Other Standard or Codes of Practice proposed by the Tenderer providing that
these Standards or Codes of Practice are equivalent or superior to the
relevant British Standard or Code and that two ( 2) copies in English of each
standard and Code of Practice shall be provided by the Tenderer with the
Tender.
EXECUTION OF TENDERS
The Tender must be signed or sealed or otherwise executed in such manner that it
shall be binding on the Tenderers if accepted.
The Tender Documents shall be signed by the Contractor or duly authorized
representative of the Company.
Power of Attorney or certified copies thereof granting authority to sign shall be
enclosed.
9.
THE TENDER
The Tenderer is required to complete all of the Tender Documents including :(a)
The Form of Tender and Addendum to Form of Tender
(b)
The Summary of Tender and Schedule of Rates
(c)
All Appendices
(d)
‘Power of Attorney’, Affidavits together with Agreement of Association and
any other documents necessary to authenticate his Tenderer.
Where documents to be signed by the Tenderer extend for more than one page,
each page of the individual forms shall be initialed by the Tenderer.
10.
FILLING OF APPENDICES
Where required, the tenderer is required to complete fully all Appendices with
accurate details.
11.
CONFIDENTIALITY OF DOCUMENTS
The Tender Documents shall be treated as private and confidential.
IT-2
12.
COST OF TENDERING
Tenderers will not be reimbursed for any expense incurred in the preparation or
submission of Tender.
13.
COST OF TRANSMITTING DOCUMENTS
All charges whatsoever relating to the collection, delivery and return of the Tender
Documents and additional copies thereof shall be the liability of the Tenderers.
14.
IMPORTED CONSTRUCTIONAL PLANT AND MATERIALS
The Tenderer shall satisfy himself that important licenses for each and any
Constructional Plant and Materials he proposes to import into Malaysia for the
execution of the Works will be issued by the relevant authority. The Employer shall
not be held liable for any rejection or delay in issuing of such license.
The attention of the Tenderers is drawn to the fact that importation of materials,
supplies and equipment is subject to the approval by the Ministry of Trade and
Commerce. The Tenderers shall ascertain for themselves through enquires with the
Ministry of Trade and Commerce on the rules, regulations and custom duties for the
import of materials and equipment to be incorporated in the works and make
appropriate allowances in their tender prices.
15.
PERFORMANCE BOND
Before work commences on the Contract, the successful tenderer shall be required
to provide Performance Bond in the form of cash or an approved security deposit in
the form of cash or an approved Banker’s Guarantee equal to 5% of the tendered
sum. This deposit will be released upon satisfactory completion of the contract.
16.
OUTLINE CONSTRUCTION PROGRAMME
On commencement of the work, the successful tenderer shall submit :
17.
(a)
A programme showing the order in which the Tenderer proposed to carry out
and complete the Works within the Contract Period;
(b)
An outline of the method by which the Tenderer proposes to complete the
Works within the Contract Period; and
(c)
Equipment and plant proposed together with the numbers of workers (both
skilled and unskilled) to be employed during the various stages of the
Contract Period.
JURISDICTION ACCORDING TO MALAYSIAN LAW
It shall be understood that any tenderer who participates in any manner in the
Tender consents to submit jurisdiction in Malaysia on any question or matter arising
from the Tender Documents, award and implementation of the Contract, and binds
himself to accept the judgement or order of any such court of tribunal of competent
jurisdiction.
IT-3
18.
LANGUAGE OF THE BID
The Tender prepared by the Tenderer and all correspondence and documents
relating to the Tender exchanged by the Tenderer and Sarawak Construction (1963)
Sdn Bhd shall be written in English.
19.
CUSTOMS DUTY AND SALES TAX
The Contractor shall pay all customs and Excise Duties, Import Surtax, Port Dues,
Landing Charges and Sale tax upon materials and equipment, either imported into or
purchased within Malaysia for incorporation into the Works. The Contractor should
allow all rates quoted in these Tender Documents to include in for Customs and
Excise Duties, Import Surtax, Port Dues, Landing Charges and Sales Tax. The
Contractor shall not be reimbursed for all these items.
20.
C.I.D.B. CONTRIBUTION
The Employer shall make contribution of levy to the Construction Industry
Development Board (CIDB). Thus, the Contractor is not required to price the levy
contribution in his tender and also not required to effect payment to CIDB in respect
of levy contribution for his works.
IT-4
LETTER OF ACCEPTANCE OF TENDER
LETTER OF ACCEPTANCE OF TENDER
To :
……………………………………………………
……………………………………………………
……………………………………………………
……………………………………………………
(Contractor)
Contract No.:
TENDER FOR THE CONSTRUCTION AND COMPLETION OF THE PROPOSED
EXPANSION PLAN OF SWINBURNE UNIVERSITY OF TECHNOLOGY SARAWAK
(SUTS) AT JALAN UPLANDS
1.
You are hereby informed that your Tender for the above mentioned Works is
accepted, subject to the Conditions of Contract, Specifications, Schedule or Rates
and Summary of Tender, Addendum, Form of Tender and this letter, in the sum of
Ringgit Malaysia ………………………
2.
Your Tender, as defined above, together with this Letter of Acceptance thereof, shall
constitute a binding contract between yourselves and Swinburne University of
Technology Sarawak (SUTS). You will be required however, to execute in due
course, an Agreement in the form annexed to the tender documents.
3.
You will be notified by the Swinburne University of Technology Sarawak (SUTS)
when the Contract documents are ready for your signature.
4.
Attention is drawn to the General Conditions of Contract, whereby as precedent to
commencement of Work and not later than the day you execute the formal Contract
Agreement, you will be required to deposit with the Employer a performance Bond in
the form of a Bank Guarantee by an acceptable financial institution in the sum of
Ringgit Malaysia ………………… ………………
being five percent (5%) of the Tender Sum, for the due performance of this Contract.
5.
You will also be required, at the same time, to deposit with the Engineer, the
Workmen’s Compensation and Insurance Policies and to produce for inspection the
receipts for premiums paid.
6.
This Letter of Acceptance does not constitute an order for you to commence work.
The order to commence work will be issued to you separately. The order to
commence work will also contain the date of possession of site.
LA-1
7.
This letter is sent to you in duplicate. Please return the original duly signed and
witnessed where indicated, to this office and retain the copy.
……………………………………………
Swinburne University of Technology
Sarawak (SUTS)
_________________________________________________________________________
The undersigned hereby acknowledges receipt of the above letters, copy of which has been
retained, and confirm that no terms, conditions, or stipulations additional to those contained
in the Tender Documents have been imposed by the issue of this letter.
Signature & Stamp
………………………………………
(Contractor)
……………………………………………
(Witness)
Name : …………………………………
Name : …………………………………
I.C. No. : ……………………………….
I.C. No. : ……………………………….
Address : ………………………………
………………………………………….
………………………………………….
………………………………………….
………………………………………….
………………………………………….
Date : …………………………
Date : …………………………
LA-2
BANK GUARANTEE FOR
PERFORMANCE BOND (WORKS)
BANK GUARANTEE FOR PERFORMANCE BOND (WORKS)
THIS AGREEMENT is made the ………………… day of ……………………… 20 ……………
BETWEEN ……………………………………………………………………………………………
(insert name of Bank) of …………………………………………………………………………….
(insert principal address of business of Bank) (hereinafter called “The Guarantor”) of the
one part and Swinburne University of Technology Sarawak (SUTS) (hereinafter called the
“Employer”) of the other part.
WHEREAS
In consideration of the Employer allowing ……………..
…………………………………………………………… (hereinafter referred to as “the
Contractor”) to Construct and Complete the Proposed Construction And Completion
Of The Construction and Completion of the Proposed Expansion Plan of Swinburne
University of Technology Sarawak (SUTS) at Jalan Uplands for a contract sum of
Ringgit Malaysia
…………………………………………………………………………..
…………………………………………………………………… (RM……………………… )
We, the undersigned at the request of the Contractor irrevocably undertake a
guarantee to the Employer that:The Guarantor has agreed to guarantee the due performance of the said Contract in
the manner hereinafter appearing.
NOW the Guarantor hereby agrees with the Employer as follows:1.
On the Employer’s first written demand, the Guarantor shall forthwith pay to the
Employer the amount specified in such demands not withstanding any contestation
or protest by the Contractor or Guarantor or by any other third party and without
proof or conditions. Provided always that the total of all demands so made shall not
exceed the sum of
Ringgit Malaysia ………………………………………………………………………………
…………………………………………………………………………………………………
(state the amount of bond in words) (RM …………………………) and the total
amount recoverable against the Guarantor under this Agreement shall not exceed
the said sum.
2.
The Employer reserves the right to make any partial demands if it shall so desire and
the total of all such partial demands so made shall not exceed the sum of Ringgit
Malaysia
…………………………………………………………………………………………………
……………………………………………………………………(state the amount of bond
in words) (RM ………………………………) and the liability of the Guarantor to pay
SC the aforesaid shall correspondingly be reduced proportionate to any payment of
partial demands having been made by the Guarantor.
3.
The Guarantor shall not be discharged or released from this Guarantee by any
arrangement between the Contractor and the Employer with or without the consent
BG-1
of the Guarantor or by any alteration in the obligations undertaken by the Contractor
or by any forebearance whether as to payment, time, performance or otherwise.
4.
The guarantee given by the Guarantor is a continuing guarantee. This Agreement
shall be irrevocable and shall initially remain in force and effect until
………………………… (hereinafter referred to as the “Initial Expiry Date”) being the
end of a period of twelve (12) calendar months after the expiry date of the defects
liability period as stated in the contract or in the case of the Contract being
determined, one (1) calendar year after the date of determination. The Guarantor
shall upon the request of the SC extend the Initial Expiry Date of this guarantee for a
further period of one (1) calendar year from the Initial Expiry Date (hereinafter
referred to as the “Extended Expiry Date”) and the Guarantee shall be so extended.
The maximum aggregate amount that the Employer shall be entitled to under this
Agreement shall not exceed the said Sum of Ringgit Malaysia …………………………
………………………………………………………………………………………………….
(state the amount of bond in words) (RM ……………………………).
5.
All whatsoever obligations and liabilities of the Guarantor under this Agreement shall
cease upon the determination of this Agreement on the Initial Expiry Date or the
Extended Expiry Date as the case may be save to the extend that the Employer shall
previously have called upon the Guarantor in writing to pay specified monies payable
under the contract then remaining outstanding.
6.
All claims, if any, in respect of this guarantee must be received by the Bank during
the validity period of this Guarantee or within four (4) weeks from the expiry date of
this Guarantee whichever is the later.
BG-2
IN WITNESS WHEREOF the parties hereto set their hands the day and year first above
written.
Signed for and on behalf of the said
Guarantor
)
)
………………………………………………
Name ……………………………………..
Designation ……………………………….
Bank’s Seal ……………………………….
in the presence of
………………………………………………
(Witness)
Name ……………………………………….
Designation …………………………………
Signed for and on behalf of the said
Swinburne University of Technology
Sarawak (SUTS)
)
)
………………………………………………
Swinburne University of Technology
Sarawak (SUTS)
………………………………………………
Company Chop
in the presence of
………………………………………………
(Witness)
Name ……………………………………….
Designation …………………………………
BG-3
PREAMBLE TO SUMMARY OF TENDER
THE CONSTRUCTION AND COMPLETION OF THE PROPOSED EXPANSION PLAN OF
SWINBURNE UNIVERSITY OF TECHNOLOGY SARAWAK (SUTS) AT JALAN UPLANDS
SUMMARY OF TENDER
PREAMBLE
1.0
LUMP SUM CONTRACT
This is a Lump Sum Contract in which the Summary of Tender is to be read in
conjunction with the Conditions of Contract, the Specifications and the Drawings.
The Schedule of Rates shall be used only for the ascertainment of prices for
Variation Orders. The Tenderers is responsible for obtaining his own quantities from
the Drawings and insert in the Summary of Tender and takes responsibility for their
accuracy.
2.0
CONTRACTOR’S ACQUAINTANCE
The Contractor shall be deemed to have acquainted himself with the detailed
description of the works to be carried out the manner in which they are to be
executed and the requirements and standards of the completed works. General
directions and description of works and materials given in the Specifications are not
necessarily repeated in the Summary of Tender. Reference must be made to the
Specifications and Drawings for the information.
3.0
ITEMS GIVEN
The items set forth in the Summary of Tender shall, except insofar as may be
otherwise expressly provided in the Contract, be deemed to cover all the
Contractor’s liabilities and obligations set forth or implied in the Contract and all
matters and things necessary for the proper construction, completion and
maintenance of the works.
4.0
OVERHEADS AND PROFITS, ETC.
Overheads, profits, etc. shall be deemed to be included in the rates, prices, sums
etc. in the Summary of Tender and Schedule of Rates.
5.0
SAMPLE TESTS
The Contractor shall be deemed to have allowed in the sums in the Summary of
Tender for complying with and for carrying out all necessary trials, tests and taking
all necessary samples for testing by the Engineer as described in the Specifications
and/or indicated on/or inferred from the Tender Documents unless otherwise
specified.
PRE-1
6.0
TEMPORARY WORKS
The Contractor shall be deemed to have allowed in the Summary of Tender for the
provision, maintenance and final removal of all temporary works of whatsoever
nature required for the proper execution of the works. No further specific items of
particular temporary works will be measured separately.
7.0
PROVISION, TRANSPORT REMOVAL OF PLANT
Payment for the provision, transport and removal of any item of plant engaged upon
the Works shall be included in the Summary of Tender.
8.0
UNSUITABLE PLANT
If during the execution of the Works any item of plant should in the opinion of the
Engineer prove to be unsuitable or out of repair so as to fail to perform the service
required in the execution of the Works, the Contractor shall replace such plant with
other suitable plant at his own cost and until the replacement has been satisfactorily
made, the Employer may withhold from subsequent payments as sum representing
such portion of the monies as the Engineer shall certify to be reasonable.
9.0
DELAYS DUE TO WEATHER
When selecting his equipment, the Contractor shall make due allowances for the
nature of the Site and for the weather condition which can occur there. No payments
will be made on account of any claims for delays due to bad weather conditions.
10.0
PRICE OF ITEMS
Every item shall be rated or priced but no new items shall be added. If any item is
not prices, it shall be deemed to be covered by the other priced items in the
Summary of Tender.
11.0
PAYMENT
Payment against such Lump Sum items shall be paid in proportion to the extent of
which at the end of the period in question, in the opinion of the Engineer, the relevant
services have been provided or as stipulated in the Specifications.
12.0
CONTINGENCY AND PROVISIONAL SUMS
The amount under Provisional and Contingency Sums shall be expended in the
whole or in part or not at all as the Engineer may direct. Where work to which a
Provisional Sum relates has been ordered by the Engineer and has been executed
by the Contractor the work as executed will be valued in accordance with Clause 33
of the Conditions of Contract.
PRE-2
Items of Work under Provisional items, when instructed, shall be paid at the rates
inserted for the appropriate items in the Summary of Tender (whether the quantities
instructed are lower or higher than quantities stated). If no work of any item is
instructed to be executed, then the total amount inserted in that item of the Summary
of Tender shall not be payable.
Rates shall allow for time cost associated with the work and no extension of time or
delay costs will be considered or granted unless the Contractor demonstrates that
the extension of such work in excess of the provisional quantities shown was on the
critical path and caused a delay to the completion of the project.
All provisional quantities will be subject to joint measurement prior to payments.
All costs of and related to the joint measurements and valuations of the Works shall
be deemed to be included in the respective items in the Summary of Tender.
13.0
SITE VISIT
Tenderers will be deemed to have inspected the Site of the Works before submitting
their Tenders.
Tenderers must make, or cause to be made on their behalf, local enquiries
concerning the availability and cost of any plant required, accommodation, labour,
temporary supplies of power, water supply, access and all other local conditions and
matters affecting the Tender.
Tenderers shall obtain for themselves on their own responsibility all other information
which may be necessary for making a tender and entering into contract and must
examine the Tender Documents in order to ascertain the matters as to which they
will be deemed to have satisfied themselves and the risks and obligations which they
are to undertake.
Tenderers may, at their own expense, make additional site investigations if they so
desire.
14.0
SUB-LETTING
Details and particulars of sub-letting and sub-contractors proposed for the Works
shall be inserted in the Appendices to the Summary of Tender. In the event that a
tenderer is accepted, he shall not sub-contract any works to any other contractors
without the approval of the Employer.
15.0
VARIATION ORDER
Any variation as ordered based on the Schedule of Rates will in no way void or abate
the conditions or provisions of the Contract or relieve the Contractor from the
responsibility of constructing the work to the required standard and carrying out the
maintenance specified. Any additional labour, transport or material required to make
good faulty work or used in repair or maintenance will be at the expense of the
Contractor and will not be taken into the account when determining the sum to be
paid for each item or section of the works.
PRE-3
16.0
PRICES IN MALAYSIAN RINGGIT
All items in the Summary of Tender and Schedule of Rates shall be priced in
Malaysian Ringgit.
PRE-4
SUMMARY OF TENDER
THE CONSTRUCTION AND COMPLETION OF THE PROPOSED
EXPANSION PLAN OF SWINBURNE UNIVERSITY OF TECHNOLOGY
SARAWAK AT JALAN UPLANDS
SUMMARY OF TENDER
DESCRIPTION
RM
CT
1. PRELIMINARIES AND GENERAL
Mobilization, Insurance, Site preparation, Site office,
Performance bond and Deposit.
2. PILING WORKS (PROVISIONAL QUANTITY)
350 MM DIAMETER PRE-CAST PRESTRESSED CONCRETE
SPUN PILE
A. Supply, handle and transport 350mm Diameter pile.
B. Pitch and drive 350mm Diameter pile to required set.
C. Cutting off head of 350mm Diameter pile at required level.
D. Provide all materials, labour, plan, tools and all the necessary
instruments for carrying out static load test.
100 MM DIAMETER BAKAU PILE
A. Supple, handle, and transport 100mm Diameter pile.
B. Pitch and drive 100mm Diameter pile to required set.
C. Cutting off head of 100mm Diameter pile at required level.
STEEL SHEET PILE
PILING EQUIPMENT
3. BUILDING WORKS
2 BLOCKS OF 5-STOREY HOSTELS
CAFETERIA
MULTI-STOREY PARKING LOTS
M&E WORKS
ST-1
4. EXTERNAL WORKS
A. Fencing and gate as shown and/or specified.
B. Surface water drainage comprising drains, culverts,
perimeter drains and all associated works as shown
and/ or specified.
C. Man-made lake
D. Landscaping Works
6. CONTINGENCY SUM
250,000
.00
5. ANY OTHER ITEMS OF WORK
Any other items of work not specifically mentioned but
are deemed necessary for the satisfactory completion of
the building works.
i.
ii.
iii.
TOTAL SUM CARRIED TO FORM OF TENDER
ST-2
SCHEDULE OF RATES
Item
Description
Unit
Amount
RM
Sen
Abbreviation
M
- Meter
M2
KG
- Square meter
- Kilogram
M3
NO
- Cubic meter
- Number
C/W
HDPE
- Complete with
- High Density
Polyethylene
A
A1
EXCAVATOR
Excavate for foundation, trenches, ground beams,
manholes, etc. not exceeding 1.50m deep and get out,
part backfill around foundations and remainder
remove, deposit and consolidate in 150mm layers in
making up levels
M3
A2
Ditto exceeding 1.50m and not exceeding 3.00m
deep ditto
M3
A3
Ditto exceeding 3.00m and not exceeding 4.50m
deep ditto
M3
A4
Ditto not exceeding 1.50m deep and get out, part
backfill around foundations and remainder remove
from site to Contractor’s own dump
M3
A5
Ditto exceeding 1.50m and not exceeding 3.00m
deep ditto
M3
A6
Ditto exceeding 3.00m and not exceeding 4.50m
deep ditto
M3
A7
Extra over excavation for excavating in hard rock
and remove off the site
M3
A8
Approved imported sand-filling to be obtained from
the Contractor’s own sources, and deposit, spread
and consolidate in making up levels
M3
SR-1
A9
Approved imported earth-filling to be obtained from
the Contractor’s own sources, and deposit, spread
and consolidate in 150mm layers in making up levels
M3
A10
300mm ditto
M3
A11
Approved imported top soil-filling to be obtained
from the Contractor’s own sources, and deposit,
spread and consolidate in 150mm layers in making
up levels
M3
A12
100mm thick bed of approved hardcore as described,
well compacted, watered and consolidated, blinded
on top with sand to receive concrete
M2
A13
150mm thick bed of approved hardcore as described,
well compacted, watered and consolidated, blinded
on top with sand to receive concrete
M2
A14
150mm thick approved 38mm down crushed run as
described, well compacted, consolidated, to receive
blockstone riprap
M2
A15
300mm thick blockstone riprap with cement sand
mortar as described
M2
Anti-termite
A16
‘LENTREK (*) 400EC INSECTICIDE’ or other
equal and approved anti-termite chemical treatment
to sub-structure of building all in accordance with the
Manufacturer’s Instruction
B
CONCRETOR
B1
50mm thick lean concrete Grade 15 as specified
blinding
M2
M2
SR-2
B2
75mm thick lean concrete Grade 15 as specified
blinding
M2
B3
Mass concrete Grade 20 as specified
M3
B4
Mass concrete Grade 30 as specified
M3
B5
Vibrated reinforced concrete Grade 20 in pad
footings, pile cap, stump, beams, column stump,
columns, slab, drain, culverts, manhole, sumps etc. as
specified filled into formwork and well packed
around reinforcement (formwork and reinforcement
measured separately)
M3
B6
Vibrated reinforced concrete Grade 25 ditto
M3
B7
Vibrated reinforced concrete Grade 30 ditto
M3
B8
Vibrated reinforced concrete Grade 35 ditto
M3
B9
Formwork ‘Type F1’ as specified to pad footings,
pile cap, stump, beams, column stump, column, slab,
drain, culverts, manholes and sumps, etc.
M2
B10
Formwork ‘Type F2’ as specified to beams, column
stump, column, slab, drain, culverts, manholes and
sump, etc.
M2
B11
1 layer of ‘Polythene Grade 500’ or other equal and
approved damp proof membrane as specified laid
under ground slab
M2
B12
‘Acrylic Polymer FOSROC Brushbond’ or other
equal and approved cement waterproofing system
laid to ground floor slab including all necessary
upturn
M2
Mild steel bar reinforcement as specified inclusive of
bending and placing into position:B13
6mm to 8mm diameter
KG
B14
10mm to 12mm diameter
KG
SR-3
B15
16mm to 25mm diameter
KG
High yield steel bar reinforcement as specified
inclusive of bending and placing into position:B16
10mm to 12mm diameter
KG
B17
16mm to 25mm diameter
KG
Fabric Mesh Reinforcement
B18
BMC No. A6 mesh reinforcement well lapped at
joints and embedded in concrete (measured nett and
no allowance made for laps)
M2
B19
Ditto A7 all as before described
M2
B20
Ditto A8 all as before described
M2
B21
Ditto A9 all as before described
M2
B22
Ditto A10 all as before described
M2
Sundries
B23
B24
B25
B26
C
Floor hardener with ‘SIKA Chapdur Premix’ nonmetallic at 6kg/m2 or equivalent
Expansion joint with ‘FOSROC Thioflex 600’ or
equivalent with approved resin bonded cork filler,
rubber water stop with central bulb, PVC capping
strip, etc. all as per detail drawing
100mm diameter UPVC discharge pipe including all
necessary excavation and backfilling
50mm diameter PVC discharge pipe including filter
cloth, 20mm diameter aggregates, etc. all as per
detail drawing and all necessary excavation and
backfilling
M2
M
M
NO
BRICKLAYER
SR-4
C1
75mm Thick brickwall in cement mortar and
reinforced with
M2
C2
115mm Thick ditto
M2
C3
230mm Thick ditto
M2
C4
Approved bituminous felt damp proof course as
described on brick walls, 75mm wide
M
C5
Ditto, 115mm wide
M
C6
Ditto, 230mm wide
M
C7
6mm Diameter mild steel bonding lie, 455mm
girth hooked at both ends with one end cast into
concrete structure and the other end built into
brickwork including perforation through
formwork
D
PAVIOUR
D1
20mm Thick cement and sand (1:3) paving as
specified, trowelled smooth
M2
D2
Ditto to tread of step, 275mm wide
M
D3
Ditto to undercut riser of step, 180mm high
M
D4
Extra over for forming approved herringbone
groove line
M2
D5
300mm x 300mm "GUOCERA DV962" or other
equal and approved homogeneous tile of
approved colour and pattern laid and jointed in
approved cement mortar (1:3) on and including
20mm thick cement and sand (1:3) screed and
pointed with approved coloured cement to
match
M2
D6
300mm x 300mm "GUOCERA DRE02" or other
equal and approved non-slip homogeneous tiles
all as before described
M2
D7
200mm x 200mm "GUOCERA DRE02" or other
equal and approved non-slip homogeneous tiles
all as before described
M2
D8
Extra over for "GUOCERA" or other approved
non-slip nosing tile
M
NO
SR-5
D9
Supply and lay "Baiduri Width 12" of other equal
and approved anti-static carpet of approved
colour and pattern laid on and including
approved underlay and adhesive all to
Manufacturer Detail
M2
Waterproofing
D10
"Acrylic Polymer FOSROC Brushbond" or other
equal and approved cementitious waterproofing
system as described laid to suspended floor
slab
M2
D11
Ditto to upturn, 150mm high
M
E
ROOFER
E1
"Lysaght Spandek 0.47mm TCT in Clean
Colorbond Steel (G550-AZ150) or other equal
and approved metal roofing sheet of approved
colour fixed on approved C-purlin channel
(measured seperately) including all necessary
fixing accessories all in strict accordance with
Manufacturer's Instructions (Measured nett and
no allowance made for laps)
M2
E2
Extra over for Standar barge capping
M
E3
Extra over for Standard metal fascia capping
M
E4
Extra over for L-shape end piece
NO
E5
Extra over for Standard 3-Way Apex
NO
E6
Extra over for Standard 4-Way Apex
NO
E7
"Lysaght Spandek 0.47mm TCT in Clean
Colorbond Steel (G550-AZ150) or other equal
and approved metal roofing sheet of approved
colour fixed on and including approved
hardwood batten and all necessary fixing
accessories all in strict accordance with
Manufacturer's Instructions (Measured nett and
no allowance made for laps)
M2
E8
Extra over for Standard ridge capping
M
E9
Extra over for Standard hip capping
M
E10
Extra over for Standard hip starter
NO
E11
Extra over for Standard ridge starter
NO
E12
Extra over for Standard 3-Way Apex
NO
SR-6
E13
Extra over for Standard 4-Way Apex
E14
Approved galvanized iron partywall flashing
once bend to shape to a total girth of 300mm
with one end built into brick/ concrete work and
the other end dressed over roof tiles including
fixing accessories and painting
NO
M
Insulation
E15
One layer of "UB-Foil 102" or other equal and
approved double sided aluminium reflected foil
laid to fall on and including approved wire mesh
(measured nett and no allowance made for laps)
M2
E16
One layer of 50mm Thick "Roxul Stone Wool" or
other equal and approved insulation quilt with
nominal density of 40 kg/m3 laid to fall
(measured nett and no allowance made for laps)
M2
Rainwater Goods
E17
100mm Diameter UPVC rainwater down pipe
encased into concrete column
M
E18
100mm Diameter UPVC rainwater down pipe
laid underground including all necessary
excavation, backfilling and forming opening
through concrete beam and connection to drain
M
E19
Extra over 100mm Diameter UPVC rainwater
down pipe for bend
E20
100mm Thick approved clean colorbond gutter
bend to shape to a total girth of 1000mm
complete with approved bracket including all
necessary fixing accessories al as per detail
drawing
E21
Extra over gutter for stop ends
NO
E22
Labour and material for forming 100mm
diameter outlet through gutter including
approved grating cover and approved sealant
NO
NO
M
F
CARPENTER AND JOINER
F1
Sawn Grade 'B' timber in nogging, stud, joist,
rafter, strut, packing piece, etc.
M3
F2
Wrot Grade 'A' timber in beam, joist, flooring,
fascia, board, door framing, etc.
M3
SR-7
Ceiling framing and finishing
F3
F4
F5
F6
F7
F8
3.2mm Thick “UAC” or other equal and approved
cemboard ceiling lay on and including approved
galvanized mild steel channel, approved hardwood
beading and cornices and all necessary of the room
Ditto exceeding 3.50m and not exceeding 5.00m high
3.2mm Thick “UAC” or other equal and approved
cemboard eave soffit lay on and including approved
hardwood noggin, approved hardwood beading and
cornices and all necessary fixing accessories
Ditto exceeding 3.50m and not exceeding 5.00m high
10mm Thick approved gypsum board ceiling with
tape joint in fibre tape lay on and including approved
galvanized mild steel channel and all necessary
fixing accessories
Ditto exceeding 3.50m and not exceeding 5.00m high
M2
M2
M2
M2
M2
M2
F9
Extra over for forming 750mm × 750mm access
panel through UAC cemboard ceiling with and
including all necessary framing
NO
F10
Suspended “CASOLINE GRID” or approved
equivalent
‘T’
bar
ceiling
system with
“CASOPRANO” ceiling tiles or equivalent, all to
manufacturer’s details including all necessary fixing
accessories
M2
DOOR FRAMING AND FINISHING OF
APPROVED
TIMBER
AS
DESCRIBED
INCLUDING DOOR FRAMES, PAINTING ANF
HUNG
DOOR
ON
BUTT
HINGES
(IRONMONGERY MEASURED SEPERATELY)
ALL AS PER DETAIL DRAWING
For Office cum Workshop
F11
Type D1
NO
F12
Type D2
NO
F13
Type D3
NO
SR-8
F14
Type D4
NO
F15
Type D5
NO
F16
Type D6
NO
For Guard House
F17
Type D1
NO
F18
Type D2
NO
SUPPLY AND FIX APPROVED FIRE RATED
DOOR AND FRAME ALL TO MANUFACTURE’S
DETAILS IN COMPLIANCE WITH JABATAN
BOMBA
(m)
REQUIREMENTS
AND
ENGINEER’S APPROVAL INCLUDING ALL
NECESSARY INTUMECENT STRIP AND
APPROVED PAINTING SYSTEM
F19
‘MULTEC (AQO)’ or approved equivalent one hour
fire rated door (Type FD1)
NO
F20
‘MULTEC (AQO)’ or approved equivalent one hour
fire rated door (Type FD2)
NO
G
IRONMONGERY
G1
Install only for the following or other equal and
approved ironmongery including providing requisite
matching screws and fixed to hardwood or set in
concrete floor
NO
G2
TREX 100mm × 75mm ×
Hinges (H1)
2mm stainless steel
NO
G3
TREX 100mm × 75mm ×
Hinges (H2)
2mm stainless steel
NO
G4
SURE-LOC 780US32D-510-60-TT-AQO Lockset
(L1)
NO
G5
SURE-LOC F16-513US32D-40-AQO Lockset (L2)
NO
G6
SURE-LOC CA3807US32D-60-AQO Lockset (L3)
NO
G7
SURE-LOC CA3802US32D-60-AQO Lockset (L4)
NO
G8
RAM 802-SB DOOR Closer (C1)
NO
SR-9
G9
RAM 802-SB DOOR Closer (C2)
NO
G10
SURE-LOC ML Stainless Steel Rebated Set (R1)
NO
G11
TREX Stainless Steel Flush Bolt 150 & 300mm (A1)
NO
G12
TREX 1729A Stainless Steel Coat Hook (A2)
NO
G13
TREX 1729B Stainless Steel Door Stopper (A3)
NO
G14
TREX 532CP Door Stopper (A4)
NO
G15
TREX T-350 Stainless Steel Door Selector (A6)
NO
G16
TRAX AFB-AQO Automatic Stainless Steel Flush
Bolt (A7)
NO
G17
TS-MG-250 Stainless Steel Flush Bolt (A7)
NO
G18
Master Keying Allowance
NO
H
STEEL AND IRON WORKERS
H1
Hot dip galvanized mild steel stanchion, beams, roof
trusses, channel, joists, posts, angle, hollow section,
plates, cleats, purlins, etc. in structural steelwork all
welded and bolted together including all shop and
site work, fabrication, transportation, erection,
surface preparation, welding, filling smooth junction
and complete with approved primer before fixing and
fixed in position
H2
Mild steel stanchion, beams, roof trusses, channel,
joists, posts, angle, hollow section, plates, cleats,
purlins, etc. in structural steelwork all welded and
bolted together including all shop and site work,
fabrication,
transportation,
erection,
surface
preparation, welding, filing smooth junction and
complete with Blast-Cleaned to SA 2 ½ Swedish
Standard SIS 05-5906 with one layer Exoxy primer
and two finishing coats of aplihatic urethane or
approved equivalent before and after fixing and fixed
in position
KG
KG
Mild steel bolt Grade 8.8 complete with head, nut
and washers including drilling through hardwood or
metal
H3
M12 bolt, 200mm long
NO
H4
M16 bolt, 250mm long
NO
SR-10
H5
M16 bolt, 275mm long
NO
H6
M20 bolt, 250mm long
NO
H7
M24 bolt, 250mm long
NO
Mild steel bolt Grade 8.8 complete with head, nut
and washers including drilling through hardwood or
metal, with one end cast into concrete complete with
grouting on cement and sand (1:3)
H8
M12 bolt, 250mm long
NO
H9
M16 bolt, 300mm long
NO
H10
M16 Bolt, 400mm long
NO
H11
M20bolt, 300mm long
NO
H12
M24 Bolt, 300mm long
NO
SUPPLY AND INSTALL NATURAL
ANODDISED ALUMINIUM WORK IN
EXTRUDED SECTIONS AS DESCRIBED
COMPLETE WITH APPROVED 6MM THICK
GREEN TINTED GLASS,SILICONE
SEALANT,MASTIC POINTING AND CLEANING
DOWN ON COMPLETION AS PER DETAIL
DRAWINGS
H13
For office cum workshop
Type W1
NO
H14
Type W2
NO
H15
Type W3
NO
H16
Type W4
NO
H17
Type W5
NO
H18
Type W6
NO
H19
Type W7
NO
H20
Type W8
NO
SR-11
H21
For Guard house
Type W1
NO
H22
Type W2
NO
H23
Type W3
NO
PLASTERER AND WALL TILER
13mm Thick external plastering as specified
19mm Ditto
13mm Thick internal plastering as specified
19mm Ditto
4mm Thick approved plaster skim coat as specified
M2
M2
M2
M2
M2
I
I1
I2
I3
I4
I5
I6
200mmX250mm GUOCERA F186A or other equal
and approved glazed ceramic wall tile of approved
colour and pattern bedded and jointed in approved
cement mortar(1.3) on and including 20mm.Thick
cement and sand (1.3) screed and pointed with
approved coloured cement to match
I7
Extra over plastering for forming 25mmX10mm
approved groove line as per detail drawing
J
PLUMBER
M
M2
Supply and fix medium duty coated cast iron soil,
waste or ventilation pipe complying with BS416
including spigot and socket joints
J1
J2
J3
J4
50mm Diameter
75mm Diameter
100mm Diameter
150 Diameter
M2
M2
M2
M2
Extra over for fittings with inspection opening
J5
J6
J7
J8
J9
J10
J11
50mm Diameter bend/elbow
75mm Diameter ditto
150mm Diameter ditto
50mm X 50mm X 50mm Diameter tee
75mm X 75mm Diameter tee
100mm X 100mm X 100mm Diameter tee
150mm X 150mm X 150mm Diameter tee
NO
NO
NO
NO
NO
NO
NO
SR-12
Supply and fix unplasticised polyvinyl chloride soil,
waste or ventilating pipe complying with BS4514
and 5255 with solvent cement joint including all
short length, couplings, tees, bends, elbows etc
J12
J13
J14
J15
J16
J17
20mm Diameter
40mm Diameter
50mm Diameter
80mm Diameter
100mm Diameter
150mm Diameter
Cold Water Services
M
M
M
M
M
M
Supply and install for the following or other equal
and approved sanitary fittings in complete set
including sorting. Assembling, bedding, plugging,
screwing, priming, fixing accessories and making
good disturbed area and connecting to services all in
strict accordance to the Manufacture’s Details and
Instructions
J18
“SAMA” BA804 Vanity Wash Basin c/w 1 1/4 “ plug &
chian waste
NO
J19
“SAMA” BA803 wall hung basin c/w 1 ¼ “plug chain
& chain waste
“BRAVO” HM872A Basin Tap
NO
J20
NO
J21
“SAMA” NC201S Low Level Wash Down WC c/w High
Level Plastic Tank
SET
J22
“SAMA” SQ31S Squatting Pan c/w High Level Plastic
Tank
“SAMA” AC10 Toilet Paper Holder
“BRAVO” HM871C Wall Trap
“BRAVO” 6” Stainless Steel Flour Grating
SET
“SAMA” BA803 wall hung basin & 1 ¼ “plug chain &
chain waste
“CAM” 38” X 42” Aluminium Sink c/w 1 ½ Waste
SET
J23
J24
J25
J26
J27
NO
NO
NO
NO
SR-13
J28
“BRAVO” S3034DA Sink Tap
NO
Approved grating to suit floor trap set flush with
floor finish
J29
Approved 150mm X 150mm square stainless steel
floor strainer / trap including grating cover with one
inlet and one outlet
NO
K1
GLAZIER
6mm Thick green tinted glass and glazing to wood or
metal as specified not exceeding 0.50m super
M2
K2
Ditto exceeding 0.50m and not exceeding 1.00m
super
M2
K3
Ditto exceeding 1.00m and not exceeding 1.50m
super
M2
K4
Ditto exceeding 1.50m and not exceeding 2.00m
M2
K5
6mm Thick tinted frosted glass and glazing to wood
or metal as specified not exceeding 0.50m super.
M2
K6
Ditto exceeding 0.50m and not exceeding 1.00m
super
M2
K7
Ditto exceeding 1.00m and not exceeding 1.50m
super
M2
K8
Ditto exceeding 1.50m and not exceeding 2.00m
M2
K9
6mm Thick tinted sheet glass and glazing to wood or
metal as specified not exceeding 0,50m super
M2
K10
Ditto exceeding 0.50m and not exceeding 1.00m
super
M2
K11
Ditto exceeding 1.00m and not exceeding 1.50m
super
M2
K12
L
Ditto exceeding 1.50m and not exceeding 2.00m
M2
PAINTER
SR-14
Prepare and apply “ICI” or other equal and approved
paint system of one coat of “ICI Dulux A931 – 18177”
alkali resisting wall primer and two finishing coats of
“ICI Dulux A910 – Line” exterior finish fungal
resisting paint of approved colour externally on
surfaces of
L1
L2
Plastered sides of wall with associated column and
beam
Plastered sides of isolated column
M2
M2
Prepare and apply “ICI” or other equal and approved
paint system of one coat of “ICI Dulux A931 – 18380”
wall sealer and two finishing coats of “ICI Maxilite
Plus A919 – Line” emulsion paint of approved colour
internally on surfaces of
L3
Plastered sides of wall with associated column and
beam
M2
L5
Plastered side of the isolated column
Plastered ceiling
M2
L6
Plastered ceiling exceeding 3.50m and not exceeding
5.00m high (measured flat overall)
M2
L4
L7
L8
L9
UAC cemboard ceiling (measured flat overall)
Ditto exceeding 3.50m and not exceeding 5.00m
high (measured flat overall)
UAC cemboard eave soffit (measured flat overall)
M2
M2
M2
M2
L10
Ditto exceeding 3.50m and not exceeding 5.00m
high (measured flat overall)
M2
L11
Gypsum board ceiling
M2
L12
Ditto exceeding 3.50m and not exceeding 5.00m
high
M2
Prepare, knot, prime, stop and apply “ICI” or other
equal and approved paint system of one coat “ICI
A519 – 3697” aluminum wood primer, one coat of
“ICI Dulux Speed undercoat A543 – 101” undercoat
and two finishing coats of “ICI Dulux Gloss Finish
A365 – Line” gloss paint of approved colour
externally on timber surfaces
L13
L14
Hollow core door (measured flat overall)
Solid core door (measured flat overall)
M2
M2
SR-15
L15
General surfaces of door frame not exceeding
100mm girth
M
L16
Ditto exceeding 100mm and not exceeding 200mm
girth
M
L17
Ditto exceeding 200mm and not exceeding 300mm
girth
M
Prepare, knot, prime, stop and apply “ICI” or other
equal and approved paint system of one coat “ICI
A519 – 3697” aluminum wood primer, one coat of
“ICI Dulux speed undercoat A543 – 101” undercoat
and two finishing coats of “ICI Dulux Gloss Finish
A365 – Line” gloss paint of approved colour
internally on timber surfaces.
L19
Hollow core door (measured flat overall)
Solid core door (measured flat overall)
M2
L20
General surfaces of door frame not exceeding
100mm girth
M
L21
Ditto exceeding 100mm and not exceeding 200mm
girth
M
L22
Ditto exceeding 200mm and not exceeding 300mm
girth
M
L18
M
M1
M2
M2
SITE CLEARANCE
Clear area within the whole lots boundary of tall
shrubs and superfluous vegetation, remove all fallen
tree trunks, tree stumps etc. Cut down existing trees
irrespective of growth and girth and grub up roots
and remove debris from site.
Excavate and remove the topsoil average 500mm
thick to Contractor’s own dumping ground as
directed
M2
M3
N1
EARTHWORKS
Selected imported sand filling to required level in
approved layers well compacted
M3
N2
Extra over for forming embankment and trimming to
slope as specified
M2
N
N3
300mm thick selected imported earthfill (with
minimum 15% clay content) to form earth bund
including embankments and trimming to form slope
as directed
M2
SR-16
N4
Selected imported earth filling well compacted to
from earth bund including forming embankment and
trimming to form slope
M3
O
O1
O2
O3
O4
O5
O6
O7
P
P1
M2
200mm thick sub‐base course as described of 50mm
diameter down crusher run stone laid to required
falls, slopes and chambers and rolled with an
approved road roller.
M2
250mm thick road base as described of 38mm
diameter down crusher run stone laid to required
falls, slopes, chambers and rolled with an approved
road roller.
M2
50mm thick premix wearing course as described,
spread and leveling to the required falls, slopes or
chambers and rolled with an approved road roller.
M2
300mm thick selected imported earthfill well
compacted as specified to form road shoulder as
directed.
O8
M3
Labour for trimming, leveling, grading and rolling
sub‐grade to required gradient, chambers, curves
and crossfalls to an even surface with an approved
road roller.
A layer of primer coat as described
ROAD AND CARPARK
Excavate oversite for road sub‐base to required
level, get out and cart away from the site.
M2
M2
600mm widex150mm high subsoil drain constructed
of
approved 50mm down crusher run stone, wrapped
all round
with 'KSG 20' or other equal and approved filter
cloth and all
necessary excavation and backfilling.
ROAD MARKING
M
Prepared and apply 2 coats of approved
thermoplastic road
paint system as described all as per drawing
100mm wide broken carriageway centre line
M
SR-17
P2
P3
100mm wide broken carriageway centre line curved
on plan
to varying radii
150mm wide unbroken carriageway edge line
P4
P5
P6
P7
M
M
150mm wide unbroken carriageway edge line curved
on
plan to varying radii
M
300mm wide stop line
M
185mm wide(minimun) and 825mm wide(maximum)
straight directional arrow approximately 3000mm
long
280mm wide(minimun) and 2720mm
wide(maximum)
double head turning directional arrow
approximately
1570mm long
M
NO
280mm wide(minimun) and 1120mm
wide(maximum)
single head(left/right) turning directional arrow
approximately 1570mm long
P9
Straight cum one single head turning directional
arrow
comprising 185mm wide(minimun) and 825mm wide
(maximum) straight directional arrow approximately
Q
3000mm long and 1120mm wide single head turning
directional arrow approximately 1835mm long
ROAD SIGN
The following road signs with Retroreflective of
Engineering
Grade on 5mm thick aluminium sheets with
approved
lettering and colour and comply with requirement of
JKR's
P8
NO
NO
SR-18
Q1
Arahan Teknik (Jalan) 2A/85, as per detail drawing
BERHENTI' symbol in hexogan shape pverall size
900mmx900mm (Type RP.1)
Q2
R
NO ENTRY FOR ANY VEHICLE' symbol in circle shape
overall
diameter 750mm (Type RP.4)
RC DRAIN (EXCLUDING PILING)
NO
NO
NO
Reinforced Concrete Grade 25 Cast‐In‐Situ 'U'
Shaped Drain
Constructed of HRPC Channel, Grade 25 Concrete,
R1
R2
R3
R4
R5
R6
R7
R8
R9
R10
Reinforcement and Formwork as described as per
detail
drawing
500mm Wide (Internal) Drain
Average 300mm deep to invert
Average 450mm deep to invert
Average 600mm deep to invert
Average 750mm deep to invert
Average 900mm deep to invert
Average 1050mm deep to invert
Average 1200mm deep to invert
Average 1350mm deep to invert
Average 1500mm deep to invert
Average 1650mm deep to invert
R11
Extra over for forming 50mm x 120mm high rebated
edges
to drain wall to receive drain cover(measured
separated)
M
M
M
M
M
M
M
M
M
M
M
SR-19
R12
500mm Wide(internal) Cascading Drain
Average 1050mm deep to invert
M
R13
R14
S
500mm Wide(internal) Drain Curved on Plan to
Varying Radii
Average 900mm deep to invert
Average 1500mm deep to invert
PC COVER
M
M
S1
Overall size 600mm wide x 600mm long x 125mm
thick Grade
25 heavy duty precast concrete drain cover
reinforced with
two layers of BMC A9 mesh reinforcement including
forming
opening and place in position
Overall size 400mm wide x 600mm long x 125mm
thick Grade
25 heavy duty precast concrete drain cover
reinforceced with
two layers of BMC A9 mesh reinforcement including
forming
opening and place in position
NO
Overall size 300mm wide x 600mm long x 75mm
thick Grade
25 precast concrete drain cover reinforceced with
two layers
7
of BMC A9 mesh reinforcement including forming
opening
and place in position
EARTH DRAIN
NO
Excavate for earth drain including forming
embankment,
trimming shape, gading surfaces, disposal of
excavated
S2
S3
NO
SR-20
T1
T2
T3
T4
T5
material off site to Contractor own dumping ground
With top width from 3320mm(minimum) to
3830mm
M
M
M
M
M
M
(maximum) and bottom width fixed at 500mm wide,
average
1025mm deep to invert
With top width from 2060mm(minimum) to
3320mm
(maximum) and bottom width fixed at 500mm wide,
average
730mm deep to invert
With top width from 2750mm(minimum) to
3320mm
(maximum) and bottom width fixed at 500mm wide,
average
845mm deep to invert
With top width from 2750mm(minimum) to
2960mm
(maximum) and bottom width fixed at 500mm wide,
average
785mm deep to invert
With top width from 1400mm(minimum) to
2960mm
(maximum) and bottom width fixed at 500mm wide,
average
560mm deep to invert
T6
With top width from 2960mm(minimum) to
3020mm
(maximum) and bottom width fixed at 500mm wide,
average
830mm deep to invert
CULVERT (EXCLUDING PILING)
Precast Concrete Class 'Z' or other Equal and
Approved Pipe
Culvert Laid on Concrete Grade 30 Base, Wing Wall,
Benching
U
SR-21
,Lean Concrete, Reinforcement, Formwork as
Described all as
per Detail Drawing
U1
U2
U3
1200mm diameter x 2000mm deep to invert x
11850mm long
Approach Slab
9000mm x 2500mm x 225mm thick reinforced
concrete Grade 30 approach slab laid on and
including 50mm thick lean concrete including
reinforcement, formwork, approved finishes and all
necessary excavation, backfilling and cart away
surplus all as per drawing
Stone Pitching
Supply and fix in position approved 225mm thick
grouted stone pitching to suit site and design
including all necessary excavation and cart away
from site all as per detail drawing
NO
NO
M2
HDPE Flap Valve
U4
Supply, transport, inspect, handle and fix in position
1200mm diameter HDPE flap valve complete with
back plate, sealing tape and all fittings and
accessories all in strict accordance to Manufacturer’s
details and instruction
NO
Reinforced Concrete Grade 30 Cast-In-Situ Twin
Box Culvert Constructed of HRPC Channel, Grade
30 Concrete, Reinforcement, Formwork as Described
all as per Detail Drawing
U5
7050mm wide x 2275mm (internal) deep to invert x
2030mm long
NO
Block stone Rip Rap
U6
Supply and fix in position approved 300mm thick
block stone rip rap in 1:3 cement sand mortar laid on
and including 150mm thick bed of approved 38mm
diameter down crushed run, all necessary excavation
and cart away surplus all as per detail Drawing
M2
Reinforced Concrete Grade 25 Cast-In-Site Sump
Constructed of Grade 25 Concrete, Reinforcement,
Formwork as Described all as per Detail Drawing
U7
1500mm x 1000mm (internal size) sump
Average 1700mm deep to invert
NO
SR-22
V
V1
V2
FOUL DRAINAGE (EXCLUDING PILING)
Approved 150mm diameter UPVC pipes and fittings
to BS 4514 jointed with and including approved
joints and laid in trench in accordance with
Manufacturer’s Instruction
150mm diameter soil pipe with and including 450mm
x 450mm deep Grade 25 concrete surround laid on
and including 50mm thick lean concrete blinding
including all necessary excavation, backfilling and
cart away surplus from site.
150mm diameter effluent pipe with and including
450mm x 450mm deep Grade 25 concrete surround
laid on and including 50mm thick lean concrete
blinding including all necessary excavation,
backfilling and cart away surplus from site.
M
M
Brick Manhole Constructed of Concrete Grade 25
Base and Suspended Slab including Reinforcement,
Sawn Formwork, Brick Wall with Cement and Sand
(1:2) as Described all as per Detail Drawing
600mmx450mm (internal size manhole)
V4
Average 450mm deep to invert level
Average 530mm deep to invert level
V5
Manhole Cover
Approved 600mm x 450mm cast iron manhole cover
and frame and place in position
V3
W
W1
W2
X
SEPTIC TANK (EXCLUDING PILING)
Supply, delivery, install, testing and commissioning
of Polysept PS-3’ or other equal and approved septic
tank, complete with inlet and outlet manhole
chamber internal size 600mm x 450mm, as per detail
drawing
Supply, delivery, install, testing and commissioning
of the Polysept PS-40Cl’ or other equal and approved
septic tank, complete with inlet and outlet manhole
chamber internal size 600mm x 450mm, as per detail
drawing
NO
NO
NO
NO
NO
FENCING AND GATE (EXCLUDING PILING)
SR-23
X1
2600mm high PVC coated chain link fencing
consisting of 50mm mesh No.8 SWG PVC coated
wire chain link 2100mm high, as per detail drawing
M
X2
Chain Link Gate overall size 6000mm x 2600mm
high as per detail drawing
NO
TURFING
Prepare and clear the whole area to be turfed
M2
Y
Y1
Y2
Y3
Y4
Y5
Z
150mm thick layer of approved black vegetable soil
well mixed with rock phosphate fertilizer at the rate
of 11gm per square meter spread and leveled on flat
or slightly sloping area
150mm thick layer of approved black vegetable soil
well mixed with rock phosphate fertilizer at the rate
of 11gm per square meter spread and leveled on
slopping area
Spot turfing with approved turves including all
necessary watering, rolling, weeding, tending and
maintenance until firmly established to flat or slighty
sloping area
Close turfing with approved turves including all
necessary watering, rolling, weeding, tending and
maintenance until firmly established to sloping area
WATER
PILING)
RETICULATION
M2
M2
M2
M2
(EXCLUDING
Earthwork
Trenching and backfilling for laving of pipes not
exceeding 2.0m depth
Z1
Z2
225mm OD HDPE pipe and associated fitting
110mm OD HDPE pipe and associated fittings
Install Water Delivery/Distribution Pipelines &
Washout Pipelines to Discharge Drain
M
M
Z3
Lay & join 225mm OD HDPE pipe with associated
fittings
M
Z4
Lay & join 110mm OD HDPE pipe with associated
fittings
M
Supply of Class PN8 HDPE Straight Pipes (inclusive
of delivery, store at site)
Z5
Z6
225mm OD HDPE pipe
110mm OD HDPE pipe
M
M
SR-24
Supply of DI Pipes and Fittings (inclusive of
delivery, store at site)
Supply of spigot socket DI pipes (Class K9) straight
pipes with cement filling
Z7
200mm ND DI pipe
M
Z8
150mm ND DI pipe
M
Z9
100mm ND DI pipe
M
Supply of double flange DI pipes (Class K9) straight
pipes with cement lining
Z10
200mm ND DI pipe
M
Z11
150mm ND DI pipe
M
Z12
100mm ND DI pipe
M
Supply of ductile iron slip-on flange & stub end c/w
stainless steel (304) bolts, nuts and washers
Z13
200mm ND stub end with slip on flange
NO
Z14
100mm ND stub end with slip on flange
NO
Supply of double flange DI Bend (Class K12)
Z15
200mm ND x 90̊
NO
Z16
200mm ND x 45̊
NO
Z17
100mm ND x 90̊
NO
Z18
100mm ND x 45̊
NO
Supply of DI level invert tee (Class K14)
Z19
200/100mm ND
NO
Supply of DI tee (Class K14)
Z20
200/200mm ND, all flange
NO
SR-25
Z21
200/100mm ND, all flange
NO
Z22
200/80mm ND, all flange
NO
Z23
150/150mm ND, plain end with flange branch
NO
Z24
150/150mm ND, all flange
NO
Z25
100/100mm ND, all flange
NO
Supply of valves, DI Fittings, specials, etc.
Sluice valve, double flanged
Z26
200mm ND
NO
Z27
100mm ND
NO
Z28
80mm ND double air valve with isolating valve
NO
Z29
25mm ND single air valve c/w saddle
NO
DI double flange shortpiece (length=1m)
Z30
200mm ND
NO
Z31
100mm ND
NO
Z32
150mm ND bulk meter
NO
Construction and Installation of Chambers (without
piling)
Z33
Chamber for washout
NO
Z34
Chamber for air valve
NO
Z35
Chamber for sluice valve
NO
Z36
Chamber for pillar hydrant
NO
Z37
Supply& install respective type of marker posts
NO
SR-26
GENERAL CONDITIONS OF CONTRACT
THE GENERAL CONDITIONS OF CONTRACT
The General Conditions of Contract applicable to this contract is “Swinburne University
of Technology Sarawak (SUTS) Form of Contract” which is not provided with the bound
set of Tender Document.
Tenderers are to obtain copies of the said document at their own cost from Swinburne
University of Technology Sarawak (SUTS).
C-1
SWINBURNE UNIVERSITY OF TECHNOLOGY SARAWAK (SUTS)
FORM OF CONTRACT
C-2
ADDENDUM TO GENERAL
CONDITIONS OF CONTRACT
THE CONSTRUCTION AND COMPLETION OF THE PROPOSED EXPANSION PLAN OF
SWINBURNE UNIVERSITY OF TECHNOLOGY SARAWAK (SUTS) AT JALAN UPLANDS
ADDENDUM TO GENERAL CONDITIONS OF CONTRACT
1.
Definition Of Terms
In this Conditions and in the other documents forming part of the Agreement unless
the context otherwise requires.
“Employer” means “Swinburne University of Technology Sarawak (SUTS)”.
“Engineer” means BLANC Consultant Firm or any other person for the time being
duly authorized and appointed in writing by the Managing Director of Sarawak
Construction (1963) Sdn Bhd as the case may be to act as Engineer for the purpose
of the Contract, provided that no person subsequently appointed to be Engineer
under the contract shall be entitled to disregard or overrule any decision or approval
or directions given or expressed by the Engineer for the time being.
2.
IN GENERAL CONDITIONS OF CONTRACT page 8 Clause 30, Determination by
Employer, Sub-Clause 30.
“The Director of Public Works ………………………………” should be changed to
“Swinburne University of Technology Sarawak (SUTS) …………………”.
3.
IN GENERAL CONDITIONS OF CONTRACT page 12 Clause 37, “Government
stores” should be changed to “Employer’s stores”.
4.
IN GENERAL CONDITIONS OF CONTRACT page 7 Clause 26, add the follow subclause:
“26(d) Provided that the Contractor shall have completed the works within the time
for completion as provided for in the contract, the Employer shall pay the Contractor
a bonus sum calculated at the rate stated in the said appendix as Bonus.”
5.
In General Condition of Contract Page 7 Clause 28, add the following paragraph to
end of Sub-Clause 28 (a):
“The employer may exercise his right of Determination by Employer where the
Contractor shall make default under Clause 30(a)(iv).”
ADD/C-1
SPECIFICATIONS
SPECIFICATION
CONTENT
PAGE
SECTION 1
GENERAL AND PRELIMINARIES
SP 1.1 - SP 1.10
SECTION 2
SITE CLEARANCE
SP 2.1 - SP 2.3
SECTION 3
EARTHWORKS
SP 3.1 - SP 3.4
SECTION 4
CONCRETE WORK
SP 4.1 - SP 4.18
SECTION 5
TIMBER
SP 5.1 - SP 5.2
SECTION 6
PILING
SP 6.1 - SP 6.13
SECTION 7
METALWORK
SP 7.1 - SP 7.6
SECTION 8
PAVEMENT
SP 8.1 - SP 8.13
SECTION 9
FENDER
SP 9.1 – SP 9.2
C:\(SuiLan)\20302\Contract_Doc\Spe-Content
Page 1
Rev 0
SECTION 1 - GENERAL AND PRELIMINARIES
TABLE OF CONTENT
PAGE NO.
1.1
SCOPE OF WORK
SP 1.3
1.2
LUMP SUM CONTRACT
SP 1.3
1.3
CONTRACT DRAWINGS
SP 1.3
1.5
ENTIRETY OF CONTRACT
SP 1.3
1.6
PLANT, TOOLS, VEHICLES, ETC.
SP 1.3
1.7
CONVEYANCE OF PLANT AND MATERIALS ONTO SITE
SP 1.3
1.8
LIABILITY FOR NUISANCE ETC.
SP 1.4
1.9
PRECAUTIONS AND PROTECTIVE WORKS
SP 1.4
1.10
SETTING OUT
SP 1.4
1.11
PERIOD OF RECTIFICATION AND DEFECTS LIABILITY PERIOD
SP 1.4
1.12
REPATRIATION OF LABOUR
SP 1.4
1.13
DISCREPANCIES BETWEEN DOCUMENTS
SP 1.5
1.14
QUALITY OF MATERIALS
SP 1.5
1.15
ASSISTANCE TO ENGINEER’S REPRESENTATIVE
SP 1.5
1.16
FACILITIES FOR THE ENGINEER
1.16.1 Site Office
1.16.2 Telephone
SP 1.5
SP 1.5
SP 1.5
1.17
TEST EQUIPMENT
SP 1.5
1.18
WATER SUPPLY, SEWERAGE, DRAINAGE AND ELECTRICITY
1.18.1 Scope of the Work
1.18.2 Water Supply
1.18.3 Sewerage and Drainage
1.18.4 Electricity
SP 1.6
SP 1.6
SP 1.6
SP 1.6
SP 1.6
1.19
TEMPORARY BUILDINGS
SP 1.6
1.20
SURETIES
SP 1.6
1.21
WAYLEAVES
SP 1.6
1.22
TEMPORARY ACCESS
SP 1.7
1.23
EXISTING SERVICES
SP 1.7
1.24
SOIL CONSERVATION
SP 1.7
SP 1.1
1.25
SITE WORKING HOURS
SP 1.7
1.26
SITE MANAGEMENT, SITE MEETING, PROGRESS REPORT AND AS-BUILT
DRAWINGS
1.26.1 Authorized Site Agent
1.26.2 Site Meeting
1.26.3 As-Built Drawings
SP 1.7
SP 1.7
SP 1.7
SP 1.8
1.27
POSSESSION OF SITE
SP 1.8
1.28
SAFETY
SP 1.8
1.29
PROGRAMME TO BE FURNISHED/PRIORITY OF WORK
SP 1.8
1.30
CONTRACTOR’S CAMP AND DUMP SITES
SP 1.8
1.31
CLEAN UP
SP 1.9
1.32
TIME FOR COMPLETION & DAMAGES FOR NON-COMPLETION
SP 1.9
1.33
INSPECTION OF SITE
SP 1.9
1.34
SITE PRECAUTIONS
SP 1.9
1.35
VARIATION/PAYMENT
SP 1.9
1.36
CONTRACTOR TO PROVIDE EVERYTHING
SP 1.9
1.37
LOCAL PRODUCTS
SP 1.10
1.38
LIMITATION OF SITE
SP 1.10
1.39
EXCEPTIONALLY INCLEMENT WEATHER
SP 1.10
1.40
CONTINGENCY SUM
SP 1.10
SP 1.2
SECTION 1 - GENERAL AND PRELIMINARIES
1.1
SCOPE OF WORK
The contract comprises the design, execution and completion of the works, inclusive of the supply of all
materials, labour, plant and equipment, tools and transport & everything necessary for the construction
and completion of the RC Jetty Approach and RC Jetty head including piling works and all associated
works like bollards, fenders, hand rails etc.
1.2
LUMP SUM CONTRACT
This contract is a lump sum contract. The offer is to be for a lump sum to complete the whole of the
works included in the contract.
1.3
CONTRACT DRAWINGS
The drawings forming part of the contract are bound separately and the titles and drawing nos. of these
drawings are as listed in the “List Of Drawings”.
1.4
DIMENSIONS AND LEVELS
Written dimensions and levels are to be preferred in every case to scaled dimensions. All scaled
dimensions and levels may only be used after confirmation by the Engineer or his accredited
representative.
All temporary benchmarks, reference markers and levels as shown on the Drawings shall be checked
on the Site by the Contractor at his own expense and be confirmed by the Engineer.
Before the Works or any part thereof are commenced, the Contractor shall verify the levels of the
existing ground surface within areas where earthworks are to be performed and the locations and bed
levels of water-courses. These may differ from the locations and levels shown on the Drawings owing to
changes which could have taken place during the interval between the original survey and construction.
1.5
ENTIRETY OF CONTRACT
Any matters of construction and workmanship, which are fairly and obviously intended, but may not
have been definitely referred to in the Specification or drawings but are usual in sound Construction
practice and essential to the works concerned are to be considered as included in the Contract.
1.6
PLANT, TOOLS, VEHICLES, ETC.
The Contractor shall provide everything necessary for the proper and efficient execution of the works
together with all requisite plant, tools, implements, lifts, tackle hoists or cranes, mechanical and nonmechanical plant, transport, vehicle, carriage, freightage and all other things necessary for the
expeditious execution and completion of the works in proper sequence and for clearing away at
completion of earlier as the various items become superfluous and for making good any damage to the
finishings or structure and allow for completing any parts of the finishings or structure which may have
been temporarily suspended to enable a proper sequence of operations to be maintained.
1.7
CONVEYANCE OF PLANT AND MATERIALS ONTO SITE
The Contractor shall arrange for the conveyance of materials and plant, etc., so as to cause a minimum
of damage to existing roads and culverts etc. The Contractor shall be responsible for any damage
caused by his lorries or workmen to any existing roads, culverts etc., from whatsoever cause arising and
shall maintain, repair and reinstate same to their original condition to the satisfaction of the Engineer or
alternatively shall bear the cost of such maintenance and restoration as a deduction from any money
due or to become due to the Contractor under this Contract.
SP 1.3
The Contractor shall be responsible at all times for keeping roads immediately adjacent to the site of the
works free from mud, dirt, rubbish, etc., arising out of or in the course of or by reason of the execution of
the works and for the observance of any by-law or regulation imposed by the competent authorities
requiring roads to keep free from mud, dirt, rubbish, etc.
1.8
LIABILITY FOR NUISANCE ETC.
It shall be clearly and definitely understood by the Contractor that he shall be entirely and wholly taken
upon himself all and every risk and responsibility in carrying out the works and be held responsible
during the progress of the contract for any damage, accident, annoyances, nuisance or disturbances
that may be occasioned to existing premises, residents and users and to the adjoining properties,
persons and things by any of the operations arising from the carrying out of this contract.
The Contractor shall be responsible for restricting his workmen only to the site of the new Works, and
shall prevent trepass in to adjoining property and existing buildings in which work is not in progress and
he shall undertake properly, substantially, and effectively to reinstate and make good all damages and
shall indemnify the Employer against all claims for damages as no responsibility or liability whatsoever
shall be undertaken by the Employer in respect of any of the foregoing.
1.9
PRECAUTIONS AND PROTECTIVE WORKS
The Contractor shall comply with all Government regulations, orders, ordinance, instructions or other
requirements of any Public Authority having jurisdiction in the matter and shall do all such other things
as may be necessary or prudent or as may be otherwise required to ensure the safety and freedom from
damage or interference of all of the adjoining or nearby lands, buildings, construction, roadways,
footpaths, public or private services and for all other real or personal property of any kind which may
at any time be in the vicinity of the site or for the safety and freedom from injury or interference or
persons or animals who or which may be at any time in the vicinity of the site and in particular and
without affecting the generality of the foregoing shall carry out and provide such shoring, underpinning
or other forms of support, shielding, fencing and other precautionary measures as may be necessary for
any of the purposes aforesaid, and the obligations of the Contractor under this provision shall be
confirming obligations.
1.10
SETTING OUT
The setting out shall be the responsibility of the Contractor and must be carried out by a competent
surveyor who shall refer to the Engineer on site to confirm the setting out details. Construction shall not
commence until the setting out has been approved by the Engineer on site.
1.11
PERIOD OF RECTIFICATION AND DEFECTS LIABILITY PERIOD
The period of defects liability will be twenty four (24) months commencing from the date that the works
receive certificate of practical completion. All works to be rectified will be referred to the contractor in
writing from time to time by the Engineer. Not later than 14 days before the expiry of the twenty four
(24) months period, the Contractor will be given a detailed list of all outstanding defects to be rectified.
The Contractor shall carry out these rectification and hand over the complete works to the Engineer in a
satisfactory condition all in accordance with the Conditions of Contract.
1.12
REPATRIATION OF LABOUR
The Contractor shall be responsible for the repatriation of all labour to where recruited and shall
maintain such persons being repatriated in a suitable manner until such time as they have left the
district. In default the Engineer may maintain and repatriate such persons and recover the cost thereof
from the Contractor or may deduct the same from any monies due to or become to the Contractor.
SP 1.4
1.13
DISCREPANCIES BETWEEN DOCUMENTS
The Contractor is to refer to the Engineer, before work is carried out, any discrepancy found in or
between the Specifications, Drawings or instructions issued.
Written or figured dimensions on the drawings are in all cases to be preferred to scaled dimensions and
where this has been omitted the Contractor is to refer to the Engineer or his representative.
1.14
QUALITY OF MATERIALS
The whole of the materials and workmanship shall be of the best of their respective kinds, and shall in
every case by subject to the approval of the Engineer whose decision in all matters appertaining to
quality and suitability of materials and workmanship shall be final and binding.
1.15
ASSISTANCE TO ENGINEER’S REPRESENTATIVE
The Contractor shall render all necessary assistance to the Engineer’s representative and supply all
labour, survey instruments and materials required by the Engineer’s representative for carrying out his
duties of inspection, supervision, checking and measurement of the Works.
1.16
FACILITIES FOR THE ENGINEER
1.16.1
Site Office
The Contractor shall erect, maintain and remove on completion a temporary site office with the following
rooms:*
*
*
*
*
Engineer’s Office
General Office
Meeting Room
Store
Toilets
The offices for the Engineer and his representatives shall be effectively ventilated and lighted and to be
furnished with all furniture, general office equipments including computer and printer and stationeries for
the proper running of the office.
The Contractor shall provide workmen to maintain and clean the offices and furniture therein throughout
the active period of the Contract and clear away whole within one week on completion of Contract.
1.16.2
Telephone
The Contractor shall install a telephone for the Engineer’s site office. The Contractor shall pay all
charges for registration, installations and running costs for the telephone excluding charges for
outstation calls. At the end of the Contract Period, the telephone will be the property of the Contractor.
1.17
TEST EQUIPMENT
The Contractor shall provide and maintain for the period of the Contract the Test Equipment as listed
below. The test equipment shall become the property of the Contractor at the end of the Contract. The
equipment shall conform to the relevant British Standards.
The Contractor shall employ a competent technician in taking samples and to carry out standard tests.
Other laboratory tests shall be carried out by approved well equipped material laboratory.
SP 1.5
List of Testing Equipment
Item
Description
Nos.
1.
Steel rule - 12”
1
2.
Standard 150 mm concrete test cube steel mould to
BS 1881
6
3.
Slump cones and with tamp rods to BS 1881
1
4.
Tanks for curing of concrete specimens
1
1.18
WATER SUPPLY, SEWERAGE, DRAINAGE AND ELECTRICITY
1.18.1
Scope of the Work
The Contractor shall make arrangement for the provision and maintenance for the various buildings
such as living quarters, site office, Engineer’s office, workshops, stores and for sewerage systems,
electricity and water supply.
1.18.2
Water Supply
The Contractor shall make his own arrangement for potable water supply to the approval of the
Engineer.
1.18.3
Sewerage and Drainage
Sanitary facilities, piping, sewers, manholes and septic tank serving the Engineer’s office and various
buildings shall be provided to the approval of the Engineer.
Drains for the area around these buildings shall be constructed to the satisfaction of the Engineer.
1.18.4
Electricity
The Contractor shall make his own arrangement for the electricity supply to the satisfaction of the
Engineer.
1.19
TEMPORARY BUILDINGS
All temporary buildings erected on the site by the Contractor are to be in positions to be approved by the
Engineer and the Contractor is to comply with the requirements of local or other authorities and obtain
any necessary licenses and pay any fees and charges.
1.20
SURETIES
The Contractor shall provide surety in accordance with Clause 5 of the General Conditions of Contract,
amounting to 5 per cent of the Contract Sum.
1.21
WAYLEAVES
The Contractor shall bear all expenses and charges for spedal and temporary wayleaves in connection
with access to the site, and provide for the cost of any additional accommodation outside the site
required for the purpose of this Contract.
SP 1.6
1.22
TEMPORARY ACCESS
The Contractor shall provide and maintain any necessary temporary roads, sleeper tracks, ramps,
temporary cross-overs to and within the site etc., and temporary site drainage as required during the
execution of the work, and clear away same at completion, and reinstate and make good any work
disturbed all to the satisfaction of the Engineer. The Contractor shall pay all charges and fees in
connection therewith.
1.23
EXISTING SERVICES
The Contractor shall make all necessary enquires to ascertain the positions of underground services,
including electricity and telephone cables, drains, water supply pipes, etc., and any such information
given on drawings or by the engineer is given as a guide only and does not relieve the Contractor of the
responsibility of making his own enquires.
1.24
SOIL CONSERVATION
The Contractor shall take all necessary precautions to prevent the erosion of soil and earth slips from
slopes. He shall construct adequate temporary water courses, drains and silt traps to prevent any
eventuality of an earth slip. The Contractor shall desilt all silted-up drains, blocked pipes and culverts,
sumps and repair all failed slopes where they occurred, all to the satisfaction of the Engineer. All costs
in connection shall be deemed to be included in the Contract Price.
1.25
SITE WORKING HOURS
The Contractor shall take note that the normal working hours of the Engineer is as follows :Monday to Friday
:
Saturdays
:
8.30 am to 5.00 pm
(with 1 hour break for lunch)
8.30 am to 12.30pm
Sunday and public holidays are not working days. If the Contractor’s work required the supervision of
the Resident Engineer and/or any of his staff outside the aforesaid normal working hours then the
Contractor shall reimburse all overtime supervision cost incurred by the Employer due to such working
outside normal working hours. Payment for overtime supervision cost shall be made monthly officially
and properly documented through the Employer and /or the Consultant. Direct payment to the individual
personnel is prohibited.
1.26
SITE MANAGEMENT, SITE MEETING, PROGRESS REPORT AND AS-BUILT DRAWINGS
1.26.1
Authorized Site Agent
The Contractor shall provide full and adequate site management and supervision during the progress of
the works, and shall keep a competent and authorised site Agent or General Foreman approved by the
Engineer on the site. Such agent or general foreman shall give his whole time to the supervision and
management of work and must be able to receive and act on behalf of the Contractor, all instructions,
directions or orders issued by the Engineer or his representative.
1.26.2
Site Meeting
The Contractor shall allow for his authorized personnels to attend site meeting monthly or at any time
deemed necessary by the Engineer. The Contractor shall submit progress report (in four copies)
monthly to reach the Engineer at least 3 days before the date of monthly site meeting. The progress
reports shall contain not less than 6 post-card size progress photographs each. Each photograph shall
be titled and dated.
SP 1.7
1.26.3
As-Built Drawings
Drawings for recording as-built construction details of the Works shall be prepared by the Contractor
and shall be certified by the Engineer or his representative. The originals, in good quality
transparencies, and two (2) printed copies of all as-built drawings shall be supplied by the Contractor to
the Engineer progressively as sections of the Works become completed. All drawings shall be
completed within one month after the completion of the respective section.
As-built drawings shall be A1 size (838 mm x 584 mm) unless otherwise approved by the Engineer.
1.27
POSSESSION OF SITE
In giving the Contractor possession of the site it shall not be deemed that he is to have extensive
possession but only a limited possession. Such possession will enable him to perform the works
comprised in this Contract. The Employer may at any time take possession of any portion of the
ground or building for the purpose of carrying on any other work, or for any purpose whatsoever.
1.28
SAFETY
The Contractor shall be responsible for carrying out the whole of the works, provisions and requirements
of the contract or seeing to that they are carried out by all concerned in a thoroughly safe and
satisfactory manner and in particular shall:-
1.29
(a)
Strictly conform to the requirements of any by-laws, regulations, order and advises relating to
the safety of persons on or about the site, made by any public authority and Government
having jurisdiction in the matter;
(b)
Ensure that all tackles, gears, stagings, scaffoldings, ladders, machines, winding arrangements
and other equipment used in connection with the works shall conform to the requirements of
any Government regulation in relation thereto and in any case be adequately strong and safe
to use. Immediately discontinue any practice or remove any equipment which becomes or is
likely to become dangerous or unsafe;
(c)
Provide safety helmets and harness for use by the Engineer or his representative and workers;
(d)
Remove promptly from the works any employee or representative who by his conduct could
create any danger or nuisance to himself or others.
PROGRAMME TO BE FURNISHED/PRIORITY OF WORK
Immediately after the formation of the Contract, the Contractor shall submit for the approval of the
Engineer a programme showing the full order in which he proposed to carry out the Works including the
delivery of the materials to the Site. The Contractor shall make every endeavour to comply with the
requirements of the Engineer as to the procedure and sequence of the work but this shall not relieve the
Contractor from any of his duties or responsibilities under the Contract.
The Engineer reserves the right to require certain section of works to be accorded with priority over the
rest.
1.30
CONTRACTOR’S CAMP AND DUMP SITES
The Contractor is responsible for leasing suitable area for his living quarters, site offices, workshops,
sheds, stores, stock piles and other facilities.
The Contractor shall provide and maintain throughout the duration of the Contract such offices, living
quarters, workshops, sheds, stores necessary for the execution of the works.
The layout of the camp and all structures erected by the Contractor shall be subject to the approval of
the Engineer and shall be maintained, altered and adapted as necessary during the Works.
The Contractor shall be responsible for the provision of all services to the site offices, living quarters,
workshops, sheds, stores, etc. and shall pay all costs and charges in connection therewith.
SP 1.8
The Contractor must strictly adhere to the sanitary and other requirements or regulations in force in the
area.
The Contractor shall be responsible for the security of his working area and shall erect at his own
expense, perimeter barded wire fence with gates around the area.
At the completion of the Works, the area shall be reinstated to its original condition unless otherwise
permitted to remain by the relevant Government Authorities. All materials for these temporary facilities
shall remain the property of the Contractor.
1.31
CLEAN UP
On the completion of construction the Contractor shall clean up and leave in a neat and tidy condition
the whole works area and any land occupied by him during the carrying out of the contract.
1.32
TIME FOR COMPLETION & DAMAGES FOR NON-COMPLETION
The contractor shall be requested to complete and deliver up the whole of the works according to the
schedules stipulated in the Appendix to Form of Tender. These periods shall begin from the date of
handing over of site. Should the contractor fail to complete the works within the time or any extended
time fixed under Clause 29 of the General Conditions of Contract, the contractor shall pay the Employer
liquidated damages at the rates specified in the Appendix to the Form of Tender until the completion of
the works in accordance with Clause 28 of the General Conditions of Contract.
1.33
INSPECTION OF SITE
The contractor is advised to inspect and examine the site and its surroundings before submitting his
tender, as to the nature of the ground, the quantities and nature of execution and completion of the
work, the means of access to the site, the accommodations he may require, and in general shall
himself obtain all necessary information as to risk and contingencies which may influence or affect his
tender. No claim will be allowed on the ground of lack of knowledge of the site or of the conditions
under which the works are to be executed.
1.34
SITE PRECAUTIONS
The contractor is to take all precautions to prevent nuisance of any kind on the site of adjoining
properties. The contractor is to carry out the work in such a way as not to cause inconvenience to
public and road users.
1.35
VARIATION/PAYMENT
The contract is a Lump Sum Contract. All the works to be done by the contractor are as shown in
the Drawings or as specified in this Special Specification. Any works which are not shown in the
drawings but which are specified in this Special Specification are to be done by the contractor and not
to be treated as Variation. Any works over and above those shown in the Drawings and which are not
specified in this Special Specification will be treated as Variation and the rates inserted for similar items
in the Schedule of Rates shall be applicable for the evaluation of such extra works.
Extra work shall not be certified for payment unless it has been authorised in writing by Variation Order
signed by the Engineer. All Variation Orders for extra works and omissions shall as far as possible be
made under description employed in the Schedule of Rates.
The Schedule of Rates is to be completed by tenderer.
1.36
CONTRACTOR TO PROVIDE EVERYTHING
Except where otherwise described the contractor is to provide all labour and materials, plant, tools,
transport, office store, stores and all other things necessary for the execution of works according to the
SP 1.9
true meaning and intent of the Specifications Drawings or instruction whether or not particularly referred
to therein.
1.37
LOCAL PRODUCTS
The Contractor, where possible, shall use materials of Malaysian manufacture/origin as listed below for
incorporation into the Works provided that they comply with the requirements specified in preference to
imported materials and to the exclusion of the same. In the event that these materials have to be
imported then the Contractor is required to ascertain the applicable import restriction, current tariffs for
customs surtax and dues and to satisfy himself that import licenses where required for each and any
materials proposed to be imported will be issued by the Authorities.
Where a proprietary name is shown on the Drawings or mentioned in the Specification for any material
to be supplied under the Contract, an alternative material of equivalent type and performance will be
accepted, subject to the approval of the Engineer in writing.
Specifically cement from Cement Manufacturers Sarawak Sdn Bhd. (CMS), steel bars from Steel
Industry (Sarawak) Sdn Bhd (SIS), steel fabric from Setri Sdn Bhd and precast concrete culverts from
PPES Sdn Bhd or its subsidiary are preferred.
1.38
LIMITATION OF SITE
The Contractor shall ensure that all his plants, materials, stores, etc. are kept within the site at locations
approved by the Engineer during the construction.
Should the Contractor require additional land outside the site for his workyards, stores, offices,
temporary hand roads or any other temporary structures, he shall, on his own, purchase or rent any
additional area he may need.
Areas or area to be rendered as part of the site shall be subject to the Engineer’s approval.
1.39
EXCEPTIONALLY INCLEMENT WEATHER
Extension of time for exceptionally inclement weather shall be based on the number of days in which the
amount of rainfall recorded for each calendar day is more than 10mm. Such calculation shall be
applicable for each calendar day up to the contracted completion date or the date so extended under
Clause 29 of the General Conditions of Contract.
Rainfall readings shall preferably be taken from a measuring gauge installed on site but the current
rainfall records at the nearest aerodrome or the nearest DID rainfall station may also be used.
The Contractor shall be deemed to have allowed in his tender and in the programming of the Works for
delay related to the weather which is not exceptionally inclement weather by the above definition and no
claims additional to the above shall be entertained.
1.40
CONTINGENCY SUM
A sum has been allowed in the Summary of Tender to cater for any contingencies that may arise during
the execution of the Works. This amount may be used wholly or in part as the Engineer may direct or
may not be used at all.
SP 1.10
SECTION 2 - SITE CLEARANCE
TABLE OF CONTENT
PAGE NO.
2.1
CLEARING, GRUBBING AND STRIPPING TOPSOIL
2.1.1 Description
2.1.2 Construction Methods
SP 2.2
SP 2.2
SP 2.2
SP 2.1
SECTION 2 - SITE CLEARANCE
2.1 CLEARING, GRUBBING AND STRIPPING TOPSOIL
2.1.1
Description
The work shall consist of clearing, grubbing and stripping topsoil in the areas designated hereunder
and/or shown on the drawings and/or directed by the Engineer, and of clearing only in other areas
designated hereunder and/or shown on the Drawings and/or directed by the Engineer, all as specified
herein and as required by the Engineer. The work shall also include the demolition and disposal of
structures in said areas, except where otherwise provided for in the Contract, as specified herein as
required by the Engineer.
(a) Clearing
Clearing shall consist of the cutting and/or taking down, removal and disposal of everything above
ground level, including objects overhanging the areas to be cleared such as tree branches, except
such trees, vegetation, structures or parts of structures, and other things which are designated in
the Contract to remain, or be removed by other, or which the Engineer directs are to be left
undisturbed. The material to be cleared shall include but not necessarily be limited to trees, stumps
(parts above ground), logs, brush, undergrowth, long grasses, loose vegetable matter and
structures (except those structures whose removal or clearance is otherwise provided for in the
Contract). Clearing shall also include the leveling of obsolete dikes, terraces, ditches, etc., unless
otherwise directed by the Engineer.
(b) Grubbing
Grubbing shall consist of the removal and disposal of surface vegetation, the bases of stumps,
roots, the underground parts of structures, and other obstructions to a depth of at least 0.50 meter
below ground level, all to the satisfaction of the Engineer.
(c) Stripping topsoil
Stripping topsoil shall consist of the removal of topsoil to an average depth of at least 100 mm
below ground level, and its stockpiling for use in the Works, and/or its disposal, as directed by the
Engineer. Topsoil Stockpiles shall be limited to a height of 1.5 metres.
2.1.2
Construction Methods
(a) Areas to be cleared
Clearing shall be carried out to the extents deemed necessary and approved or directed by the
Engineer.
In areas which are to be cleared only, and in which grubbing and stripping topsoil are not required,
the methods of work shall be such as will not unduly damage the surface vegetation and topsoil,
and care shall be taken not to disturb the topsoil and the root systems of grasses and other surface
vegetation. No topsoil shall be removed from such areas, except as directed by the Engineer, and
any topsoil, grasses and other surface vegetation otherwise removed or disturbed shall be replaced
and made good at the Contractor’s expense, all to the satisfaction of the Engineer.
All water courses shall be cleared of obstructions and kept open throughout the works to prevent
ponding in or adjacent to the work areas. Earth bunds or moulds formed during clearing by
mechanical means shall be levelled off to permit water into existing natural water courses.
(b) Areas to be cleared, grubbed and stripped of topsoil
Except as otherwise shown on the Drawings and/or directed by the Engineer, clearing, grubbing
and stripping topsoil shall be carried out in all areas of roadway excavation and in all areas where
embankment is to be constructed.
SP 2.2
Except where further excavation is required, holes and cavities in the ground surface after clearing,
grubbing and stripping topsoil shall be filled with materials similar to the adjacent ground, and such
that of the surrounding material, all to the satisfaction of the Engineer. This work shall be
considered incidental to the work of clearing, grubbing and stripping topsoil, and shall not be
measured for payment.
(c) Topsoil
Topsoil to be stockpiled for the Works shall be sufficiently fertile to promote and support the growth
of vegetation, and shall be taken from such areas where clearing, grubbing and stripping topsoil is
required as approved or directed by the Engineer. Topsoil removed during grubbing stripping
operations shall be separated from objectionable materials and spread within the borrow areas, or
otherwise disposed of, as approved or directed by the Engineer.
(d) Structures
Major structures are those which cannot practicably be cleared by bulldozer and/or hydraulic
excavator, whose demolition requires pneumatic tools, explosives and/or other specialized
equipment.
All fences, buildings, structures, and encumbrances of any character except those to be removed
by others or designated to remain, shall be demolished and removed by the Contractor.
Materials designated in the Contract or directed by the Engineer to be salvaged, shall be carefully
removed and stored, and shall be the property of the Employer.
(e) Disposal of material
Unwanted material from clearing, grubbing and stripping topsoil (including the demolition of
structures) shall be disposed of as approved or directed by the Engineer.
No burning is allowed at the site.
SP 2.3
SECTION 3 - EARTHWORKS
TABLE OF CONTENT
PAGE NO.
3.1
DEFINITIONS
SP 3.2
3.2
EARTHFILL
SP 3.2
3.3
SOURCES OF FILL MATERIAL
SP 3.2
3.4
PLACEMENT OF FILL MATERIAL
SP 3.3
3.5
COMPACTION
3.5.1 Degree of compaction
3.5.2 Field density testing
3.5.3 Moisture control
SP 3.3
SP 3.3
SP 3.3
SP 3.3
3.6
SUBGRADE
SP 3.4
3.7
SLIP SLIDES AND CAVE-INS
SP 3.4
3.8
FILLING OF EXISTING WATER COURSE
SP 3.4
3.9
TURFING
SP 3.4
SP 3.1
SECTION 3 – EARTHWORKS
3.1
DEFINITIONS
(1)
Formation Level
Formation level means the top surface of the subgrade.
(2)
Subgrade
Subgrade means the part of the embankment or existing ground in cutting which is immediately
below the subbase or lower subbase of the road pavement and shoulders.
(3)
Common Excavation
Common excavation shall mean excavation in any materials which are not rock or artificial hard
materials.
(4)
Unsuitable Materials
Unsuitable materials shall include:(i)
running silt, peat, logs, stumps, perishable or toxic material, slurry or mud, or,
(ii)
any material,
(a)
consisting of highly organic clay and silt.
(b)
which is clay having a liquid limit exceeding 80% and/or a plasticity index
exceeding 55%,
(c)
which is susceptible to spontaneous combustion,
(d)
which has a loss of weight greater than 2.5% on ignition,
(e)
containing large amounts of roots, grass and other vegetable matter, and
(f)
material having a moisture content making it impossible to achieve the
specified dry density.
3.2
EARTHFILL
Suitable soil materials for earthfill shall be free from organic matter and other deleterious substances,
and containing no rocks or lumps over 150mm in greatest dimension with not more than 15 percent of
the rock or lumps larger than 60mm in greatest dimension.
The material shall be non-cohesive soils, predominantly granular, non-expansive, free from roots, other
organic material and trash. Stones having a maximum dimension greater than 25mm shall not be
placed in the upper 300mm of the embankment.
3.3
SOURCES OF FILL MATERIAL
At the time of submission of Tender, the Contractor is deemed to have made all the necessary
investigation of his proposed sources of fill material which comply with the Specification, including the
necessary clearance, permits and licenses to be issued by the relevant authorities with respect to the
extraction of the fill material from the proposed sources and its transportation to the fill site, the time
required to obtain such clearances, permits and licenses, the nature of the fill material to be dredged or
extracted, the necessary soil investigations, examining site conditions, site survey information in
assessing the quality and quantity of fill material that can be supplied and all other aspects which may
influence the Tender.
In the event of any of the proposed sources indicated by the Contractor being discontinued during the
Contract period, the Contractor shall at his own cost provide sufficient quantity of fill materials of the
quality which meets with the Specification, from other sources to successfully complete the filling works
and no payments for downtime, incurred shall be entertained.
The Contractor shall allow in his Tender for whatever contingencies he deems necessary to ensure that
availability and a continuous and sufficient supply of the fill material which comply with the Specification.
SP 3.2
The Contractor shall pay all necessary fees, taxes or royalties to the appropriate authorities and observe
all regulations pertaining to obtaining suitable fill material from approved borrow pits and this shall be
deemed included in his tender price.
3.4
PLACEMENT OF FILL MATERIAL
All fill materials shall be deposited in layers. Each layer shall extend over the full width of the fill area
and shall be compacted in accordance with the requirements of Sub-Section 1.5. Each compacted layer
shall be maintained at all times with a sufficiently even surface in order to drain away the surface water.
3.5
COMPACTION
The B.S. 1377 Compaction Test (4.5kg rammer method) shall be used in determining the moisture
versus density relation of soil.
The Contractor shall submit to the Engineer for his approval the proposed method of compaction for
each main type of material to be used in the embankment. This shall include the type of compaction
plant for each type of material and the number of passes in relation to the loose depth of material to
achieve desired compaction. The maximum compacted thickness for fill shall be limited to 300mm
unless otherwise approved by the Engineer. The Contractor shall carry out field compaction trials,
supplemented by any necessary laboratory investigations, as required by the Engineer. This shall be
done by using the procedures proposed by the Contractor for earthworks and shall satisfy the Engineer
that all the specified requirements regarding compaction can be achieved. Compaction trials with the
main types of material likely to be encountered shall be completed before the works with the
corresponding materials will be allowed to commence.
3.5.1
Degree of compaction
The whole of the embankment below the top 300mm of the subgrade shall be compacted to not less
than 90% of the maximum dry density determined in the B.S. 1377 Compaction Test (4.5kg rammer
method).
3.5.2
Field density testing
The Engineer shall carry out field density tests on each layer of compacted sand fill or earth fill using the
sand replacement method in accordance with B.S. 1377 or by using other means of testing of
comparable accuracy.
If the results of the field tests show that the state of compaction is inadequate, this is held to be due to
the failure of the Contractor to comply with the requirements as stated in this Specification. In such a
case, the Contractor shall carry out such further work as the Engineer may decide to be necessary to
comply with the requirements stipulated in this Specification.
3.5.3
Moisture control
Each layer of sand fill or earth fill shall be processed as necessary to bring its moisture content to a
uniform level throughout the material, suitable for compaction. The optimum moisture content as
determined by the BS 1377 Compaction Test (4.5kg rammer method) shall be used as a guide in
determining the proper moisture content at which each soil type shall be compacted. Water shall be
added, or the material aerated and dried to adjust the soil to the proper moisture content to obtain the
required density. A satisfactory method and sufficient equipment as approved by the Engineer shall be
used for the furnishing and handling of water.
If the natural water content of suitable materials is too high for the proper compaction to be carried out,
the Contractor can either bring down the moisture content by aeration or drying or alternatively replace it
with suitable materials of compactable moisture range at his own cost.
3.6
SUBGRADE
Material for the top 300mm of subgrade shall have a minimum California Bearing Ratio (CBR) as shown
on the Drawings when compacted to 95% of the maximum dry density determined in the BS 1377
Compaction Test (4.5kg rammer method) under 4 days soaked condition.
SP 3.3
Throughout the top 300mm of subgrade, the material shall be compacted to not less than 95% of the
maximum dry density determined in the BS 1377 Compaction Test (4.5kg rammer method).
The subgrade shall be finished in a neat and workmanlike manner, and the widths of embankments and
cuts shall be everywhere at least those specified or shown on the Drawings on both sides of the centreline. The top surface of the subgrade shall have the required shape, superelevations, levels and grades
and shall be finished everywhere to within + 10mm and minus 30mm of the required level. Should the
subgrade surface be damaged by construction traffic, erosion, water logged due to heavy rain, the
Contractor shall at his own cost make good such affected areas prior to laying the subbase course.
3.7
SLIP SLIDES AND CAVE-INS
The removal of materials in slips, slides, cave-ins beyond the lines and levels shown on the Drawings
and the subsequent replacement will be the responsibility of the Contractor and no additional payment
will be made.
3.8
FILLING OF EXISTING WATER COURSE
Existing water courses for which a diversion has been constructed shall be cleared of all vegetable
growth and other unwanted matter and disposed of. Where the existing water course forms an area of
embankments, it shall be filled and compacted according to Sub-Section 1.5.
3.9
TURFING
Turf shall consist of healthy dense indigenous cow grass (Axonopus Compresus Species Compresus)
firmly rooted into 50mm of topsoil and shall be free from Mimose Lallang and any other plants deemed
objectionable by the Engineer. The turf should preferably be laid on the day it is cut, and turf which
cannot be laid within three days of cutting may, at the discretion of the Engineer, be used as top soil.
The surfaces to be turfed shall be trimmed and thoroughly wetted. The turf shall then be carefully laid as
spot turf as shown on the Drawings. Turf laid on slopes steeper than 1 (vertical) and 3 (horizontal) shall
be pegged down with bamboo stakes approximately 250mm in length. Approved fertilizer shall be
applied after placing of turf at suitable times and at rates of application approved by the Engineer. All
turf shall be regularly watered and fertilized to the satisfaction of the Engineer until the vegetation is
satisfactorily established. Any dead turf shall be replaced with new turf at the Contractor's own expense.
SP 3.4
SECTION 4 - CONCRETE WORK
TABLE OF CONTENT
PAGE NO.
4.1
GENERAL
4.1.2
Records
4.1.3
Standards
SP 4.2
SP 4.2
SP 4.2
4.2
CONCRETE AGGREGATES
4.2.1
General
4.2.2
Coarse Aggregate
4.2.3
Fine Aggregate
SP 4.2
SP 4.2
SP 4.3
SP 4.4
4.3.
WATER
SP 4.4
4.4
CEMENT
SP 4.4
4.5
ADMIXTURES
SP 4.5
4.6
CURING COMPOUNDS
SP 4.5
4.7
EXPANSION JOINTS, WATERSTOPS, JOINTS FILLERS AND SEALERS
SP 4.5
4.8
REINFORCING STEEL
4.8.1
Material
4.8.2
Shop Drawings
4.8.3
Storage
4.8.4
Binding Wire
4.8.5
Bending and Fixing of Reinforcement
SP 4.6
SP 4.6
SP 4.6
SP 4.6
SP 4.6
SP 4.6
4.9
FORMWORK AND FALSEWORK
4.9.1
Design
4.9.2
Materials
4.9.3
Workmanship
4.9.4
Removal of Forms
4.9.5
Tolerances and Defects
SP 4.7
SP 4.7
SP 4.7
SP 4.7
SP 4.8
SP 4.8
4.10
CONCRETE PROPORTIONING
4.10.1
Concrete Mix
SP 4.9
SP 4.9
4.11
CONCRETE CONTROL
4.11.1
Concreting Testing
4.11.2
Extent of Testing
SP 4.10
SP 4.10
SP 4.10
4.12
CONCRETE WORKMANSHIP
4.12.1
Storage of Materials
4.12.2
Concreting Plant
4.12.3
Batching
4.12.4
Mixing and Transport
4.12.5
Workability
4.12.6
Placing and Compacting
4.12.7
Construction Joints
4.12.8
Expansion Joints Fillers, Waterstops and Sealers
4.12.9
Fixing Blocks, Brackets, Built-in-Bolts, Holes, Chases, Etc.
4.12.10 Curing
4.12.11 Repairs and Rejection of Finished Concrete
SP 4.12
SP 4.12
SP 4.12
SP 4.12
SP 4.13
SP 4.13
SP 4.13
SP 4.15
SP 4.15
SP 4.15
SP 4.16
SP 4.16
4.13
4.14
READY-MIXED CONCRETE
PRECAST CONCRETE UNITS
SP 4.16
SP 4.16
SP 4.1
SECTION 4 - CONCRETE WORK
4.1
GENERAL
4.1.1
Supervision
Concreting operations shall be carried out under the supervision of a qualified and experience engineer
employed by the Contractor.
No concreting work shall be carried out except in the presence of the Engineer or his representative.
4.1.2
Records
A complete record shall be kept by the Contractor of all concrete work, covering quality and quantity of
concrete and including records of all tests. One copy of all records shall be filed with the Engineer
immediately after the works has been carried out or the tests have been completed.
4.1.3
Standards
The provisions of the latest revised editions of the relevant Malaysian Standard Specification, British
Standard Specification, British Standard Codes of Practice, and American Society for Testing and
Materials Standards shall be deemed to be incorporated in the Specification including the following :MS 522 & B.S. 12
B.S. 410
MS 30 & B.S. 812
MS 29 & B.S. 1201
B.S. 1305
MS 26 & B.S. 1881
MS 28 & B.S. 3148
MS 145
MS 146 & B.S. 4449
B.S. 4466
B.S. 8110: Part 1
A.S.T.M C309
A.S.T.M C494
Portland cement (Ordinary and rapid-hardening)
Test Sieves
Methods for sampling and testing of mineral aggregate, sand and filters
Aggregate from natural sources for concrete (including granolithic)
Batch-type concrete mixers
Method of testing concrete
Tests for water for making concrete
Steel Fabric reinforcement
Hot rolled steel bars for the reinforcement of concrete
Bending dimensions and scheduling of bars or the reinforcement of concrete
The structural use of concrete
Specifications for liquid membrane-forming compounds for curing concrete
Specifications for chemical admixtures for concrete
Malaysian Standards shall take preference over all Standards.
4.2
CONCRETE AGGREGATES
4.2.1
General
Materials used as aggregates shall be chemically inert, strong, hard, durable, nonporous, and free from
adhering coatings, clay lumps, coal or coal residue and organic or other impurities that may cause
corrosion of the reinforcement or impair the strength or durability of the concrete. Aggregates shall
comply with MS 29 and B.S. 1201 and be tested in accordance with the requirements of MS 30, B.S.
812 and other standards as specified in Table 4.1.
The aggregates shall be taken from an approved source and shall consist of naturally occurring sand,
stone of igneous origin, crushed or uncrushed, or a combination thereof. They shall not contain water
soluble sulphur trioxide (S03) in excess of 0.1 per cent. For work above ground level, suitable limestone
may also be approved if there is no sulphur content.
Samples of all aggregates and sand shall be delivered to the site for the trial mix tests, in order that the
Engineer may approve the source. If supplies from the approved source subsequently deviate from the
approved samples and do not meet test requirements, then the source will be liable to rejection by the
Engineer.
SP 4.2
The Engineer may require the Contractor at any time to draw samples of aggregates from stockpiles on
the site or any other locations to be indicated by the Engineer for testing by the Engineer according to
the methods detailed in MS 30 and B.S. 812. Costs of such samples shall be borne by the Contractor.
Aggregates which from tests prove unsatisfactory shall either be replaced or shall be washed until
further tests prove satisfactory. All costs and expenses incurred to comply with this requirement shall
be borne by the Contractor. Rejected aggregates shall be removed from the site.
Sieving and remixing of aggregates whose gradings fall outside the specified limits may be permitted at
the sole discretion of the Engineer and at no extra cost to the Employer.
Aggregates shall be stored in bins with clean hard floors. The bin floors shall be constructed so as to
permit free drainage or moisture from the aggregates. Whenever required by the Engineer, aggregates
shall be hosed down to restore the specified standard of cleanliness. Aggregates collected from marine
deposits shall not be used in pre-stressed or steam-cured concrete.
Table 4.1 – Testing of Aggregates
4.2.2
Properties
Test Methods
Limits
Grading
Elongation Index
Flakiness Index
Water Absorption
Clay, Silt and Dust
Organic Impurities
Aggregates Crushing Value
Soundness
Test
(Sodium
Sulphate)
Chloride Content
Sulphate Content
M.S. 30
M.S. 30
M.S. 30
M.S. 30
M.S. 30
M.S. 30
M.S. 30
AASHTO Test Method T104
See 4.2.2 and 4.2.3
Not exceeding 30%
Not exceeding 25%
Not exceeding 1.5%
Not exceeding 2%
Not exceeding 0.4%
Not exceeding 20%
Loss not exceeding 12%
B.S. 812 Part 4
B.S. 1377 Test 9
Not exceeding 0.06% by weight
of chloride ions
Not exceeding 0.4% by weight
of S03
Coarse Aggregate
The coarse aggregate shall be approved crushed granite with the maximum size particles not exceeding
the nominal size specified.
The grading of the coarse aggregate shall be within the limits given in the following table (Part of Table
(1) of MS 29 and B.S. 410):
Percentage by weight passing B.S. Sieve
B.S. 410 Test Sieve
Nominal Size of Graded Aggregate
mm
20 mm to 5 mm
100.0
90.0
75.0
63.0
38.1
37.5
20.0
19.0
14.0
10.0
5.0
100
95 - 100
25 - 55
30 - 60
0 - 10
SP 4.3
4.2.3
Fine Aggregate
The fine aggregate shall be natural sand or igneous crushed stone sand free from coagulated lumps
and salt and shall contain less than five (5) per cent of clay and silt by volume, measured according to
field test in MS 30.
The grading of the fine aggregate shall be within the limits of one of the grading zone in the following
table (MS 29).
Fine Aggregate Grading
B.S.
Sieve
Zone 2
10
5
2.36
1.18
0.6
0.3
0.15
mm
mm
mm
mm
mm
mm
mm
100
90 - 100
75 - 100
55 - 90
35 - 59
8 - 30
0 - 10
Percentage by Weight Passing
Zone 3
Zone 4
100
90 - 100
85 - 100
75 - 100
60 - 70
12 - 40
0 – 10
100
95 - 100
95 - 100
90 - 100
80 - 100
15 - 50
0 - 15
* For crushed stone sand, the limit is increased to 20 per cent.
4.3.
WATER
The water shall be clean and fresh and free from organic or inorganic matter in solution or suspensions
in such amounts that may lessen the strength or durability of the concrete. Only water of approved
quality shall be used for concreting, for flushing and wetting of formwork, and for curing. The Contractor
shall make adequate arrangements to deliver and store sufficient water at the work for use in mixing and
curing the concrete, and for flushing and wetting forms.
The water shall satisfy the requirements of MS 28 and BS 3184.
4.4
CEMENT
The cement used for concrete shall be CMS cement unless otherwise approved by the Engineer, and
shall be normal setting ordinary Portland cement complying with MS 522 and B.S. 12. Consignments
shall be used in order of delivery. Each consignment shall be identifiable. For each consignment the
Contractor shall supply to the Engineer the date of manufacture and, if requested, a copy of Test
Certificate from an independent approved testing body.
The age of the cement at the time of delivery to the Site shall not be more than two (2) months, and the
cement shall be used within two (2) months of delivery. The cement shall be transported to the Site in
covered vehicles adequately protected against the weather and shall be properly stored a minimum of
150 mm above ground in approved, well-ventilated, weather-proof, and water-proof buildings to prevent
damage through moisture, where cement is stored in bulk in site, the quantity stored shall be limited to
no more than one week’s requirement unless otherwise approved by the Engineer.
If it is suspected that the cement is damaged, a series of cube tests as described below will be made in
order to ensure that the specified strength, homogeneity, and density of concrete can be obtained. If
this strength is not obtained, the cement will be rejected.
The Engineer may, however, without tests being made, order that any bag of cement, a portion of the
contents of which in the opinion of the Engineer has hardened, or which appears to be defective in any
other way, be removed from the site forthwith.
Rapid hardening cement may be used only with the written approval of the Engineer.
SP 4.4
4.5
ADMIXTURES
The use of admixtures may be permitted at the request of the Contractor and at the discretion of the
Engineer.
Full particulars including specifications and technical data including the source, manufacturer’s name
and trade or brand name shall be submitted to the Engineer for his approval.
The chemical names, formulae, and quantities of the active ingredients of the materials, the dosage to
be used and the effects, as well as the effects of progressively less and greater dosages, on the
physical and chemical properties of the wet and hardened concrete, shall be submitted to the Engineer
for approval.
The Contractor shall provide such samples and carry out such tests, as the Engineer may direct prior to
permitting the use of admixture in the works. All such samples and tests shall be provided at the
Contractor’s expense.
The Engineer may at any time require further samples and tests to be carried out after the materials has
been delivered to the Site.
The warranted shelf life of the material and the shipping and storage conditions under which it is
applicable shall be stated by the manufacturer, and the Contractor shall comply with these requirements
in all respects.
The use of calcium chloride in the concrete will not be permitted.
Admixture shall comply with the requirement of A.S.T.M. C494.
4.6
CURING COMPOUNDS
Concreting curing compounds shall be of manufacture approved by the Engineer.
All concrete curing compounds shall be non-staining and shall comply with the requirements of A.S.T.M.
C309 where relevant.
4.7
EXPANSION JOINTS, WATERSTOPS, JOINTS FILLERS AND SEALERS
Waterstops at construction joints shall be of manufacture approved by the Engineer suitable for
horizontal and vertical construction. P.V.C. type waterstops with hollow central bulb shall only be used
for joints not subject to differential shear movement. For joints at high movement areas, rubber
waterstops with hollow central bulb shall be used.
Joint fillers shall be insoluble synthetic resin bounded granular cork self-expanding filler of manufacture
approved by the Engineer complying with A.S.T.M. D1752-67 (R73) Type III and American National
Standard A 37-144-1969(R75) Type III.
Sealer shall be Heavy Duty Sealer cold applied two part polysulphide pitch extended sealant of
manufacture complying with B.S. 5212 and U.S. Federal Specification SS-S200D.
Full particulars including specifications and technical data including the source, manufacturer’s name
and trade or brand name shall be submitted to the Engineer for his approval.
The Contractor shall also provide such samples and carry out tests as the Engineer may direct and such
samples and tests shall be provided at the Contractor’s expense.
The Engineer may be anytime require further samples and tests to be carried out after the material has
been delivered to the Site.
The warranted shelf life of the materials and the shipping and storage conditions under which the
materials shall be applicable shall be stated by the manufacturer and the Contractor shall comply with
these requirements in all respects.
SP 4.5
4.8
REINFORCING STEEL
4.8.1
Material
Steel bars for Concrete Reinforcement shall be SIS steel bars and Reinforcing Steel Fabric shall be
Setri Fabric. Mild steel reinforcement rod shall be hot rolled mild steel bars of a manufacture approved
by the Engineer and shall comply with MS 146 or with a minimum yield of stress of 250 N/mm2.
High yield steel reinforcement rod shall be high tensile bars complying with the requirements of B.S.
4449 with a minimum yield stress of 410 N/mm2.
Steel fabric reinforcement shall comply with MS 145.
All steel shall be free from oil, dirt, loose rest, scale or other deleterious matter immediately before the
placing of the concrete.
Test certificates from an independent approved testing body shall be provided prior to shipment, as
directed by the Engineer.
Unless otherwise specified or shown on the Drawings, all steel reinforcement shall be hot rolled,
deformed, high tensile steel bars with yield strength of 410 N/mm2.
4.8.2
Shop Drawings
Shop drawings, bar lists, bending schedules, and installation drawings for all reinforcing steel shall be
prepared by the Contractor and submitted to the Engineer for approval prior to fabrication. Detailing
shall conform to requirements of B.S. 4466.
The Engineer’s approval does not relieve the Contractor in any way of his responsibility for accuracy
and/or completeness of the detailing work.
4.8.3
Storage
Reinforcing and fabric reinforcing steel shall be stored clear of the ground and in a manner and location
which will prevent deterioration. Bars which have become pitted will be rejected, bars which have
become dirty shall be cleaned to the satisfaction of the Engineer before being placed in the works.
4.8.4
Binding Wire
Binding wire shall be 16 S.W.G soft annealed typing wire.
4.8.5
Bending and Fixing of Reinforcement
The reinforcement shall be bent in accordance with B.S. 4466 except where otherwise specified.
The reinforcement shall be bend cold in manner which will not injure the material.
No reinforcement shall be bent when in position in the works, whether or not it is partially embedded in
hardened concrete, unless specially authorized by the Engineer.
Reinforcement cages shall be tied into stiff units with intersecting bars tied at least at every second
intersection.
The reinforcement shall be kept accurately in position by spacers and chairs secured firmly to the cage.
Bars intended to be in content shall be wired together at all points of contact with binding wire as
specified. The types of spacers and chairs used shall be subject to the approval of the Engineer, and
any part of a metal spacer or chair shall have at least the same cover as specified for the reinforcement.
Mortar blocks shall be of the same strength as the parent concrete. No binding wire may project into the
cover concrete.
Bars with loose rust or millscale, or with oil, dirt, grease, mortar or other deleterious matter shall not be
placed in the forms.
SP 4.6
No splices shall be made in the reinforcement except where shown on the Drawings or where approved
by the Engineer. The length of splices shall be as specified in B.S. 8110: Part 1 except where otherwise
had shown on the Drawings.
Immediately before concreting, the reinforcement shall be examined for accuracy of placing and
cleanliness and corrected if necessary. No concreting shall take place before inspection and approval
of the reinforcement by the Engineer.
Reinforcement projecting horizontally at construction joints shall be supported in correct position during
concreting by providing sufficient scaffolding and spacer pieces to which the reinforcement should be
tied and held in place.
Bending schedules of the reinforcement bars shall be provided by the Contractor, and shall be made
available for inspection by the Engineer if requested.
4.9
FORMWORK AND FALSEWORK
4.9.1
Design
The Contractor shall submit his designs for approval in ample time before the work commences. The
Engineer’s approval of such designs does not relieve the Contractor in any way of his responsibilities for
such scaffolding and formwork.
The formwork shall be of sufficient strength to withstand all dead and live loads and the pressure of the
wet concrete and the effects of vibrating without distortion and shall be designed with cambers, etc.,
necessary to produce the finished structures to the correct levels and profiles. Formwork below high
water shall be watertight and shall withstand the effects of tides and waves.
All exposed edges and corners shall be provided with a twelve (12) millimeter chamber unless otherwise
directed.
4.9.2
Materials
All formwork materials, including form oils or other coatings, shall be subject to approval by the Engineer
prior to installation and/or application.
Only form clamps of reputable makes and proper steel rod ties with detachable ends shall be used.
Wire ties and P.V.C. tubing or other plastic tubing will not be permitted.
4.9.3
Workmanship
The Contractor shall, before erection starts, prove to the Engineer the sufficiency of the forms in
accordance with his casting program including type or make of ties or clamps to be used.
All joints in formwork shall be sufficiently close to prevent leakage of grout and the formation of fins or
other blemishes. Openings for inspection of the inside of the formwork and for the removal of water
used for washing out shall be formed so that they can be conveniently closed before concreting.
Tie rods specifically manufactured for use as tie rods or other internal spacers as approved shall be
fixed in approved positions so that they can be easily removed, either completely or partly when the
shuttering is stripped, and the holes remaining after concreting shall be filled by dry packing and well
rammed. No plastic type spacers will be permitted.
No part of any metal tie or spacer remaining permanently embedded in the concrete shall be closer than
fifty (50) millimeters to the finished surface of the concrete.
All pipes, bolts, steelwork, and other fixings that are required to be built in or through the concrete shall
firmly fixed in properly aligned position in the formwork, which shall be neatly cut and fitted to suit, joints
being caulked where necessary to prevent the escape of grout. Likewise, cores and other devices used
for forming openings, holes, pockets, chases, etc., shall be fixed to the formwork prior to the wet
concrete reaching their level.
SP 4.7
The inner faces of the formwork shall be formed or treated so as to minimize adherence to the concrete.
If form oil or similar coatings are used, they shall be kept from contact with the reinforcement. If no
water impregnating is applied to wooden forms, they shall be thoroughly wet before concreting starts.
Before any concreting is commenced, all the formwork shall be blown clean to remove dirt, shavings,
sawdust, and other refuse, and all formwork shall be inspected and approved by the Engineer before
any concrete is placed. The compressed air used in cleaning shall be free from any trace of oil film
whatsoever, as confirmed in the presence of the Engineer immediately prior to use.
4.9.4
Removal of Forms
No formwork shall be removed without the approval of the Engineer, but the giving of such approval
shall in no way relieve the Contractor of any of his contractual responsibilities.
The removal of formwork shall be carried out carefully so as to avoid damaging the concrete. Before
soffit forms and props are removed, the concrete shall be exposed by removal of the side forms or
otherwise as required by the Engineer in order to ensure forms may be removed after twenty-four (24)
hours provided the concrete is sufficiently strong so as not to be injured and proper arrangements have
been made for curing.
Load carrying forms may be removed when those site-cured test specimens which are cured in the
same conditions as the permanent work indicate sufficient strength to carry the induced load at or soon
after the time of removal and when the Engineer is satisfied that all the relevant clauses of the
Specification have been met. The removal of formwork and falsework shall be executed by gradual
easing without jarring and only in the presence of a competent supervisor.
Load carrying concrete will be deemed to have sufficient strength to allow removal of the forms when
each of the corresponding site-cured additional test specimens has attained a crushing strength no less
than half the twenty-eight (28) days design strength.
The stripping times given in the following table are the minimum for the several cases, but it is
emphasized that the information given in the table is for the Contractor’s guidance only and the times
may be varied to suit abnormal climatic conditions and other special circumstances.
Stripping Times
Sides of Walls, Beams and Columns
3 days
Soffits of Slabs (props left in place)
7 days
Props to Slabs
14 days
Soffits of Beams (props left in place)
10 days
Props to Beams
18 days
The minimum removal times for concrete containing rapid-hardening Portland Cement shall be one-half
of the values tabulated, where such use is approved by the Engineer.
No superimposed loading or pressure shall be applied to any part of a structure until permission is given
in the Engineer.
After the removal of the formwork or falsework, the work shall be inspected by the Engineer before any
touching up is done.
4.9.5
Tolerances and Defects
The permissible surface tolerances shall not exceed the limits shown on the following table.
Notwithstanding the details shall be applied in preference at all times. If required, the Engineer may
impose smaller tolerances.
If, in the opinion of the Engineer, the formwork is cut, drilled, bent, buckled, repaired or generally
damaged in a way detrimental to the appearance of the concrete or to the tightness or straightness of
the forms, it will be rejected.
SP 4.8
Example of Permissible Tolerances
Condition
Final Structure Tolerance
Variation in cross sectional Dimension of structural
members
4mm
Departure from alignment as shown on the Drawings (End
to the End)
12mm
Departure from level of top surfaces as shown on the
Drawings (End to End)
12mm
Departure from level of under side surfaces as shown on
the Drawings (End to End)
12mm
Gradual deviations from the dimensions shown on the
Drawings, measured from a template one (1) metre long
3mm
Offsets or fins caused by defective formwork or otherwise
4mm
4.10
CONCRETE PROPORTIONING
4.10.1
Concrete Mix
The concrete mix shall comply with the requirements of the Concrete Mix Table specified hereinafter.
The proportions of cements, fine and coarse aggregates, water, and admixtures necessary to produce
concrete conforming to the requirements of the Concrete Mix Table shall be determined by the
Contractor in a series of trial mixes on the concrete to be used on the job.
The series of trial mixes shall be made at least five (5) weeks before concrete placing is due to start and
shall be sufficiently comprehensive for concrete proportions to be selected to the satisfaction of the
Engineer. Both seven (7) and twenty-eight (28) day strengths of the trial mix, determined as the
average of three (3) test specimens, shall exceed the specified strength. The Engineer’s approval of the
trial mix including twenty-eight (28) day strength results shall be obtained in writing before any concrete
is permitted to be placed in the works. If possible, the concreting plant and the means of transport to be
employed in the works shall be used to make the trial mixes and to transport them a representative
distance. A clean mixer shall be used and the first batch discarded.
If during the progress of the work, the Contractor desires to use materials or proportions other than
those originally approved, or if the materials from the sources originally approved change in
characteristics, he shall provide evidence satisfactory to the Engineer that the new materials and/or
combination of materials will produce concrete meeting the requirements herein.
SP 4.9
Concrete Mix Table
1. Grade or Characteristic
Strength 28 days N/mm2
10
20
25
30
35
40
45
2. Min. Works Cube Strength
7 days N/mm2
-
15
18.75
22.50
26.25
30
33.75
3. Max. Coarse Aggregate
Size (mm)
20
20
20
20
20
20
20
4. Min. Cement
(kg/m3)
Content
250
325
360
360
360
400
400
5. Max. Cement
(kg/m3)
Content
550
550
550
550
550
550
550
6. Max. Water/Cement Ratio
0.65
0.50
0.49
0.45
0.44
0.42
0.41
The mix shall contain not more than five hundred and thirty four (534) kg of cement per cubic metre of
hardened concrete.
The Contractor shall carry out the tests on the initial trial mixes as well as such further trial mixes and
corresponding tests as may be required during the execution of the works in order to account for
changes in materials or working conditions.
The cost of such test shall be deemed to be included in the cost for concrete work.
4.11
CONCRETE CONTROL
4.11.1
Concreting Testing
Unless otherwise specified below, all concrete control testing shall be carried out by the Contractor with
his own equipment under the supervision of the Engineer. For this purpose, the Contractor shall notify
the Engineer reasonable in advance when tests are being made, repeated or when extra tests are being
made, the Contractor shall make available the testing equipment for the use of the Engineer and make
available all records for inspection. Duplicate copies of all test results, analyses, etc., shall be supplied
to the Engineer on printed forms approved by him.
4.11.2
Extent of Testing
Minimum requirements regarding tests which shall be carried out in order to control concrete quality are
given on the Concrete Control Tests Table below.
The frequency of control tests shall be regulated as experience is gained regarding the fluctuations to
be expected in the properties tested.
Unless otherwise decided by the Engineer, all tests shall be carried out in accordance with the relevant
British Standard Specifications. Where no such standard exist standards of the American Society for
Testing Materials (A.S.T.M.) shall apply.
Neither the mix proportions nor the sources of supply of materials shall be altered without the prior
approval of the Engineer, except that the Contractor shall adjust the proportions of the mix as required
to take account of permitted variations in the materials.
SP 4.10
Concrete Control Tests Table
Test No.
(1)
Material or Property
Frequency Group
1 Daily or per
2 Periodically
Shift
1.
1.1
Cement
Acceptance Test
X
2.
2.1
Water
Acceptance Tests
X
3.
3.1
3.2
Admixtures (A.S.T.M. Specification)
Retarding Effect
Effect on strength
X
X
4.
4.1
4.2
4.3
4.4
4.5
4.6
4.7
4.8
4.9
4.10
4.11
Aggregate
Organic Impurities
Material finer than No. 200 Screen
Screen Analysis
Impurities, Soft Particles, etc.
Specific Gravity
Absorption
Unit Weight
Porous Particles
Clay Lumps
Particle Shape
Moisture Content
X
X
X
X
X
X
X
X
X
X
X
5.
5.1
5.2
5.3
5.4
5.5
Fresh Concrete
Mixing Time
Consistency
Workability
Unit Weight
Air Content
6.
6.1
6.2
6.3
6.4
Fresh Concrete
Strength
Rate of Strength Development
Unit Weight
Strength Variation
7.
7.1
7.2
7.3
Batching & Mixing Plant
Control of Scales
Control of Mixtures
Dispensers for Admixtures
X
X
X
X (1)
X (1)
X
X
X
X
X
X
X
Possibly several time a day.
Re: Test No. 1 Cement
For each consignment of cement delivered, samples shall be taken out for full standard tests both
physical and chemical.
Re: Test No. 3 Admixtures
Apart from acceptance tests in accordance with the relevant A.S.T.M. Specification, these materials
must be tested in concrete made using the cement and the aggregate which will be used on the job.
Re: Test No. 4 Aggregates
The moisture content of the fine aggregate will be determined whenever a change is suspected, and at
intervals as determined by the Engineer.
Re: Test No. 5 Workability
SP 4.11
The workability of the concrete will be tested at intervals on samples obtained at the place of concreting.
Re: Test No. 6 Hardened Concrete
Samples of concrete for tests will be taken and cubes made, as determined by the Engineer.
Compressive strength will be determined by the Engineer using test cubes 152 x 152 x 152 mm. The
cubes will be compacted by vibration, cured, stored, transported, and tested in accordance with MS 7.1.
The strengths will be determined after twenty-eight (28) days as the averaged of three (3) cubes made
from the same batch of concrete which will be considered as a test. Normally, four (4) cubes will be
made from concrete in a mix selected at random on each day concrete is being placed, or in general for
each one hundred and fifteen (115) cubic meters of concrete whichever is the more often. One of the
four (4) cubes taken at each sampling will be tested at seven (7) days or at the discretion of the
Engineer and the remaining three (3) cubes will form a twenty-eight days test as described above.
Additional cubes may in certain cases be tested after seven (7) days.
A record of all tests identifying the test cubes with the part of the work executed will be kept on the Site
by the Engineer and made available to the Contractor on request.
If the specified requirements have not been met, the Contractor shall take such remedial action as the
Engineer may order, and shall, before the proceeding with the concreting, submit for the Engineer’s
approval, details of the action proposed to ensure that the concrete still to be placed in the works will
comply with the Specifications.
To determine the permissible time for removal of load carrying forms, extra test cubes will be cast and
cured under the same conditions as the permanent work. The cubes will be tested in sufficient time
before removal of forms for the Engineer to evaluate the result.
The Engineer may require cylindrical core specimens to be cut from the hardened concrete where the
specified cube strength requirements have not been met. The Contractor shall arrange for cores to be
cut and the specimens shall be dealt with in accordance with MS 26 and B.S. 1881.
The cutting equipment and method of doing the work shall be approved by the Engineer. Prior to
preparation for testing, the specimens shall be made available to the Engineer.
If the compressive strength of any core specimen is less than the twenty-eight (28) days characteristic
strength as described in the Concrete Mix Table, or if, in the opinion of the Engineer, the concrete fails
to meet the specified requirements in other respects, the concrete in that part of the works in which it is
a sample will be considered not to comply with the specified requirements and shall be replaced if so
directed by the Engineer, all at the Contractor’s expense.
4.12
CONCRETE WORKMANSHIP
4.12.1
Storage of Materials
Cement, aggregates, or admixtures shall be stored on the Site in such a manner as to prevent
deterioration or contamination by foreign matter. Any material which, in the opinion of the Engineer, has
deteriorated or has been contaminated or otherwise damaged shall not be used for concrete and shall
forthwith be removed from the Site at the Contractor’s expense.
4.12.2
Concreting Plant
Any concreting plant erected by the Contractor shall be suitable in type, capacity, and design for its
purpose. The performance of the plant and its disposition shall be to the satisfaction of the Engineer.
Concreting plant as referred to herein include any aggregate or cement handling and storage plant,
batching and mixing plant, transporting, depositing and vibrating plant.
4.12.3
Batching
Materials for designs mix concrete shall be weight-batched. Aggregate may be weighed cumulatively,
but cement shall then be weighed on a separate scale.
SP 4.12
Water shall be measured by weight or by volume. Allowance shall be made throughout for the moisture
content of the aggregates by approved means. Admixtures, if permitted, shall be measured using
suitable dispensers, and shall be used strictly in accordance with the manufacturer’s instructions.
Weight-batches shall be calibrated frequency and whenever so required by the Engineer.
After each concreting, the Contractor should check that the cement content is as specified above by
comparing the volume of concrete cast against the number of bags of cement used.
4.12.4
Mixing and Transport
All concrete shall be mixed mechanically, Mixing time, drum speed, and other details shall be approved
by the Engineer.
The mixing, unless otherwise approved, shall be carried out in an approved mechanical batch mixer of
adequate capacity and complying with B.S. 1305 “Batch Type Concrete Mixer”. The mixer shall be
equipped with an automatic water measuring tank fitted with a device for locking the discharge setting.
Mixing shall continue until there is a uniform distribution of materials and the mass is uniform in colour
and consistency. The minimum mixing time after all materials are placed in mixer is to be two minutes.
Mixer drums shall be empty before recharging and shall be washed out and cleaned at the end of each
working period. They shall at all times be kept free from hardened concrete and shall be primed by an
approved grout wash when mixing is resume.
The concrete shall be discharged from the mixer and transported to the works by means that shall be
approved by the Engineer and which shall prevent segregation or loss of ingredients, and ensure that
the concrete is of the required workability at the point and time of placing. Concrete buckets shall be of
a type with controllable gates, which permit both partial and complete emptying. Where concrete is to
be transported some distance, precautions shall be taken to protect it from direct sunlight, rain, drying
winds or dust.
Transporting plant shall be of a design enabling the concrete to be dumped vertically over the required
point of placement. The plant shall be kept free from hardened concrete and shall be rinsed down prior
to use. All free flowing water shall be removed.
Dumping at an angle or the working of the concrete by vibrators or otherwise to make it flow laterally
shall not be permitted.
4.12.5
Workability
The concrete shall be of such consistency that it can be readily worked into the corners and angles of
the formwork and around reinforcement without segregation of the materials or bleeding of free water at
the surface. On striking the formwork it shall present a face, which is uniform, free from honey-combing,
surface crazing, or subsequent excessive dusting, and which shall not, in the opinion of the Engineer,
be inferior to the standard referred to below.
In order to satisfy the Engineer that the workability of the proposed mix is adequate for the requirements
of the Specification, the Contractor shall carry out a series of workability tests on the preliminary trial
mixes. These tests shall be carried out in accordance with MS 7.1, or such other procedure as may be
approved by the Engineer. The samples to be tested shall be obtained from the batches used for the
preliminary test cubes.
4.12.6
Placing and Compacting
The Contractor shall have the necessary equipment for mixing, transporting, placing, and compacting on
Site before placing is started in order to finish without unplanned construction joints. The concrete shall
be placed in the positions and sequences indicated on the Drawings, in the Specification, or as directed
by the Engineer.
Concrete shall not be placed unless the Engineer has previously examined and approved in writing the
positioning, fixing and condition of the reinforcement, and of any other items to the embedded, and the
cleanliness, alignment, and suitability of the containing surfaces.
The concrete placing shall be deposited as nearly as possible in its final position, it shall be placed in
such a manner as to avoid segregation of the concrete and displacement of the reinforcement, other
SP 4.13
embedded items, or formwork. It shall be bought up in horizontal layers not exceeding four hundred
(400) millimeters in compacted thickness unless otherwise authorize or directed by the Engineer.
Placing shall be continuous between specified or approved construction joints without undue
interruptions including lunch periods.
Where chutes are used to convey the concrete, their slopes shall be such as not to cause segregation,
and suitable spouts sor baffles shall be provided to obviate segregation during discharge. Concrete
shall not be allowed to fall freely more than one (1) metre.
Where pneumatic placers are used, the velocity of discharge shall be regulated by suitable baffles or
hoppers where necessary, to prevent segregation or damage and distortion of the reinforcement, other
embedded items and formwork, caused by impact.
The concrete shall be placed in its final position in the forms before loss of workability occurs, and in no
case later than forty-five (45) minutes after the mixing water has been added. Adding water after mixing
(tempering) will not be permitted.
Concreting shall not take place if rain will cause damage to the concrete.
Fresh concrete shall not be placed against insitu concrete which has been in position for more than 45
minutes (or any other period of time as approved by the Engineer if admixture is used) unless a
construction joint is formed in accordance with Sub-Section 4.12.7. When insitu concrete has been in
place for four (4) hours, no further concrete shall be place against it for a further twenty (20) hours.
No concrete shall be placed in flowing water. Underwater concrete if deemed unavoidable by the
Engineer shall be placed in position by tremies or pipelines from the mixer. Concrete to be placed
under water shall be an approved mix with the amount of cement increased by 20%. During and after
concreting under water, pumping or dewatering operations in the immediate vicinity shall be suspended
until the Engineer permits them to continue. Where the concrete is placed by a tremie, the following
requirements shall be applicable:i)
unless otherwise agreed by the Engineer, when concreting of bored piles is being carried out
under water, temporary casing shall be installed to the full depth of the borehole so that
fragments of ground cannot drop from the sides of the hole into the concrete as it is placed;
ii)
the hopper and tremie pipe shall be a closed system. The bottom of the tremie shall be kept
as far as practicable beneath the surface of the placed concrete;
iii)
the tremie pipe shall be large enough with due regard to the size of aggregate. For 20 mm
aggregate the tremie pipe shall be of diameter not less than 150 mm and for larger aggregate,
larger diameter tremie pipe shall be required;
iv)
unless otherwise agreed by the Engineer, the first charge of concrete shall be placed with a
sliding plug pushed down the tube ahead of it to prevent mixing of concrete and water;
v)
the tremie pipe shall always penetrate well into the concrete with an adequate margin of safety
against accidental withdrawal if the pipe is surged to discharged the concrete;
vi)
the concrete shall be deposited wholly by tremie and the method of deposition shall not be
changed part way up to prevent the laitance from being entrapped within the structure;
vii)
all tremie pipes shall be scrupulously cleaned after use.
During hot weather, additional precautions shall be taken to prevent premature setting and lose of water
during placing of concrete in the formwork. These precautions shall include:
i)
no concrete having an internal temperature exceeding 33 degrees C shall be deposited;
ii)
concrete shall not be placed in formwork or around reinforcement whose temperature exceeds
36 degrees C;
iii)
newly placed concrete shall be protected from direct sunlight and from loss of moisture by
covering, shading or other means;
iv)
no concrete shall be placed when the air temperature at the point of deposition exceeds 36
degrees C.
SP 4.14
All concrete shall be compacted by means of power driven, immersion type vibrators of approved type
and performance. The vibrators shall be of a number, size, and capacity to suit the rate of placing,
dimensions of concrete, and reinforcement. The concrete shall be fully compacted throughout the full
extent of each horizontal layer. It shall be thoroughly worked against the formwork and around any
reinforcement and other embedded items without displacing them. Successive layers of the same lift
shall be thoroughly worked. Proper vibration techniques shall be employed as directed.
Over-vibration causing segregation, surface laitance, or leaking through formwork shall be avoided.
Immersion vibrators shall be withdrawn slowly to prevent the formation of voids. Vibrators shall not be
used in such a way as to damage formwork or other embedded items. The formation of air bubbles
against vertical or slopping formwork shall be prevented as far as is practicable with proper placement
techniques and tapping of the form in the immediate work area.
All horizontal top surfaces shall be screeded off of screeds as approved to produce an even surface to
the correct level. Surplus concrete shall be removed immediately after consolidation by striking off with
sawing motion of a straight edge or template. When some stiffening has taken place in the surface
concrete and the moisture film has disappeared, the surface shall receive a foated finished with a
uniform texture and free of screed marks.
The horizontal top surface of all concrete walkways shall be finished by brooming to produce a lightly
brush-marked surface to the satisfaction of the Engineer.
4.12.7
Construction Joints
Concreting shall be carried out continuously up to construction joints, the position and arrangement of
which shall be as indicated on the Drawings or as approved or instructed by the Engineer.
Reinforcement shall be continuous through such joints.
When directed by the Engineer, suitable keys shall be formed on vertical and horizontal joints.
Should a construction joint become necessary other than shown on the Drawings, owing to plant
breakdown or other unforeseen reasons, a bulk-head at right angles to the principal lines of stress shall
be provided. If, however, the location is near a support or at other location considered undesirable by
the Engineer, then the concrete shall be broken back until a suitable location has been reached.
When work has to be resumed on a surface which has set, the whole surface shall be thoroughly
roughened. It shall be cleaned of all loose and foreign matter and laitance, washed with water and all
free water removed before placing the fresh concrete which shall be well compacted against the joint.
Immediately prior to placing fresh concrete, the contact surface shall be coated with a cement slurry of
one part water and three parts cements.
Placing of concrete over horizontal construction joints shall be started by placing on the joint surface a
layer of the specified concrete from which half the amount of coarse aggregates has been omitted.
4.12.8
Expansion Joints Fillers, Waterstops and Sealers
Joint fillers and waterstops shall be used in strict accordance with the manufacturer’s instructions as
appropriate to the joint location and where shown on the Drawings.
4.12.9
Fixing Blocks, Brackets, Built-in-Bolts, Holes, Chases, Etc.
All fixing blocks, brackets, built-in-bolts, holes, chases, etc. shall be accurately set out and formed and
carefully sealed prior to the concrete being placed. No cutting away of concrete for any of these items
shall be done without the permission of the Engineer.
Bolts and other inserts to be cast into the concrete shall be securely fixed to the formwork in such a way
that they are not displaced during the concreting operations, and that there is no loss of materials from
the wet concrete through holes in the formwork.
Unless shown otherwise on the Drawings or instructed by the Engineer, reinforcement shall be locally
moved so that the minimum specified cover is maintained at the locations of inserts, holes, chases, etc.
Temporary plugs shall be removed and the threads of built-in bolts shall be proved to be free and shall
be greased before handing over any part of the Works.
SP 4.15
4.12.10 Curing
Concrete shall be protected during the first stage of hardening from the harmful effects of direct
sunshine, drying winds, rain, or running water. The protection shall be applied as soon as practicable
after completion of casting. The concrete shall be covered with a layer of sacking, canvas, straw mats,
or similar absorbent material, or a layer of sand, kept constantly wet for ten (10) days in the case of
ordinary Portland Cement concrete, or seven (7) days in the case of rapid hardening cement concrete.
The cost of the curing shall be deemed to be included in the Contract Sum.
Curing water shall be of a quality similar to the mixing water and shall not stain the concrete exposed to
view.
4.12.11 Repairs and Rejection of Finished Concrete
All finished concrete surfaces shall be true to the required profiles and finished, dense, smooth and free
from air holes, honey-combing, and other faults.
After the removal of the formwork, the work shall be inspected by the Engineer before any touching up is
done. Minor blemishes such as small fins, etc., any then be dealt with by stoning or bagging and small
air holes stopped with mortar, all as approved by the Engineer.
Any work out of true or with honey-combing or other faults shall be cut back to the extent ordered by the
Engineer and made good with new concrete where larger amounts are involved or in the case of small
amounts, with fine concrete epoxy mortar or grout, as approved by the Engineer.
Where, after proof testing, members or structures are not accepted, the Contractor shall either carry out
strengthening, or cut out and replace the defective material, as the Engineer may order. If seven (7)
day tests indicate concrete might fail, the Engineer may stop the work on this section until the twentyeight (28) day results are known and may direct special curing procedures.
Any cost arising out of remedial measures as described in this clause shall be borne by the Contractor.
4.13
READY-MIXED CONCRETE
Ready-mixed concrete shall comply with the requirements of M.S. 523. The concrete shall be carried in
purpose-made agitators operating continuously or truck mixers. The concrete shall be compacted and
in its final position within 2 hours of the introduction of cement to aggregate and within 45 minutes (or
any other period of time as approved by the Engineer if admixture is used) after the addition of water to
the cement-aggregate mix unless otherwise agreed by the Engineer. The time of such introduction shall
be recorded on the Delivery Note together with the weight of the constituents of each mix.
When truck-mixed concrete is used, water shall be added under supervision either at the Site or at the
central batching plant as agreed by the Engineer, but in no circumstances shall water be added in
transit.
Unless otherwise specified, truck mixer units and their mixing and discharging performances shall
comply with B.S. 4251.
Ready-mix concrete delivered to the job site shall be accompanied by manufacturer’s certificate stating
the details of mix proportions by weight, grade of concrete, type and size of aggregate, date and time of
production, type and dosage of chemical admixtures and other relevant production details in suitable
format. In addition the manufacturer shall supply to the Engineer test certificates for testing of materials,
indicating the sources of supplies and other relevant details.
4.14
PRECAST CONCRETE UNITS
All precast concrete shall be of the Grade as specified. If any of the precast concrete units are
manufactured away from the site of the work, the Contractor shall satisfy the Engineer that the concrete
proportions reinforcement, etc., are in accordance with the Drawings and this Specification, and if
required, he shall produce samples for testing. Should the Engineer wish to visit the workshop to
determine the standard of workmanship or make any progress payment the Contractor shall make way
and take such precautionary measures for their safety.
SP 4.16
All precast units shall be handled and stacked so as to avoid damage and ensure that no undue stress
is imposed on them. The Contractor shall remove from the Site and replace at his own costs any
precast units which is damaged due to his own negligence or which are rejected by the Engineer.
SP 4.17
SECTION 5 - TIMBER
TABLE OF CONTENT
PAGE NO.
5.1
TIMBER QUALITY
SP 5.2
5.2
DEFECTS
SP 5.2
5.3
SEASONING
SP 5.2
5.4
DIMENSIONS
SP 5.2
5.5
SCREWS AND BOLTS
SP 5.2
5.6
TIMBERS TO BE CONTINUOUS
SP 5.2
5.7
NOTCHING, HOLES, ETC.
SP 5.2
SP 5.1
SECTION 5 – TIMBER
5.1
TIMBER QUALITY
All timber shall be of best quality, sound, straight, well seasoned, free from sap shakes, loose knots,
radial cracking or other imperfections.
All timber shall be stored in approved locations and an acceptance moisture content be maintained in
the timber, before incorporation in the Works.
5.2
DEFECTS
All timbers is to be sawn square with the slope of the grain not exceeding one in eight, and is to be free
from sapwood, twists, splits, cracks, large, loose or dead knots, large resin pockets, waney edges, live
or extensive insect attack or other defects except to such extent as may be permitted by the Engineer
where the strength, durability or appearance of the work will not be affected.
5.3
SEASONING
Timber for structural purposes is to be adequately seasoned before use so as to prevent undue
shrinkage, distortion or splitting, and any timber which subsequently develops before the end of the
Defects Liability Period such defects so as, in the opinion of the Engineer, to affect unduly the strength,
durability or appearance of the Works is to be replaced at the Contractor’s own expense.
5.4
DIMENSIONS
All sawn timbers are to be of the full dimensions specified or shown on the drawings. For wrot timbers,
unless finished sizes are specified, 2.5 mm will be allowed off the stated sizes for each wrot face.
5.5
SCREWS AND BOLTS
All nails, screws, bolts and other fastenings are to be of a suitable type and size and in sufficient
number.
Where necessary to avoid splitting, holes for nails are to be pre-bored of diameter not exceeding fourfifths that of the nail. Holes for bolts are to be bored from both surfaces of the timber, and are to be of a
diameter equal to 11/16 times that of the bolt. Washers are to be used under all nuts and bolt heads.
Nuts are to be brought up tight but not so as to crush the timber.
5.6
TIMBERS TO BE CONTINUOUS
Every post, beam, tie and similar member is to extend in one piece between its supports or fixings
unless otherwise specified or approved in writing, in which case it is to be adequately jointed in an
approved manner.
5.7
NOTCHING, HOLES, ETC.
Where joists, rafters, etc., are notched over supports the depth of the notch is not to exceed two-fifths of
the depth of the member.
Holes in joists, etc., for pipes are to be as near to the neutral axis as possible and are not to exceed
one-quarter of the depth of the member.
SP 5.2
SECTION 6 - PILING
TABLE OF CONTENT
PAGE NO.
6.1
GENERAL
SP 6.3
6.2
WELDING
SP 6.3
6.3
EQUIPMENT
6.3.1 Pile Cushion Block
6.3.2 Templates
SP 6.3
SP 6.4
SP 6.4
6.4
PILE DRIVING
6.4.1 Piles Out of Alignment or Position
SP 6.4
SP 6.4
6.5
PILE RECORDS
SP 6.4
6.6
TEST PILES
SP 6.5
6.7
PILE LOAD TESTS
6.7.1 Pile Load Tests
6.7.2 Constant Rate of Penetration Tests
6.7.3 Maintained Load Test
SP 6.5
SP 6.5
SP 6.5
SP 6.5
6.8
TENSION TEST PILE
SP 6.6
6.9
DEFECTIVE PILES
SP 6.6
6.10
RISEN PILES
SP 6.6
6.11
CUTTING OFF AND CAPPING PILES
SP 6.6
6.12
PRESTRESSED SPUN CONCRETE PILES
6.12.1 Description
6.12.2 Materials
6.12.3 Casting
6.12.4 Handling and Storage
6.12.5 Pitching of Piles
6.12.6 Driving of Piles
6.12.7 Lengthening of Piles
6.12.8 Cutting and Preparation of Pile Heads
SP 6.7
SP 6.7
SP 6.7
SP 6.7
SP 6.7
SP 6.8
SP 6.8
SP 6.8
SP 6.8
6.13
STEEL PIPE PILES
6.13.1 Description
6.13.2 Materials
6.13.3 Manufacture And Storage Of Steel Pipe Piles
6.13.4 Workmanship
6.13.5 Installation Of Steel Pipe Piles
SP 6.8
SP 6.8
SP 6.8
SP 6.8
SP 6.9
SP 6.10
6.14
PROTECTIVE TREATMENT FOR STEEL PIPE PILES
6.14.1 General
6.14.2 Standard Specification
6.14.3 Documents Required
6.14.4 Manufacturer’s Standard Coatings
6.14.5 Personnel
6.14.6 Paint Delivery
6.14.7 Paint Storage
6.14.8 Application of Paint
6.14.9 Handling and Storage of Painted Steelwork
SP 6.10
SP 6.10
SP 6.10
SP 6.10
SP 6.11
SP 6.11
SP 6.11
SP 6.11
SP 6.11
SP 6.12
SP 6.1
6.14.10 Surface Preparation
6.14.11 Repairs to Damaged Surfaces
6.14.12 Inspection
6.14.13 Equipment and materials
6.14.14 Protective Treatment
SP 6.12
SP 6.12
SP 6.12
SP 6.13
SP 6.13
SP 6.2
SECTION 6 – PILING
6.1
GENERAL
a)
Piling shall conform in all respects with the principle contained in BS 8004.
b)
In addition to submitting the records required under Clause 5.5.1 the Contractor shall report
immediately to the Engineer any circumstances which indicates that the ground conditions
differ from those expected by the Contractor from his interpretation of the Soil Survey so as to
affect materially the bearing capacity of the pile.
c)
Piling shall be a provisional sum item. Remeasurement shall be carried out using the rates
entered in the Summary of Tender.
All steel piles must be fabricated in accordance to the details shown in the drawings.
d)
6.2
6.3
The Engineer may select for testing one or more working piles which the Contractor shall
construct or drive in advance of the remaining piles at the Site. Piles selected for this purpose
shall be constructed or driven with the same equipment as proposed for the main piling work,
to the depths required by the Engineer. The remaining piling at the site shall not proceed until
the testing of the advance piles has been completed to the satisfaction of the Engineer, and
meets the requirements of acceptance quoted in Clause 5.6. The Engineer may also instruct
the testing of further piles during the course of the works. All pile testing shall be carried out in
accordance with Clause 5.6 and 5.7.
WELDING
a)
All welding shall be carried out in accordance with the requirements of B.S. 5135 - Metal-Arc
Welding of carbon and carbon-manganese Steel.
b)
The Contractor shall supply the Engineer with full details of his proposed method of welding
and shall, if required, arrange for a demonstration.
c)
Only competent welders shall be employed on the Works.
EQUIPMENT
a)
The Contractor shall provide and maintain in first class operating condition all equipment
necessary for the proper and efficient handling and installation of piles.
b)
Pile driving leads, templates and hammer extensions employed in the driving of piles shall
assure continual control of the alignment between pile hammer and pile throughout the entire
driving cycle. Equipment utilized to guide the piles shall be designed and employed so as to
minimize bending movements in pile during setting and driving.
c)
The hammer shall be equipped with a capblock, of known and permanent elastic
characteristics, approved by the Engineer.
d)
Driving heads or followers shall cover the entire head of the pile, maintaining concentricity
between the hammer and pile, efficiently transmitting below energy from hammer to pile, and
enclosing a wood cushion block required to protect the pile head during driving.
e)
Piles shall be supported in line and position with leads while being driven. Pile driver leads
shall be constructed in such a manner as to afford freedom of movement of the hammer, and
they shall be held in position by guys or steel braces to insure rigid lateral support to the pile
during driving. The driving of piling with followers shall be avoided if practicable and shall be
done only under written permission from the Engineer.
SP 6.3
f)
6.3.1
Pile Cushion Block
a)
6.3.2
6.4.1
The heads of all steel piles shall be protected with a soft wood cushion block of sufficient
thickness to effectively and uniformly distribute hammer blow energy. The cushion block shall
be inspected periodically during driving and no driving shall be done with a block that has been
unduly worn and compressed with use. Cushion blocks must be replaced when compressed to
1/2 of their original thickness, when badly worn or when burning.
Templates
a)
6.4
The pile driving equipment used in driving the foundation piles shall be the same as those used
in driving the test piles from which the driving procedure has been established.
Where required by the Contractor or ordered by the Engineer, piles shall be driven with
templates to insure proper location, plumpness or batter of the piles; details of the driving
templates including full drawings shall be prepared by the Contractor and submitted to the
Engineer for approval prior to use. The Contractor shall be responsible for the accurate
location and securing of the templates in their correct final positions before driving the piles. All
equipment shall be of the type suitable for the proper execution of the Works and approved by
the Engineer.
PILE DRIVING
a)
The piles shall be driven to the driving resistance or tip elevation as determined by the
Engineer. The minimum depth of pile embedment shall be as directed by the Engineer. The
piles shall be driven at the location and to the batters shown of the Drawings.
b)
All piles shall be driven within an allowed tolerance of 13 mm per metre of pile length from the
vertical or batter shown on the Drawings. The maximum allowable variation at the butt end of
the pile shall be 75 mm in any direction from the location shown on the Drawings or as directed
by the Engineer. Any variation beyond these limits shall be allowed or rejected at the sole
discretion of the Engineer.
c)
Forcible corrections to concrete piles shall not be permitted. Forcible corrections may be
permitted to other types of piles only if approved by the Engineer.
Piles Out of Alignment or Position
The Contractor shall, if ordered by the Engineer, extract and reinstall any pile which has deviated out of
position or alignment by more than the specified limit, or alternatively the substructure shall be modified
to the approval of the Engineer. The cost of such extraction and reinstallation or any extra cost in the
design and construction of a modified foundation shall be borne by the Contractor if, in the opinion of the
Engineer, such extra works have been made necessary due to the error and/or negligence of the
Contractor.
6.5
PILE RECORDS
a)
The Contractor shall keep pile driving or sinking logs for every pile, in a form to be approved by
the Engineer, recording in detail all the information required by the Engineer.
b)
Duplicate copies of each and every such log shall be furnished to the Engineer within 24 hours
of the completion of the pile in question.
c)
Upon completion of the piling in each site, the Contractor shall furnish to the Engineer three
copies of an as built drawing recording the precise position, angle of batter, and final tip
elevation of all piles and such other information as directed by the Engineer.
SP 6.4
d)
6.6
The Contractor shall maintain a record of the driving of all piles and shall furnish to the
Engineer copies of these records along with any other data required by the Engineer.
Immediately after a pile has been driven a record shall be made of the reduced level of the pile
head. After the driving of adjacent piles, should any pile heave upwards, it shall be redriven to
its original level or, if necessary until its specific set is obtained again.
TEST PILES
a)
In order to determine the required length of pile at each location, the Contractor shall drive test
piles as shown on the Drawings and/or ordered by the Engineer. Test piles shall be driven to
approximate bearing value as the Engineer may request. Test piles shall be driven with the
same hammer that is used for driving foundation piles.
6.7
PILE LOAD TESTS
6.7.1
Pile Load Tests
Pile load tests are carried out before the Engineer issues to the Contractor in writing, instructions on the
pile length. The Contractor shall not proceed to supply the piles until he has received instructions in
writing to do so from the Engineer.
6.7.2
Constant Rate of Penetration Tests
Each pile load test shall be proceeded by three cycles of pile loading test at a constant rate of
penetration carried out in accordance to BS 8004 to a full test load equal to twice the design load. At
least twelve reading so settlements and their corresponding loads shall be made in the loading process.
After attaining a test load equal to twice the design load, the load is gradually released and at least four
readings of settlements and their corresponding loads shall be made during the unloading process. The
settlement, when the load is completely released, should also be recorded. An interval of at least 15
minutes must elapse before the next CRP test is commenced.
6.7.3
Maintained Load Test
The three CRP tests are then followed by a Maintained Load Test as follows: The full test load on a pile shall be twice the design load noted on the Drawings and it shall be applied in
8 equal increments. At least two hours shall elapse between the addition of each load increment. The
rate of settlement shall not exceed 0.1 mm in 20 minutes. The full test load shall be maintained on the
pile for at least 24 hours and settlements shall be recorded at intervals of not more than 2 hours. The
test pile shall then be unloaded in four equal increments at one hour intervals until the full test load is
removed.
Settlement readings will be made immediately after and before every load increment is applied or
removed.
Settlements shall be measured by use of a reference beam or wire supported independently of the load
test pile, reaction piles or piles supporting reaction loads. Settlements shall be measured to the nearest
0.1 mm for reference beams or 0.5 mm for reference wire. The reference beam support shall be located
at least 2 metres from the load test pile, reaction piles or piles supporting reaction loads. The reference
beam or wire shall be protected from the effects of temperature changes.
Prior to the performance of any load test, the Contractor shall submit to the Engineer for his approval,
working drawings showing the method and equipment he proposes to use in the performance of the
load test and the measuring of settlements; such submission shall include design calculations, lateral
supports or other methods used in ensuring against buckling. Horizontal supports to ensure buckling
stability shall be provided to the pile to be loaded whenever the ratio of the unsupported height to the
least cross-section dimension is 20 or more. Horizontal supports shall provide full support without
restraining the vertical movement of the pile in any way.
SP 6.5
Should the pile load test fail, the test pile (or a new pile) shall be driven to a greater depth and a new
load test run.
The Contractor shall, within 24 hours of the completion of the test, submit to the Engineer for each pile
test graphs showing:i)
ii)
6.8
Load and settlement plotted above and below a common base line of time.
Settlement and recovery plotted vertically against a base line of load.
TENSION TEST PILE
The test set up shall consist of a suitable load transferring member from the test pile to the reaction.
The suitable load transferring member may be in the form of strands or re-bar. The reaction may be
obtained from the surrounding ground with the help of steel girders and steel mats or from reaction
piles. Where reaction piles are used, these shall be spaced not less than 3.2 m away from the pile
being load tested.
The movement of the test pile during testing shall be measured using dial gauges which can read to
accuracy of 0.0254 mm. These dial gauges shall be mounted on an independent frame where the
support must be at least 2 m metres from the pile or reaction.
The load procedure to be adopted shall be the Maintained Load Method.
Loading shall be carried out in increment of 25% of working load (W.L.) and each increment shall be
maintained for at least 1 hr. At W.L. the load shall be maintained for at least 24 hours. At the maximum
test load of 1.5 W.L., the load shall be maintained for at least 24 hours. Unloading shall be carried out
in four approximately equal increments and each increment shall be maintained for at least 1 hour.
6.9
DEFECTIVE PILES
The method used in driving piles shall not subject them to excessive an undue abuse producing
crushing of steel. Manipulation of piles to force them into proper position, if considered by the Engineer
to be excessive, will not be permitted. Any pile damaged in driving by reason of internal defects, or by
improper driving, or driven out of its proper location in excess of the allowable tolerance, or driven below
the elevation fixed by the Drawings or by the Engineer shall be corrected by the Contractor without
added compensation by one of the following methods approved by the Engineer for the pile in question:a)
6.10
RISEN PILES
a)
6.11
The pile shall be withdrawn and replaced by a new and, when necessary, longer pile.
Piles which have risen as a result of driving adjacent piles shall be re-driven to the
requirements of the Engineer.
CUTTING OFF AND CAPPING PILES
a)
Tops of foundation piles shall be embedded in the concrete footing or pile cap, with a minimum
depth as shown on the Drawings. Piles shall be cut off level or as shown on the Drawings, at
the elevation indicated on the Drawings. The length of pile cut-off shall be sufficient to permit
the removal of all injured material. The distance from the side of any pile to the nearest edge
of the footing shall be as shown on the Drawings. When the top elevation of a pile is below the
elevation of the bottom of the cap, the pile shall, if approved by the Engineer, be built up from
the butt of the pile to the elevation of the bottom of the cap by an approved method. The cuts
shall be made accurately in clean, straight lines; care shall be exercised to avoid damaging the
remaining pile and to insure full bearing between the footings (or caps) and piles. Payment of
all driven piles shall be measured from the toe to the cut-of point of the pile.
SP 6.6
b)
The Contractor shall submit to the Engineer for approval his proposed method of cutting off
piles. Piles shall be driven in accordance with the specified criteria and as ordered by the
Engineer, and shall not be overdriven to avoid cutting off, without the approval of the Engineer.
6.12
PRESTRESSED SPUN CONCRETE PILES
6.12.1
Description
This work shall comprise the supply and installation of prestressed spun concrete piles, inclusive of
pitching and driving, lengthening and cutting and preparation of pile heads, all in accordance with this
Specification and to the details shown on the Drawings.
6.12.2
Materials
(a) Concrete
Unless otherwise specified, ordinary Portland cement shall be used for the casting of piles. The
materials and workmanship shall be as specified under Section 4 of this Specification.
(b) Reinforcement
The prestressing tendons and the non-prestressing reinforcement of the piles including
workmanship shall be as specified under Sections 4 of this Specification.
(c) End Plates
Each end plate shall be machine-finished and provided with a chamfer to accommodation the
welding when two lengths of pile are jointed.
6.12.3
Casting
The length of piles to be cast shall be as shown in the drawing or as directed by the Engineer. Based
on the results of pile driving resistance and/or load tests carried out on piles driven on the site, the
Engineer may from time to time order the lengths of piles to be modified.
Piles shall be hollow cylinders manufactured by the centrifugal casting process. Moulds shall be of
metal, well braced an stiffened against deformations caused by the hydrostatic pressure of the wet
concrete while spinning. the metal forms shall have smooth joints and inside surfaces. The forms shall
be accessible for adequate cleaning.
The spiral reinforcement shall be securely held to the longitudinal reinforcement during casting and
spinning. Any welding used shall not affect the strength of the prestressing tendons.
The pile shall not be removed from the moulds until after the specified transfer strength is achieved.
The external diameter and the thickness of the pile shall not be less than that shown on the Drawings
and shall be constant over the entire length of the pile and coaxial with the end plate at each end.
After a pile has been cast, the date of casting, reference number and length shall be clearly marked with
indeletable marking on the top surface and on the head of the pile. In addition, each pile shall be
marked at intervals of 0.5 m along its length before being driven.
6.12.4
Handling and Storage
The method and sequence of lifting, handling, transporting and storing piles shall be such that piles are
not damaged. Only the designed lifting and support points shall be used.
All piles within a stack shall be in groups of the same length. Packings of uniform thicknesses shall be
provided between piles at the lifting points.
SP 6.7
6.12.5
Pitching of Piles
Piles shall be pitched accurately in the positions as shown on the Drawings. At all stages during driving
and until the pile has set or been driven to the required length, all exposed piles shall be adequately
supported and restrained by means of leaders, trestles, temporary supports or other guide
arrangements to maintain position and alignment and to prevent buckling and damage to the piles.
6.12.6
Driving of Piles
Each pile shall be driven continuously until the specified set and/or depth has been reached, unless
otherwise approved by the Engineer. The driving equipment used shall be of such type and capacity to
the approval of the Engineer. A follower (long dolly) shall not be used unless otherwise approved by the
Engineer.
A detailed record of the driving resistance over the full length of each pile shall be kept. The log shall
record the number of blows for every 0.5 m of pile penetration. The Contractor shall inform the
Engineer without delay if an unexpected change in driving characteristics is encountered.
Where required by the Engineer, set shall be taken at approved intervals during the driving to establish
the behaviors of the piles. A set shall be taken only in the presence of the Engineer unless otherwise
approved. The Contractor shall provide all facilities to enable the Engineer to check driving resistances.
The final set of a pile other than as friction pile, shall be recorded as the penetration in millimeters per
10 blows. The temporary compression of the pile shall be recorded if required.
Piles shall be driven in an approved sequence to minimise the detrimental effects of heave and lateral
displacement of the ground. When required, careful leveling from a datum unaffected by the piling shall
be made on the pile heads already driven, before and after driving subsequent piles. Piles which have
been displaced as a result of driving adjacent piles shall be redriven to the required resistance.
6.12.7
Lengthening of Piles
Where lengthening of piles is required, the details of the joint shall be as shown on the Drawings. When
two lengths of pile are jointed, the end plates shall bear over their complete areas. Shims for packing
shall not be accepted.
6.12.8
Cutting and Preparation of Pile Heads
When a pile has been driven to the required set or depth, the head of the pile shall be cut off to the level
specified or shown on the Drawings. The Contractor shall submit to the Engineer for approval, his
proposed method for cutting of piles. Pile heads shall be constructed to details as shown on the
Drawings.
6.13
STEEL PIPE PILES
6.13.1
Description
This work shall comprise the supply and installation of steel pipe piles inclusive of pitching and driving,
lengthening and preparation of pile heads, all in accordance with this specification and to the details
shown in the Drawings.
6.13.2
Materials
All steel pipes shall comply with BS 6323 with regard to sectional dimensions and the steel shall comply
with the requirements of BS 4360.
6.13.3
Manufacture and Storage of Steel Pipe Piles
(a) Welding
Unless otherwise specified, all welds shall be full penetration butt welds complying with the
requirements of BS 5153.
SP 6.8
(b) Fabrication of piles
The root edge or root face lengths of piles that are to be butt welded shall not differ by more than
25% from the thickness of piles not exceeding 12mm in thickness; or by more than 3mm for piles
exceeding 12mm in thickness. When piles of unequal thickness are to be butt welded together, the
thickness of the thinner material shall be the criterion.
Pile lengths shall be set up so that the differences in dimensions are matched as evenly as
possible.
The length of piles to be supplied shall be as shown in the Drawings subject to revision by the
Engineer. Based on the results of pile driving resistance and/or load tests carried out on piles
driven on site, the Engineer may from time to time order the lengths of piles to be modified.
(c) Matching of pile lengths
Longitudinal seam welds and spiral seam welds of lengths of pipe piles forming a completed pile
shall, whenever possible, be evenly staggered. However, if in order to obtain a satisfactory match
of the ends of piles or the specified straightness, the longitudinal seams or spiral seams are brought
closely to one alignment at the joint, then they shall be staggered by at least 100mm.
(d) Straightness of piles
Unless otherwise approved, the deviation from straightness shall not exceed 1/600 of a length not
exceeding 10m. When two or more such lengths are joined, the deviation from straightness shall
not exceed 1/960 of the completed length.
(e) Fabrication of piles on site
When pile lengths are to be made up on site, all test procedures and dimensional tolerances shall
conform to the specification for the supply of pipe materials. Adequate facilities shall be provided
for supporting and aligning the lengths of pile.
(f)
Handling and storage
All piles within a stack shall be in groups of the same length and on approved supports. All
operations such as handling, transporting and pitching of piles shall be carried out in a manner such
that damage to piles and their coatings is minimized. Piles that are damaged during handling and
transporting shall be replaced by the Contractor at his own expense. All damage and rejected piles
shall be removed from the site forthwith.
(g) Marking of piles
Each pile shall be clearly marked with white indeletable marking showing its reference number and
overall length. In addition, each pile shall be marked at intervals of 0.3 meter along its length before
being driven.
6.13.4
Workmanship
(a) Welding procedures
The Contractor shall submit for approval full details of the welding procedures and electrodes with
drawings and schedules as may be necessary. Tests shall be undertaken as may be required by
the Engineer and shall be in accordance with the requirements of BS 4870.
(b) Welders’ qualification
Only welders who are qualified in the approved welding procedure shall be employed. Copies of
certificates relating to welders’ tests shall be made available to the Engineer on request.
(c) Radiographs
During production of welded tube piles, at least one radiograph approximately 300mm long shall be
required on each completed length as a spot check on weld quality. This shall be taken on a
circumferential or longitudinal weld and its position shall be as directed by the Engineer.
For spirally welded piles, one of the following tests shall be carried out:
SP 6.9
(a)
for tubes of wall thickness 12mm or less, three spot check radiographs, one at each end
of each length of the tube as manufactured and one at a position to be chosen at the
time of testing by the Engineer and spot check radiographs as required by the Engineer
on the weld joints between strip lengths;
(b)
for tubes of any wall thickness, continuous ultra-sonic examination over the whole weld,
supplemented where necessary by radiographs to investigate defects revealed by the
ultrasonic examination.
(d) Acceptance standards
If the results of any weld test do not conform to the specified requirements, two additional
specimens from the same length of pile shall be tested. In the case of failure of one or both of
these additional tests, the length of pile covered by the test shall be rejected.
6.13.5
Installation of Steel Pipe Piles
(a) Pitching and driving of piles
Pitching and driving of piles shall be in accordance with sub-section 1.3.4.1 to 1.3.4.2. Tolerances
shall be in accordance to sub-section 1.2.
(b) Lengthening of piles
Unless otherwise approved, where lengthening of piles is required, the piles shall be jointed by butt
welding along the entire periphery as detailed in the Drawings.
(c) Cutting and preparation of pile heads
When a pile has been driven to the required set or depth and before encasing in concrete, the pile
shall be cut within 20mm of the levels shown in the Drawings and protective coatings shall be
removed from the surfaces of the pile head 100mm above the soffit of the concrete. Pile heads
shall be constructed to details as shown in the Drawings.
(d) Concreting of pile shaft
If concreting is specified or shown in the Drawings after the pile has been cut off to the specified
level, the shaft shall be filled with concrete in continuous operation. The method of placing shall be
approved by the Engineer.
6.14
PROTECTIVE TREATMENT FOR STEEL PIPE PILES
6.14.1
General
This section covers the surface preparation and application of protective coatings to the external
surfaces of the steel pipe piles.
6.14.2
Standard Specification
All painting work shall be conducted generally in accordance with British Standard Specification B.S.
5493 “Code of Practice for Protective Coating of Iron and Steel Structures Against Corrosion”.
Surface preparation for painting shall be to British Standard B.S. 4232 “Surface finish of blast-cleaned
steel for painting” or equivalent Swedish Standard SIS 05 5900.
6.14.3
Documents Required
This Specification together with the paint manufacturer’s instructions and the aforementioned standards
shall govern the conduct of the painting. The Contractor will, therefore, ensure that he has sufficient
copies of these documents for the use of his work force, who shall be acquainted with their provisions
before the start of any work.
The Contractor’s copies of the required standards and instructions shall be made available for the
inspection of the Engineer before or at any time during the painting operations.
SP 6.10
6.14.4
Manufacturer’s Standard Coatings
Items of equipment and fittings normally provided with a maker’s standard paint coating need not be
differently coated provided that the coating is approved as equivalent to that given within this Section. If
it cannot be so approved, it must be upgraded in a fashion or alternatively coated with a paint system the
same as that given in this Specification or approved as equivalent.
No ‘air drying’ paint coating less than 250 micron thick or applied over a surface prepared by means
other than abrasive blasting or pickling will be approved as suitable.
6.14.5
Personnel
All personnel shall be experienced and skilled and adequately supervised by the Contractor.
6.14.6
Paint Delivery
Unless otherwise agreed by the Engineer, all paints forming part of any one painting system shall be
obtained from the same source.
Paint shall be supplied in sealed containers and shall be used in strict rotation.
Unless otherwise agreed by the Engineer, samples of paint not less than 2 litres capacity shall be
submitted for testing to the Engineer or his nominated testing authority. The cost of testing shall be
borne by the Contractor.
6.14.7
Paint Storage
Paint shall be stored in sealed containers in a lock-up store where it is not exposed to extreme
temperature. The temperature of the store shall be kept between 4oC and 27oC. Any special storage
conditions recommended by the manufacturer shall be observed.
Paint which has not been used within the ‘shelf life’ period specified on the containers or within 18
months of the date of manufacture, whichever is the lesser, shall be replaced.
At the end of each working period, paints with a limited ‘pot life’ shall be discarded. Other types of paint
from painter’s kettles shall be returned to store and kept in sealed containers with not more than 10%
ullage. Before it is re-issued for use, that paint shall be thoroughly mixed and no fresh paint or thinners
shall be added.
6.14.8
Application of Paint
The Contractor shall submit to the Engineer, particulars including the manufacturer’s data sheets of the
primers and paints he proposes to use. These shall be subject to the Engineer’s approval and shall not
afterwards be varied without the Engineer’s written agreement.
Where called for by the Engineer, the Contractor shall carry out paint application procedure trials, either
at the fabricator’s works or at site as appropriate, with the equipment and labour to be used in the
Works. The Contractor shall supply suitable steel and sufficient primer and paints for the trials and must
demonstrate his ability to apply each coat of paint of a designated paint system in accordance with the
Specification and the paint manufacturer’s data sheet. No painting of the contract steelwork will be
permitted until the procedure trials have been completed to the satisfaction of the Engineer. Any
adjustment to the paint formulation shown to be required by the trials, other than an increase in the
amount of thinners, shall be subject to approval by the Engineer and shall be made at the paint
manufacturer’s works before the final stage of a paint procedure trial and before delivery of the first
batch of paint.
All requirements of the paint manufacturer’s data sheets shall be complied with. Paints shall be supplied
from the Contractor’s paint store to the painters ready for application, the only adjustment of formulation
being as provided for in the preceeding paragraph. Any addition of thinners must be made in the store
under the supervision of the Engineer and only as allowed under the manufacturer’s data sheet.
The method of applying the paint shall be determined during the paint application procedure trials. Any
alteration in the method or application shall be subject to the prior approval of the Engineer. Successive
SP 6.11
coats shall have different shades for identification and each coat shall be thoroughly dry before
application of a further coat.
If blast cleaning is carried out before fabrication, a prefabrication primer shall be used which is
compatible with the specified protective treatments.
All prepared steel surfaces shall receive the specified first coating before any signs of rusting appear on
the surface. In general, the period between preparation and the application of the first protective coating
shall not exceed four hours but the Engineer, may at his discretion, extent or reduce this period
depending on the prevailing atmospheric conditions. Surfaces which show any sign of rusting whatever
shall be prepared again to the satisfaction of the Engineer.
6.14.9
Handling and Storage of Painted Steelwork
The Contractor will be required to exercise the maximum care in handling and transporting of protected
steelwork so that damage to the coatings may at all times be avoided. The use of properly designed
slings and soft non-adherent packs is required throughout. All steelwork shall be stored off the ground
after preparation for painting and in conditions free from contamination of any kind and from abrasion or
other damage. Polythene wrapped spacing shall be laid between the layers of stacked materials.
Where cover is provided, it shall be ventilated.
6.14.10 Surface Preparation
Surfaces shall be prepared for coating as follows:a)
burrs, fins at cut edges, weld spatter, etc., shall be dressed off;
b)
contaminants such as oil and grease, crayon marks, etc., shall be removed with suitable
solvents;
c)
the surface shall be blast cleaned to B.S. 4232 Second Quality;
d)
laminations and other steel surface defects revealed by blast cleaning shall be dressed and the
area shall be reblasted; and
e)
all dust, grit, shot, etc., shall be removed.
Note :
2½.
British Standard B.S. 4232 “Second Quality” is equivalent to SIS 055900 grade SA
The maximum profile height of the blast cleaned surface shall not exceed 100 microns, excepting for the
blast cleaning abrasive for shop operations which may be grit of a size that gives the blast profile
required by the priming paint manufacturer’s instructions.
6.14.11 Repairs to Damaged Surfaces
Areas of paint which have been damaged during handling, storing, loading and off-loading, transporting
and erecting shall be cleaned to bare metal by grit blasting, grinding wheels or other approved means
and the edges of the undamaged paint bevelled with sandpapers to the required finish.
The full specified painting system shall then be re-applied and the new paint shall overlap the existing
paint work by at least 50mm.
All steelwork which is to be painted in coal tar/epoxy which has been damaged or been stripped to
permit welding shall be repaired using an equivalent approved coal tar/epoxy suitable for application on
wet or damp surfaces. The steel surface shall be adequately cleaned as specified in B.S. 5493 and
coated to provide the paint thickness corresponding to adjoining surfaces.
6.14.12 Inspection
No protective coatings shall be applied to the prepared steelwork before the surface has been passed by
the Engineer or his representative who shall be kept fully informed concerning the programme and
procedures to be adopted and adequate time shall be allowed for inspection within the agreed
programme.
All stages of the work will be subject to full inspection by the Engineer up to the standard generally as
given in British Standard B.S. 5493.
SP 6.12
6.14.13 Equipment and materials
All brushes, rollers, spray and blast equipment etc., shall be of good quality and maintained in good
order.
Air for blasting and spraying shall be available in sufficient quantity at adequate pressure at the point of
use. It shall be substantially free from water and oil. Filters and traps to collect water and oil shall be
regularly cleaned and/or emptied.
Grit for cleaning shall be free from undesirable contaminants. It shall be of a suitable size as indicated in
B.S. 4232 and when re-circulated, shall be maintained at a suitable size range.
6.14.14 Protective Treatment
This paint system refers to all structural steelwork of piles, System SK8 of B.S. 5493 Table 4K Part 1
Group K two pack chemical resistant paints.
a)
Surface preparation Sa 2½.
b)
Finish coats KF3 two pack epoxy or modified epoxy coal tar, nominal coating thickness 450
microns.
Total nominal system thickness is 450 microns. The finish shall not promote the spread of flame across
its surface.
SP 6.13
SECTION 7 - METALWORK
TABLE OF CONTENT
PAGE NO.
7.1
GENERAL REQUIREMENTS
7.1.1 Scope
7.1.2 Reference Standards
7.1.3 Records
7.1.4 Working Drawings
SP 7.2
SP 7.2
SP 7.2
SP 7.2
SP 7.2
7.2
MATERIALS
7.2.1 General
7.2.2 Structural Steelwork
7.2.3 Handrailing
7.2.4 Metal Ladders
7.2.5 Step Irons
SP 7.2
SP 7.2
SP 7.2
SP 7.3
SP 7.3
SP 7.3
7.3
WORKMANSHIP
7.3.1 Surface Preparation
7.3.2 Connections
7.3.3 Fabrication
7.3.4 Manual Cutting
7.3.5 Marking of Parts
7.3.6 Welders and Welding
7.3.7 Bolt Holes
7.3.8 Bolted Movement Connections
7.3.9 Works Erection
7.3.10 Galvanised Metals
7.3.11 Works Painting
7.3.12 Site Erection
SP 7.4
SP 7.4
SP 7.4
SP 7.4
SP 7.4
SP 7.4
SP 7.4
SP 7.5
SP 7.5
SP 7.5
SP 7.5
SP 7.5
SP 7.6
SP 7.1
SECTION 7 – METALWORK
7.1
GENERAL REQUIREMENTS
7.1.1
Scope
This section covers the supply and installation of engineering metalwork as shown on the Drawings.
7.1.2
Reference Standards
The following standards are referred to in this section:
BS 5950
BS 497
BS 638
BS 639
BS 729
BS 3382
BS 4190
BS 4360
BS 4871
BS 5135
BS 5493
BS 6323
SIS 05 59
7.1.3
The use of structural steel in building
Cast iron and cast steel
Arc welding power sources, equipment and accessories
Covered carbon and carbon manganese steel electrodes for manual metal-arc
welding
Hot dip galvanized coatings on iron and steel articles
Electroplated coatings on threaded components
Black hexagon bolts, screws and nuts
Weldable structural steels
Approval testing of welders
Arc welding of carbon and caron manganese steels
Protective coating of iron and steel structures against corrosion
Steel tubes for general engineering purposes
Pictorial surfaces preparation standards for painting steel structures
Records
Where material specified as being supplied by the Contractor, the following records shall be submitted
for inspection:(i)
(ii)
(iii)
7.1.4
detaled manufacturing drawings
materials test certificates
manufacturer’s catalogues
Working Drawings
Before fabrication commences the Contractor shall submit duplicate copies of general arrangement and
fabrication drawings showing complete details for the Engineer approval. Sufficient copies of the final
version of the drawings shall be submitted for distribution to all concerned parties.
The Contractor shall be responsible for the correctness of his shop details and for shop fittings and site
connections.
7.2
MATERIALS
7.2.1
General
The Contractor shall supply and install the items of metalwork as specified, together with all fixings,
mounting brackets, locking screws, lifting keys and other accessories normally required for erection,
permanent fixing and operation.
The Contractor shall not use fixings and other items for metalwork in which dissimilar metals in contact
are liable for lead to galvanic action when placed in permanent contact with each other.
7.2.2
Structural Steelwork
Structural steelwork shall conform to the requirements of BS 5950 and, unless indicated otherwise on the
Drawings, all hot rolled steel sections and plate shall be made from steel to BS 4360, Grade 43. Steel tubes
SP 7.2
to be used for structural purposes shall comply with BS 6323. All steelwork shall be obtained only from
manufacturers who have received the prior approval of the Engineer.
Steelwork shall be thoroughly descaled to BS 4232 second quality and shall be painted with two coats of two
pack epoxy based red lead primer before leaving the manufacturer's works. Any damage to this coating shall
be made good before erection.
Bolts, ragbolts, nuts and washers shall conform to BS 4360 as regards materials, BS 4190 as regards
dimensions and BS 3382 as regards standardisation on surface protection. Each bolt shall be provided with
two washers and bolts shall be long enough to show a full thread through the nut after fixing.
Steel sections, plates and bars shall be ordered in sufficient lengths for samples to be selected from any
section, plate or bar for testing. The Contractor shall, when requested by the Engineer provide
manufacturer's test certificates for steel to be used in structural steelwork.
7.2.3
Handrailing
Handrailing shall be fabricated from pipe sections extruded from stainless steel conforming to BS 304 or
other materials as shown on the drawings.
Stanchions shall be provided at regular intervals of maximum 1.5 m or as per drawings. The upper rail
shall be 1000 mm above the finished floor level or 900 mm above the nosing line on stairways or shall
be as shown on the Drawings. The intermediate rails shall be positioned as shown on the Drawings.
The handrailing, fixing and anchorages shall be designed to withstand a continuous horizontal load to
the top rail of 1.5 kN/m. Expansion joints shall be provided where lengths of handrailing exceed 18 m.
Handrailing shall be flush jointed.
The Contract Rates for handrailing shall be measured as the length supplied and erected including
forming sections, welding, provision of fittings, erection and grouting up of pockets formed for stanchion
bases in concrete.
7.2.4
Metal Ladders
Metal ladders shall be galvanised mild steel stainless steel or aluminium as shown on the Drawings. They
shall generally have the following dimensions unless otherwise shown on drawings :-
minimum thickness of stringer
diameter of rungs
rung spacing (uniform) between
minimum clearance to wall or other obstructions
maximum distance between stringer supports
12 mm
20 mm
230 mm and 260 mm
200 mm
3.0 m
The stringers shall be sized to suit the height of ladder and the intervals of the stringer supports. Stringers
shall be drilled to receive the rungs which shall be welded to the stringers on each side of each stringer. The
bottom ends of the stringers shall not be designed for floor fixing, but shall terminate at wall fixing supports at
least 150 mm above the floor. All edges of stringers shall be ground smooth to remove burrs and sharp
edges.
Ladders exceeding 3 m high shall be provided with safety hoops at intervals not exceeding 900 mm, with the
lowest hoop 2.5 m above the ladder foot. Landings of open mesh flooring and handrails as specified shall be
provided at intervals not greater than 9 m.
Stainless steel which is specified for ladders shall conform to BS 390.
The Contract Rates for supplying and fixing ladders shall include for all stainless steel, nuts, bolts, stays, base
plates, etc. necessary for fixing the ladders securely in position.
7.2.5
Step Irons
Step irons shall be made from 25 mm diameter stainless steel or galvanised mild steel bars to the shape and
dimensions shown on the Drawings.
SP 7.3
7.3
WORKMANSHIP
7.3.1
Surface Preparation
The surfaces quality of cleaned steel shall generally comply to Swedish Standard SIS 05 5900.
Generally this requires that all oil, grease and dirt shall first be removed by washing with white spirit, naphtha
or steam before the steel is cleaned using iron/steel grit or shot, to achieve a surface quality equal to SA 2½,
as defined in Swedish Standard SIS 05 59 00, with a maximum surface profile of 100 microns.
Manual cleaning shall be confined to site and will be sanctioned by the Engineer only when blast or power
tool cleaning cannot be carried out. After removal of oil, grease and dirt using white spirit naphtha or steam,
all rust, loose scale, welding slag and spatter shall be removed using tools such as wire brushed, vibratory
needle guns or chipping hammers to achieve a surface finish equivalent to Visual Standard ST3, as defined
in Swedish Standard SIS 05 59 00.
7.3.2
Connections
Connections of steel frameworks shall be bolted or welded as shown on the Drawings or approved by the
Engineer.
Connections that have been fully dimensioned and detailed on the Drawings shall be fabricated as detailed.
Other connections shall be designed and detailed by the Contractor to comply with BS 5950 and specified
loading requirements.
Duplicate copies of all calculations shall be submitted for approval before fabrication commences.
Bolted joints subject to vibration shall be provided with lock nuts.
In general, bolted or welded joints shall not be weaker than the connected members. Members in
frameworks meeting at a point shall, wherever practicable, have their centroidal axes meeting at a point so as
to avoid eccentricity.
The ends of all columns shall be machined perfectly square and special precautions shall be taken to ensure
uniform bearing at all column bases, caps and splices.
All column bases shall be positioned 25 mm above the concrete foundations on steel wedges and after the
stanchions have been plumbed and levelled. The intervening space shall be grouted with a 1:1 cement sand
mortar.
The Contractor shall be responsible for the perfect fitting of all materials supplied and shall replace at his own
expense all materials which do not fit.
7.3.3
Fabrication
The standard of workmanship and general procedure to be followed during fabrication shall conform to BS
5950.
7.3.4
Manual Cutting
Thermal cutting of steelwork by hand will not be permitted without the prior approval of the Engineer.
7.3.5
Marking of Parts
Steelwork members shall be uniquely and indelibly marked to indicate the position and direction in which they
are to be fixed.
7.3.6
Welders and Welding
Welding procedures and qualification of welders shall be in accordance with the requirements of BS 4871
and BS 5135.
SP 7.4
Electric arc welding power sources, equipment and accessories shall comply with BS 638. Electrodes for
manual metal arc welding shall comply with BS 639.
Automatic or semi-automatic welding shall be adopted wherever possible. All welds shall be of Class 1
quality with proper fusion penetration, be sound, smooth, continuous and free from concavity, undercutting,
weld spatter and porosity. In places of high stress concentration butt welds shall be
ground off flush with
the base metal and all internal welds shall be ground flush with the face of the linings.
Where stainless steel is welded to mild steel, tests shall be carried out to prove the quality of the welded
seams.
Sample weld shall be prepared by each welder before he commences work on the fabrication and during
fabrication as required by the Engineer. Approval testing of welders shall comply with BS 4871.
All fields welding shall be tested ultrasonically or by other method approved by the Engineer and all results
shall be recorded and made available to the Engineer.
All welding work shall be executed under the most favourable working conditions. Weather covers shall be
provided where necessary.
The Contractor shall provide facilities for inspection of welds at the factory or on Site.
7.3.7
Bolt Holes
Holes shall not be distorted or enlarged when making drifts. Any misalignment of holes shall be reported. If a
faulty member is not rejected the hole may be reamed to its correct positions.
Bolt holes through hollow sections of tubes shall be sealed to prevent the ingress of moisture.
7.3.8
Bolted Movement Connections
The slotted hole shall be made wider than the unslotted hole, and connected using a shouldered bit with a
spring washer placed under the head and the shoulder bearing onto the fraying surface off the unslotted
member.
7.3.9
Works Erection
If required, the steel framework shall be temporarily assembled at the fabricator's works for inspection and, if
considered necessary, for testing before delivery.
7.3.10
Galvanised Metals
All metals to be galvanised shall be done by the hot dip process to the full dimensions shown or specified and
all punching, cutting, drilling, screw tapping, welding and the removal of burrs shall be completed before the
galvanising process commences. No component which is likely to come into contact with oil shall be
galvanised. Galvanising on iron and steel shall be to BS 729.
All galvanising shall be uniform, clean, smooth and as free from spangle as possible. It shall weigh not less
than 0.4 kg per square metre of area covered and shall not be less than 0.1 mm thick.
All galvanised metal parts shall be protected from damage due to electrolytic action, rust and abrasion during
delivery, storage and erection. Minor damage shall be touched up with an approved zinc-chromate or other
approved metallic compound but if, in the opinion of the Engineer, the damage to the galvanising is too
severe or extensive, the part shall be removed and re-galvanised.
7.3.11
Works Painting
Coating materials shall be stored, prepared and applied in accordance with the manufacturer's instructions.
The dry film thickness (DFT) of each coat shall not be less than specified for the type of paint. The thickness
of each coat shall be measured by one of the methods listed in BS 5493.
Prepared surfaces of structural steelwork shall be primed at the fabricator's works with 2 coats of highbuild
zinc phosphate to a total DFT of 150 microns unless otherwise specified.
SP 7.5
Clean steelwork shall be kept dry, under cover, and primed as soon as possible after cleaning, in the case of
manually cleaned steel, on the same day; blast cleaned within 4 hours.
Shop bolted connections shall be brought together whilst the final coat is still wet.
7.3.12
Site Erection
Before any work on erection is begun on Site, the Contractor shall submit for the Engineer's approval details
of the method of erection he proposes to use and shall incorporate any arrangements, or take precautions,
directed by the Engineer. Notwithstanding these requirements, the entire responsibility for adequacy of the
frameworks during erection and the correct fitting of all components shall rest with the Contractor.
All structural steel at the Site shall be stored and handled so that members are not subjected to excessive
stresses or damage.
The positioning and levelling of all steelwork, the plumbing of stanchions and the fitting of connections shall
be made with accuracy in accordance with the Drawings.
SP 7.6
SECTION 8 - PAVEMENT
TABLE OF CONTENT
PAGE NO.
8.1
SUBBASE
8.1.1 Description
8.1.2 Materials
8.1.3 Construction Methods
SP 8.2
SP 8.2
SP 8.2
SP 8.2
8.2
CRUSHED AGGREGATE ROADBASE
8.2.1 Description
8.2.2 Materials
8.2.3 Construction Methods
SP 8.3
SP 8.3
SP 8.3
SP 8.4
8.3
BITUMINOUS SURFACING
8.3.1 Cut-Back Bitumen Prime Coat
8.3.2 Materials
8.3.3 Equipment
8.3.4 Construction Methods
SP 8.4
SP 8.4
SP 8.4
SP 8.4
SP 8.6
8.4
ASPHALTIC CONCRETE BINDER COURSE AND WEARING COURSE
8.4.1 Materials
8.4.2 Mineral Filler
8.4.3 Bitumen
8.4.4 Anti-Stripping Agent
8.4.5 Asphaltic Concrete Mix Requirement
8.4.6 Equipment
8.4.7 Construction Methods
SP 8.6
SP 8.6
SP 8.8
SP 8.8
SP 8.8
SP 8.9
SP 8.9
SP 8.9
SP 8.1
SECTION 8 – PAVEMENT
8.1
SUBBASE
8.1.1
Description
This work shall consist of furnishing, placing, compacting and shaping subbase material on a prepared
and accepted subgrade or lower subbase in accordance with this Specification and the lines, levels,
grades, dimensions and cross-sections shown on the Drawings and/or as required by the Engineer.
8.1.2
Materials
Subbase material shall be a natural or prepared aggregate comprising crushed rock, weathered or
fragmented rock, gravel or crushed grave, sand or a mixture of any of these materials. It shall have a
small proportion of plastic or non-plastic fines and shall be essentially free from vegetative and other
organic matter, expansive clay minerals and lumps of clay. The material shall conform to the following
physical and mechanical quality requirements:i)
the liquid limit shall be not more than 25%;
ii)
the plasticity index shall be not more than 6;
iii)
the aggregate crushing value when tested in accordance with M.S. 30 shall be not more than
35;
iv)
unless otherwise specified on the Drawings or directed by the Engineer, the material shall have
a CBR value of 30 or more when compacted to 95% of the maximum dry density determined in
the B.S. 1377 Compaction Test (4.5kg rammer method) and soaked for 4 days under a
surcharge of 4.5kg;
v)
the gradation shall conform to one of the envelopes shown in Table 1 with the fraction passing
the B.S. 75 µm sieve not greater than 2/3 of the fraction passing the B.S. 425 µm sieve.
Table 1 - Gradation Limits For Subbase Material
% Passing by Weight
B.S. Sieve Size
50.0
25.0
9.5
4.75
2.00
425
75
8.1.3
mm
mm
mm
mm
mm
µm
µm
A
B
C
100
30 25 15 8 2 -
100
79 40 30 20 15 5 -
100
50 35 25 15 5 -
65
55
40
20
8
95
75
60
45
30
20
85
65
50
30
20
D
E
F
100
60 - 100
50 - 85
40 - 70
25 - 45
5 - 20
100
55 - 100
40 - 100
20 - 50
6 - 20
100
70 - 100
55 - 100
30 - 70
8 - 25
Construction Methods
Prior to placing any subbase material, the underlying subgrade (particularly the top 300mm of the
subgrade) or lower subbase shall have been shaped and compacted in accordance with the provisions
of the relevant sections of this Specification. Notwithstanding any earlier approval of finished subgrade
or lower subbase, any damage to or deterioration of the subgrade or lower subbase shall be made good
to the satisfaction of the Engineer before subbase is constructed.
Subbase shall be placed with equipment approved by the Engineer over the full width of the formation to
the required thickness as shown on the Drawings or directed by the Engineer in one layer or more, each
layer not exceeding 200mm compacted thickness. Where two or more layers are required they shall be
of approximately equal thickness and none shall be less than 100mm compacted thickness.
Each layer of subbase shall be processed as necessary to bring its moisture content to a uniform level
throughout the material suitable for compaction, and shall then be compacted using suitable compaction
equipment approved by the Engineer to not less than 95% of the maximum dry density determined in
SP 8.2
the B.S. 1377 Compaction Test (4.5kg rammer method). Compaction shall be carried out in a
longitudinal direction along the carriageway, and shall generally begin at the outer edge and progress
uniformly towards the centre on each side, except on superelevated curves where rolling shall begin at
the lower edge and carried out in such a manner that each section receives equal compactive effort, all
to the satisfaction of the Engineer.
Throughout the placing, adjustment of moisture content and compaction of subbase material, care shall
be taken to maintain a uniform gradation of the material and prevent its separation into coarse and fine
parts, all to the satisfaction of the Engineer.
The subbase shall be finished in a neat and workmanlike manner; its width shall be everywhere at least
that specified or shown on the Drawings on both sides of the centre-line; and its average thickness over
any 100 metre length shall be not less than the required thickness. The top surface of the subbase shall
have the required shape, superelevation, levels and grades, and shall be everywhere within the
specified tolerances.
8.2
CRUSHED AGGREGATE ROADBASE
8.2.1
Description
This work shall consist of furnishing, placing, compacting and shaping crushed aggregate roadbase
material on a prepared and accepted subgrade or lower subbase or subbase in accordance with this
Specification and the lines, levels, grades, dimensions and cross-sections shown on the Drawings
and/or as required by the Engineer.
8.2.2
Materials
Crushed aggregate roadbase material shall be crushed rock, or crushed gravel, or a mixture of crushed
and natural aggregates, which is hard, durable, clean and essentially free from clay and other
deleterious materials.
The material shall conform to the following physical and mechanical quality requirements:i)
the plasticity index shall be not more than 6;
ii)
the aggregate crushing value when tested in accordance with M.S. 30 shall be not more than
30;
iii)
the flakiness index when tested in accordance with M.S. 30 shall be not more than 30;
iv)
not less than 80% of particles retained on the B.S. 4.75mm sieve shall have at least one
fractured face;
v)
the weighted average loss of weight in the sodium sulphate soundness test (5 cycles) when
tested in accordance with ASSHTO Test Method T 104 shall be not more than 12%;
vi)
the material shall have a CBR value of not less than 80 when compacted to 95% of the
maximum dry density determined in the B.S. 1377 Compaction Test (4.5kg rammer method)
and soaked for 4 days under a surcharge of 4.5kg;
vii)
the gradation shall comply with the envelope shown in Table 2 for the type specified.
Table 2 - Gradation Limits for Crushed Aggregate Roadbase
B.S. Sieve Size
50.0
37.5
28.0
20.0
10.0
5.0
2.36
2.00
600
425
75
mm
mm
mm
mm
mm
mm
mm
mm
µm
µm
µm
% Passing by Weight
Type II
Type II
100
100
95
- 100
85
- 100
70
- 100
60
80
60
80
40
60
40
60
25
40
30
40
15
30
20
40
8 22
10
25
0 8
2 10
SP 8.3
8.2.3
Construction Methods
Prior to placing any crushed aggregate roadbase material, the underlying subgrade or lower subbase or
subbase shall have been shaped and compacted in accordance with the provisions of the appropriate
Section of this Specification. Notwithstanding any earlier approval of finished subgrade or lower subbase
or subbase, any damage to or deterioration of the subgrade or lower subbase or subbase shall be made
good to the satisfaction of the Engineer before crushed aggregate roadbase is constructed.
Crushed aggregate roadbase shall be placed to the required width and thickness as shown on the
Drawings or directed by the Engineer in one layer or more, each layer not exceeding 200mm compacted
thickness. There two or more layers are required they shall be of approximately equal thickness and
none shall be less than 100mm compacted thickness. Spreading shall be done by a mechanical
spreader approved by the Engineer or, if approved by the Engineer, by motor grader.
Prior to spreading, crushed aggregate roadbase shall be processed as necessary to bring its moisture
content to a uniform level throughout the material suitable for compaction. Spread material shall be
maintained at the correct moisture content for proper compaction by sprinkling with water or drying as
may be necessary, and shall be compacted using suitable compaction equipment approved by the
Engineer to not less than 95% of the maximum dry density determined in the B.S. 1377 Compaction
Test (4.5kg rammer method).
Compaction shall be carried out in a longitudinal direction along the carriageway and shall generally
begin at the outer edge and progress uniformly towards the centre on each side, except on
superelevation curves where rolling shall begin at the lower edge and progress uniformly towards the
higher edge. In all cases compaction shall be carried out in such a manner that each section receives
equal compactive effort, all to the satisfaction of the Engineer.
Throughout the placing, adjustment of moisture content and compaction of crushed aggregate roadbase
material, care shall be taken to maintain a uniform gradation of the material and prevent its separation
into coarse and fine parts, all to the satisfaction of the Engineer.
The crushed aggregate roadbase shall be finished in a neat and workmanlike manner; its width shall be
everywhere at least that specified or shown on the Drawings on both sides of the centre-line; and its
average thickness over any 100 metre length shall be not less than the required thickness. The top
surface of the crushed aggregate roadbase shall have the required shape, superelevation, levels and
grades.
8.3
BITUMINOUS SURFACING
8.3.1
Cut-Back Bitumen Prime Coat
(a) Description
This work shall consist of the careful and thorough cleaning of the surface of a prepared and
accepted crushed stone roadbase and the furnishing and application to the cleaned roadbase
surface of a cut-back bitumen priming material in accordance with these Specifications and the
lines, dimensions and cross-sections shown on the Drawings.
8.3.2
Materials
The priming material shall be cut-back bitumen of grade MC-0 conforming to the requirements of MS
159.
8.3.3
Equipment
The equipment used by the Contractor shall include a power broom, a compressed air blower, a selfpropelled pressure distributor for bituminous material, and as necessary, equipment for storing and
heating bituminous material.
(1)
Power Broom
The power broom shall be a rotary type specifically designed for sweeping road surface, and
shall be approved by the Engineer.
SP 8.4
(2)
Compressed Air Blower
The compressed air blower shall comprise a portable air compressor of 3 m3/min, capacity at
0.7 N/mm2 delivery pressure with a suitable hose and nozzle for blowing clean a road surface
after power brooming and shall be approved by the Engineer.
(3)
Pressure Distributor for Bituminous Material
The distributor shall be a purpose built model of recognized manufacture and shall be
approved by the Engineer. It shall conform to the requirements described hereunder.
The distributor shall have a capacity of at least 4,000 litres of bituminous material and shall be
equipped with a gas or oil fired heating system capable of heating a full charge of bituminous
o
material to 180 C. The heating system shall be such that overheating of the bituminous
material will not occur and shall be of a type in which flames from the burner do not come into
direct contact with the casing of the tank containing the bituminous material. The tank shall be
insulated in such a manner that when filled with bituminous material at 180o C and not heated,
o
the drop in temperature shall be less than 3 C per hour. A thermometer shall be provided to
measure material in the tank and shall be so arranged that the highest temperature in the tank
is measured. The tank shall be fitted with an accurately calibrated dipstick or contents gauge
and the pipe for filling the tank shall be fitted with an easily replaceable filter.
The distributor shall run on pneumatic tyred wheels of such width and number that the load
produced on the road surface when the vehicle is fully charged shall not exceed 12 kg/mm of
tyre width. The vehicle shall be equipped with a 'fifth wheel' tacheometer system to accurately
measure its forward speed during spraying operations.
The distributor shall be equipped with a full circulation type spray bar with nozzles from which
the bituminous material is sprayed on to the road surface uniformly over the full spraying width.
The spraying width shall be variable in increments of not more than 100mm up to a maximum
of 5.0 metres. The spraying pump shall be driven by a separate power unit and shall be
equipped with an accurate pressure gauge and an accurate flow rate gauge or meter. On the
suction side the pump shall be fitted with an easily replaceable filter. The bituminous material at
even temperature and uniform pressure may be sprayed uniformly over the spraying width at
controlled rates in the range 0.25 to 8.0 litres/m2 at normal distributor operating speeds, such
that deviation from the prescribed rate of application shall not exceed 10%.
The distributor shall also be equipped with a hand spraying system.
The meters for the 'fifth wheel' tachometer system and the bituminous material pumping flow
rate, pumping pressure and temperature shall be located in such a manner that the vehicle
driver can easily read them while operating the distributor. The spray bar shall be controlled by
a second operator riding at the rear of the vehicle in such a position that all the discharge
sprays are in his good view.
All measuring equipment on the distributor shall have been recently calibrated and accurate
and satisfactory records of the calibrations shall be submitted to the Engineer. If in the course
of the work the rates of application of bituminous material are found to be inaccurate, the
distributor shall be withdrawn from the Works and recalibrated to the satisfaction of the
Engineer before being returned to service.
The Engineer may require such performance tests as he considers necessary to check that the
distributor is operating satisfactorily. As directed by the Engineer, the Contractor shall make the
distributor and its equipment available for such tests and shall supply all necessary assistance,
materials, tools, testing apparatus, etc., all at the Contractor's expense.
(4)
Storage and Heating Facilities for Bituminous Material
Tanks for storage of bituminous material shall have a capacity suited to the proposed rate of
utilization of the material and the method and frequency of its delivery to the Works, all to the
satisfaction of the Engineer. The tanks, and where necessary barrel decanters, shall be
equipped with heating systems which provide for effective and positive control of the
temperature of the bituminous material at all times up to the temperature required for utilization.
The method of heating shall be such that neither flames nor the products of combustion shall
come into direct contact with the bituminous material or the casing of its immediate container,
and such that no portion of the bituminous material shall be subject to overheating.
SP 8.5
8.3.4
Construction Methods
(1)
General Conditions
Bitumen prime coat work shall only be carried out in dry, warm weather when the surface to be
treated is essentially dry.
(2)
Surface Preparation and Cleaning
Prior to applying the prime coat, the crushed stone roadbase shall have been shaped and
compacted in accordance with the provision of Section 4.5. Notwithstanding any earlier
approval of finished crushed stone roadbase, any damage to or deterioration of the roadbase
shall be made good to the satisfaction of the Engineer before prime coat is applied.
Immediately prior to applying the bituminous material, the full width of the surface to be treated
shall be swept using a power broom followed by a compressed air blower, and if necessary,
scraped using hand tools, to remove all dirt, dust and other objectionable material, all to the
satisfaction of the Engineer.
(3)
Application of Bituminous Material
The bituminous priming material shall be sprayed on to the cleaned roadbase surface by
means of a pressure distributor. Any area inaccessible to the distributor, spray bar shall be
treated using the distributor's hand spraying system. The rates of application shall be as
directed by the Engineer based on the results of test applications, but shall usually be in the
range 0.5 to 2.0 litres per square metre. The temperature of the MCO cut-back bitumen shall
be maintained in the range 35o C to 60o C during spraying operations.
If necessary, in order to prevent the bituminous material from flowing on the sprayed surface,
the prescribed prime coat shall be applied in two separate spraying operations. Where the
condition of the treated surface indicates that it is necessary, bituminous material additional to
that prescribed shall be applied as the Engineer shall direct.
Prime coat shall be distributed uniformly over the surface to be treated without streaking; the
quantities applied shall not deviate by more than 10% from those prescribed. Areas with
insufficient bituminous material shall be resprayed as necessary to make up the deficiency, all
to the satisfaction of the Engineer.
The surfaces of structures, road furniture and trees adjacent to the areas being sprayed shall
be protected in such a manner as to prevent their being spattered or marred by bituminous
material. Bituminous material shall not be discharged into road drains, gutters, etc.
(4)
Curing and Opening to Traffic
Prime coat shall normally be left undisturbed for at least 24 hours after application and shall not
be opened to traffic until, in the opinion of the Engineer, it has penetrated the roadbase and
cured sufficiently so that it will not be picked up by the wheels of vehicles.
The Contractor shall maintain the prime coat, all to the satisfaction of the Engineer, until the
overlying pavement course is constructed, which shall not be within 24 hours after the
application of the bituminous priming material nor within such longer period as is required, in
the opinion of the Engineer, for the prime coat to achieve maximum penetration of the
roadbase and become fully cured.
8.4
ASPHALTIC CONCRETE BINDER COURSE AND WEARING COURSE
This work shall consist of furnishing, placing, shaping and compacting asphaltic concrete binder course
and wearing course on a prepared and accepted bituminous or bitumen primed pavement course, and
shall include the careful and thorough cleaning of surfaces which are to be covered with a bituminous
tack coat. The work shall be carried out all in accordance with these Specifications and the lines, levels,
grades, dimensions and cross-sections shown on the Drawings.
SP 8.6
8.4.1
Materials
Aggregates
Aggregate for asphaltic concrete shall be a mixture of coarse and fine aggregates, and if necessary
mineral filler. The individual aggregates shall be of sizes suitable for blending to produce the required
gradation of the combined aggregate.
Coarse aggregates shall be material substantially retained on 2.0 µm sieve opening and shall be
screened crushed hard rock, angular in shape, and free from dust, clay, vegetative and other organic
matter, and other deleterious substances. They shall conform to the following physical and mechanical
quality requirements:
(a)
the aggregate crushing value when tested in accordance with M.S. 30 shall be not more than
30,
(b)
the weighted average loss of weight in the sodium sulphate soundness test (5 cycles) when
tested in accordance with AASHTO Test Method T 104 shall be not more than 12%,
(c)
the flakiness index when tested in accordance with M.S. 30 shall be not more than 30,
(d)
the water absorption when tested in accordance with M.S. 30 shall be not more than 2%,
(e)
the polished stone value when tested in accordance with M.S. 30 shall be not less than 40
(only applicable to aggregates for wearing course).
Fine aggregates shall be material passing a 2.0 µm sieve opening and shall be clean natural sand,
screened quarry fines, or a mixture thereof. Other types of fine aggregate may be used subject to the
approval of the Engineer. Fine aggregates shall be non-plastic and free from clay, loam, aggregations of
material, vegetative and other organic matter, and other deleterious substances. They shall conform to
the following physical and mechanical quality requirements:
(a)
the weighted average loss of weight in the sodium sulphate soundness test (5 cycles) when
tested in accordance with AASHTO Test Method T 104 shall be not more 12%,
(b)
the water absorption when tested in accordance with M.S. 30 shall be not more than 2%.
The gradation of the combined coarse and fine aggregates, together with ordinary Portland cement
added as an adhesion and anti-stripping agent and if necessary, any other mineral filler, shall conform to
the appropriate envelope in Table 3.
Table 3 - Gradation Limits for Asphaltic Concrete
Mix Type
Binder Course
B.S. Sieve Size
37.5
28.0
20.0
14.0
10.0
5.0
3.35
1.18
425
150
75
mm
mm
mm
mm
mm
mm
mm
mm
µm
µm
µm
Wearing Course
Percentage Passing by Weight
70
56
48
32
20
12
6
4
100
-
95
81
65
58
42
28
16
8
80
68
52
45
30
17
7
4
100
-
95
90
72
62
45
30
16
10
The gradation envelopes in the above table are purposely wider than the tolerances for good works
control of asphaltic concrete mixes. For each type of mix required in the works, the Contractor shall
establish a job mix formula gradation which shall consist of a single definite percentage passing for each
sieve size in the above table and shall produce a smooth curve within and essentially parallel to the
appropriate gradation envelope. This job mix formula gradation then becomes the job control envelope,
and this job control envelope must be totally within the limits of the appropriate gradation envelope in the
above table.
SP 8.7
Notwithstanding compliance with other requirements of the Specification, limestone aggregates shall not
be permitted.
8.4.2
Mineral filter
Mineral filler shall be portland cement and shall conform to the following grading requirements:
Table 4 - Mineral Filler for Asphaltic Concrete
Sieve Openings
600
150
75
8.4.3
Percentage by Weight Passing
µm
µm
µm
90
70
100
-
100
100
Bitumen
Bituminous binder for asphaltic concrete shall be penetration graded bitumen of 80 - 100 grade
conforming to Table 5 below:
Table 5 - Bitumen Properties
Characteristics
ASTM Test Method
Penetration of Grades 80 – 100
Penetration at 25 C
(1/100 cm)
D5
80 – 100
Loss on heating (%)
D6
not more than 0.5
Drop in penetration after
heating (%)
D6/D5
not more than 20
Retained penetration after thinfilm oven test (%)
D1754/D5
not less than 47
Solubility in carbon disulphide
or trichloroethylene (%)
D2024
not less than 99
Flash point (Cleveland open
cup) (deg. C)
D92
not less than 225
Ductility at 25o C (cm)
D113
not less than 100
Softening point (deg. C)
D36
not less than 45 and not more than 52
o
8.4.4
Anti-Stripping Agent
Ordinary Portland cement shall be added to the combined aggregate for asphaltic concrete to serve as
an adhesion and anti-stripping agent. The amount of cement added for this purpose shall be 2% by
weight of the combined aggregate. (Additional cement may also be added, if necessary, to serve as
filler.)
Ordinary Portland cement for this purpose shall conform to the requirements of M.S. 522, and shall be
dry, free flowing and free from agglomerations at the time of use.
Notwithstanding the use of ordinary Portland cement as an anti-stripping agent as specified above, the
Contractor shall be responsible for ensuring that the bitumen binder adheres satisfactorily to the
aggregate and does not strip from it during the service life of the asphaltic concrete.
Accordingly the Contractor shall carry out bitumen stripping tests with the proposed aggregates to
demonstrate to the complete satisfaction of the Engineer that the aggregates will perform satisfactorily in
service with the specified bitumen binder. Such tests shall be carried out in accordance with AASHTO
Test Method T 182, or such other test methods as the Engineer shall direct or approve. When AASHTO
Test Method T 182 is used, the coated area at the end of the mixture's period of immersion in water
shall be not less than 95%.
SP 8.8
The Contractor may propose to use an adhesion and anti-stripping agent other than ordinary Portland
cement in addition to, or wholly or partially instead of the ordinary Portland cement specified above.
Such agent shall be of a type approved by the Engineer and shall be thoroughly mixed with the
bituminous binder all in accordance with the manufacturer's instructions. In such case the agent shall be
added to the bitumen binder used in the bitumen stripping tests in the appropriate amount and manner.
Aggregate which does not perform satisfactorily in the bitumen stripping tests, using the approved
adhesion and anti-stripping agent when appropriate, shall not be used in asphaltic concrete.
8.4.5
Asphaltic Concrete Mix Requirement
The normal range of design bitumen contents by weight of mix shall be 5.0 - 7.0%.
The mix shall conform to the requirements of the Marshall method of test and analysis as follows:Parameter
Stability, S, kg
Flow, F, mm
Air voids in mix, %
Voids in aggregate filled with
bitumen, %
8.4.6
Limits
Not less than 500
2.0
4.0
3.0
5.0
75
85
Equipment
The Contractor shall provide all the plant and equipment necessary for executing the work in
accordance with these Specifications, and shall furnish the Engineer with such details of particular items
of equipment, e.g. manufacturer, model type, capacity, weight, operating features, etc., as the Engineer
shall require.
8.4.7
Construction Methods
(a) General conditions
Asphaltic concrete paving work shall only be carried out in dry weather when the surface to be
covered is dry, or if so specified, has received a bituminous tack coat which shall have achieved a
satisfactory degree of tackiness, all to the satisfaction of the Engineer. All laying, rolling and
finishing work shall be carried out during daylight hours, unless the Contractor shall have provided
suitable flood-lighting for the job site, to the satisfaction of the Engineer.
The Engineer may order the discontinuation of work on account of adverse weather, unsatisfactory
condition of materials, equipment or surface to be paved, or such other conditions as he shall
consider detrimental to the work.
(b) Surface preparation and cleaning
Prior to constructing an asphaltic concrete pavement layer, the surface to be covered shall have
been prepared in accordance with the appropriate sections of these Specifications. Notwithstanding
any earlier approval of this surface, any damage to or deterioration of it shall be made good before
asphaltic concrete paving work is commenced.
If the surface to be covered is not to be provided with a bituminous tack coat, then immediately prior
to commencing asphaltic concrete paving, it shall be swept using a power broom followed by a
compressed air blower, and if necessary scraped using hand tools, to remove all loose particles,
dirt, dust and other objectionable material, all to the satisfaction of the Engineer.
If the surface to be covered is to be provided with a bituminous tack coat, then this shall be applied
all in accordance with the provisions of Section 1.4.7.
(c) Aggregate handling and heating
Each aggregate to be used in the asphaltic concrete mixes shall be stored in a separate stockpile
near the mixing plant. Stockpiles of sand and other fine aggregates shall be kept dry using
waterproof
covers
SP 8.9
and other means as necessary. In placing the aggregates in the stockpiles and loading them into
the mixing plant's cold aggregate feed bins, care shall be taken to prevent segregation or
uncontrolled combination of materials of different gradation. Segregated or contaminated materials
shall be rescreened or rejected for use in the works and removed from the mixing plant site.
The aggregates shall be fed into the dryer at a uniform rate proportioned in accordance with the
appropriate job mix formula. The rate of feed for each aggregate shall be maintained within 10% of
the rate prescribed and the total rate of feed shall be such that the plant's screens shall never be
overloaded.
The aggregates shall be dried and heated so that when delivered to the mixer they shall be at a
o
o
temperature in the range 150 C to 170 C when the binder is bitumen of penetration grade 80 100. If the binder is other than bitumen of penetration grade 80 - 100, the Engineer shall specify an
appropriate range for the mixing temperature.
Immediately after heating, the aggregates shall be screened into four (or more) fractions which shall
be separately sorted in the hot aggregate storage bins in readiness for mixing.
Ordinary Portland cement and/or other mineral filler to be used in the mix shall be stored separately
and kept completely dry. Its rate of feed into the plant shall be accurately controlled by weight or
volumetric measurement, all to the satisfaction of the Engineer.
(d) Heating of bitumen
The binder shall be heated so that when delivered to the mixer it shall be at a temperature in the
range 140o C to 160o C when the binder is bitumen of penetration grade 80 - 100. If the binder is
other than bitumen of penetration grade 80 - 100, the Engineer shall specify an appropriate range
for the mixing temperature.
(e) Mixing asphaltic concrete
The mixing plant shall be so coordinated and operated as to consistently produce asphaltic
concrete mixes within the tolerances prescribed in these Specifications, all to the satisfaction of the
Engineer.
(f)
Mixing in batch plants
For each batch the screened hot aggregates shall be weighed out into the aggregate weigh hopper
in accordance with the proportions prescribed in the appropriate job mix formula; the sequence of
weighing out shall commence with the largest sized aggregate and progress down to the fines,
unless the Engineer shall otherwise approve. Mineral filler shall be weighed out into the filled weigh
hopper, where this is provided, or added last to the aggregate weigh hopper, in accordance with the
job mix formula proportions.
The hot binder shall be weighed out into the binder weigh bucket in accordance with the proportions
prescribed in the job mix formula.
The hot aggregates and filler shall be discharged into the pugmill and mixed dry for the dry mixing
time prescribed in the job mix formula, which shall usually be in the range 5 to 10 seconds. The hot
binder shall then be added and wet mixing performed for the wet mixing time prescribed in the job
mix formula; this shall be sufficient in that all particles of aggregate are uniformly coated with
bitumen, and shall usually be 45 seconds or more for dense graded mixtures.
The volume of each batch shall be such that the tips of the pugmill paddle blades just break out of
the mixture at the height of their action.
After the completion of wet mixing, each batch of asphaltic concrete shall be discharged from the
pugmill either into a storage hopper or directly into a truck for hauling to the paving site. Care shall
be taken that no segregation of the mix occurs.
(g) Mixing in continuous mix plants
The screened hot aggregates and filler shall be fed continuously from their storage bins in
accordance with the proportions prescribed in the appropriate job mix formula, combined in the
plant, and fed continuously into the mixer. The hot binder shall be sprayed on to the combined
aggregate as it enters the pugmill at the rate required to achieve the bitumen content prescribed in
the job mix formula. The materials shall then be carried through the pugmill and in the process be
thoroughly mixed by the action of the paddles, and discharged over the dam into the storage
hopper. The mixing time shall be sufficient so that all particles of aggregate are uniformly coated
with bitumen, and shall usually be 45 seconds or more for dense graded mixtures.
SP 8.10
The plant shall be so adjusted as to maintain the level of mixture in the pugmill such that the tips of
the paddle blades just break out of the mixtures at the height of their action.
(h) Transportation of asphaltic concrete
Asphaltic concrete shall be transported from the mixing plant to the site of the paving works in loads
of not less than 5 tons using tip-trucks. Except where asphaltic concrete is to be hand laid, it shall
be discharged directly into the paver hopper, as required, from the tip-trucks. Care shall be taken in
the truck loading, hauling and unloading operations to prevent segregation of the mix. During
transportation, the asphaltic concrete shall be protected from contamination by water, dust, dirt and
other deleterious materials.
The temperature of asphaltic concrete immediately before unloading from the truck either into the
o
paver hopper or on to the road for hand spreading shall be not less than 125 C when the binder is
bitumen of penetration grade 80 - 100. If the binder is other than bitumen of penetration grade 80 100, the Engineer shall specify an appropriate minimum unloading temperature. Any load which has
cooled below the specified temperature in the truck shall be rejected for use in the works and
removed from the site of the works.
(i)
Laying asphaltic concrete
The sequence of laying operations shall be planned in advance by the Contractor and approved by
the Engineer. Generally each paving layer shall have a compacted thickness of not less than twice
the nominal maximum aggregate size of the mixture, and not more than 100mm. Where applicable,
e.g. on superelevated sections and on carriageways with cross-slope in one direction only, laying
shall commence along the lower side of the carriageway and progress to the higher side. Laying
shall not be carried out in a downhill direction along any section of the road.
As far as is practicable, laying shall be carried out using a paver approved by the Engineer. Handcasting of bituminous mix on to the machine finished surface shall be kept to the practicable
minimum necessary for correcting blemishes and irregularities. In any areas inaccessible to the
paver, laying shall be carried out by hand methods using rakes, lutes and other hand tools all to the
satisfaction of the Engineer. All laying of bituminous mix shall be such that after compaction by
rolling the specified course or layer thickness and surface profile shall be achieved. Care shall be
taken to achieve a uniform surface texture fee from indentations, ridges, tear marks or other
irregularities and to prevent segregation of the mix.
During laying operations the temperature of asphaltic concrete shall be not less than 110o C when
the binder is bitumen of penetration grade 80 - 100. If the binder is other than bitumen of
penetration grade 80 - 100, the Engineer shall specify an appropriate minimum laying temperature.
Material which has cooled below the specified temperature before laying shall not be used and shall
be removed from the site of the works. The Contractor shall provide accurate thermometers at the
paving site at all times, and shall check the temperature of asphaltic concrete in the paver hopper at
regular intervals and before laying restarts after each interruption of the paving operation.
As far as is practicable, the paver shall be operated continuously and the supply of bituminous mix
shall be regulated so as to enable continuous paving. Transverse joints in a paving lane shall be
kept to a practicable minimum, and intermittent stopping and restarting of the paver shall be
avoided as far as is practicable.
Care shall be taken that no bituminous mix is placed on expansion joints at bridges, inspection
covers for utilities ducts, drainage and sewerage manholes and the like, and that catchpits,
drainage openings through kerbs, etc., remain properly open and serviceable. During laying
operations, such areas and openings shall be protected by suitably shaped and secured boards or
other materials approved by the Engineer, and compaction of mix in the immediately surrounding or
adjacent areas shall be completed by hand methods, all to the satisfaction of the Engineer.
Alternatively, bituminous mix shall be laid and compacted by hand methods as necessary around
surfacing discontinuities of these types, all to the satisfaction of the Engineer.
(j)
Construction joints
Existing bituminous surfacing which new bituminous mix is to adjoin shall be cut back to present a
straight, vertical edge not less than 25mm deep and a smooth transition section not less than 0.5
metre long against which to lay the new material. The specified thickness of the new surfacing shall
be built up gradually from the vertical joint to avoid any bumps or ridges across the carriageway.
Where longitudinal or transverse joints are required in a layer of bituminous mix under construction,
the material first laid and compacted shall be cut back to a vertical face for the full thickness of the
layer, on a line satisfactory to the Engineer before the adjacent area is paved.
SP 8.11
At all construction joints a thin uniform coating of bitumen emulsion of grade RS-1 shall be brushed
on to the vertically cut joint faces some 10 to 15 minutes before laying the next section of
bituminous mix commences to ensure good bonding. Also all contact surfaces of kerbs, gutters,
manholes, catchpits, etc., shall be similarly treated with a coating of bitumen emulsion before
bituminous mix is placed against them.
Construction joints in a layer of bituminous mix shall be offset from those in any immediately
underlying bituminous layer by at least 100mm for longitudinal joints and at least 0.5 metre, where
possible, for transverse joints.
(k) Compaction of asphaltic concrete
For each layer of asphaltic concrete, compaction by rolling shall commence as soon as after laying
as the material will support the rollers without undue displacement; nevertheless the temperature of
asphaltic concrete at the commencement of rolling shall be not less than 110o C when the binder is
bitumen of penetration grade 80 - 100. If the bitumen is other than bitumen penetration grade 80 100, the Engineer shall specify an appropriate minimum rolling temperature.
In any areas inaccessible to the rollers, proper compaction shall be carried out using vibrating plate
compactors, hand tampers or other suitable means, all to the satisfaction of the Engineer.
Initial (or breakdown) rolling shall be carried out with an approved steel wheeled tandem roller or
three wheeled steel roller. The principal heavy rolling shall be carried out with an approved
pneumatic tyred roller immediately following the initial rolling; the pneumatic tyred roller shall be
ballasted to an operating weight of not less than 15 tons and its tyre inflation pressure shall be not
less than 0.7 N/mm 2 . The final rolling shall be carried out with an approved steel wheeled
tandem roller and shall serve to eliminate minor surface irregularities left by the pneumatic tyred
roller.
All rollers shall operate in a longitudinal direction along the carriageway with their driven wheels
towards the paver. Rolling shall generally commence at the lower edge of the paved width and
progress uniformly to the higher edge, except that where there is a longitudinal construction joint at
the higher edge, this shall be rolled first ahead of the normal pattern of rolling. Generally successive
roller passes shall overlap by half the width of the roller, and the points at which the roller is
reversed shall be staggered. However, when operating on gradients in excess of 4%, the
breakdown roller shall not pass over any previously unrolled mix when operating in the downhill
direction.
In all cases compaction shall be carried out in such a manner that each section receives equal
compactive effort, all to the satisfaction of the Engineer.
The steel wheeled rollers shall operate at speeds of not more than 5 kph and the pneumatic tyred
roller shall operate at speeds of not more than 8 kph. No roller or heavy vehicle shall be allowed to
stand on newly laid bituminous mix before compaction has been completed and the material has
thoroughly cooled and set. Rolling shall continue as long as is necessary to achieve the appropriate
requirement in the following table.
Type of Pavement
Required Compacted Density
Binder Course
95 – 100% Marshall density
Wearing Course
98 – 100% Marshall density
Care shall be taken to prevent over-compaction of asphaltic concrete.
Within 24 hours of laying and compacting the bituminous mix, the Contractor shall cut core samples
of not less than 100mm nominal diameter at locations selected by the Engineer. The rate of
2
sampling shall be 1 sample per 500m of mix laid, but not less than 2 samples for the work
completed in each paving session. These core samples shall be used by the Engineer to determine
the thickness of the compacted layer of mix and the compacted density of the material in
accordance with either ASTM Test Method D 1188 or ASTM Test Method D 2726, whichever is
applicable.
(l)
Finished asphaltic concrete
Asphaltic concrete binder and wearing courses shall be finished in a neat and workmanlike manner;
their widths shall be everywhere at least those specified or shown on the Drawings on both sides of
the centre-line. For a binder course or wearing course the average thickness over any 100 metre
length shall be not less than the required thickness, and the minimum thickness at any point shall
SP 8.12
be not less than the required thickness minus 5mm. The top surface of a wearing or binder course
shall have the required shape, superelevation, levels and grades, and shall be everywhere within
the tolerances specified in Section 1.2.
(m) Opening to traffic
Asphaltic concrete shall not be opened to traffic until compaction has been completed and the
material has thoroughly cooled and set in the opinion of the Engineer. This will usually be not less
than 4 hours after the commencement of rolling. Where it is necessary to allow earlier use of the
finished surface to facilitate the movement of traffic, the finished surface to facilitate the movement
of traffic, vehicles may be allowed to run on the work after rolling has been completed, provided that
speeds are restricted to 30 kph or less and sharp turning movements are prohibited.
SP 8.13
SECTION 9 - FENDERS
TABLE OF CONTENT
PAGE NO.
9.1
FENDER
SP 9.2
SP 9.1
SECTION 9 – FENDERS
9.1
FENDERS
Fenders shall be supplied and fitted at the locations indicated on the drawings.
The fenders shall be of the following manufacture and type:
Manufacturer
:
Bridgestone Corporation
Type
:
Super M Fenders Grade M2
Model
:
SM400H x 2.5m + 2.7m as shown on Drawing No. 20302/MS-1
Anchorages
:
Super Bolt M36 x 270mm length. Materials and components as per
Bridgestone Anchor Bolt’s details
Alternative fenders of equivalent standard may be proposed subjected to approval. Where alternative
fenders are proposed relevant details shall be supplied, including the name of the manufacturer, fender
type and model, dimensions and anchorage details, energy absorption and force characteristics of the
fender.
Fenders and their associated anchorages shall have a high resistance to wear and shall be durable
against the effects of weather, sunlight and salt water.
Fender anchorages shall be installed strictly in accordance with the manufacturer’s instructions.
Cast-in inserts shall be securely held in position by attachment to the formwork or templates during
placing and curing of the concrete.
SP 9.2
APPENDICES
APPENDIX A
LIST OF DRAWINGS
THE CONSTRUCTION AND COMPLETION OF THE PROPOSED
EXPANSION PLAN OF SWINBURNE UNIVERSITY OF
TECHNOLOGY SARAWAK (SUTS) AT JALAN UPLANDS
LIST OF DRAWINGS
ITEM
DESCRIPTION
1.
Cover
2.
Drawings List
3.
Locality and Layout Plan
4.
Access Road Layout Plan
5.
Access Road Cross Sections
6.
Bypass channel Plan and Elevation
7.
Bypass channel Layout Plan
8.
Bypass channel Section Details
9.
RC Pilecap Details (1)
10
RC Beam Details (1)
11.
RC Beam Details (2)
12.
RC Beam Details (3)
13.
RC Deck Slab Details (1)
14.
Walkway Details
15.
Walkway End Joint Details
16.
Miscellaneous Details
17.
350mm dia. Prestressed Spun Pile Details
18.
500mm dia. Prestressed Spun Pile Details
19.
Borelog Details
20.
21.
DRAWING NO.
REV.
APPENDIX B
BOREHOLE LOGS
(SUTS)
TENDER DOCUMENT
FOR
THE CONSTRUCTION AND COMPLETION OF THE
PROPOSED EXPANSION PLAN OF SWINBURNE
UNIVERSITY OF TECHNOLOGY SARAWAK
(SUTS) AT JALAN UPLANDS
2010
CONSULTANT:
BLANC Consultant Firm
No. 178, Second Floor,
Green Heights Commercial Centre,
Jalan Lapangan Terbang,
93250 Kuching,
Sarawak, Malaysia.
Tel: 082-416858
Fax: 082-416888
CONTENTS
Pages
1. FORM OF AGREEMENT
FA-1 to FA-2
2. FORM OF TENDER
FT-1
3. APPENDIX TO FORM OF TENDER
APP-1
4. NOTICE TO TENDERERS
NT-1
5. INSTRUCTION TO TENDERERS
IT-1 to IT-4
6. LETTER OF ACCEPTANCE OF TENDER
LA-1 to LA-2
7. BANK GUARANTEE FOR PERFORMANCE BOND (WORKS)
BG-1 to BG-3
8. PREAMBLE TO SUMMARY OF TENDER
PRE-1 to PRE-4
9. SUMMARY OF TENDER
ST-1 to ST-2
10. SCHEDULE OF RATES
SR-1 to SR-26
11. GENERAL CONDITIONS OF CONTRACT
C-1 to C-2
12. ADDENDUM TO GENERAL CONDITIONS OF CONTRACT
ADD/C-1
13. SPECIFICATIONS
SP 1.1 to SP 9.2
APPENDICES
APPENDIX A - LIST OF DRAWINGS
APPENDIX B - BOREHOLE LOGS
FORM OF AGREEMENT
THE CONSTRUCTION AND COMPLETION OF THE PROPOSED EXPANSION PLAN OF
SWINBURNE UNIVERSITY OF TECHNOLOGY SARAWAK (SUTS) AT JALAN UPLANDS
FORM OF AGREEMENT
THIS AGREEMENT made the …………………… day of ……………………… 20 ……………
BETWEEN Swinburne University of Technology Sarawak (SUTS) (hereinafter called “the
Employer”) of one part and …………………………………………of (or whose registered
office
is
situated
at
………………………………………………………………………………………………………)
(hereinafter called “the Contractor”) of the other part.
WHEREAS the Employer is desirous that certain works should be executed, viz :
THE CONSTRUCTION AND COMPLETION OF THE PROPOSED EXPANSION
PLAN OF SWINBURNE UNIVERSITY OF TECHNOLOGY SARAWAK (SUTS) AT
JALAN
UPLANDS
…………………………………………………………………………………………………………...
and has accepted a Tender by the Contractor for the execution of the works.
NOW IT IS HEREBY AGREED AS FOLLOWS :1.
In this Agreement words and expressions shall have the same meanings as are
respectively assigned to them in the General Conditions of Contract and the
Addendum to General Conditions Of Contract hereinafter referred to.
2.
The following documents shall be deemed to form and be read and construed as part
of this Agreement, viz :-
3.
(a)
The said Tender;
(b)
The Summary of Tender, Schedule of Rates and Addendum to Form of
Tender;
(c)
The Specifications and Appendices;
(d)
The Contract Drawings;
(e)
The General Conditions of Contract (PWD 75 Rev. 5/61) and the Addendum
to General Conditions of Contract;
(f)
Instruction to Tenderers; and
(g)
The Letter of Acceptance.
For the consideration hereinafter mentioned, the Contractor will in accordance with
the provisions of this Agreement, execute and complete the Works shown upon the
said Drawings and/or described by or referred to in the said Specifications, Summary
of Tender and General Conditions of Contract.
FA-1
4.
The Employer will pay to the Contractor the sum of Ringgit Malaysia…………………..
or such other sum as shall become payable hereunder at the times and in the
manner provided by this Agreement.
IN WITNESS whereof the parties hereunto have hereunder set their respective hands and
official stamps the day and year first above written.
The official stamp of Sarawak Construction )
(1963) Sdn Bhd (“the Employer”) is
)
hereunto affixed
)
)
)
)
in the presence of :)
)
Name ……………………………………
)
)
Occupation …………………………….
)
)
Address …………………………………
)
)
……………………………………………
)
Signed by ……………………………….
(Name of Contractor)
(I.C. No. …………………………………
for and on behalf of the Contractor
In the presence of :Name ……………………………………
Occupation …………………………….
Address …………………………………
……………………………………………
)
)
)
)
)
)
)
)
)
)
)
)
)
)
)
)
)
………………………………………………
GENERAL MANAGER/ AUTHORISED
OFFICER
………………………………………………
Witness
………………………………………………
Contractor’s Signature
………………………………………………
Contractor’s Official Stamp
………………………………………………
Witness
FA-2
FORM OF TENDER
FORM OF TENDER
To :
Swinburne University of Technology Sarawak (SUTS),
Jalan Simpang Tiga,
93350 Kuching,
Sarawak, Malaysia.
THE CONSTRUCTION AND COMPLETION OF THE PROPOSED EXPANSION PLAN OF
SWINBURNE UNIVERSITY OF TECHNOLOGY SARAWAK (SUTS) AT JALAN UPLANDS
Gentlemen,
Having examined the Drawings, Summary of Tender, Schedule of Rates, General
Conditions of Contract with the Addendum to General Conditions of Contract and
Specifications for the above-named Works, we offer to execute, complete and maintain the
whole of the said Works in conformity therewith and in accordance with the said Drawings,
Summary of Tender, Schedule of Rates, General Conditions of Contract and Specifications
for the sum of Ringgit Malaysia …………………………………………………………
…………………………… (RM …………………) (which includes the Provisional or Prime
Cost Sums referred to in the above documents) or such other sum as may be ascertained in
accordance with the said Conditions. We undertake to complete and deliver the whole of
the Works comprise in the Contract within twelve (12) months from the date of possession of
site or within such extended time as provided for by the General Conditions of Contract.
If our tender is accepted we will, when required, provide surety in the amount stated in the
Appendix to Form of Tender for the due performance of the Contract in accordance with
Clause 5 of the General Conditions of Contract.
We agree to abide by this Tender for the period of one hundred and twenty (120) days from
the date fixed for receiving the same and it shall remain binding upon us and, may be
accepted at any time before the expiration of that period. Unless and until a formal
Agreement is prepared and executed, this Tender, together with your written acceptance
thereof, shall constitute a binding Contract between us.
We understand that you are not bound to accept the lowest or any tender you may receive.
We are, Gentlemen,
Yours faithfully,
Signature and
Stamp of Contractor …………………………………………
Name
Address
Tel. No.
Designation
Date
: …………………………………………
: …………………………………………
…………………………………………
: …………………………………………
: …………………………………………
: …………………………………………
FT-1
APPENDIX TO FORM TENDER
APPENDIX
DETAILS TO APPLY TO APPENDIX TO
GENERAL CONDITIONS OF CONTRACT
Clause
5
5
An amount equal to …………(%)
of the Contract sum.
19 & 35(f)
Twenty Four (24) months
…………………………………….
Time for Completion
26
Twelve (24) months
…………………………………….
Liquidate and Ascertained
Damages
28
RM100,000.00 PLUS
A sum of …………………
RM500.00
Day or Part Thereof
…………..per
……….……………….
Bonus for Completion ahead of
Time for Completion
26(d) *
10,000.00 per Month or Part
RM…………….………………….
Thereof
…………………………………….
Period of Interim Certificates
35(a)
Monthly
…………………………………….
Minimum Amount of Interim
Certificates
35(a)
RM150,000.00
…………………………………….
Limit of Retention Fund
35(c)
Five Percent (5%) of Contract Sum
Amount of Surety
Defects Liability Period
…………………………………….
* See Addendum to General Conditions of Contract
APP-1
NOTICE TO TENDERERS
THE CONSTRUCTION AND COMPLETION OF THE PROPOSED EXPANSION PLAN OF
SWINBURNE UNIVERSITY OF TECHNOLOGY SARAWAK (SUTS) AT JALAN UPLANDS
NOTICE TO TENDERERS
(a)
Tenders are invited for the “The Construction and Completion of the Proposed
Expansion Plan of Swinburne University of Technology (SUTS) at Jalan
Uplands” addressed to “Swinburne University of Technology Sarawak (SUTS)” not
later than ……………….. on the ………………
(b)
The Tender Documents can be collected from the office of BLANC Consultant Firm
from the ……………………… The tenderer will be required to pay a non-refundable
tender document fee of RM400.00 payable to BLANC Consultant Firm.
(c)
A Contractor may not submit more than one tender in respect of the contract.
(d)
Mutilated or defaced tender forms may be rejected.
(e)
The work or service, for which this tender will be received, shall be carried out in
accordance with the Tender Specifications and Form of Tender together with the
Terms and Conditions and Specifications attaching thereto and such detailed
instructions as may be necessary during the performance of this work or service.
(f)
The Contractor shall state in his tender ONE SUM for the thorough completion of the
work as shown and described in the Tender Specifications and Form of Tender,
inclusive of all contingencies and liabilities to which he is or may become liable under
the said Terms and Conditions and Tender Specifications.
(g)
The Contractor shall provide certified photocopy of (a) Extract of Business Names
Ordinance in the case of sole proprietor/firm and (b) Form 24 and 49 in the case of
limited company, must be submit together with the Form of Tender giving details to
include names of shareholders.
(h)
The Contractor whose tender is accepted shall be required to enter into a formal
contract with Swinburne University of Technology Sarawak (SUTS) for the due
execution of the work.
(i)
The tender will remain open for acceptance for a period of one hundred and twenty
(120) days from the date the tenders close.
(j)
Before work commences on the Contract, the Contractor shall be required to provide
Performance Bond in the form of cash or an approved security deposit in the form of
cash or an approved Banker’s Guarantee equal to 5% of the tendered sum. This
deposit will be released upon satisfactory completion of the contract.
(k)
Unless and until a formal Agreement is prepared and executed, the tender
documents namely Form of Tender, General Conditions of Contract, Specifications
and this Notice, together with the letter of acceptance from Swinburne University of
Technology Sarawak (SUTS) issued within the validity period shall constitute a
binding Contract between Swinburne University of Technology Sarawak (SUTS) and
the Contractor.
(l)
Swinburne University of Technology Sarawak (SUTS) does not bind itself to accept
the lowest or any tender.
NT-1
NSTRUCTION TO TENDERERS
SWINBURNE UNIVERSITY OF TECHNOLOGY SARAWAK (SUTS)
THE CONSTRUCTION AND COMPLETION OF THE PROPOSED EXPANSION PLAN OF
SWINBURNE UNIVERSITY OF TECHNOLOGY SARAWAK (SUTS) AT JALAN UPLANDS
INSTRUCTION TO TENDERERS
1.
GENERAL
These Instructions to Tenderers, in so far as they may affect the execution of the
contract, shall be deemed to form part of the Contract.
The whole of the Works set forth in the Drawings, Summary of Tender, Schedule of
Rates and Specifications will be part of the Contract, subject to the General
Conditions of Contract.
The relevant clauses stated in this Instruction to Tenderers should be read closely
with the General Conditions of Contract.
2.
TENDER DOCUMENT
The Tender Documents shall consist of the following:(i)
(ii)
(iii)
(iv)
(v)
(vi)
3.
General Conditions of Contract with the Addendum
Instruction to Tenderers
Form of Tender and Appendix to Form of Tender
Summary of Tender and Schedule of Rates
Specifications
Drawings.
TENDERER TO OBTAIN ALL INFORMATION/SITE EXAMINATION
The Contractor shall be deemed to have read the tender documents and have visited
the site before tendering and acquainted himself to the nature, extent and
practicability of the works. He shall be deemed to have included in his tender for any
costs in respect of availability or lack of access, working space, the nature of the
ground conditions and any other limitations imposed by the site and its surroundings.
4.
INTERPRETATION OF TENDER DOCUMENTS
If any Tenderer is in doubt as to the true meaning of any part of the Tender
Documents, he should at once notify the Engineer not less than ten (10) days prior to
the submission of tenders and request clarification before submitting his Tender,
interpretations of the Tender Documents will be valid only if made by formal Addenda
by the Engineer as described in Clause 7 hereof.
5.
ADDENDA
Addenda may be issued prior to the date for submission of Tenders to clarify or
modify the Tender Documents in part or in total. Every Addendum issued will be
distributed to each Tenderer and shall become part of the Tender Documents.
Receipt of each Addendum must be acknowledged on the form issued with the
Addendum and must be submitted together with the Form of Tender. Failure to
acknowledge any Addendum may render the Tender being rejected.
IT-1
6.
ORAL INTERPRETATION
Oral interpretation of any of the Tender Documents requested and received by any
tenderer shall not be considered to modify any of the provisions of the Tender
Documents. Any clarification or modification to any of the Tender Documents shall
be made in writing in the form of Addenda.
7.
STANDARD OF WORKMANSHIP AND MATERIALS
All workmanship, materials and components throughout shall comply with either:-
8.
(a)
The relevant Malaysian or British Standard or Code of Practice current on the
date of closing Tenders, or
(b)
Other Standard or Codes of Practice proposed by the Tenderer providing that
these Standards or Codes of Practice are equivalent or superior to the
relevant British Standard or Code and that two ( 2) copies in English of each
standard and Code of Practice shall be provided by the Tenderer with the
Tender.
EXECUTION OF TENDERS
The Tender must be signed or sealed or otherwise executed in such manner that it
shall be binding on the Tenderers if accepted.
The Tender Documents shall be signed by the Contractor or duly authorized
representative of the Company.
Power of Attorney or certified copies thereof granting authority to sign shall be
enclosed.
9.
THE TENDER
The Tenderer is required to complete all of the Tender Documents including :(a)
The Form of Tender and Addendum to Form of Tender
(b)
The Summary of Tender and Schedule of Rates
(c)
All Appendices
(d)
‘Power of Attorney’, Affidavits together with Agreement of Association and
any other documents necessary to authenticate his Tenderer.
Where documents to be signed by the Tenderer extend for more than one page,
each page of the individual forms shall be initialed by the Tenderer.
10.
FILLING OF APPENDICES
Where required, the tenderer is required to complete fully all Appendices with
accurate details.
11.
CONFIDENTIALITY OF DOCUMENTS
The Tender Documents shall be treated as private and confidential.
IT-2
12.
COST OF TENDERING
Tenderers will not be reimbursed for any expense incurred in the preparation or
submission of Tender.
13.
COST OF TRANSMITTING DOCUMENTS
All charges whatsoever relating to the collection, delivery and return of the Tender
Documents and additional copies thereof shall be the liability of the Tenderers.
14.
IMPORTED CONSTRUCTIONAL PLANT AND MATERIALS
The Tenderer shall satisfy himself that important licenses for each and any
Constructional Plant and Materials he proposes to import into Malaysia for the
execution of the Works will be issued by the relevant authority. The Employer shall
not be held liable for any rejection or delay in issuing of such license.
The attention of the Tenderers is drawn to the fact that importation of materials,
supplies and equipment is subject to the approval by the Ministry of Trade and
Commerce. The Tenderers shall ascertain for themselves through enquires with the
Ministry of Trade and Commerce on the rules, regulations and custom duties for the
import of materials and equipment to be incorporated in the works and make
appropriate allowances in their tender prices.
15.
PERFORMANCE BOND
Before work commences on the Contract, the successful tenderer shall be required
to provide Performance Bond in the form of cash or an approved security deposit in
the form of cash or an approved Banker’s Guarantee equal to 5% of the tendered
sum. This deposit will be released upon satisfactory completion of the contract.
16.
OUTLINE CONSTRUCTION PROGRAMME
On commencement of the work, the successful tenderer shall submit :
17.
(a)
A programme showing the order in which the Tenderer proposed to carry out
and complete the Works within the Contract Period;
(b)
An outline of the method by which the Tenderer proposes to complete the
Works within the Contract Period; and
(c)
Equipment and plant proposed together with the numbers of workers (both
skilled and unskilled) to be employed during the various stages of the
Contract Period.
JURISDICTION ACCORDING TO MALAYSIAN LAW
It shall be understood that any tenderer who participates in any manner in the
Tender consents to submit jurisdiction in Malaysia on any question or matter arising
from the Tender Documents, award and implementation of the Contract, and binds
himself to accept the judgement or order of any such court of tribunal of competent
jurisdiction.
IT-3
18.
LANGUAGE OF THE BID
The Tender prepared by the Tenderer and all correspondence and documents
relating to the Tender exchanged by the Tenderer and Sarawak Construction (1963)
Sdn Bhd shall be written in English.
19.
CUSTOMS DUTY AND SALES TAX
The Contractor shall pay all customs and Excise Duties, Import Surtax, Port Dues,
Landing Charges and Sale tax upon materials and equipment, either imported into or
purchased within Malaysia for incorporation into the Works. The Contractor should
allow all rates quoted in these Tender Documents to include in for Customs and
Excise Duties, Import Surtax, Port Dues, Landing Charges and Sales Tax. The
Contractor shall not be reimbursed for all these items.
20.
C.I.D.B. CONTRIBUTION
The Employer shall make contribution of levy to the Construction Industry
Development Board (CIDB). Thus, the Contractor is not required to price the levy
contribution in his tender and also not required to effect payment to CIDB in respect
of levy contribution for his works.
IT-4
LETTER OF ACCEPTANCE OF TENDER
LETTER OF ACCEPTANCE OF TENDER
To :
……………………………………………………
……………………………………………………
……………………………………………………
……………………………………………………
(Contractor)
Contract No.:
TENDER FOR THE CONSTRUCTION AND COMPLETION OF THE PROPOSED
EXPANSION PLAN OF SWINBURNE UNIVERSITY OF TECHNOLOGY SARAWAK
(SUTS) AT JALAN UPLANDS
1.
You are hereby informed that your Tender for the above mentioned Works is
accepted, subject to the Conditions of Contract, Specifications, Schedule or Rates
and Summary of Tender, Addendum, Form of Tender and this letter, in the sum of
Ringgit Malaysia ………………………
2.
Your Tender, as defined above, together with this Letter of Acceptance thereof, shall
constitute a binding contract between yourselves and Swinburne University of
Technology Sarawak (SUTS). You will be required however, to execute in due
course, an Agreement in the form annexed to the tender documents.
3.
You will be notified by the Swinburne University of Technology Sarawak (SUTS)
when the Contract documents are ready for your signature.
4.
Attention is drawn to the General Conditions of Contract, whereby as precedent to
commencement of Work and not later than the day you execute the formal Contract
Agreement, you will be required to deposit with the Employer a performance Bond in
the form of a Bank Guarantee by an acceptable financial institution in the sum of
Ringgit Malaysia ………………… ………………
being five percent (5%) of the Tender Sum, for the due performance of this Contract.
5.
You will also be required, at the same time, to deposit with the Engineer, the
Workmen’s Compensation and Insurance Policies and to produce for inspection the
receipts for premiums paid.
6.
This Letter of Acceptance does not constitute an order for you to commence work.
The order to commence work will be issued to you separately. The order to
commence work will also contain the date of possession of site.
LA-1
7.
This letter is sent to you in duplicate. Please return the original duly signed and
witnessed where indicated, to this office and retain the copy.
……………………………………………
Swinburne University of Technology
Sarawak (SUTS)
_________________________________________________________________________
The undersigned hereby acknowledges receipt of the above letters, copy of which has been
retained, and confirm that no terms, conditions, or stipulations additional to those contained
in the Tender Documents have been imposed by the issue of this letter.
Signature & Stamp
………………………………………
(Contractor)
……………………………………………
(Witness)
Name : …………………………………
Name : …………………………………
I.C. No. : ……………………………….
I.C. No. : ……………………………….
Address : ………………………………
………………………………………….
………………………………………….
………………………………………….
………………………………………….
………………………………………….
Date : …………………………
Date : …………………………
LA-2
BANK GUARANTEE FOR
PERFORMANCE BOND (WORKS)
BANK GUARANTEE FOR PERFORMANCE BOND (WORKS)
THIS AGREEMENT is made the ………………… day of ……………………… 20 ……………
BETWEEN ……………………………………………………………………………………………
(insert name of Bank) of …………………………………………………………………………….
(insert principal address of business of Bank) (hereinafter called “The Guarantor”) of the
one part and Swinburne University of Technology Sarawak (SUTS) (hereinafter called the
“Employer”) of the other part.
WHEREAS
In consideration of the Employer allowing ……………..
…………………………………………………………… (hereinafter referred to as “the
Contractor”) to Construct and Complete the Proposed Construction And Completion
Of The Construction and Completion of the Proposed Expansion Plan of Swinburne
University of Technology Sarawak (SUTS) at Jalan Uplands for a contract sum of
Ringgit Malaysia
…………………………………………………………………………..
…………………………………………………………………… (RM……………………… )
We, the undersigned at the request of the Contractor irrevocably undertake a
guarantee to the Employer that:The Guarantor has agreed to guarantee the due performance of the said Contract in
the manner hereinafter appearing.
NOW the Guarantor hereby agrees with the Employer as follows:1.
On the Employer’s first written demand, the Guarantor shall forthwith pay to the
Employer the amount specified in such demands not withstanding any contestation
or protest by the Contractor or Guarantor or by any other third party and without
proof or conditions. Provided always that the total of all demands so made shall not
exceed the sum of
Ringgit Malaysia ………………………………………………………………………………
…………………………………………………………………………………………………
(state the amount of bond in words) (RM …………………………) and the total
amount recoverable against the Guarantor under this Agreement shall not exceed
the said sum.
2.
The Employer reserves the right to make any partial demands if it shall so desire and
the total of all such partial demands so made shall not exceed the sum of Ringgit
Malaysia
…………………………………………………………………………………………………
……………………………………………………………………(state the amount of bond
in words) (RM ………………………………) and the liability of the Guarantor to pay
SC the aforesaid shall correspondingly be reduced proportionate to any payment of
partial demands having been made by the Guarantor.
3.
The Guarantor shall not be discharged or released from this Guarantee by any
arrangement between the Contractor and the Employer with or without the consent
BG-1
of the Guarantor or by any alteration in the obligations undertaken by the Contractor
or by any forebearance whether as to payment, time, performance or otherwise.
4.
The guarantee given by the Guarantor is a continuing guarantee. This Agreement
shall be irrevocable and shall initially remain in force and effect until
………………………… (hereinafter referred to as the “Initial Expiry Date”) being the
end of a period of twelve (12) calendar months after the expiry date of the defects
liability period as stated in the contract or in the case of the Contract being
determined, one (1) calendar year after the date of determination. The Guarantor
shall upon the request of the SC extend the Initial Expiry Date of this guarantee for a
further period of one (1) calendar year from the Initial Expiry Date (hereinafter
referred to as the “Extended Expiry Date”) and the Guarantee shall be so extended.
The maximum aggregate amount that the Employer shall be entitled to under this
Agreement shall not exceed the said Sum of Ringgit Malaysia …………………………
………………………………………………………………………………………………….
(state the amount of bond in words) (RM ……………………………).
5.
All whatsoever obligations and liabilities of the Guarantor under this Agreement shall
cease upon the determination of this Agreement on the Initial Expiry Date or the
Extended Expiry Date as the case may be save to the extend that the Employer shall
previously have called upon the Guarantor in writing to pay specified monies payable
under the contract then remaining outstanding.
6.
All claims, if any, in respect of this guarantee must be received by the Bank during
the validity period of this Guarantee or within four (4) weeks from the expiry date of
this Guarantee whichever is the later.
BG-2
IN WITNESS WHEREOF the parties hereto set their hands the day and year first above
written.
Signed for and on behalf of the said
Guarantor
)
)
………………………………………………
Name ……………………………………..
Designation ……………………………….
Bank’s Seal ……………………………….
in the presence of
………………………………………………
(Witness)
Name ……………………………………….
Designation …………………………………
Signed for and on behalf of the said
Swinburne University of Technology
Sarawak (SUTS)
)
)
………………………………………………
Swinburne University of Technology
Sarawak (SUTS)
………………………………………………
Company Chop
in the presence of
………………………………………………
(Witness)
Name ……………………………………….
Designation …………………………………
BG-3
PREAMBLE TO SUMMARY OF TENDER
THE CONSTRUCTION AND COMPLETION OF THE PROPOSED EXPANSION PLAN OF
SWINBURNE UNIVERSITY OF TECHNOLOGY SARAWAK (SUTS) AT JALAN UPLANDS
SUMMARY OF TENDER
PREAMBLE
1.0
LUMP SUM CONTRACT
This is a Lump Sum Contract in which the Summary of Tender is to be read in
conjunction with the Conditions of Contract, the Specifications and the Drawings.
The Schedule of Rates shall be used only for the ascertainment of prices for
Variation Orders. The Tenderers is responsible for obtaining his own quantities from
the Drawings and insert in the Summary of Tender and takes responsibility for their
accuracy.
2.0
CONTRACTOR’S ACQUAINTANCE
The Contractor shall be deemed to have acquainted himself with the detailed
description of the works to be carried out the manner in which they are to be
executed and the requirements and standards of the completed works. General
directions and description of works and materials given in the Specifications are not
necessarily repeated in the Summary of Tender. Reference must be made to the
Specifications and Drawings for the information.
3.0
ITEMS GIVEN
The items set forth in the Summary of Tender shall, except insofar as may be
otherwise expressly provided in the Contract, be deemed to cover all the
Contractor’s liabilities and obligations set forth or implied in the Contract and all
matters and things necessary for the proper construction, completion and
maintenance of the works.
4.0
OVERHEADS AND PROFITS, ETC.
Overheads, profits, etc. shall be deemed to be included in the rates, prices, sums
etc. in the Summary of Tender and Schedule of Rates.
5.0
SAMPLE TESTS
The Contractor shall be deemed to have allowed in the sums in the Summary of
Tender for complying with and for carrying out all necessary trials, tests and taking
all necessary samples for testing by the Engineer as described in the Specifications
and/or indicated on/or inferred from the Tender Documents unless otherwise
specified.
PRE-1
6.0
TEMPORARY WORKS
The Contractor shall be deemed to have allowed in the Summary of Tender for the
provision, maintenance and final removal of all temporary works of whatsoever
nature required for the proper execution of the works. No further specific items of
particular temporary works will be measured separately.
7.0
PROVISION, TRANSPORT REMOVAL OF PLANT
Payment for the provision, transport and removal of any item of plant engaged upon
the Works shall be included in the Summary of Tender.
8.0
UNSUITABLE PLANT
If during the execution of the Works any item of plant should in the opinion of the
Engineer prove to be unsuitable or out of repair so as to fail to perform the service
required in the execution of the Works, the Contractor shall replace such plant with
other suitable plant at his own cost and until the replacement has been satisfactorily
made, the Employer may withhold from subsequent payments as sum representing
such portion of the monies as the Engineer shall certify to be reasonable.
9.0
DELAYS DUE TO WEATHER
When selecting his equipment, the Contractor shall make due allowances for the
nature of the Site and for the weather condition which can occur there. No payments
will be made on account of any claims for delays due to bad weather conditions.
10.0
PRICE OF ITEMS
Every item shall be rated or priced but no new items shall be added. If any item is
not prices, it shall be deemed to be covered by the other priced items in the
Summary of Tender.
11.0
PAYMENT
Payment against such Lump Sum items shall be paid in proportion to the extent of
which at the end of the period in question, in the opinion of the Engineer, the relevant
services have been provided or as stipulated in the Specifications.
12.0
CONTINGENCY AND PROVISIONAL SUMS
The amount under Provisional and Contingency Sums shall be expended in the
whole or in part or not at all as the Engineer may direct. Where work to which a
Provisional Sum relates has been ordered by the Engineer and has been executed
by the Contractor the work as executed will be valued in accordance with Clause 33
of the Conditions of Contract.
PRE-2
Items of Work under Provisional items, when instructed, shall be paid at the rates
inserted for the appropriate items in the Summary of Tender (whether the quantities
instructed are lower or higher than quantities stated). If no work of any item is
instructed to be executed, then the total amount inserted in that item of the Summary
of Tender shall not be payable.
Rates shall allow for time cost associated with the work and no extension of time or
delay costs will be considered or granted unless the Contractor demonstrates that
the extension of such work in excess of the provisional quantities shown was on the
critical path and caused a delay to the completion of the project.
All provisional quantities will be subject to joint measurement prior to payments.
All costs of and related to the joint measurements and valuations of the Works shall
be deemed to be included in the respective items in the Summary of Tender.
13.0
SITE VISIT
Tenderers will be deemed to have inspected the Site of the Works before submitting
their Tenders.
Tenderers must make, or cause to be made on their behalf, local enquiries
concerning the availability and cost of any plant required, accommodation, labour,
temporary supplies of power, water supply, access and all other local conditions and
matters affecting the Tender.
Tenderers shall obtain for themselves on their own responsibility all other information
which may be necessary for making a tender and entering into contract and must
examine the Tender Documents in order to ascertain the matters as to which they
will be deemed to have satisfied themselves and the risks and obligations which they
are to undertake.
Tenderers may, at their own expense, make additional site investigations if they so
desire.
14.0
SUB-LETTING
Details and particulars of sub-letting and sub-contractors proposed for the Works
shall be inserted in the Appendices to the Summary of Tender. In the event that a
tenderer is accepted, he shall not sub-contract any works to any other contractors
without the approval of the Employer.
15.0
VARIATION ORDER
Any variation as ordered based on the Schedule of Rates will in no way void or abate
the conditions or provisions of the Contract or relieve the Contractor from the
responsibility of constructing the work to the required standard and carrying out the
maintenance specified. Any additional labour, transport or material required to make
good faulty work or used in repair or maintenance will be at the expense of the
Contractor and will not be taken into the account when determining the sum to be
paid for each item or section of the works.
PRE-3
16.0
PRICES IN MALAYSIAN RINGGIT
All items in the Summary of Tender and Schedule of Rates shall be priced in
Malaysian Ringgit.
PRE-4
SUMMARY OF TENDER
THE CONSTRUCTION AND COMPLETION OF THE PROPOSED
EXPANSION PLAN OF SWINBURNE UNIVERSITY OF TECHNOLOGY
SARAWAK AT JALAN UPLANDS
SUMMARY OF TENDER
DESCRIPTION
RM
CT
1. PRELIMINARIES AND GENERAL
Mobilization, Insurance, Site preparation, Site office,
Performance bond and Deposit.
2. PILING WORKS (PROVISIONAL QUANTITY)
350 MM DIAMETER PRE-CAST PRESTRESSED CONCRETE
SPUN PILE
A. Supply, handle and transport 350mm Diameter pile.
B. Pitch and drive 350mm Diameter pile to required set.
C. Cutting off head of 350mm Diameter pile at required level.
D. Provide all materials, labour, plan, tools and all the necessary
instruments for carrying out static load test.
100 MM DIAMETER BAKAU PILE
A. Supple, handle, and transport 100mm Diameter pile.
B. Pitch and drive 100mm Diameter pile to required set.
C. Cutting off head of 100mm Diameter pile at required level.
STEEL SHEET PILE
PILING EQUIPMENT
3. BUILDING WORKS
2 BLOCKS OF 5-STOREY HOSTELS
CAFETERIA
MULTI-STOREY PARKING LOTS
M&E WORKS
ST-1
4. EXTERNAL WORKS
A. Fencing and gate as shown and/or specified.
B. Surface water drainage comprising drains, culverts,
perimeter drains and all associated works as shown
and/ or specified.
C. Man-made lake
D. Landscaping Works
6. CONTINGENCY SUM
250,000
.00
5. ANY OTHER ITEMS OF WORK
Any other items of work not specifically mentioned but
are deemed necessary for the satisfactory completion of
the building works.
i.
ii.
iii.
TOTAL SUM CARRIED TO FORM OF TENDER
ST-2
SCHEDULE OF RATES
Item
Description
Unit
Amount
RM
Sen
Abbreviation
M
- Meter
M2
KG
- Square meter
- Kilogram
M3
NO
- Cubic meter
- Number
C/W
HDPE
- Complete with
- High Density
Polyethylene
A
A1
EXCAVATOR
Excavate for foundation, trenches, ground beams,
manholes, etc. not exceeding 1.50m deep and get out,
part backfill around foundations and remainder
remove, deposit and consolidate in 150mm layers in
making up levels
M3
A2
Ditto exceeding 1.50m and not exceeding 3.00m
deep ditto
M3
A3
Ditto exceeding 3.00m and not exceeding 4.50m
deep ditto
M3
A4
Ditto not exceeding 1.50m deep and get out, part
backfill around foundations and remainder remove
from site to Contractor’s own dump
M3
A5
Ditto exceeding 1.50m and not exceeding 3.00m
deep ditto
M3
A6
Ditto exceeding 3.00m and not exceeding 4.50m
deep ditto
M3
A7
Extra over excavation for excavating in hard rock
and remove off the site
M3
A8
Approved imported sand-filling to be obtained from
the Contractor’s own sources, and deposit, spread
and consolidate in making up levels
M3
SR-1
A9
Approved imported earth-filling to be obtained from
the Contractor’s own sources, and deposit, spread
and consolidate in 150mm layers in making up levels
M3
A10
300mm ditto
M3
A11
Approved imported top soil-filling to be obtained
from the Contractor’s own sources, and deposit,
spread and consolidate in 150mm layers in making
up levels
M3
A12
100mm thick bed of approved hardcore as described,
well compacted, watered and consolidated, blinded
on top with sand to receive concrete
M2
A13
150mm thick bed of approved hardcore as described,
well compacted, watered and consolidated, blinded
on top with sand to receive concrete
M2
A14
150mm thick approved 38mm down crushed run as
described, well compacted, consolidated, to receive
blockstone riprap
M2
A15
300mm thick blockstone riprap with cement sand
mortar as described
M2
Anti-termite
A16
‘LENTREK (*) 400EC INSECTICIDE’ or other
equal and approved anti-termite chemical treatment
to sub-structure of building all in accordance with the
Manufacturer’s Instruction
B
CONCRETOR
B1
50mm thick lean concrete Grade 15 as specified
blinding
M2
M2
SR-2
B2
75mm thick lean concrete Grade 15 as specified
blinding
M2
B3
Mass concrete Grade 20 as specified
M3
B4
Mass concrete Grade 30 as specified
M3
B5
Vibrated reinforced concrete Grade 20 in pad
footings, pile cap, stump, beams, column stump,
columns, slab, drain, culverts, manhole, sumps etc. as
specified filled into formwork and well packed
around reinforcement (formwork and reinforcement
measured separately)
M3
B6
Vibrated reinforced concrete Grade 25 ditto
M3
B7
Vibrated reinforced concrete Grade 30 ditto
M3
B8
Vibrated reinforced concrete Grade 35 ditto
M3
B9
Formwork ‘Type F1’ as specified to pad footings,
pile cap, stump, beams, column stump, column, slab,
drain, culverts, manholes and sumps, etc.
M2
B10
Formwork ‘Type F2’ as specified to beams, column
stump, column, slab, drain, culverts, manholes and
sump, etc.
M2
B11
1 layer of ‘Polythene Grade 500’ or other equal and
approved damp proof membrane as specified laid
under ground slab
M2
B12
‘Acrylic Polymer FOSROC Brushbond’ or other
equal and approved cement waterproofing system
laid to ground floor slab including all necessary
upturn
M2
Mild steel bar reinforcement as specified inclusive of
bending and placing into position:B13
6mm to 8mm diameter
KG
B14
10mm to 12mm diameter
KG
SR-3
B15
16mm to 25mm diameter
KG
High yield steel bar reinforcement as specified
inclusive of bending and placing into position:B16
10mm to 12mm diameter
KG
B17
16mm to 25mm diameter
KG
Fabric Mesh Reinforcement
B18
BMC No. A6 mesh reinforcement well lapped at
joints and embedded in concrete (measured nett and
no allowance made for laps)
M2
B19
Ditto A7 all as before described
M2
B20
Ditto A8 all as before described
M2
B21
Ditto A9 all as before described
M2
B22
Ditto A10 all as before described
M2
Sundries
B23
B24
B25
B26
C
Floor hardener with ‘SIKA Chapdur Premix’ nonmetallic at 6kg/m2 or equivalent
Expansion joint with ‘FOSROC Thioflex 600’ or
equivalent with approved resin bonded cork filler,
rubber water stop with central bulb, PVC capping
strip, etc. all as per detail drawing
100mm diameter UPVC discharge pipe including all
necessary excavation and backfilling
50mm diameter PVC discharge pipe including filter
cloth, 20mm diameter aggregates, etc. all as per
detail drawing and all necessary excavation and
backfilling
M2
M
M
NO
BRICKLAYER
SR-4
C1
75mm Thick brickwall in cement mortar and
reinforced with
M2
C2
115mm Thick ditto
M2
C3
230mm Thick ditto
M2
C4
Approved bituminous felt damp proof course as
described on brick walls, 75mm wide
M
C5
Ditto, 115mm wide
M
C6
Ditto, 230mm wide
M
C7
6mm Diameter mild steel bonding lie, 455mm
girth hooked at both ends with one end cast into
concrete structure and the other end built into
brickwork including perforation through
formwork
D
PAVIOUR
D1
20mm Thick cement and sand (1:3) paving as
specified, trowelled smooth
M2
D2
Ditto to tread of step, 275mm wide
M
D3
Ditto to undercut riser of step, 180mm high
M
D4
Extra over for forming approved herringbone
groove line
M2
D5
300mm x 300mm "GUOCERA DV962" or other
equal and approved homogeneous tile of
approved colour and pattern laid and jointed in
approved cement mortar (1:3) on and including
20mm thick cement and sand (1:3) screed and
pointed with approved coloured cement to
match
M2
D6
300mm x 300mm "GUOCERA DRE02" or other
equal and approved non-slip homogeneous tiles
all as before described
M2
D7
200mm x 200mm "GUOCERA DRE02" or other
equal and approved non-slip homogeneous tiles
all as before described
M2
D8
Extra over for "GUOCERA" or other approved
non-slip nosing tile
M
NO
SR-5
D9
Supply and lay "Baiduri Width 12" of other equal
and approved anti-static carpet of approved
colour and pattern laid on and including
approved underlay and adhesive all to
Manufacturer Detail
M2
Waterproofing
D10
"Acrylic Polymer FOSROC Brushbond" or other
equal and approved cementitious waterproofing
system as described laid to suspended floor
slab
M2
D11
Ditto to upturn, 150mm high
M
E
ROOFER
E1
"Lysaght Spandek 0.47mm TCT in Clean
Colorbond Steel (G550-AZ150) or other equal
and approved metal roofing sheet of approved
colour fixed on approved C-purlin channel
(measured seperately) including all necessary
fixing accessories all in strict accordance with
Manufacturer's Instructions (Measured nett and
no allowance made for laps)
M2
E2
Extra over for Standar barge capping
M
E3
Extra over for Standard metal fascia capping
M
E4
Extra over for L-shape end piece
NO
E5
Extra over for Standard 3-Way Apex
NO
E6
Extra over for Standard 4-Way Apex
NO
E7
"Lysaght Spandek 0.47mm TCT in Clean
Colorbond Steel (G550-AZ150) or other equal
and approved metal roofing sheet of approved
colour fixed on and including approved
hardwood batten and all necessary fixing
accessories all in strict accordance with
Manufacturer's Instructions (Measured nett and
no allowance made for laps)
M2
E8
Extra over for Standard ridge capping
M
E9
Extra over for Standard hip capping
M
E10
Extra over for Standard hip starter
NO
E11
Extra over for Standard ridge starter
NO
E12
Extra over for Standard 3-Way Apex
NO
SR-6
E13
Extra over for Standard 4-Way Apex
E14
Approved galvanized iron partywall flashing
once bend to shape to a total girth of 300mm
with one end built into brick/ concrete work and
the other end dressed over roof tiles including
fixing accessories and painting
NO
M
Insulation
E15
One layer of "UB-Foil 102" or other equal and
approved double sided aluminium reflected foil
laid to fall on and including approved wire mesh
(measured nett and no allowance made for laps)
M2
E16
One layer of 50mm Thick "Roxul Stone Wool" or
other equal and approved insulation quilt with
nominal density of 40 kg/m3 laid to fall
(measured nett and no allowance made for laps)
M2
Rainwater Goods
E17
100mm Diameter UPVC rainwater down pipe
encased into concrete column
M
E18
100mm Diameter UPVC rainwater down pipe
laid underground including all necessary
excavation, backfilling and forming opening
through concrete beam and connection to drain
M
E19
Extra over 100mm Diameter UPVC rainwater
down pipe for bend
E20
100mm Thick approved clean colorbond gutter
bend to shape to a total girth of 1000mm
complete with approved bracket including all
necessary fixing accessories al as per detail
drawing
E21
Extra over gutter for stop ends
NO
E22
Labour and material for forming 100mm
diameter outlet through gutter including
approved grating cover and approved sealant
NO
NO
M
F
CARPENTER AND JOINER
F1
Sawn Grade 'B' timber in nogging, stud, joist,
rafter, strut, packing piece, etc.
M3
F2
Wrot Grade 'A' timber in beam, joist, flooring,
fascia, board, door framing, etc.
M3
SR-7
Ceiling framing and finishing
F3
F4
F5
F6
F7
F8
3.2mm Thick “UAC” or other equal and approved
cemboard ceiling lay on and including approved
galvanized mild steel channel, approved hardwood
beading and cornices and all necessary of the room
Ditto exceeding 3.50m and not exceeding 5.00m high
3.2mm Thick “UAC” or other equal and approved
cemboard eave soffit lay on and including approved
hardwood noggin, approved hardwood beading and
cornices and all necessary fixing accessories
Ditto exceeding 3.50m and not exceeding 5.00m high
10mm Thick approved gypsum board ceiling with
tape joint in fibre tape lay on and including approved
galvanized mild steel channel and all necessary
fixing accessories
Ditto exceeding 3.50m and not exceeding 5.00m high
M2
M2
M2
M2
M2
M2
F9
Extra over for forming 750mm × 750mm access
panel through UAC cemboard ceiling with and
including all necessary framing
NO
F10
Suspended “CASOLINE GRID” or approved
equivalent
‘T’
bar
ceiling
system with
“CASOPRANO” ceiling tiles or equivalent, all to
manufacturer’s details including all necessary fixing
accessories
M2
DOOR FRAMING AND FINISHING OF
APPROVED
TIMBER
AS
DESCRIBED
INCLUDING DOOR FRAMES, PAINTING ANF
HUNG
DOOR
ON
BUTT
HINGES
(IRONMONGERY MEASURED SEPERATELY)
ALL AS PER DETAIL DRAWING
For Office cum Workshop
F11
Type D1
NO
F12
Type D2
NO
F13
Type D3
NO
SR-8
F14
Type D4
NO
F15
Type D5
NO
F16
Type D6
NO
For Guard House
F17
Type D1
NO
F18
Type D2
NO
SUPPLY AND FIX APPROVED FIRE RATED
DOOR AND FRAME ALL TO MANUFACTURE’S
DETAILS IN COMPLIANCE WITH JABATAN
BOMBA
(m)
REQUIREMENTS
AND
ENGINEER’S APPROVAL INCLUDING ALL
NECESSARY INTUMECENT STRIP AND
APPROVED PAINTING SYSTEM
F19
‘MULTEC (AQO)’ or approved equivalent one hour
fire rated door (Type FD1)
NO
F20
‘MULTEC (AQO)’ or approved equivalent one hour
fire rated door (Type FD2)
NO
G
IRONMONGERY
G1
Install only for the following or other equal and
approved ironmongery including providing requisite
matching screws and fixed to hardwood or set in
concrete floor
NO
G2
TREX 100mm × 75mm ×
Hinges (H1)
2mm stainless steel
NO
G3
TREX 100mm × 75mm ×
Hinges (H2)
2mm stainless steel
NO
G4
SURE-LOC 780US32D-510-60-TT-AQO Lockset
(L1)
NO
G5
SURE-LOC F16-513US32D-40-AQO Lockset (L2)
NO
G6
SURE-LOC CA3807US32D-60-AQO Lockset (L3)
NO
G7
SURE-LOC CA3802US32D-60-AQO Lockset (L4)
NO
G8
RAM 802-SB DOOR Closer (C1)
NO
SR-9
G9
RAM 802-SB DOOR Closer (C2)
NO
G10
SURE-LOC ML Stainless Steel Rebated Set (R1)
NO
G11
TREX Stainless Steel Flush Bolt 150 & 300mm (A1)
NO
G12
TREX 1729A Stainless Steel Coat Hook (A2)
NO
G13
TREX 1729B Stainless Steel Door Stopper (A3)
NO
G14
TREX 532CP Door Stopper (A4)
NO
G15
TREX T-350 Stainless Steel Door Selector (A6)
NO
G16
TRAX AFB-AQO Automatic Stainless Steel Flush
Bolt (A7)
NO
G17
TS-MG-250 Stainless Steel Flush Bolt (A7)
NO
G18
Master Keying Allowance
NO
H
STEEL AND IRON WORKERS
H1
Hot dip galvanized mild steel stanchion, beams, roof
trusses, channel, joists, posts, angle, hollow section,
plates, cleats, purlins, etc. in structural steelwork all
welded and bolted together including all shop and
site work, fabrication, transportation, erection,
surface preparation, welding, filling smooth junction
and complete with approved primer before fixing and
fixed in position
H2
Mild steel stanchion, beams, roof trusses, channel,
joists, posts, angle, hollow section, plates, cleats,
purlins, etc. in structural steelwork all welded and
bolted together including all shop and site work,
fabrication,
transportation,
erection,
surface
preparation, welding, filing smooth junction and
complete with Blast-Cleaned to SA 2 ½ Swedish
Standard SIS 05-5906 with one layer Exoxy primer
and two finishing coats of aplihatic urethane or
approved equivalent before and after fixing and fixed
in position
KG
KG
Mild steel bolt Grade 8.8 complete with head, nut
and washers including drilling through hardwood or
metal
H3
M12 bolt, 200mm long
NO
H4
M16 bolt, 250mm long
NO
SR-10
H5
M16 bolt, 275mm long
NO
H6
M20 bolt, 250mm long
NO
H7
M24 bolt, 250mm long
NO
Mild steel bolt Grade 8.8 complete with head, nut
and washers including drilling through hardwood or
metal, with one end cast into concrete complete with
grouting on cement and sand (1:3)
H8
M12 bolt, 250mm long
NO
H9
M16 bolt, 300mm long
NO
H10
M16 Bolt, 400mm long
NO
H11
M20bolt, 300mm long
NO
H12
M24 Bolt, 300mm long
NO
SUPPLY AND INSTALL NATURAL
ANODDISED ALUMINIUM WORK IN
EXTRUDED SECTIONS AS DESCRIBED
COMPLETE WITH APPROVED 6MM THICK
GREEN TINTED GLASS,SILICONE
SEALANT,MASTIC POINTING AND CLEANING
DOWN ON COMPLETION AS PER DETAIL
DRAWINGS
H13
For office cum workshop
Type W1
NO
H14
Type W2
NO
H15
Type W3
NO
H16
Type W4
NO
H17
Type W5
NO
H18
Type W6
NO
H19
Type W7
NO
H20
Type W8
NO
SR-11
H21
For Guard house
Type W1
NO
H22
Type W2
NO
H23
Type W3
NO
PLASTERER AND WALL TILER
13mm Thick external plastering as specified
19mm Ditto
13mm Thick internal plastering as specified
19mm Ditto
4mm Thick approved plaster skim coat as specified
M2
M2
M2
M2
M2
I
I1
I2
I3
I4
I5
I6
200mmX250mm GUOCERA F186A or other equal
and approved glazed ceramic wall tile of approved
colour and pattern bedded and jointed in approved
cement mortar(1.3) on and including 20mm.Thick
cement and sand (1.3) screed and pointed with
approved coloured cement to match
I7
Extra over plastering for forming 25mmX10mm
approved groove line as per detail drawing
J
PLUMBER
M
M2
Supply and fix medium duty coated cast iron soil,
waste or ventilation pipe complying with BS416
including spigot and socket joints
J1
J2
J3
J4
50mm Diameter
75mm Diameter
100mm Diameter
150 Diameter
M2
M2
M2
M2
Extra over for fittings with inspection opening
J5
J6
J7
J8
J9
J10
J11
50mm Diameter bend/elbow
75mm Diameter ditto
150mm Diameter ditto
50mm X 50mm X 50mm Diameter tee
75mm X 75mm Diameter tee
100mm X 100mm X 100mm Diameter tee
150mm X 150mm X 150mm Diameter tee
NO
NO
NO
NO
NO
NO
NO
SR-12
Supply and fix unplasticised polyvinyl chloride soil,
waste or ventilating pipe complying with BS4514
and 5255 with solvent cement joint including all
short length, couplings, tees, bends, elbows etc
J12
J13
J14
J15
J16
J17
20mm Diameter
40mm Diameter
50mm Diameter
80mm Diameter
100mm Diameter
150mm Diameter
Cold Water Services
M
M
M
M
M
M
Supply and install for the following or other equal
and approved sanitary fittings in complete set
including sorting. Assembling, bedding, plugging,
screwing, priming, fixing accessories and making
good disturbed area and connecting to services all in
strict accordance to the Manufacture’s Details and
Instructions
J18
“SAMA” BA804 Vanity Wash Basin c/w 1 1/4 “ plug &
chian waste
NO
J19
“SAMA” BA803 wall hung basin c/w 1 ¼ “plug chain
& chain waste
“BRAVO” HM872A Basin Tap
NO
J20
NO
J21
“SAMA” NC201S Low Level Wash Down WC c/w High
Level Plastic Tank
SET
J22
“SAMA” SQ31S Squatting Pan c/w High Level Plastic
Tank
“SAMA” AC10 Toilet Paper Holder
“BRAVO” HM871C Wall Trap
“BRAVO” 6” Stainless Steel Flour Grating
SET
“SAMA” BA803 wall hung basin & 1 ¼ “plug chain &
chain waste
“CAM” 38” X 42” Aluminium Sink c/w 1 ½ Waste
SET
J23
J24
J25
J26
J27
NO
NO
NO
NO
SR-13
J28
“BRAVO” S3034DA Sink Tap
NO
Approved grating to suit floor trap set flush with
floor finish
J29
Approved 150mm X 150mm square stainless steel
floor strainer / trap including grating cover with one
inlet and one outlet
NO
K1
GLAZIER
6mm Thick green tinted glass and glazing to wood or
metal as specified not exceeding 0.50m super
M2
K2
Ditto exceeding 0.50m and not exceeding 1.00m
super
M2
K3
Ditto exceeding 1.00m and not exceeding 1.50m
super
M2
K4
Ditto exceeding 1.50m and not exceeding 2.00m
M2
K5
6mm Thick tinted frosted glass and glazing to wood
or metal as specified not exceeding 0.50m super.
M2
K6
Ditto exceeding 0.50m and not exceeding 1.00m
super
M2
K7
Ditto exceeding 1.00m and not exceeding 1.50m
super
M2
K8
Ditto exceeding 1.50m and not exceeding 2.00m
M2
K9
6mm Thick tinted sheet glass and glazing to wood or
metal as specified not exceeding 0,50m super
M2
K10
Ditto exceeding 0.50m and not exceeding 1.00m
super
M2
K11
Ditto exceeding 1.00m and not exceeding 1.50m
super
M2
K12
L
Ditto exceeding 1.50m and not exceeding 2.00m
M2
PAINTER
SR-14
Prepare and apply “ICI” or other equal and approved
paint system of one coat of “ICI Dulux A931 – 18177”
alkali resisting wall primer and two finishing coats of
“ICI Dulux A910 – Line” exterior finish fungal
resisting paint of approved colour externally on
surfaces of
L1
L2
Plastered sides of wall with associated column and
beam
Plastered sides of isolated column
M2
M2
Prepare and apply “ICI” or other equal and approved
paint system of one coat of “ICI Dulux A931 – 18380”
wall sealer and two finishing coats of “ICI Maxilite
Plus A919 – Line” emulsion paint of approved colour
internally on surfaces of
L3
Plastered sides of wall with associated column and
beam
M2
L5
Plastered side of the isolated column
Plastered ceiling
M2
L6
Plastered ceiling exceeding 3.50m and not exceeding
5.00m high (measured flat overall)
M2
L4
L7
L8
L9
UAC cemboard ceiling (measured flat overall)
Ditto exceeding 3.50m and not exceeding 5.00m
high (measured flat overall)
UAC cemboard eave soffit (measured flat overall)
M2
M2
M2
M2
L10
Ditto exceeding 3.50m and not exceeding 5.00m
high (measured flat overall)
M2
L11
Gypsum board ceiling
M2
L12
Ditto exceeding 3.50m and not exceeding 5.00m
high
M2
Prepare, knot, prime, stop and apply “ICI” or other
equal and approved paint system of one coat “ICI
A519 – 3697” aluminum wood primer, one coat of
“ICI Dulux Speed undercoat A543 – 101” undercoat
and two finishing coats of “ICI Dulux Gloss Finish
A365 – Line” gloss paint of approved colour
externally on timber surfaces
L13
L14
Hollow core door (measured flat overall)
Solid core door (measured flat overall)
M2
M2
SR-15
L15
General surfaces of door frame not exceeding
100mm girth
M
L16
Ditto exceeding 100mm and not exceeding 200mm
girth
M
L17
Ditto exceeding 200mm and not exceeding 300mm
girth
M
Prepare, knot, prime, stop and apply “ICI” or other
equal and approved paint system of one coat “ICI
A519 – 3697” aluminum wood primer, one coat of
“ICI Dulux speed undercoat A543 – 101” undercoat
and two finishing coats of “ICI Dulux Gloss Finish
A365 – Line” gloss paint of approved colour
internally on timber surfaces.
L19
Hollow core door (measured flat overall)
Solid core door (measured flat overall)
M2
L20
General surfaces of door frame not exceeding
100mm girth
M
L21
Ditto exceeding 100mm and not exceeding 200mm
girth
M
L22
Ditto exceeding 200mm and not exceeding 300mm
girth
M
L18
M
M1
M2
M2
SITE CLEARANCE
Clear area within the whole lots boundary of tall
shrubs and superfluous vegetation, remove all fallen
tree trunks, tree stumps etc. Cut down existing trees
irrespective of growth and girth and grub up roots
and remove debris from site.
Excavate and remove the topsoil average 500mm
thick to Contractor’s own dumping ground as
directed
M2
M3
N1
EARTHWORKS
Selected imported sand filling to required level in
approved layers well compacted
M3
N2
Extra over for forming embankment and trimming to
slope as specified
M2
N
N3
300mm thick selected imported earthfill (with
minimum 15% clay content) to form earth bund
including embankments and trimming to form slope
as directed
M2
SR-16
N4
Selected imported earth filling well compacted to
from earth bund including forming embankment and
trimming to form slope
M3
O
O1
O2
O3
O4
O5
O6
O7
P
P1
M2
200mm thick sub‐base course as described of 50mm
diameter down crusher run stone laid to required
falls, slopes and chambers and rolled with an
approved road roller.
M2
250mm thick road base as described of 38mm
diameter down crusher run stone laid to required
falls, slopes, chambers and rolled with an approved
road roller.
M2
50mm thick premix wearing course as described,
spread and leveling to the required falls, slopes or
chambers and rolled with an approved road roller.
M2
300mm thick selected imported earthfill well
compacted as specified to form road shoulder as
directed.
O8
M3
Labour for trimming, leveling, grading and rolling
sub‐grade to required gradient, chambers, curves
and crossfalls to an even surface with an approved
road roller.
A layer of primer coat as described
ROAD AND CARPARK
Excavate oversite for road sub‐base to required
level, get out and cart away from the site.
M2
M2
600mm widex150mm high subsoil drain constructed
of
approved 50mm down crusher run stone, wrapped
all round
with 'KSG 20' or other equal and approved filter
cloth and all
necessary excavation and backfilling.
ROAD MARKING
M
Prepared and apply 2 coats of approved
thermoplastic road
paint system as described all as per drawing
100mm wide broken carriageway centre line
M
SR-17
P2
P3
100mm wide broken carriageway centre line curved
on plan
to varying radii
150mm wide unbroken carriageway edge line
P4
P5
P6
P7
M
M
150mm wide unbroken carriageway edge line curved
on
plan to varying radii
M
300mm wide stop line
M
185mm wide(minimun) and 825mm wide(maximum)
straight directional arrow approximately 3000mm
long
280mm wide(minimun) and 2720mm
wide(maximum)
double head turning directional arrow
approximately
1570mm long
M
NO
280mm wide(minimun) and 1120mm
wide(maximum)
single head(left/right) turning directional arrow
approximately 1570mm long
P9
Straight cum one single head turning directional
arrow
comprising 185mm wide(minimun) and 825mm wide
(maximum) straight directional arrow approximately
Q
3000mm long and 1120mm wide single head turning
directional arrow approximately 1835mm long
ROAD SIGN
The following road signs with Retroreflective of
Engineering
Grade on 5mm thick aluminium sheets with
approved
lettering and colour and comply with requirement of
JKR's
P8
NO
NO
SR-18
Q1
Arahan Teknik (Jalan) 2A/85, as per detail drawing
BERHENTI' symbol in hexogan shape pverall size
900mmx900mm (Type RP.1)
Q2
R
NO ENTRY FOR ANY VEHICLE' symbol in circle shape
overall
diameter 750mm (Type RP.4)
RC DRAIN (EXCLUDING PILING)
NO
NO
NO
Reinforced Concrete Grade 25 Cast‐In‐Situ 'U'
Shaped Drain
Constructed of HRPC Channel, Grade 25 Concrete,
R1
R2
R3
R4
R5
R6
R7
R8
R9
R10
Reinforcement and Formwork as described as per
detail
drawing
500mm Wide (Internal) Drain
Average 300mm deep to invert
Average 450mm deep to invert
Average 600mm deep to invert
Average 750mm deep to invert
Average 900mm deep to invert
Average 1050mm deep to invert
Average 1200mm deep to invert
Average 1350mm deep to invert
Average 1500mm deep to invert
Average 1650mm deep to invert
R11
Extra over for forming 50mm x 120mm high rebated
edges
to drain wall to receive drain cover(measured
separated)
M
M
M
M
M
M
M
M
M
M
M
SR-19
R12
500mm Wide(internal) Cascading Drain
Average 1050mm deep to invert
M
R13
R14
S
500mm Wide(internal) Drain Curved on Plan to
Varying Radii
Average 900mm deep to invert
Average 1500mm deep to invert
PC COVER
M
M
S1
Overall size 600mm wide x 600mm long x 125mm
thick Grade
25 heavy duty precast concrete drain cover
reinforced with
two layers of BMC A9 mesh reinforcement including
forming
opening and place in position
Overall size 400mm wide x 600mm long x 125mm
thick Grade
25 heavy duty precast concrete drain cover
reinforceced with
two layers of BMC A9 mesh reinforcement including
forming
opening and place in position
NO
Overall size 300mm wide x 600mm long x 75mm
thick Grade
25 precast concrete drain cover reinforceced with
two layers
7
of BMC A9 mesh reinforcement including forming
opening
and place in position
EARTH DRAIN
NO
Excavate for earth drain including forming
embankment,
trimming shape, gading surfaces, disposal of
excavated
S2
S3
NO
SR-20
T1
T2
T3
T4
T5
material off site to Contractor own dumping ground
With top width from 3320mm(minimum) to
3830mm
M
M
M
M
M
M
(maximum) and bottom width fixed at 500mm wide,
average
1025mm deep to invert
With top width from 2060mm(minimum) to
3320mm
(maximum) and bottom width fixed at 500mm wide,
average
730mm deep to invert
With top width from 2750mm(minimum) to
3320mm
(maximum) and bottom width fixed at 500mm wide,
average
845mm deep to invert
With top width from 2750mm(minimum) to
2960mm
(maximum) and bottom width fixed at 500mm wide,
average
785mm deep to invert
With top width from 1400mm(minimum) to
2960mm
(maximum) and bottom width fixed at 500mm wide,
average
560mm deep to invert
T6
With top width from 2960mm(minimum) to
3020mm
(maximum) and bottom width fixed at 500mm wide,
average
830mm deep to invert
CULVERT (EXCLUDING PILING)
Precast Concrete Class 'Z' or other Equal and
Approved Pipe
Culvert Laid on Concrete Grade 30 Base, Wing Wall,
Benching
U
SR-21
,Lean Concrete, Reinforcement, Formwork as
Described all as
per Detail Drawing
U1
U2
U3
1200mm diameter x 2000mm deep to invert x
11850mm long
Approach Slab
9000mm x 2500mm x 225mm thick reinforced
concrete Grade 30 approach slab laid on and
including 50mm thick lean concrete including
reinforcement, formwork, approved finishes and all
necessary excavation, backfilling and cart away
surplus all as per drawing
Stone Pitching
Supply and fix in position approved 225mm thick
grouted stone pitching to suit site and design
including all necessary excavation and cart away
from site all as per detail drawing
NO
NO
M2
HDPE Flap Valve
U4
Supply, transport, inspect, handle and fix in position
1200mm diameter HDPE flap valve complete with
back plate, sealing tape and all fittings and
accessories all in strict accordance to Manufacturer’s
details and instruction
NO
Reinforced Concrete Grade 30 Cast-In-Situ Twin
Box Culvert Constructed of HRPC Channel, Grade
30 Concrete, Reinforcement, Formwork as Described
all as per Detail Drawing
U5
7050mm wide x 2275mm (internal) deep to invert x
2030mm long
NO
Block stone Rip Rap
U6
Supply and fix in position approved 300mm thick
block stone rip rap in 1:3 cement sand mortar laid on
and including 150mm thick bed of approved 38mm
diameter down crushed run, all necessary excavation
and cart away surplus all as per detail Drawing
M2
Reinforced Concrete Grade 25 Cast-In-Site Sump
Constructed of Grade 25 Concrete, Reinforcement,
Formwork as Described all as per Detail Drawing
U7
1500mm x 1000mm (internal size) sump
Average 1700mm deep to invert
NO
SR-22
V
V1
V2
FOUL DRAINAGE (EXCLUDING PILING)
Approved 150mm diameter UPVC pipes and fittings
to BS 4514 jointed with and including approved
joints and laid in trench in accordance with
Manufacturer’s Instruction
150mm diameter soil pipe with and including 450mm
x 450mm deep Grade 25 concrete surround laid on
and including 50mm thick lean concrete blinding
including all necessary excavation, backfilling and
cart away surplus from site.
150mm diameter effluent pipe with and including
450mm x 450mm deep Grade 25 concrete surround
laid on and including 50mm thick lean concrete
blinding including all necessary excavation,
backfilling and cart away surplus from site.
M
M
Brick Manhole Constructed of Concrete Grade 25
Base and Suspended Slab including Reinforcement,
Sawn Formwork, Brick Wall with Cement and Sand
(1:2) as Described all as per Detail Drawing
600mmx450mm (internal size manhole)
V4
Average 450mm deep to invert level
Average 530mm deep to invert level
V5
Manhole Cover
Approved 600mm x 450mm cast iron manhole cover
and frame and place in position
V3
W
W1
W2
X
SEPTIC TANK (EXCLUDING PILING)
Supply, delivery, install, testing and commissioning
of Polysept PS-3’ or other equal and approved septic
tank, complete with inlet and outlet manhole
chamber internal size 600mm x 450mm, as per detail
drawing
Supply, delivery, install, testing and commissioning
of the Polysept PS-40Cl’ or other equal and approved
septic tank, complete with inlet and outlet manhole
chamber internal size 600mm x 450mm, as per detail
drawing
NO
NO
NO
NO
NO
FENCING AND GATE (EXCLUDING PILING)
SR-23
X1
2600mm high PVC coated chain link fencing
consisting of 50mm mesh No.8 SWG PVC coated
wire chain link 2100mm high, as per detail drawing
M
X2
Chain Link Gate overall size 6000mm x 2600mm
high as per detail drawing
NO
TURFING
Prepare and clear the whole area to be turfed
M2
Y
Y1
Y2
Y3
Y4
Y5
Z
150mm thick layer of approved black vegetable soil
well mixed with rock phosphate fertilizer at the rate
of 11gm per square meter spread and leveled on flat
or slightly sloping area
150mm thick layer of approved black vegetable soil
well mixed with rock phosphate fertilizer at the rate
of 11gm per square meter spread and leveled on
slopping area
Spot turfing with approved turves including all
necessary watering, rolling, weeding, tending and
maintenance until firmly established to flat or slighty
sloping area
Close turfing with approved turves including all
necessary watering, rolling, weeding, tending and
maintenance until firmly established to sloping area
WATER
PILING)
RETICULATION
M2
M2
M2
M2
(EXCLUDING
Earthwork
Trenching and backfilling for laving of pipes not
exceeding 2.0m depth
Z1
Z2
225mm OD HDPE pipe and associated fitting
110mm OD HDPE pipe and associated fittings
Install Water Delivery/Distribution Pipelines &
Washout Pipelines to Discharge Drain
M
M
Z3
Lay & join 225mm OD HDPE pipe with associated
fittings
M
Z4
Lay & join 110mm OD HDPE pipe with associated
fittings
M
Supply of Class PN8 HDPE Straight Pipes (inclusive
of delivery, store at site)
Z5
Z6
225mm OD HDPE pipe
110mm OD HDPE pipe
M
M
SR-24
Supply of DI Pipes and Fittings (inclusive of
delivery, store at site)
Supply of spigot socket DI pipes (Class K9) straight
pipes with cement filling
Z7
200mm ND DI pipe
M
Z8
150mm ND DI pipe
M
Z9
100mm ND DI pipe
M
Supply of double flange DI pipes (Class K9) straight
pipes with cement lining
Z10
200mm ND DI pipe
M
Z11
150mm ND DI pipe
M
Z12
100mm ND DI pipe
M
Supply of ductile iron slip-on flange & stub end c/w
stainless steel (304) bolts, nuts and washers
Z13
200mm ND stub end with slip on flange
NO
Z14
100mm ND stub end with slip on flange
NO
Supply of double flange DI Bend (Class K12)
Z15
200mm ND x 90̊
NO
Z16
200mm ND x 45̊
NO
Z17
100mm ND x 90̊
NO
Z18
100mm ND x 45̊
NO
Supply of DI level invert tee (Class K14)
Z19
200/100mm ND
NO
Supply of DI tee (Class K14)
Z20
200/200mm ND, all flange
NO
SR-25
Z21
200/100mm ND, all flange
NO
Z22
200/80mm ND, all flange
NO
Z23
150/150mm ND, plain end with flange branch
NO
Z24
150/150mm ND, all flange
NO
Z25
100/100mm ND, all flange
NO
Supply of valves, DI Fittings, specials, etc.
Sluice valve, double flanged
Z26
200mm ND
NO
Z27
100mm ND
NO
Z28
80mm ND double air valve with isolating valve
NO
Z29
25mm ND single air valve c/w saddle
NO
DI double flange shortpiece (length=1m)
Z30
200mm ND
NO
Z31
100mm ND
NO
Z32
150mm ND bulk meter
NO
Construction and Installation of Chambers (without
piling)
Z33
Chamber for washout
NO
Z34
Chamber for air valve
NO
Z35
Chamber for sluice valve
NO
Z36
Chamber for pillar hydrant
NO
Z37
Supply& install respective type of marker posts
NO
SR-26
GENERAL CONDITIONS OF CONTRACT
THE GENERAL CONDITIONS OF CONTRACT
The General Conditions of Contract applicable to this contract is “Swinburne University
of Technology Sarawak (SUTS) Form of Contract” which is not provided with the bound
set of Tender Document.
Tenderers are to obtain copies of the said document at their own cost from Swinburne
University of Technology Sarawak (SUTS).
C-1
SWINBURNE UNIVERSITY OF TECHNOLOGY SARAWAK (SUTS)
FORM OF CONTRACT
C-2
ADDENDUM TO GENERAL
CONDITIONS OF CONTRACT
THE CONSTRUCTION AND COMPLETION OF THE PROPOSED EXPANSION PLAN OF
SWINBURNE UNIVERSITY OF TECHNOLOGY SARAWAK (SUTS) AT JALAN UPLANDS
ADDENDUM TO GENERAL CONDITIONS OF CONTRACT
1.
Definition Of Terms
In this Conditions and in the other documents forming part of the Agreement unless
the context otherwise requires.
“Employer” means “Swinburne University of Technology Sarawak (SUTS)”.
“Engineer” means BLANC Consultant Firm or any other person for the time being
duly authorized and appointed in writing by the Managing Director of Sarawak
Construction (1963) Sdn Bhd as the case may be to act as Engineer for the purpose
of the Contract, provided that no person subsequently appointed to be Engineer
under the contract shall be entitled to disregard or overrule any decision or approval
or directions given or expressed by the Engineer for the time being.
2.
IN GENERAL CONDITIONS OF CONTRACT page 8 Clause 30, Determination by
Employer, Sub-Clause 30.
“The Director of Public Works ………………………………” should be changed to
“Swinburne University of Technology Sarawak (SUTS) …………………”.
3.
IN GENERAL CONDITIONS OF CONTRACT page 12 Clause 37, “Government
stores” should be changed to “Employer’s stores”.
4.
IN GENERAL CONDITIONS OF CONTRACT page 7 Clause 26, add the follow subclause:
“26(d) Provided that the Contractor shall have completed the works within the time
for completion as provided for in the contract, the Employer shall pay the Contractor
a bonus sum calculated at the rate stated in the said appendix as Bonus.”
5.
In General Condition of Contract Page 7 Clause 28, add the following paragraph to
end of Sub-Clause 28 (a):
“The employer may exercise his right of Determination by Employer where the
Contractor shall make default under Clause 30(a)(iv).”
ADD/C-1
SPECIFICATIONS
SPECIFICATION
CONTENT
PAGE
SECTION 1
GENERAL AND PRELIMINARIES
SP 1.1 - SP 1.10
SECTION 2
SITE CLEARANCE
SP 2.1 - SP 2.3
SECTION 3
EARTHWORKS
SP 3.1 - SP 3.4
SECTION 4
CONCRETE WORK
SP 4.1 - SP 4.18
SECTION 5
TIMBER
SP 5.1 - SP 5.2
SECTION 6
PILING
SP 6.1 - SP 6.13
SECTION 7
METALWORK
SP 7.1 - SP 7.6
SECTION 8
PAVEMENT
SP 8.1 - SP 8.13
SECTION 9
FENDER
SP 9.1 – SP 9.2
C:\(SuiLan)\20302\Contract_Doc\Spe-Content
Page 1
Rev 0
SECTION 1 - GENERAL AND PRELIMINARIES
TABLE OF CONTENT
PAGE NO.
1.1
SCOPE OF WORK
SP 1.3
1.2
LUMP SUM CONTRACT
SP 1.3
1.3
CONTRACT DRAWINGS
SP 1.3
1.5
ENTIRETY OF CONTRACT
SP 1.3
1.6
PLANT, TOOLS, VEHICLES, ETC.
SP 1.3
1.7
CONVEYANCE OF PLANT AND MATERIALS ONTO SITE
SP 1.3
1.8
LIABILITY FOR NUISANCE ETC.
SP 1.4
1.9
PRECAUTIONS AND PROTECTIVE WORKS
SP 1.4
1.10
SETTING OUT
SP 1.4
1.11
PERIOD OF RECTIFICATION AND DEFECTS LIABILITY PERIOD
SP 1.4
1.12
REPATRIATION OF LABOUR
SP 1.4
1.13
DISCREPANCIES BETWEEN DOCUMENTS
SP 1.5
1.14
QUALITY OF MATERIALS
SP 1.5
1.15
ASSISTANCE TO ENGINEER’S REPRESENTATIVE
SP 1.5
1.16
FACILITIES FOR THE ENGINEER
1.16.1 Site Office
1.16.2 Telephone
SP 1.5
SP 1.5
SP 1.5
1.17
TEST EQUIPMENT
SP 1.5
1.18
WATER SUPPLY, SEWERAGE, DRAINAGE AND ELECTRICITY
1.18.1 Scope of the Work
1.18.2 Water Supply
1.18.3 Sewerage and Drainage
1.18.4 Electricity
SP 1.6
SP 1.6
SP 1.6
SP 1.6
SP 1.6
1.19
TEMPORARY BUILDINGS
SP 1.6
1.20
SURETIES
SP 1.6
1.21
WAYLEAVES
SP 1.6
1.22
TEMPORARY ACCESS
SP 1.7
1.23
EXISTING SERVICES
SP 1.7
1.24
SOIL CONSERVATION
SP 1.7
SP 1.1
1.25
SITE WORKING HOURS
SP 1.7
1.26
SITE MANAGEMENT, SITE MEETING, PROGRESS REPORT AND AS-BUILT
DRAWINGS
1.26.1 Authorized Site Agent
1.26.2 Site Meeting
1.26.3 As-Built Drawings
SP 1.7
SP 1.7
SP 1.7
SP 1.8
1.27
POSSESSION OF SITE
SP 1.8
1.28
SAFETY
SP 1.8
1.29
PROGRAMME TO BE FURNISHED/PRIORITY OF WORK
SP 1.8
1.30
CONTRACTOR’S CAMP AND DUMP SITES
SP 1.8
1.31
CLEAN UP
SP 1.9
1.32
TIME FOR COMPLETION & DAMAGES FOR NON-COMPLETION
SP 1.9
1.33
INSPECTION OF SITE
SP 1.9
1.34
SITE PRECAUTIONS
SP 1.9
1.35
VARIATION/PAYMENT
SP 1.9
1.36
CONTRACTOR TO PROVIDE EVERYTHING
SP 1.9
1.37
LOCAL PRODUCTS
SP 1.10
1.38
LIMITATION OF SITE
SP 1.10
1.39
EXCEPTIONALLY INCLEMENT WEATHER
SP 1.10
1.40
CONTINGENCY SUM
SP 1.10
SP 1.2
SECTION 1 - GENERAL AND PRELIMINARIES
1.1
SCOPE OF WORK
The contract comprises the design, execution and completion of the works, inclusive of the supply of all
materials, labour, plant and equipment, tools and transport & everything necessary for the construction
and completion of the RC Jetty Approach and RC Jetty head including piling works and all associated
works like bollards, fenders, hand rails etc.
1.2
LUMP SUM CONTRACT
This contract is a lump sum contract. The offer is to be for a lump sum to complete the whole of the
works included in the contract.
1.3
CONTRACT DRAWINGS
The drawings forming part of the contract are bound separately and the titles and drawing nos. of these
drawings are as listed in the “List Of Drawings”.
1.4
DIMENSIONS AND LEVELS
Written dimensions and levels are to be preferred in every case to scaled dimensions. All scaled
dimensions and levels may only be used after confirmation by the Engineer or his accredited
representative.
All temporary benchmarks, reference markers and levels as shown on the Drawings shall be checked
on the Site by the Contractor at his own expense and be confirmed by the Engineer.
Before the Works or any part thereof are commenced, the Contractor shall verify the levels of the
existing ground surface within areas where earthworks are to be performed and the locations and bed
levels of water-courses. These may differ from the locations and levels shown on the Drawings owing to
changes which could have taken place during the interval between the original survey and construction.
1.5
ENTIRETY OF CONTRACT
Any matters of construction and workmanship, which are fairly and obviously intended, but may not
have been definitely referred to in the Specification or drawings but are usual in sound Construction
practice and essential to the works concerned are to be considered as included in the Contract.
1.6
PLANT, TOOLS, VEHICLES, ETC.
The Contractor shall provide everything necessary for the proper and efficient execution of the works
together with all requisite plant, tools, implements, lifts, tackle hoists or cranes, mechanical and nonmechanical plant, transport, vehicle, carriage, freightage and all other things necessary for the
expeditious execution and completion of the works in proper sequence and for clearing away at
completion of earlier as the various items become superfluous and for making good any damage to the
finishings or structure and allow for completing any parts of the finishings or structure which may have
been temporarily suspended to enable a proper sequence of operations to be maintained.
1.7
CONVEYANCE OF PLANT AND MATERIALS ONTO SITE
The Contractor shall arrange for the conveyance of materials and plant, etc., so as to cause a minimum
of damage to existing roads and culverts etc. The Contractor shall be responsible for any damage
caused by his lorries or workmen to any existing roads, culverts etc., from whatsoever cause arising and
shall maintain, repair and reinstate same to their original condition to the satisfaction of the Engineer or
alternatively shall bear the cost of such maintenance and restoration as a deduction from any money
due or to become due to the Contractor under this Contract.
SP 1.3
The Contractor shall be responsible at all times for keeping roads immediately adjacent to the site of the
works free from mud, dirt, rubbish, etc., arising out of or in the course of or by reason of the execution of
the works and for the observance of any by-law or regulation imposed by the competent authorities
requiring roads to keep free from mud, dirt, rubbish, etc.
1.8
LIABILITY FOR NUISANCE ETC.
It shall be clearly and definitely understood by the Contractor that he shall be entirely and wholly taken
upon himself all and every risk and responsibility in carrying out the works and be held responsible
during the progress of the contract for any damage, accident, annoyances, nuisance or disturbances
that may be occasioned to existing premises, residents and users and to the adjoining properties,
persons and things by any of the operations arising from the carrying out of this contract.
The Contractor shall be responsible for restricting his workmen only to the site of the new Works, and
shall prevent trepass in to adjoining property and existing buildings in which work is not in progress and
he shall undertake properly, substantially, and effectively to reinstate and make good all damages and
shall indemnify the Employer against all claims for damages as no responsibility or liability whatsoever
shall be undertaken by the Employer in respect of any of the foregoing.
1.9
PRECAUTIONS AND PROTECTIVE WORKS
The Contractor shall comply with all Government regulations, orders, ordinance, instructions or other
requirements of any Public Authority having jurisdiction in the matter and shall do all such other things
as may be necessary or prudent or as may be otherwise required to ensure the safety and freedom from
damage or interference of all of the adjoining or nearby lands, buildings, construction, roadways,
footpaths, public or private services and for all other real or personal property of any kind which may
at any time be in the vicinity of the site or for the safety and freedom from injury or interference or
persons or animals who or which may be at any time in the vicinity of the site and in particular and
without affecting the generality of the foregoing shall carry out and provide such shoring, underpinning
or other forms of support, shielding, fencing and other precautionary measures as may be necessary for
any of the purposes aforesaid, and the obligations of the Contractor under this provision shall be
confirming obligations.
1.10
SETTING OUT
The setting out shall be the responsibility of the Contractor and must be carried out by a competent
surveyor who shall refer to the Engineer on site to confirm the setting out details. Construction shall not
commence until the setting out has been approved by the Engineer on site.
1.11
PERIOD OF RECTIFICATION AND DEFECTS LIABILITY PERIOD
The period of defects liability will be twenty four (24) months commencing from the date that the works
receive certificate of practical completion. All works to be rectified will be referred to the contractor in
writing from time to time by the Engineer. Not later than 14 days before the expiry of the twenty four
(24) months period, the Contractor will be given a detailed list of all outstanding defects to be rectified.
The Contractor shall carry out these rectification and hand over the complete works to the Engineer in a
satisfactory condition all in accordance with the Conditions of Contract.
1.12
REPATRIATION OF LABOUR
The Contractor shall be responsible for the repatriation of all labour to where recruited and shall
maintain such persons being repatriated in a suitable manner until such time as they have left the
district. In default the Engineer may maintain and repatriate such persons and recover the cost thereof
from the Contractor or may deduct the same from any monies due to or become to the Contractor.
SP 1.4
1.13
DISCREPANCIES BETWEEN DOCUMENTS
The Contractor is to refer to the Engineer, before work is carried out, any discrepancy found in or
between the Specifications, Drawings or instructions issued.
Written or figured dimensions on the drawings are in all cases to be preferred to scaled dimensions and
where this has been omitted the Contractor is to refer to the Engineer or his representative.
1.14
QUALITY OF MATERIALS
The whole of the materials and workmanship shall be of the best of their respective kinds, and shall in
every case by subject to the approval of the Engineer whose decision in all matters appertaining to
quality and suitability of materials and workmanship shall be final and binding.
1.15
ASSISTANCE TO ENGINEER’S REPRESENTATIVE
The Contractor shall render all necessary assistance to the Engineer’s representative and supply all
labour, survey instruments and materials required by the Engineer’s representative for carrying out his
duties of inspection, supervision, checking and measurement of the Works.
1.16
FACILITIES FOR THE ENGINEER
1.16.1
Site Office
The Contractor shall erect, maintain and remove on completion a temporary site office with the following
rooms:*
*
*
*
*
Engineer’s Office
General Office
Meeting Room
Store
Toilets
The offices for the Engineer and his representatives shall be effectively ventilated and lighted and to be
furnished with all furniture, general office equipments including computer and printer and stationeries for
the proper running of the office.
The Contractor shall provide workmen to maintain and clean the offices and furniture therein throughout
the active period of the Contract and clear away whole within one week on completion of Contract.
1.16.2
Telephone
The Contractor shall install a telephone for the Engineer’s site office. The Contractor shall pay all
charges for registration, installations and running costs for the telephone excluding charges for
outstation calls. At the end of the Contract Period, the telephone will be the property of the Contractor.
1.17
TEST EQUIPMENT
The Contractor shall provide and maintain for the period of the Contract the Test Equipment as listed
below. The test equipment shall become the property of the Contractor at the end of the Contract. The
equipment shall conform to the relevant British Standards.
The Contractor shall employ a competent technician in taking samples and to carry out standard tests.
Other laboratory tests shall be carried out by approved well equipped material laboratory.
SP 1.5
List of Testing Equipment
Item
Description
Nos.
1.
Steel rule - 12”
1
2.
Standard 150 mm concrete test cube steel mould to
BS 1881
6
3.
Slump cones and with tamp rods to BS 1881
1
4.
Tanks for curing of concrete specimens
1
1.18
WATER SUPPLY, SEWERAGE, DRAINAGE AND ELECTRICITY
1.18.1
Scope of the Work
The Contractor shall make arrangement for the provision and maintenance for the various buildings
such as living quarters, site office, Engineer’s office, workshops, stores and for sewerage systems,
electricity and water supply.
1.18.2
Water Supply
The Contractor shall make his own arrangement for potable water supply to the approval of the
Engineer.
1.18.3
Sewerage and Drainage
Sanitary facilities, piping, sewers, manholes and septic tank serving the Engineer’s office and various
buildings shall be provided to the approval of the Engineer.
Drains for the area around these buildings shall be constructed to the satisfaction of the Engineer.
1.18.4
Electricity
The Contractor shall make his own arrangement for the electricity supply to the satisfaction of the
Engineer.
1.19
TEMPORARY BUILDINGS
All temporary buildings erected on the site by the Contractor are to be in positions to be approved by the
Engineer and the Contractor is to comply with the requirements of local or other authorities and obtain
any necessary licenses and pay any fees and charges.
1.20
SURETIES
The Contractor shall provide surety in accordance with Clause 5 of the General Conditions of Contract,
amounting to 5 per cent of the Contract Sum.
1.21
WAYLEAVES
The Contractor shall bear all expenses and charges for spedal and temporary wayleaves in connection
with access to the site, and provide for the cost of any additional accommodation outside the site
required for the purpose of this Contract.
SP 1.6
1.22
TEMPORARY ACCESS
The Contractor shall provide and maintain any necessary temporary roads, sleeper tracks, ramps,
temporary cross-overs to and within the site etc., and temporary site drainage as required during the
execution of the work, and clear away same at completion, and reinstate and make good any work
disturbed all to the satisfaction of the Engineer. The Contractor shall pay all charges and fees in
connection therewith.
1.23
EXISTING SERVICES
The Contractor shall make all necessary enquires to ascertain the positions of underground services,
including electricity and telephone cables, drains, water supply pipes, etc., and any such information
given on drawings or by the engineer is given as a guide only and does not relieve the Contractor of the
responsibility of making his own enquires.
1.24
SOIL CONSERVATION
The Contractor shall take all necessary precautions to prevent the erosion of soil and earth slips from
slopes. He shall construct adequate temporary water courses, drains and silt traps to prevent any
eventuality of an earth slip. The Contractor shall desilt all silted-up drains, blocked pipes and culverts,
sumps and repair all failed slopes where they occurred, all to the satisfaction of the Engineer. All costs
in connection shall be deemed to be included in the Contract Price.
1.25
SITE WORKING HOURS
The Contractor shall take note that the normal working hours of the Engineer is as follows :Monday to Friday
:
Saturdays
:
8.30 am to 5.00 pm
(with 1 hour break for lunch)
8.30 am to 12.30pm
Sunday and public holidays are not working days. If the Contractor’s work required the supervision of
the Resident Engineer and/or any of his staff outside the aforesaid normal working hours then the
Contractor shall reimburse all overtime supervision cost incurred by the Employer due to such working
outside normal working hours. Payment for overtime supervision cost shall be made monthly officially
and properly documented through the Employer and /or the Consultant. Direct payment to the individual
personnel is prohibited.
1.26
SITE MANAGEMENT, SITE MEETING, PROGRESS REPORT AND AS-BUILT DRAWINGS
1.26.1
Authorized Site Agent
The Contractor shall provide full and adequate site management and supervision during the progress of
the works, and shall keep a competent and authorised site Agent or General Foreman approved by the
Engineer on the site. Such agent or general foreman shall give his whole time to the supervision and
management of work and must be able to receive and act on behalf of the Contractor, all instructions,
directions or orders issued by the Engineer or his representative.
1.26.2
Site Meeting
The Contractor shall allow for his authorized personnels to attend site meeting monthly or at any time
deemed necessary by the Engineer. The Contractor shall submit progress report (in four copies)
monthly to reach the Engineer at least 3 days before the date of monthly site meeting. The progress
reports shall contain not less than 6 post-card size progress photographs each. Each photograph shall
be titled and dated.
SP 1.7
1.26.3
As-Built Drawings
Drawings for recording as-built construction details of the Works shall be prepared by the Contractor
and shall be certified by the Engineer or his representative. The originals, in good quality
transparencies, and two (2) printed copies of all as-built drawings shall be supplied by the Contractor to
the Engineer progressively as sections of the Works become completed. All drawings shall be
completed within one month after the completion of the respective section.
As-built drawings shall be A1 size (838 mm x 584 mm) unless otherwise approved by the Engineer.
1.27
POSSESSION OF SITE
In giving the Contractor possession of the site it shall not be deemed that he is to have extensive
possession but only a limited possession. Such possession will enable him to perform the works
comprised in this Contract. The Employer may at any time take possession of any portion of the
ground or building for the purpose of carrying on any other work, or for any purpose whatsoever.
1.28
SAFETY
The Contractor shall be responsible for carrying out the whole of the works, provisions and requirements
of the contract or seeing to that they are carried out by all concerned in a thoroughly safe and
satisfactory manner and in particular shall:-
1.29
(a)
Strictly conform to the requirements of any by-laws, regulations, order and advises relating to
the safety of persons on or about the site, made by any public authority and Government
having jurisdiction in the matter;
(b)
Ensure that all tackles, gears, stagings, scaffoldings, ladders, machines, winding arrangements
and other equipment used in connection with the works shall conform to the requirements of
any Government regulation in relation thereto and in any case be adequately strong and safe
to use. Immediately discontinue any practice or remove any equipment which becomes or is
likely to become dangerous or unsafe;
(c)
Provide safety helmets and harness for use by the Engineer or his representative and workers;
(d)
Remove promptly from the works any employee or representative who by his conduct could
create any danger or nuisance to himself or others.
PROGRAMME TO BE FURNISHED/PRIORITY OF WORK
Immediately after the formation of the Contract, the Contractor shall submit for the approval of the
Engineer a programme showing the full order in which he proposed to carry out the Works including the
delivery of the materials to the Site. The Contractor shall make every endeavour to comply with the
requirements of the Engineer as to the procedure and sequence of the work but this shall not relieve the
Contractor from any of his duties or responsibilities under the Contract.
The Engineer reserves the right to require certain section of works to be accorded with priority over the
rest.
1.30
CONTRACTOR’S CAMP AND DUMP SITES
The Contractor is responsible for leasing suitable area for his living quarters, site offices, workshops,
sheds, stores, stock piles and other facilities.
The Contractor shall provide and maintain throughout the duration of the Contract such offices, living
quarters, workshops, sheds, stores necessary for the execution of the works.
The layout of the camp and all structures erected by the Contractor shall be subject to the approval of
the Engineer and shall be maintained, altered and adapted as necessary during the Works.
The Contractor shall be responsible for the provision of all services to the site offices, living quarters,
workshops, sheds, stores, etc. and shall pay all costs and charges in connection therewith.
SP 1.8
The Contractor must strictly adhere to the sanitary and other requirements or regulations in force in the
area.
The Contractor shall be responsible for the security of his working area and shall erect at his own
expense, perimeter barded wire fence with gates around the area.
At the completion of the Works, the area shall be reinstated to its original condition unless otherwise
permitted to remain by the relevant Government Authorities. All materials for these temporary facilities
shall remain the property of the Contractor.
1.31
CLEAN UP
On the completion of construction the Contractor shall clean up and leave in a neat and tidy condition
the whole works area and any land occupied by him during the carrying out of the contract.
1.32
TIME FOR COMPLETION & DAMAGES FOR NON-COMPLETION
The contractor shall be requested to complete and deliver up the whole of the works according to the
schedules stipulated in the Appendix to Form of Tender. These periods shall begin from the date of
handing over of site. Should the contractor fail to complete the works within the time or any extended
time fixed under Clause 29 of the General Conditions of Contract, the contractor shall pay the Employer
liquidated damages at the rates specified in the Appendix to the Form of Tender until the completion of
the works in accordance with Clause 28 of the General Conditions of Contract.
1.33
INSPECTION OF SITE
The contractor is advised to inspect and examine the site and its surroundings before submitting his
tender, as to the nature of the ground, the quantities and nature of execution and completion of the
work, the means of access to the site, the accommodations he may require, and in general shall
himself obtain all necessary information as to risk and contingencies which may influence or affect his
tender. No claim will be allowed on the ground of lack of knowledge of the site or of the conditions
under which the works are to be executed.
1.34
SITE PRECAUTIONS
The contractor is to take all precautions to prevent nuisance of any kind on the site of adjoining
properties. The contractor is to carry out the work in such a way as not to cause inconvenience to
public and road users.
1.35
VARIATION/PAYMENT
The contract is a Lump Sum Contract. All the works to be done by the contractor are as shown in
the Drawings or as specified in this Special Specification. Any works which are not shown in the
drawings but which are specified in this Special Specification are to be done by the contractor and not
to be treated as Variation. Any works over and above those shown in the Drawings and which are not
specified in this Special Specification will be treated as Variation and the rates inserted for similar items
in the Schedule of Rates shall be applicable for the evaluation of such extra works.
Extra work shall not be certified for payment unless it has been authorised in writing by Variation Order
signed by the Engineer. All Variation Orders for extra works and omissions shall as far as possible be
made under description employed in the Schedule of Rates.
The Schedule of Rates is to be completed by tenderer.
1.36
CONTRACTOR TO PROVIDE EVERYTHING
Except where otherwise described the contractor is to provide all labour and materials, plant, tools,
transport, office store, stores and all other things necessary for the execution of works according to the
SP 1.9
true meaning and intent of the Specifications Drawings or instruction whether or not particularly referred
to therein.
1.37
LOCAL PRODUCTS
The Contractor, where possible, shall use materials of Malaysian manufacture/origin as listed below for
incorporation into the Works provided that they comply with the requirements specified in preference to
imported materials and to the exclusion of the same. In the event that these materials have to be
imported then the Contractor is required to ascertain the applicable import restriction, current tariffs for
customs surtax and dues and to satisfy himself that import licenses where required for each and any
materials proposed to be imported will be issued by the Authorities.
Where a proprietary name is shown on the Drawings or mentioned in the Specification for any material
to be supplied under the Contract, an alternative material of equivalent type and performance will be
accepted, subject to the approval of the Engineer in writing.
Specifically cement from Cement Manufacturers Sarawak Sdn Bhd. (CMS), steel bars from Steel
Industry (Sarawak) Sdn Bhd (SIS), steel fabric from Setri Sdn Bhd and precast concrete culverts from
PPES Sdn Bhd or its subsidiary are preferred.
1.38
LIMITATION OF SITE
The Contractor shall ensure that all his plants, materials, stores, etc. are kept within the site at locations
approved by the Engineer during the construction.
Should the Contractor require additional land outside the site for his workyards, stores, offices,
temporary hand roads or any other temporary structures, he shall, on his own, purchase or rent any
additional area he may need.
Areas or area to be rendered as part of the site shall be subject to the Engineer’s approval.
1.39
EXCEPTIONALLY INCLEMENT WEATHER
Extension of time for exceptionally inclement weather shall be based on the number of days in which the
amount of rainfall recorded for each calendar day is more than 10mm. Such calculation shall be
applicable for each calendar day up to the contracted completion date or the date so extended under
Clause 29 of the General Conditions of Contract.
Rainfall readings shall preferably be taken from a measuring gauge installed on site but the current
rainfall records at the nearest aerodrome or the nearest DID rainfall station may also be used.
The Contractor shall be deemed to have allowed in his tender and in the programming of the Works for
delay related to the weather which is not exceptionally inclement weather by the above definition and no
claims additional to the above shall be entertained.
1.40
CONTINGENCY SUM
A sum has been allowed in the Summary of Tender to cater for any contingencies that may arise during
the execution of the Works. This amount may be used wholly or in part as the Engineer may direct or
may not be used at all.
SP 1.10
SECTION 2 - SITE CLEARANCE
TABLE OF CONTENT
PAGE NO.
2.1
CLEARING, GRUBBING AND STRIPPING TOPSOIL
2.1.1 Description
2.1.2 Construction Methods
SP 2.2
SP 2.2
SP 2.2
SP 2.1
SECTION 2 - SITE CLEARANCE
2.1 CLEARING, GRUBBING AND STRIPPING TOPSOIL
2.1.1
Description
The work shall consist of clearing, grubbing and stripping topsoil in the areas designated hereunder
and/or shown on the drawings and/or directed by the Engineer, and of clearing only in other areas
designated hereunder and/or shown on the Drawings and/or directed by the Engineer, all as specified
herein and as required by the Engineer. The work shall also include the demolition and disposal of
structures in said areas, except where otherwise provided for in the Contract, as specified herein as
required by the Engineer.
(a) Clearing
Clearing shall consist of the cutting and/or taking down, removal and disposal of everything above
ground level, including objects overhanging the areas to be cleared such as tree branches, except
such trees, vegetation, structures or parts of structures, and other things which are designated in
the Contract to remain, or be removed by other, or which the Engineer directs are to be left
undisturbed. The material to be cleared shall include but not necessarily be limited to trees, stumps
(parts above ground), logs, brush, undergrowth, long grasses, loose vegetable matter and
structures (except those structures whose removal or clearance is otherwise provided for in the
Contract). Clearing shall also include the leveling of obsolete dikes, terraces, ditches, etc., unless
otherwise directed by the Engineer.
(b) Grubbing
Grubbing shall consist of the removal and disposal of surface vegetation, the bases of stumps,
roots, the underground parts of structures, and other obstructions to a depth of at least 0.50 meter
below ground level, all to the satisfaction of the Engineer.
(c) Stripping topsoil
Stripping topsoil shall consist of the removal of topsoil to an average depth of at least 100 mm
below ground level, and its stockpiling for use in the Works, and/or its disposal, as directed by the
Engineer. Topsoil Stockpiles shall be limited to a height of 1.5 metres.
2.1.2
Construction Methods
(a) Areas to be cleared
Clearing shall be carried out to the extents deemed necessary and approved or directed by the
Engineer.
In areas which are to be cleared only, and in which grubbing and stripping topsoil are not required,
the methods of work shall be such as will not unduly damage the surface vegetation and topsoil,
and care shall be taken not to disturb the topsoil and the root systems of grasses and other surface
vegetation. No topsoil shall be removed from such areas, except as directed by the Engineer, and
any topsoil, grasses and other surface vegetation otherwise removed or disturbed shall be replaced
and made good at the Contractor’s expense, all to the satisfaction of the Engineer.
All water courses shall be cleared of obstructions and kept open throughout the works to prevent
ponding in or adjacent to the work areas. Earth bunds or moulds formed during clearing by
mechanical means shall be levelled off to permit water into existing natural water courses.
(b) Areas to be cleared, grubbed and stripped of topsoil
Except as otherwise shown on the Drawings and/or directed by the Engineer, clearing, grubbing
and stripping topsoil shall be carried out in all areas of roadway excavation and in all areas where
embankment is to be constructed.
SP 2.2
Except where further excavation is required, holes and cavities in the ground surface after clearing,
grubbing and stripping topsoil shall be filled with materials similar to the adjacent ground, and such
that of the surrounding material, all to the satisfaction of the Engineer. This work shall be
considered incidental to the work of clearing, grubbing and stripping topsoil, and shall not be
measured for payment.
(c) Topsoil
Topsoil to be stockpiled for the Works shall be sufficiently fertile to promote and support the growth
of vegetation, and shall be taken from such areas where clearing, grubbing and stripping topsoil is
required as approved or directed by the Engineer. Topsoil removed during grubbing stripping
operations shall be separated from objectionable materials and spread within the borrow areas, or
otherwise disposed of, as approved or directed by the Engineer.
(d) Structures
Major structures are those which cannot practicably be cleared by bulldozer and/or hydraulic
excavator, whose demolition requires pneumatic tools, explosives and/or other specialized
equipment.
All fences, buildings, structures, and encumbrances of any character except those to be removed
by others or designated to remain, shall be demolished and removed by the Contractor.
Materials designated in the Contract or directed by the Engineer to be salvaged, shall be carefully
removed and stored, and shall be the property of the Employer.
(e) Disposal of material
Unwanted material from clearing, grubbing and stripping topsoil (including the demolition of
structures) shall be disposed of as approved or directed by the Engineer.
No burning is allowed at the site.
SP 2.3
SECTION 3 - EARTHWORKS
TABLE OF CONTENT
PAGE NO.
3.1
DEFINITIONS
SP 3.2
3.2
EARTHFILL
SP 3.2
3.3
SOURCES OF FILL MATERIAL
SP 3.2
3.4
PLACEMENT OF FILL MATERIAL
SP 3.3
3.5
COMPACTION
3.5.1 Degree of compaction
3.5.2 Field density testing
3.5.3 Moisture control
SP 3.3
SP 3.3
SP 3.3
SP 3.3
3.6
SUBGRADE
SP 3.4
3.7
SLIP SLIDES AND CAVE-INS
SP 3.4
3.8
FILLING OF EXISTING WATER COURSE
SP 3.4
3.9
TURFING
SP 3.4
SP 3.1
SECTION 3 – EARTHWORKS
3.1
DEFINITIONS
(1)
Formation Level
Formation level means the top surface of the subgrade.
(2)
Subgrade
Subgrade means the part of the embankment or existing ground in cutting which is immediately
below the subbase or lower subbase of the road pavement and shoulders.
(3)
Common Excavation
Common excavation shall mean excavation in any materials which are not rock or artificial hard
materials.
(4)
Unsuitable Materials
Unsuitable materials shall include:(i)
running silt, peat, logs, stumps, perishable or toxic material, slurry or mud, or,
(ii)
any material,
(a)
consisting of highly organic clay and silt.
(b)
which is clay having a liquid limit exceeding 80% and/or a plasticity index
exceeding 55%,
(c)
which is susceptible to spontaneous combustion,
(d)
which has a loss of weight greater than 2.5% on ignition,
(e)
containing large amounts of roots, grass and other vegetable matter, and
(f)
material having a moisture content making it impossible to achieve the
specified dry density.
3.2
EARTHFILL
Suitable soil materials for earthfill shall be free from organic matter and other deleterious substances,
and containing no rocks or lumps over 150mm in greatest dimension with not more than 15 percent of
the rock or lumps larger than 60mm in greatest dimension.
The material shall be non-cohesive soils, predominantly granular, non-expansive, free from roots, other
organic material and trash. Stones having a maximum dimension greater than 25mm shall not be
placed in the upper 300mm of the embankment.
3.3
SOURCES OF FILL MATERIAL
At the time of submission of Tender, the Contractor is deemed to have made all the necessary
investigation of his proposed sources of fill material which comply with the Specification, including the
necessary clearance, permits and licenses to be issued by the relevant authorities with respect to the
extraction of the fill material from the proposed sources and its transportation to the fill site, the time
required to obtain such clearances, permits and licenses, the nature of the fill material to be dredged or
extracted, the necessary soil investigations, examining site conditions, site survey information in
assessing the quality and quantity of fill material that can be supplied and all other aspects which may
influence the Tender.
In the event of any of the proposed sources indicated by the Contractor being discontinued during the
Contract period, the Contractor shall at his own cost provide sufficient quantity of fill materials of the
quality which meets with the Specification, from other sources to successfully complete the filling works
and no payments for downtime, incurred shall be entertained.
The Contractor shall allow in his Tender for whatever contingencies he deems necessary to ensure that
availability and a continuous and sufficient supply of the fill material which comply with the Specification.
SP 3.2
The Contractor shall pay all necessary fees, taxes or royalties to the appropriate authorities and observe
all regulations pertaining to obtaining suitable fill material from approved borrow pits and this shall be
deemed included in his tender price.
3.4
PLACEMENT OF FILL MATERIAL
All fill materials shall be deposited in layers. Each layer shall extend over the full width of the fill area
and shall be compacted in accordance with the requirements of Sub-Section 1.5. Each compacted layer
shall be maintained at all times with a sufficiently even surface in order to drain away the surface water.
3.5
COMPACTION
The B.S. 1377 Compaction Test (4.5kg rammer method) shall be used in determining the moisture
versus density relation of soil.
The Contractor shall submit to the Engineer for his approval the proposed method of compaction for
each main type of material to be used in the embankment. This shall include the type of compaction
plant for each type of material and the number of passes in relation to the loose depth of material to
achieve desired compaction. The maximum compacted thickness for fill shall be limited to 300mm
unless otherwise approved by the Engineer. The Contractor shall carry out field compaction trials,
supplemented by any necessary laboratory investigations, as required by the Engineer. This shall be
done by using the procedures proposed by the Contractor for earthworks and shall satisfy the Engineer
that all the specified requirements regarding compaction can be achieved. Compaction trials with the
main types of material likely to be encountered shall be completed before the works with the
corresponding materials will be allowed to commence.
3.5.1
Degree of compaction
The whole of the embankment below the top 300mm of the subgrade shall be compacted to not less
than 90% of the maximum dry density determined in the B.S. 1377 Compaction Test (4.5kg rammer
method).
3.5.2
Field density testing
The Engineer shall carry out field density tests on each layer of compacted sand fill or earth fill using the
sand replacement method in accordance with B.S. 1377 or by using other means of testing of
comparable accuracy.
If the results of the field tests show that the state of compaction is inadequate, this is held to be due to
the failure of the Contractor to comply with the requirements as stated in this Specification. In such a
case, the Contractor shall carry out such further work as the Engineer may decide to be necessary to
comply with the requirements stipulated in this Specification.
3.5.3
Moisture control
Each layer of sand fill or earth fill shall be processed as necessary to bring its moisture content to a
uniform level throughout the material, suitable for compaction. The optimum moisture content as
determined by the BS 1377 Compaction Test (4.5kg rammer method) shall be used as a guide in
determining the proper moisture content at which each soil type shall be compacted. Water shall be
added, or the material aerated and dried to adjust the soil to the proper moisture content to obtain the
required density. A satisfactory method and sufficient equipment as approved by the Engineer shall be
used for the furnishing and handling of water.
If the natural water content of suitable materials is too high for the proper compaction to be carried out,
the Contractor can either bring down the moisture content by aeration or drying or alternatively replace it
with suitable materials of compactable moisture range at his own cost.
3.6
SUBGRADE
Material for the top 300mm of subgrade shall have a minimum California Bearing Ratio (CBR) as shown
on the Drawings when compacted to 95% of the maximum dry density determined in the BS 1377
Compaction Test (4.5kg rammer method) under 4 days soaked condition.
SP 3.3
Throughout the top 300mm of subgrade, the material shall be compacted to not less than 95% of the
maximum dry density determined in the BS 1377 Compaction Test (4.5kg rammer method).
The subgrade shall be finished in a neat and workmanlike manner, and the widths of embankments and
cuts shall be everywhere at least those specified or shown on the Drawings on both sides of the centreline. The top surface of the subgrade shall have the required shape, superelevations, levels and grades
and shall be finished everywhere to within + 10mm and minus 30mm of the required level. Should the
subgrade surface be damaged by construction traffic, erosion, water logged due to heavy rain, the
Contractor shall at his own cost make good such affected areas prior to laying the subbase course.
3.7
SLIP SLIDES AND CAVE-INS
The removal of materials in slips, slides, cave-ins beyond the lines and levels shown on the Drawings
and the subsequent replacement will be the responsibility of the Contractor and no additional payment
will be made.
3.8
FILLING OF EXISTING WATER COURSE
Existing water courses for which a diversion has been constructed shall be cleared of all vegetable
growth and other unwanted matter and disposed of. Where the existing water course forms an area of
embankments, it shall be filled and compacted according to Sub-Section 1.5.
3.9
TURFING
Turf shall consist of healthy dense indigenous cow grass (Axonopus Compresus Species Compresus)
firmly rooted into 50mm of topsoil and shall be free from Mimose Lallang and any other plants deemed
objectionable by the Engineer. The turf should preferably be laid on the day it is cut, and turf which
cannot be laid within three days of cutting may, at the discretion of the Engineer, be used as top soil.
The surfaces to be turfed shall be trimmed and thoroughly wetted. The turf shall then be carefully laid as
spot turf as shown on the Drawings. Turf laid on slopes steeper than 1 (vertical) and 3 (horizontal) shall
be pegged down with bamboo stakes approximately 250mm in length. Approved fertilizer shall be
applied after placing of turf at suitable times and at rates of application approved by the Engineer. All
turf shall be regularly watered and fertilized to the satisfaction of the Engineer until the vegetation is
satisfactorily established. Any dead turf shall be replaced with new turf at the Contractor's own expense.
SP 3.4
SECTION 4 - CONCRETE WORK
TABLE OF CONTENT
PAGE NO.
4.1
GENERAL
4.1.2
Records
4.1.3
Standards
SP 4.2
SP 4.2
SP 4.2
4.2
CONCRETE AGGREGATES
4.2.1
General
4.2.2
Coarse Aggregate
4.2.3
Fine Aggregate
SP 4.2
SP 4.2
SP 4.3
SP 4.4
4.3.
WATER
SP 4.4
4.4
CEMENT
SP 4.4
4.5
ADMIXTURES
SP 4.5
4.6
CURING COMPOUNDS
SP 4.5
4.7
EXPANSION JOINTS, WATERSTOPS, JOINTS FILLERS AND SEALERS
SP 4.5
4.8
REINFORCING STEEL
4.8.1
Material
4.8.2
Shop Drawings
4.8.3
Storage
4.8.4
Binding Wire
4.8.5
Bending and Fixing of Reinforcement
SP 4.6
SP 4.6
SP 4.6
SP 4.6
SP 4.6
SP 4.6
4.9
FORMWORK AND FALSEWORK
4.9.1
Design
4.9.2
Materials
4.9.3
Workmanship
4.9.4
Removal of Forms
4.9.5
Tolerances and Defects
SP 4.7
SP 4.7
SP 4.7
SP 4.7
SP 4.8
SP 4.8
4.10
CONCRETE PROPORTIONING
4.10.1
Concrete Mix
SP 4.9
SP 4.9
4.11
CONCRETE CONTROL
4.11.1
Concreting Testing
4.11.2
Extent of Testing
SP 4.10
SP 4.10
SP 4.10
4.12
CONCRETE WORKMANSHIP
4.12.1
Storage of Materials
4.12.2
Concreting Plant
4.12.3
Batching
4.12.4
Mixing and Transport
4.12.5
Workability
4.12.6
Placing and Compacting
4.12.7
Construction Joints
4.12.8
Expansion Joints Fillers, Waterstops and Sealers
4.12.9
Fixing Blocks, Brackets, Built-in-Bolts, Holes, Chases, Etc.
4.12.10 Curing
4.12.11 Repairs and Rejection of Finished Concrete
SP 4.12
SP 4.12
SP 4.12
SP 4.12
SP 4.13
SP 4.13
SP 4.13
SP 4.15
SP 4.15
SP 4.15
SP 4.16
SP 4.16
4.13
4.14
READY-MIXED CONCRETE
PRECAST CONCRETE UNITS
SP 4.16
SP 4.16
SP 4.1
SECTION 4 - CONCRETE WORK
4.1
GENERAL
4.1.1
Supervision
Concreting operations shall be carried out under the supervision of a qualified and experience engineer
employed by the Contractor.
No concreting work shall be carried out except in the presence of the Engineer or his representative.
4.1.2
Records
A complete record shall be kept by the Contractor of all concrete work, covering quality and quantity of
concrete and including records of all tests. One copy of all records shall be filed with the Engineer
immediately after the works has been carried out or the tests have been completed.
4.1.3
Standards
The provisions of the latest revised editions of the relevant Malaysian Standard Specification, British
Standard Specification, British Standard Codes of Practice, and American Society for Testing and
Materials Standards shall be deemed to be incorporated in the Specification including the following :MS 522 & B.S. 12
B.S. 410
MS 30 & B.S. 812
MS 29 & B.S. 1201
B.S. 1305
MS 26 & B.S. 1881
MS 28 & B.S. 3148
MS 145
MS 146 & B.S. 4449
B.S. 4466
B.S. 8110: Part 1
A.S.T.M C309
A.S.T.M C494
Portland cement (Ordinary and rapid-hardening)
Test Sieves
Methods for sampling and testing of mineral aggregate, sand and filters
Aggregate from natural sources for concrete (including granolithic)
Batch-type concrete mixers
Method of testing concrete
Tests for water for making concrete
Steel Fabric reinforcement
Hot rolled steel bars for the reinforcement of concrete
Bending dimensions and scheduling of bars or the reinforcement of concrete
The structural use of concrete
Specifications for liquid membrane-forming compounds for curing concrete
Specifications for chemical admixtures for concrete
Malaysian Standards shall take preference over all Standards.
4.2
CONCRETE AGGREGATES
4.2.1
General
Materials used as aggregates shall be chemically inert, strong, hard, durable, nonporous, and free from
adhering coatings, clay lumps, coal or coal residue and organic or other impurities that may cause
corrosion of the reinforcement or impair the strength or durability of the concrete. Aggregates shall
comply with MS 29 and B.S. 1201 and be tested in accordance with the requirements of MS 30, B.S.
812 and other standards as specified in Table 4.1.
The aggregates shall be taken from an approved source and shall consist of naturally occurring sand,
stone of igneous origin, crushed or uncrushed, or a combination thereof. They shall not contain water
soluble sulphur trioxide (S03) in excess of 0.1 per cent. For work above ground level, suitable limestone
may also be approved if there is no sulphur content.
Samples of all aggregates and sand shall be delivered to the site for the trial mix tests, in order that the
Engineer may approve the source. If supplies from the approved source subsequently deviate from the
approved samples and do not meet test requirements, then the source will be liable to rejection by the
Engineer.
SP 4.2
The Engineer may require the Contractor at any time to draw samples of aggregates from stockpiles on
the site or any other locations to be indicated by the Engineer for testing by the Engineer according to
the methods detailed in MS 30 and B.S. 812. Costs of such samples shall be borne by the Contractor.
Aggregates which from tests prove unsatisfactory shall either be replaced or shall be washed until
further tests prove satisfactory. All costs and expenses incurred to comply with this requirement shall
be borne by the Contractor. Rejected aggregates shall be removed from the site.
Sieving and remixing of aggregates whose gradings fall outside the specified limits may be permitted at
the sole discretion of the Engineer and at no extra cost to the Employer.
Aggregates shall be stored in bins with clean hard floors. The bin floors shall be constructed so as to
permit free drainage or moisture from the aggregates. Whenever required by the Engineer, aggregates
shall be hosed down to restore the specified standard of cleanliness. Aggregates collected from marine
deposits shall not be used in pre-stressed or steam-cured concrete.
Table 4.1 – Testing of Aggregates
4.2.2
Properties
Test Methods
Limits
Grading
Elongation Index
Flakiness Index
Water Absorption
Clay, Silt and Dust
Organic Impurities
Aggregates Crushing Value
Soundness
Test
(Sodium
Sulphate)
Chloride Content
Sulphate Content
M.S. 30
M.S. 30
M.S. 30
M.S. 30
M.S. 30
M.S. 30
M.S. 30
AASHTO Test Method T104
See 4.2.2 and 4.2.3
Not exceeding 30%
Not exceeding 25%
Not exceeding 1.5%
Not exceeding 2%
Not exceeding 0.4%
Not exceeding 20%
Loss not exceeding 12%
B.S. 812 Part 4
B.S. 1377 Test 9
Not exceeding 0.06% by weight
of chloride ions
Not exceeding 0.4% by weight
of S03
Coarse Aggregate
The coarse aggregate shall be approved crushed granite with the maximum size particles not exceeding
the nominal size specified.
The grading of the coarse aggregate shall be within the limits given in the following table (Part of Table
(1) of MS 29 and B.S. 410):
Percentage by weight passing B.S. Sieve
B.S. 410 Test Sieve
Nominal Size of Graded Aggregate
mm
20 mm to 5 mm
100.0
90.0
75.0
63.0
38.1
37.5
20.0
19.0
14.0
10.0
5.0
100
95 - 100
25 - 55
30 - 60
0 - 10
SP 4.3
4.2.3
Fine Aggregate
The fine aggregate shall be natural sand or igneous crushed stone sand free from coagulated lumps
and salt and shall contain less than five (5) per cent of clay and silt by volume, measured according to
field test in MS 30.
The grading of the fine aggregate shall be within the limits of one of the grading zone in the following
table (MS 29).
Fine Aggregate Grading
B.S.
Sieve
Zone 2
10
5
2.36
1.18
0.6
0.3
0.15
mm
mm
mm
mm
mm
mm
mm
100
90 - 100
75 - 100
55 - 90
35 - 59
8 - 30
0 - 10
Percentage by Weight Passing
Zone 3
Zone 4
100
90 - 100
85 - 100
75 - 100
60 - 70
12 - 40
0 – 10
100
95 - 100
95 - 100
90 - 100
80 - 100
15 - 50
0 - 15
* For crushed stone sand, the limit is increased to 20 per cent.
4.3.
WATER
The water shall be clean and fresh and free from organic or inorganic matter in solution or suspensions
in such amounts that may lessen the strength or durability of the concrete. Only water of approved
quality shall be used for concreting, for flushing and wetting of formwork, and for curing. The Contractor
shall make adequate arrangements to deliver and store sufficient water at the work for use in mixing and
curing the concrete, and for flushing and wetting forms.
The water shall satisfy the requirements of MS 28 and BS 3184.
4.4
CEMENT
The cement used for concrete shall be CMS cement unless otherwise approved by the Engineer, and
shall be normal setting ordinary Portland cement complying with MS 522 and B.S. 12. Consignments
shall be used in order of delivery. Each consignment shall be identifiable. For each consignment the
Contractor shall supply to the Engineer the date of manufacture and, if requested, a copy of Test
Certificate from an independent approved testing body.
The age of the cement at the time of delivery to the Site shall not be more than two (2) months, and the
cement shall be used within two (2) months of delivery. The cement shall be transported to the Site in
covered vehicles adequately protected against the weather and shall be properly stored a minimum of
150 mm above ground in approved, well-ventilated, weather-proof, and water-proof buildings to prevent
damage through moisture, where cement is stored in bulk in site, the quantity stored shall be limited to
no more than one week’s requirement unless otherwise approved by the Engineer.
If it is suspected that the cement is damaged, a series of cube tests as described below will be made in
order to ensure that the specified strength, homogeneity, and density of concrete can be obtained. If
this strength is not obtained, the cement will be rejected.
The Engineer may, however, without tests being made, order that any bag of cement, a portion of the
contents of which in the opinion of the Engineer has hardened, or which appears to be defective in any
other way, be removed from the site forthwith.
Rapid hardening cement may be used only with the written approval of the Engineer.
SP 4.4
4.5
ADMIXTURES
The use of admixtures may be permitted at the request of the Contractor and at the discretion of the
Engineer.
Full particulars including specifications and technical data including the source, manufacturer’s name
and trade or brand name shall be submitted to the Engineer for his approval.
The chemical names, formulae, and quantities of the active ingredients of the materials, the dosage to
be used and the effects, as well as the effects of progressively less and greater dosages, on the
physical and chemical properties of the wet and hardened concrete, shall be submitted to the Engineer
for approval.
The Contractor shall provide such samples and carry out such tests, as the Engineer may direct prior to
permitting the use of admixture in the works. All such samples and tests shall be provided at the
Contractor’s expense.
The Engineer may at any time require further samples and tests to be carried out after the materials has
been delivered to the Site.
The warranted shelf life of the material and the shipping and storage conditions under which it is
applicable shall be stated by the manufacturer, and the Contractor shall comply with these requirements
in all respects.
The use of calcium chloride in the concrete will not be permitted.
Admixture shall comply with the requirement of A.S.T.M. C494.
4.6
CURING COMPOUNDS
Concreting curing compounds shall be of manufacture approved by the Engineer.
All concrete curing compounds shall be non-staining and shall comply with the requirements of A.S.T.M.
C309 where relevant.
4.7
EXPANSION JOINTS, WATERSTOPS, JOINTS FILLERS AND SEALERS
Waterstops at construction joints shall be of manufacture approved by the Engineer suitable for
horizontal and vertical construction. P.V.C. type waterstops with hollow central bulb shall only be used
for joints not subject to differential shear movement. For joints at high movement areas, rubber
waterstops with hollow central bulb shall be used.
Joint fillers shall be insoluble synthetic resin bounded granular cork self-expanding filler of manufacture
approved by the Engineer complying with A.S.T.M. D1752-67 (R73) Type III and American National
Standard A 37-144-1969(R75) Type III.
Sealer shall be Heavy Duty Sealer cold applied two part polysulphide pitch extended sealant of
manufacture complying with B.S. 5212 and U.S. Federal Specification SS-S200D.
Full particulars including specifications and technical data including the source, manufacturer’s name
and trade or brand name shall be submitted to the Engineer for his approval.
The Contractor shall also provide such samples and carry out tests as the Engineer may direct and such
samples and tests shall be provided at the Contractor’s expense.
The Engineer may be anytime require further samples and tests to be carried out after the material has
been delivered to the Site.
The warranted shelf life of the materials and the shipping and storage conditions under which the
materials shall be applicable shall be stated by the manufacturer and the Contractor shall comply with
these requirements in all respects.
SP 4.5
4.8
REINFORCING STEEL
4.8.1
Material
Steel bars for Concrete Reinforcement shall be SIS steel bars and Reinforcing Steel Fabric shall be
Setri Fabric. Mild steel reinforcement rod shall be hot rolled mild steel bars of a manufacture approved
by the Engineer and shall comply with MS 146 or with a minimum yield of stress of 250 N/mm2.
High yield steel reinforcement rod shall be high tensile bars complying with the requirements of B.S.
4449 with a minimum yield stress of 410 N/mm2.
Steel fabric reinforcement shall comply with MS 145.
All steel shall be free from oil, dirt, loose rest, scale or other deleterious matter immediately before the
placing of the concrete.
Test certificates from an independent approved testing body shall be provided prior to shipment, as
directed by the Engineer.
Unless otherwise specified or shown on the Drawings, all steel reinforcement shall be hot rolled,
deformed, high tensile steel bars with yield strength of 410 N/mm2.
4.8.2
Shop Drawings
Shop drawings, bar lists, bending schedules, and installation drawings for all reinforcing steel shall be
prepared by the Contractor and submitted to the Engineer for approval prior to fabrication. Detailing
shall conform to requirements of B.S. 4466.
The Engineer’s approval does not relieve the Contractor in any way of his responsibility for accuracy
and/or completeness of the detailing work.
4.8.3
Storage
Reinforcing and fabric reinforcing steel shall be stored clear of the ground and in a manner and location
which will prevent deterioration. Bars which have become pitted will be rejected, bars which have
become dirty shall be cleaned to the satisfaction of the Engineer before being placed in the works.
4.8.4
Binding Wire
Binding wire shall be 16 S.W.G soft annealed typing wire.
4.8.5
Bending and Fixing of Reinforcement
The reinforcement shall be bent in accordance with B.S. 4466 except where otherwise specified.
The reinforcement shall be bend cold in manner which will not injure the material.
No reinforcement shall be bent when in position in the works, whether or not it is partially embedded in
hardened concrete, unless specially authorized by the Engineer.
Reinforcement cages shall be tied into stiff units with intersecting bars tied at least at every second
intersection.
The reinforcement shall be kept accurately in position by spacers and chairs secured firmly to the cage.
Bars intended to be in content shall be wired together at all points of contact with binding wire as
specified. The types of spacers and chairs used shall be subject to the approval of the Engineer, and
any part of a metal spacer or chair shall have at least the same cover as specified for the reinforcement.
Mortar blocks shall be of the same strength as the parent concrete. No binding wire may project into the
cover concrete.
Bars with loose rust or millscale, or with oil, dirt, grease, mortar or other deleterious matter shall not be
placed in the forms.
SP 4.6
No splices shall be made in the reinforcement except where shown on the Drawings or where approved
by the Engineer. The length of splices shall be as specified in B.S. 8110: Part 1 except where otherwise
had shown on the Drawings.
Immediately before concreting, the reinforcement shall be examined for accuracy of placing and
cleanliness and corrected if necessary. No concreting shall take place before inspection and approval
of the reinforcement by the Engineer.
Reinforcement projecting horizontally at construction joints shall be supported in correct position during
concreting by providing sufficient scaffolding and spacer pieces to which the reinforcement should be
tied and held in place.
Bending schedules of the reinforcement bars shall be provided by the Contractor, and shall be made
available for inspection by the Engineer if requested.
4.9
FORMWORK AND FALSEWORK
4.9.1
Design
The Contractor shall submit his designs for approval in ample time before the work commences. The
Engineer’s approval of such designs does not relieve the Contractor in any way of his responsibilities for
such scaffolding and formwork.
The formwork shall be of sufficient strength to withstand all dead and live loads and the pressure of the
wet concrete and the effects of vibrating without distortion and shall be designed with cambers, etc.,
necessary to produce the finished structures to the correct levels and profiles. Formwork below high
water shall be watertight and shall withstand the effects of tides and waves.
All exposed edges and corners shall be provided with a twelve (12) millimeter chamber unless otherwise
directed.
4.9.2
Materials
All formwork materials, including form oils or other coatings, shall be subject to approval by the Engineer
prior to installation and/or application.
Only form clamps of reputable makes and proper steel rod ties with detachable ends shall be used.
Wire ties and P.V.C. tubing or other plastic tubing will not be permitted.
4.9.3
Workmanship
The Contractor shall, before erection starts, prove to the Engineer the sufficiency of the forms in
accordance with his casting program including type or make of ties or clamps to be used.
All joints in formwork shall be sufficiently close to prevent leakage of grout and the formation of fins or
other blemishes. Openings for inspection of the inside of the formwork and for the removal of water
used for washing out shall be formed so that they can be conveniently closed before concreting.
Tie rods specifically manufactured for use as tie rods or other internal spacers as approved shall be
fixed in approved positions so that they can be easily removed, either completely or partly when the
shuttering is stripped, and the holes remaining after concreting shall be filled by dry packing and well
rammed. No plastic type spacers will be permitted.
No part of any metal tie or spacer remaining permanently embedded in the concrete shall be closer than
fifty (50) millimeters to the finished surface of the concrete.
All pipes, bolts, steelwork, and other fixings that are required to be built in or through the concrete shall
firmly fixed in properly aligned position in the formwork, which shall be neatly cut and fitted to suit, joints
being caulked where necessary to prevent the escape of grout. Likewise, cores and other devices used
for forming openings, holes, pockets, chases, etc., shall be fixed to the formwork prior to the wet
concrete reaching their level.
SP 4.7
The inner faces of the formwork shall be formed or treated so as to minimize adherence to the concrete.
If form oil or similar coatings are used, they shall be kept from contact with the reinforcement. If no
water impregnating is applied to wooden forms, they shall be thoroughly wet before concreting starts.
Before any concreting is commenced, all the formwork shall be blown clean to remove dirt, shavings,
sawdust, and other refuse, and all formwork shall be inspected and approved by the Engineer before
any concrete is placed. The compressed air used in cleaning shall be free from any trace of oil film
whatsoever, as confirmed in the presence of the Engineer immediately prior to use.
4.9.4
Removal of Forms
No formwork shall be removed without the approval of the Engineer, but the giving of such approval
shall in no way relieve the Contractor of any of his contractual responsibilities.
The removal of formwork shall be carried out carefully so as to avoid damaging the concrete. Before
soffit forms and props are removed, the concrete shall be exposed by removal of the side forms or
otherwise as required by the Engineer in order to ensure forms may be removed after twenty-four (24)
hours provided the concrete is sufficiently strong so as not to be injured and proper arrangements have
been made for curing.
Load carrying forms may be removed when those site-cured test specimens which are cured in the
same conditions as the permanent work indicate sufficient strength to carry the induced load at or soon
after the time of removal and when the Engineer is satisfied that all the relevant clauses of the
Specification have been met. The removal of formwork and falsework shall be executed by gradual
easing without jarring and only in the presence of a competent supervisor.
Load carrying concrete will be deemed to have sufficient strength to allow removal of the forms when
each of the corresponding site-cured additional test specimens has attained a crushing strength no less
than half the twenty-eight (28) days design strength.
The stripping times given in the following table are the minimum for the several cases, but it is
emphasized that the information given in the table is for the Contractor’s guidance only and the times
may be varied to suit abnormal climatic conditions and other special circumstances.
Stripping Times
Sides of Walls, Beams and Columns
3 days
Soffits of Slabs (props left in place)
7 days
Props to Slabs
14 days
Soffits of Beams (props left in place)
10 days
Props to Beams
18 days
The minimum removal times for concrete containing rapid-hardening Portland Cement shall be one-half
of the values tabulated, where such use is approved by the Engineer.
No superimposed loading or pressure shall be applied to any part of a structure until permission is given
in the Engineer.
After the removal of the formwork or falsework, the work shall be inspected by the Engineer before any
touching up is done.
4.9.5
Tolerances and Defects
The permissible surface tolerances shall not exceed the limits shown on the following table.
Notwithstanding the details shall be applied in preference at all times. If required, the Engineer may
impose smaller tolerances.
If, in the opinion of the Engineer, the formwork is cut, drilled, bent, buckled, repaired or generally
damaged in a way detrimental to the appearance of the concrete or to the tightness or straightness of
the forms, it will be rejected.
SP 4.8
Example of Permissible Tolerances
Condition
Final Structure Tolerance
Variation in cross sectional Dimension of structural
members
4mm
Departure from alignment as shown on the Drawings (End
to the End)
12mm
Departure from level of top surfaces as shown on the
Drawings (End to End)
12mm
Departure from level of under side surfaces as shown on
the Drawings (End to End)
12mm
Gradual deviations from the dimensions shown on the
Drawings, measured from a template one (1) metre long
3mm
Offsets or fins caused by defective formwork or otherwise
4mm
4.10
CONCRETE PROPORTIONING
4.10.1
Concrete Mix
The concrete mix shall comply with the requirements of the Concrete Mix Table specified hereinafter.
The proportions of cements, fine and coarse aggregates, water, and admixtures necessary to produce
concrete conforming to the requirements of the Concrete Mix Table shall be determined by the
Contractor in a series of trial mixes on the concrete to be used on the job.
The series of trial mixes shall be made at least five (5) weeks before concrete placing is due to start and
shall be sufficiently comprehensive for concrete proportions to be selected to the satisfaction of the
Engineer. Both seven (7) and twenty-eight (28) day strengths of the trial mix, determined as the
average of three (3) test specimens, shall exceed the specified strength. The Engineer’s approval of the
trial mix including twenty-eight (28) day strength results shall be obtained in writing before any concrete
is permitted to be placed in the works. If possible, the concreting plant and the means of transport to be
employed in the works shall be used to make the trial mixes and to transport them a representative
distance. A clean mixer shall be used and the first batch discarded.
If during the progress of the work, the Contractor desires to use materials or proportions other than
those originally approved, or if the materials from the sources originally approved change in
characteristics, he shall provide evidence satisfactory to the Engineer that the new materials and/or
combination of materials will produce concrete meeting the requirements herein.
SP 4.9
Concrete Mix Table
1. Grade or Characteristic
Strength 28 days N/mm2
10
20
25
30
35
40
45
2. Min. Works Cube Strength
7 days N/mm2
-
15
18.75
22.50
26.25
30
33.75
3. Max. Coarse Aggregate
Size (mm)
20
20
20
20
20
20
20
4. Min. Cement
(kg/m3)
Content
250
325
360
360
360
400
400
5. Max. Cement
(kg/m3)
Content
550
550
550
550
550
550
550
6. Max. Water/Cement Ratio
0.65
0.50
0.49
0.45
0.44
0.42
0.41
The mix shall contain not more than five hundred and thirty four (534) kg of cement per cubic metre of
hardened concrete.
The Contractor shall carry out the tests on the initial trial mixes as well as such further trial mixes and
corresponding tests as may be required during the execution of the works in order to account for
changes in materials or working conditions.
The cost of such test shall be deemed to be included in the cost for concrete work.
4.11
CONCRETE CONTROL
4.11.1
Concreting Testing
Unless otherwise specified below, all concrete control testing shall be carried out by the Contractor with
his own equipment under the supervision of the Engineer. For this purpose, the Contractor shall notify
the Engineer reasonable in advance when tests are being made, repeated or when extra tests are being
made, the Contractor shall make available the testing equipment for the use of the Engineer and make
available all records for inspection. Duplicate copies of all test results, analyses, etc., shall be supplied
to the Engineer on printed forms approved by him.
4.11.2
Extent of Testing
Minimum requirements regarding tests which shall be carried out in order to control concrete quality are
given on the Concrete Control Tests Table below.
The frequency of control tests shall be regulated as experience is gained regarding the fluctuations to
be expected in the properties tested.
Unless otherwise decided by the Engineer, all tests shall be carried out in accordance with the relevant
British Standard Specifications. Where no such standard exist standards of the American Society for
Testing Materials (A.S.T.M.) shall apply.
Neither the mix proportions nor the sources of supply of materials shall be altered without the prior
approval of the Engineer, except that the Contractor shall adjust the proportions of the mix as required
to take account of permitted variations in the materials.
SP 4.10
Concrete Control Tests Table
Test No.
(1)
Material or Property
Frequency Group
1 Daily or per
2 Periodically
Shift
1.
1.1
Cement
Acceptance Test
X
2.
2.1
Water
Acceptance Tests
X
3.
3.1
3.2
Admixtures (A.S.T.M. Specification)
Retarding Effect
Effect on strength
X
X
4.
4.1
4.2
4.3
4.4
4.5
4.6
4.7
4.8
4.9
4.10
4.11
Aggregate
Organic Impurities
Material finer than No. 200 Screen
Screen Analysis
Impurities, Soft Particles, etc.
Specific Gravity
Absorption
Unit Weight
Porous Particles
Clay Lumps
Particle Shape
Moisture Content
X
X
X
X
X
X
X
X
X
X
X
5.
5.1
5.2
5.3
5.4
5.5
Fresh Concrete
Mixing Time
Consistency
Workability
Unit Weight
Air Content
6.
6.1
6.2
6.3
6.4
Fresh Concrete
Strength
Rate of Strength Development
Unit Weight
Strength Variation
7.
7.1
7.2
7.3
Batching & Mixing Plant
Control of Scales
Control of Mixtures
Dispensers for Admixtures
X
X
X
X (1)
X (1)
X
X
X
X
X
X
X
Possibly several time a day.
Re: Test No. 1 Cement
For each consignment of cement delivered, samples shall be taken out for full standard tests both
physical and chemical.
Re: Test No. 3 Admixtures
Apart from acceptance tests in accordance with the relevant A.S.T.M. Specification, these materials
must be tested in concrete made using the cement and the aggregate which will be used on the job.
Re: Test No. 4 Aggregates
The moisture content of the fine aggregate will be determined whenever a change is suspected, and at
intervals as determined by the Engineer.
Re: Test No. 5 Workability
SP 4.11
The workability of the concrete will be tested at intervals on samples obtained at the place of concreting.
Re: Test No. 6 Hardened Concrete
Samples of concrete for tests will be taken and cubes made, as determined by the Engineer.
Compressive strength will be determined by the Engineer using test cubes 152 x 152 x 152 mm. The
cubes will be compacted by vibration, cured, stored, transported, and tested in accordance with MS 7.1.
The strengths will be determined after twenty-eight (28) days as the averaged of three (3) cubes made
from the same batch of concrete which will be considered as a test. Normally, four (4) cubes will be
made from concrete in a mix selected at random on each day concrete is being placed, or in general for
each one hundred and fifteen (115) cubic meters of concrete whichever is the more often. One of the
four (4) cubes taken at each sampling will be tested at seven (7) days or at the discretion of the
Engineer and the remaining three (3) cubes will form a twenty-eight days test as described above.
Additional cubes may in certain cases be tested after seven (7) days.
A record of all tests identifying the test cubes with the part of the work executed will be kept on the Site
by the Engineer and made available to the Contractor on request.
If the specified requirements have not been met, the Contractor shall take such remedial action as the
Engineer may order, and shall, before the proceeding with the concreting, submit for the Engineer’s
approval, details of the action proposed to ensure that the concrete still to be placed in the works will
comply with the Specifications.
To determine the permissible time for removal of load carrying forms, extra test cubes will be cast and
cured under the same conditions as the permanent work. The cubes will be tested in sufficient time
before removal of forms for the Engineer to evaluate the result.
The Engineer may require cylindrical core specimens to be cut from the hardened concrete where the
specified cube strength requirements have not been met. The Contractor shall arrange for cores to be
cut and the specimens shall be dealt with in accordance with MS 26 and B.S. 1881.
The cutting equipment and method of doing the work shall be approved by the Engineer. Prior to
preparation for testing, the specimens shall be made available to the Engineer.
If the compressive strength of any core specimen is less than the twenty-eight (28) days characteristic
strength as described in the Concrete Mix Table, or if, in the opinion of the Engineer, the concrete fails
to meet the specified requirements in other respects, the concrete in that part of the works in which it is
a sample will be considered not to comply with the specified requirements and shall be replaced if so
directed by the Engineer, all at the Contractor’s expense.
4.12
CONCRETE WORKMANSHIP
4.12.1
Storage of Materials
Cement, aggregates, or admixtures shall be stored on the Site in such a manner as to prevent
deterioration or contamination by foreign matter. Any material which, in the opinion of the Engineer, has
deteriorated or has been contaminated or otherwise damaged shall not be used for concrete and shall
forthwith be removed from the Site at the Contractor’s expense.
4.12.2
Concreting Plant
Any concreting plant erected by the Contractor shall be suitable in type, capacity, and design for its
purpose. The performance of the plant and its disposition shall be to the satisfaction of the Engineer.
Concreting plant as referred to herein include any aggregate or cement handling and storage plant,
batching and mixing plant, transporting, depositing and vibrating plant.
4.12.3
Batching
Materials for designs mix concrete shall be weight-batched. Aggregate may be weighed cumulatively,
but cement shall then be weighed on a separate scale.
SP 4.12
Water shall be measured by weight or by volume. Allowance shall be made throughout for the moisture
content of the aggregates by approved means. Admixtures, if permitted, shall be measured using
suitable dispensers, and shall be used strictly in accordance with the manufacturer’s instructions.
Weight-batches shall be calibrated frequency and whenever so required by the Engineer.
After each concreting, the Contractor should check that the cement content is as specified above by
comparing the volume of concrete cast against the number of bags of cement used.
4.12.4
Mixing and Transport
All concrete shall be mixed mechanically, Mixing time, drum speed, and other details shall be approved
by the Engineer.
The mixing, unless otherwise approved, shall be carried out in an approved mechanical batch mixer of
adequate capacity and complying with B.S. 1305 “Batch Type Concrete Mixer”. The mixer shall be
equipped with an automatic water measuring tank fitted with a device for locking the discharge setting.
Mixing shall continue until there is a uniform distribution of materials and the mass is uniform in colour
and consistency. The minimum mixing time after all materials are placed in mixer is to be two minutes.
Mixer drums shall be empty before recharging and shall be washed out and cleaned at the end of each
working period. They shall at all times be kept free from hardened concrete and shall be primed by an
approved grout wash when mixing is resume.
The concrete shall be discharged from the mixer and transported to the works by means that shall be
approved by the Engineer and which shall prevent segregation or loss of ingredients, and ensure that
the concrete is of the required workability at the point and time of placing. Concrete buckets shall be of
a type with controllable gates, which permit both partial and complete emptying. Where concrete is to
be transported some distance, precautions shall be taken to protect it from direct sunlight, rain, drying
winds or dust.
Transporting plant shall be of a design enabling the concrete to be dumped vertically over the required
point of placement. The plant shall be kept free from hardened concrete and shall be rinsed down prior
to use. All free flowing water shall be removed.
Dumping at an angle or the working of the concrete by vibrators or otherwise to make it flow laterally
shall not be permitted.
4.12.5
Workability
The concrete shall be of such consistency that it can be readily worked into the corners and angles of
the formwork and around reinforcement without segregation of the materials or bleeding of free water at
the surface. On striking the formwork it shall present a face, which is uniform, free from honey-combing,
surface crazing, or subsequent excessive dusting, and which shall not, in the opinion of the Engineer,
be inferior to the standard referred to below.
In order to satisfy the Engineer that the workability of the proposed mix is adequate for the requirements
of the Specification, the Contractor shall carry out a series of workability tests on the preliminary trial
mixes. These tests shall be carried out in accordance with MS 7.1, or such other procedure as may be
approved by the Engineer. The samples to be tested shall be obtained from the batches used for the
preliminary test cubes.
4.12.6
Placing and Compacting
The Contractor shall have the necessary equipment for mixing, transporting, placing, and compacting on
Site before placing is started in order to finish without unplanned construction joints. The concrete shall
be placed in the positions and sequences indicated on the Drawings, in the Specification, or as directed
by the Engineer.
Concrete shall not be placed unless the Engineer has previously examined and approved in writing the
positioning, fixing and condition of the reinforcement, and of any other items to the embedded, and the
cleanliness, alignment, and suitability of the containing surfaces.
The concrete placing shall be deposited as nearly as possible in its final position, it shall be placed in
such a manner as to avoid segregation of the concrete and displacement of the reinforcement, other
SP 4.13
embedded items, or formwork. It shall be bought up in horizontal layers not exceeding four hundred
(400) millimeters in compacted thickness unless otherwise authorize or directed by the Engineer.
Placing shall be continuous between specified or approved construction joints without undue
interruptions including lunch periods.
Where chutes are used to convey the concrete, their slopes shall be such as not to cause segregation,
and suitable spouts sor baffles shall be provided to obviate segregation during discharge. Concrete
shall not be allowed to fall freely more than one (1) metre.
Where pneumatic placers are used, the velocity of discharge shall be regulated by suitable baffles or
hoppers where necessary, to prevent segregation or damage and distortion of the reinforcement, other
embedded items and formwork, caused by impact.
The concrete shall be placed in its final position in the forms before loss of workability occurs, and in no
case later than forty-five (45) minutes after the mixing water has been added. Adding water after mixing
(tempering) will not be permitted.
Concreting shall not take place if rain will cause damage to the concrete.
Fresh concrete shall not be placed against insitu concrete which has been in position for more than 45
minutes (or any other period of time as approved by the Engineer if admixture is used) unless a
construction joint is formed in accordance with Sub-Section 4.12.7. When insitu concrete has been in
place for four (4) hours, no further concrete shall be place against it for a further twenty (20) hours.
No concrete shall be placed in flowing water. Underwater concrete if deemed unavoidable by the
Engineer shall be placed in position by tremies or pipelines from the mixer. Concrete to be placed
under water shall be an approved mix with the amount of cement increased by 20%. During and after
concreting under water, pumping or dewatering operations in the immediate vicinity shall be suspended
until the Engineer permits them to continue. Where the concrete is placed by a tremie, the following
requirements shall be applicable:i)
unless otherwise agreed by the Engineer, when concreting of bored piles is being carried out
under water, temporary casing shall be installed to the full depth of the borehole so that
fragments of ground cannot drop from the sides of the hole into the concrete as it is placed;
ii)
the hopper and tremie pipe shall be a closed system. The bottom of the tremie shall be kept
as far as practicable beneath the surface of the placed concrete;
iii)
the tremie pipe shall be large enough with due regard to the size of aggregate. For 20 mm
aggregate the tremie pipe shall be of diameter not less than 150 mm and for larger aggregate,
larger diameter tremie pipe shall be required;
iv)
unless otherwise agreed by the Engineer, the first charge of concrete shall be placed with a
sliding plug pushed down the tube ahead of it to prevent mixing of concrete and water;
v)
the tremie pipe shall always penetrate well into the concrete with an adequate margin of safety
against accidental withdrawal if the pipe is surged to discharged the concrete;
vi)
the concrete shall be deposited wholly by tremie and the method of deposition shall not be
changed part way up to prevent the laitance from being entrapped within the structure;
vii)
all tremie pipes shall be scrupulously cleaned after use.
During hot weather, additional precautions shall be taken to prevent premature setting and lose of water
during placing of concrete in the formwork. These precautions shall include:
i)
no concrete having an internal temperature exceeding 33 degrees C shall be deposited;
ii)
concrete shall not be placed in formwork or around reinforcement whose temperature exceeds
36 degrees C;
iii)
newly placed concrete shall be protected from direct sunlight and from loss of moisture by
covering, shading or other means;
iv)
no concrete shall be placed when the air temperature at the point of deposition exceeds 36
degrees C.
SP 4.14
All concrete shall be compacted by means of power driven, immersion type vibrators of approved type
and performance. The vibrators shall be of a number, size, and capacity to suit the rate of placing,
dimensions of concrete, and reinforcement. The concrete shall be fully compacted throughout the full
extent of each horizontal layer. It shall be thoroughly worked against the formwork and around any
reinforcement and other embedded items without displacing them. Successive layers of the same lift
shall be thoroughly worked. Proper vibration techniques shall be employed as directed.
Over-vibration causing segregation, surface laitance, or leaking through formwork shall be avoided.
Immersion vibrators shall be withdrawn slowly to prevent the formation of voids. Vibrators shall not be
used in such a way as to damage formwork or other embedded items. The formation of air bubbles
against vertical or slopping formwork shall be prevented as far as is practicable with proper placement
techniques and tapping of the form in the immediate work area.
All horizontal top surfaces shall be screeded off of screeds as approved to produce an even surface to
the correct level. Surplus concrete shall be removed immediately after consolidation by striking off with
sawing motion of a straight edge or template. When some stiffening has taken place in the surface
concrete and the moisture film has disappeared, the surface shall receive a foated finished with a
uniform texture and free of screed marks.
The horizontal top surface of all concrete walkways shall be finished by brooming to produce a lightly
brush-marked surface to the satisfaction of the Engineer.
4.12.7
Construction Joints
Concreting shall be carried out continuously up to construction joints, the position and arrangement of
which shall be as indicated on the Drawings or as approved or instructed by the Engineer.
Reinforcement shall be continuous through such joints.
When directed by the Engineer, suitable keys shall be formed on vertical and horizontal joints.
Should a construction joint become necessary other than shown on the Drawings, owing to plant
breakdown or other unforeseen reasons, a bulk-head at right angles to the principal lines of stress shall
be provided. If, however, the location is near a support or at other location considered undesirable by
the Engineer, then the concrete shall be broken back until a suitable location has been reached.
When work has to be resumed on a surface which has set, the whole surface shall be thoroughly
roughened. It shall be cleaned of all loose and foreign matter and laitance, washed with water and all
free water removed before placing the fresh concrete which shall be well compacted against the joint.
Immediately prior to placing fresh concrete, the contact surface shall be coated with a cement slurry of
one part water and three parts cements.
Placing of concrete over horizontal construction joints shall be started by placing on the joint surface a
layer of the specified concrete from which half the amount of coarse aggregates has been omitted.
4.12.8
Expansion Joints Fillers, Waterstops and Sealers
Joint fillers and waterstops shall be used in strict accordance with the manufacturer’s instructions as
appropriate to the joint location and where shown on the Drawings.
4.12.9
Fixing Blocks, Brackets, Built-in-Bolts, Holes, Chases, Etc.
All fixing blocks, brackets, built-in-bolts, holes, chases, etc. shall be accurately set out and formed and
carefully sealed prior to the concrete being placed. No cutting away of concrete for any of these items
shall be done without the permission of the Engineer.
Bolts and other inserts to be cast into the concrete shall be securely fixed to the formwork in such a way
that they are not displaced during the concreting operations, and that there is no loss of materials from
the wet concrete through holes in the formwork.
Unless shown otherwise on the Drawings or instructed by the Engineer, reinforcement shall be locally
moved so that the minimum specified cover is maintained at the locations of inserts, holes, chases, etc.
Temporary plugs shall be removed and the threads of built-in bolts shall be proved to be free and shall
be greased before handing over any part of the Works.
SP 4.15
4.12.10 Curing
Concrete shall be protected during the first stage of hardening from the harmful effects of direct
sunshine, drying winds, rain, or running water. The protection shall be applied as soon as practicable
after completion of casting. The concrete shall be covered with a layer of sacking, canvas, straw mats,
or similar absorbent material, or a layer of sand, kept constantly wet for ten (10) days in the case of
ordinary Portland Cement concrete, or seven (7) days in the case of rapid hardening cement concrete.
The cost of the curing shall be deemed to be included in the Contract Sum.
Curing water shall be of a quality similar to the mixing water and shall not stain the concrete exposed to
view.
4.12.11 Repairs and Rejection of Finished Concrete
All finished concrete surfaces shall be true to the required profiles and finished, dense, smooth and free
from air holes, honey-combing, and other faults.
After the removal of the formwork, the work shall be inspected by the Engineer before any touching up is
done. Minor blemishes such as small fins, etc., any then be dealt with by stoning or bagging and small
air holes stopped with mortar, all as approved by the Engineer.
Any work out of true or with honey-combing or other faults shall be cut back to the extent ordered by the
Engineer and made good with new concrete where larger amounts are involved or in the case of small
amounts, with fine concrete epoxy mortar or grout, as approved by the Engineer.
Where, after proof testing, members or structures are not accepted, the Contractor shall either carry out
strengthening, or cut out and replace the defective material, as the Engineer may order. If seven (7)
day tests indicate concrete might fail, the Engineer may stop the work on this section until the twentyeight (28) day results are known and may direct special curing procedures.
Any cost arising out of remedial measures as described in this clause shall be borne by the Contractor.
4.13
READY-MIXED CONCRETE
Ready-mixed concrete shall comply with the requirements of M.S. 523. The concrete shall be carried in
purpose-made agitators operating continuously or truck mixers. The concrete shall be compacted and
in its final position within 2 hours of the introduction of cement to aggregate and within 45 minutes (or
any other period of time as approved by the Engineer if admixture is used) after the addition of water to
the cement-aggregate mix unless otherwise agreed by the Engineer. The time of such introduction shall
be recorded on the Delivery Note together with the weight of the constituents of each mix.
When truck-mixed concrete is used, water shall be added under supervision either at the Site or at the
central batching plant as agreed by the Engineer, but in no circumstances shall water be added in
transit.
Unless otherwise specified, truck mixer units and their mixing and discharging performances shall
comply with B.S. 4251.
Ready-mix concrete delivered to the job site shall be accompanied by manufacturer’s certificate stating
the details of mix proportions by weight, grade of concrete, type and size of aggregate, date and time of
production, type and dosage of chemical admixtures and other relevant production details in suitable
format. In addition the manufacturer shall supply to the Engineer test certificates for testing of materials,
indicating the sources of supplies and other relevant details.
4.14
PRECAST CONCRETE UNITS
All precast concrete shall be of the Grade as specified. If any of the precast concrete units are
manufactured away from the site of the work, the Contractor shall satisfy the Engineer that the concrete
proportions reinforcement, etc., are in accordance with the Drawings and this Specification, and if
required, he shall produce samples for testing. Should the Engineer wish to visit the workshop to
determine the standard of workmanship or make any progress payment the Contractor shall make way
and take such precautionary measures for their safety.
SP 4.16
All precast units shall be handled and stacked so as to avoid damage and ensure that no undue stress
is imposed on them. The Contractor shall remove from the Site and replace at his own costs any
precast units which is damaged due to his own negligence or which are rejected by the Engineer.
SP 4.17
SECTION 5 - TIMBER
TABLE OF CONTENT
PAGE NO.
5.1
TIMBER QUALITY
SP 5.2
5.2
DEFECTS
SP 5.2
5.3
SEASONING
SP 5.2
5.4
DIMENSIONS
SP 5.2
5.5
SCREWS AND BOLTS
SP 5.2
5.6
TIMBERS TO BE CONTINUOUS
SP 5.2
5.7
NOTCHING, HOLES, ETC.
SP 5.2
SP 5.1
SECTION 5 – TIMBER
5.1
TIMBER QUALITY
All timber shall be of best quality, sound, straight, well seasoned, free from sap shakes, loose knots,
radial cracking or other imperfections.
All timber shall be stored in approved locations and an acceptance moisture content be maintained in
the timber, before incorporation in the Works.
5.2
DEFECTS
All timbers is to be sawn square with the slope of the grain not exceeding one in eight, and is to be free
from sapwood, twists, splits, cracks, large, loose or dead knots, large resin pockets, waney edges, live
or extensive insect attack or other defects except to such extent as may be permitted by the Engineer
where the strength, durability or appearance of the work will not be affected.
5.3
SEASONING
Timber for structural purposes is to be adequately seasoned before use so as to prevent undue
shrinkage, distortion or splitting, and any timber which subsequently develops before the end of the
Defects Liability Period such defects so as, in the opinion of the Engineer, to affect unduly the strength,
durability or appearance of the Works is to be replaced at the Contractor’s own expense.
5.4
DIMENSIONS
All sawn timbers are to be of the full dimensions specified or shown on the drawings. For wrot timbers,
unless finished sizes are specified, 2.5 mm will be allowed off the stated sizes for each wrot face.
5.5
SCREWS AND BOLTS
All nails, screws, bolts and other fastenings are to be of a suitable type and size and in sufficient
number.
Where necessary to avoid splitting, holes for nails are to be pre-bored of diameter not exceeding fourfifths that of the nail. Holes for bolts are to be bored from both surfaces of the timber, and are to be of a
diameter equal to 11/16 times that of the bolt. Washers are to be used under all nuts and bolt heads.
Nuts are to be brought up tight but not so as to crush the timber.
5.6
TIMBERS TO BE CONTINUOUS
Every post, beam, tie and similar member is to extend in one piece between its supports or fixings
unless otherwise specified or approved in writing, in which case it is to be adequately jointed in an
approved manner.
5.7
NOTCHING, HOLES, ETC.
Where joists, rafters, etc., are notched over supports the depth of the notch is not to exceed two-fifths of
the depth of the member.
Holes in joists, etc., for pipes are to be as near to the neutral axis as possible and are not to exceed
one-quarter of the depth of the member.
SP 5.2
SECTION 6 - PILING
TABLE OF CONTENT
PAGE NO.
6.1
GENERAL
SP 6.3
6.2
WELDING
SP 6.3
6.3
EQUIPMENT
6.3.1 Pile Cushion Block
6.3.2 Templates
SP 6.3
SP 6.4
SP 6.4
6.4
PILE DRIVING
6.4.1 Piles Out of Alignment or Position
SP 6.4
SP 6.4
6.5
PILE RECORDS
SP 6.4
6.6
TEST PILES
SP 6.5
6.7
PILE LOAD TESTS
6.7.1 Pile Load Tests
6.7.2 Constant Rate of Penetration Tests
6.7.3 Maintained Load Test
SP 6.5
SP 6.5
SP 6.5
SP 6.5
6.8
TENSION TEST PILE
SP 6.6
6.9
DEFECTIVE PILES
SP 6.6
6.10
RISEN PILES
SP 6.6
6.11
CUTTING OFF AND CAPPING PILES
SP 6.6
6.12
PRESTRESSED SPUN CONCRETE PILES
6.12.1 Description
6.12.2 Materials
6.12.3 Casting
6.12.4 Handling and Storage
6.12.5 Pitching of Piles
6.12.6 Driving of Piles
6.12.7 Lengthening of Piles
6.12.8 Cutting and Preparation of Pile Heads
SP 6.7
SP 6.7
SP 6.7
SP 6.7
SP 6.7
SP 6.8
SP 6.8
SP 6.8
SP 6.8
6.13
STEEL PIPE PILES
6.13.1 Description
6.13.2 Materials
6.13.3 Manufacture And Storage Of Steel Pipe Piles
6.13.4 Workmanship
6.13.5 Installation Of Steel Pipe Piles
SP 6.8
SP 6.8
SP 6.8
SP 6.8
SP 6.9
SP 6.10
6.14
PROTECTIVE TREATMENT FOR STEEL PIPE PILES
6.14.1 General
6.14.2 Standard Specification
6.14.3 Documents Required
6.14.4 Manufacturer’s Standard Coatings
6.14.5 Personnel
6.14.6 Paint Delivery
6.14.7 Paint Storage
6.14.8 Application of Paint
6.14.9 Handling and Storage of Painted Steelwork
SP 6.10
SP 6.10
SP 6.10
SP 6.10
SP 6.11
SP 6.11
SP 6.11
SP 6.11
SP 6.11
SP 6.12
SP 6.1
6.14.10 Surface Preparation
6.14.11 Repairs to Damaged Surfaces
6.14.12 Inspection
6.14.13 Equipment and materials
6.14.14 Protective Treatment
SP 6.12
SP 6.12
SP 6.12
SP 6.13
SP 6.13
SP 6.2
SECTION 6 – PILING
6.1
GENERAL
a)
Piling shall conform in all respects with the principle contained in BS 8004.
b)
In addition to submitting the records required under Clause 5.5.1 the Contractor shall report
immediately to the Engineer any circumstances which indicates that the ground conditions
differ from those expected by the Contractor from his interpretation of the Soil Survey so as to
affect materially the bearing capacity of the pile.
c)
Piling shall be a provisional sum item. Remeasurement shall be carried out using the rates
entered in the Summary of Tender.
All steel piles must be fabricated in accordance to the details shown in the drawings.
d)
6.2
6.3
The Engineer may select for testing one or more working piles which the Contractor shall
construct or drive in advance of the remaining piles at the Site. Piles selected for this purpose
shall be constructed or driven with the same equipment as proposed for the main piling work,
to the depths required by the Engineer. The remaining piling at the site shall not proceed until
the testing of the advance piles has been completed to the satisfaction of the Engineer, and
meets the requirements of acceptance quoted in Clause 5.6. The Engineer may also instruct
the testing of further piles during the course of the works. All pile testing shall be carried out in
accordance with Clause 5.6 and 5.7.
WELDING
a)
All welding shall be carried out in accordance with the requirements of B.S. 5135 - Metal-Arc
Welding of carbon and carbon-manganese Steel.
b)
The Contractor shall supply the Engineer with full details of his proposed method of welding
and shall, if required, arrange for a demonstration.
c)
Only competent welders shall be employed on the Works.
EQUIPMENT
a)
The Contractor shall provide and maintain in first class operating condition all equipment
necessary for the proper and efficient handling and installation of piles.
b)
Pile driving leads, templates and hammer extensions employed in the driving of piles shall
assure continual control of the alignment between pile hammer and pile throughout the entire
driving cycle. Equipment utilized to guide the piles shall be designed and employed so as to
minimize bending movements in pile during setting and driving.
c)
The hammer shall be equipped with a capblock, of known and permanent elastic
characteristics, approved by the Engineer.
d)
Driving heads or followers shall cover the entire head of the pile, maintaining concentricity
between the hammer and pile, efficiently transmitting below energy from hammer to pile, and
enclosing a wood cushion block required to protect the pile head during driving.
e)
Piles shall be supported in line and position with leads while being driven. Pile driver leads
shall be constructed in such a manner as to afford freedom of movement of the hammer, and
they shall be held in position by guys or steel braces to insure rigid lateral support to the pile
during driving. The driving of piling with followers shall be avoided if practicable and shall be
done only under written permission from the Engineer.
SP 6.3
f)
6.3.1
Pile Cushion Block
a)
6.3.2
6.4.1
The heads of all steel piles shall be protected with a soft wood cushion block of sufficient
thickness to effectively and uniformly distribute hammer blow energy. The cushion block shall
be inspected periodically during driving and no driving shall be done with a block that has been
unduly worn and compressed with use. Cushion blocks must be replaced when compressed to
1/2 of their original thickness, when badly worn or when burning.
Templates
a)
6.4
The pile driving equipment used in driving the foundation piles shall be the same as those used
in driving the test piles from which the driving procedure has been established.
Where required by the Contractor or ordered by the Engineer, piles shall be driven with
templates to insure proper location, plumpness or batter of the piles; details of the driving
templates including full drawings shall be prepared by the Contractor and submitted to the
Engineer for approval prior to use. The Contractor shall be responsible for the accurate
location and securing of the templates in their correct final positions before driving the piles. All
equipment shall be of the type suitable for the proper execution of the Works and approved by
the Engineer.
PILE DRIVING
a)
The piles shall be driven to the driving resistance or tip elevation as determined by the
Engineer. The minimum depth of pile embedment shall be as directed by the Engineer. The
piles shall be driven at the location and to the batters shown of the Drawings.
b)
All piles shall be driven within an allowed tolerance of 13 mm per metre of pile length from the
vertical or batter shown on the Drawings. The maximum allowable variation at the butt end of
the pile shall be 75 mm in any direction from the location shown on the Drawings or as directed
by the Engineer. Any variation beyond these limits shall be allowed or rejected at the sole
discretion of the Engineer.
c)
Forcible corrections to concrete piles shall not be permitted. Forcible corrections may be
permitted to other types of piles only if approved by the Engineer.
Piles Out of Alignment or Position
The Contractor shall, if ordered by the Engineer, extract and reinstall any pile which has deviated out of
position or alignment by more than the specified limit, or alternatively the substructure shall be modified
to the approval of the Engineer. The cost of such extraction and reinstallation or any extra cost in the
design and construction of a modified foundation shall be borne by the Contractor if, in the opinion of the
Engineer, such extra works have been made necessary due to the error and/or negligence of the
Contractor.
6.5
PILE RECORDS
a)
The Contractor shall keep pile driving or sinking logs for every pile, in a form to be approved by
the Engineer, recording in detail all the information required by the Engineer.
b)
Duplicate copies of each and every such log shall be furnished to the Engineer within 24 hours
of the completion of the pile in question.
c)
Upon completion of the piling in each site, the Contractor shall furnish to the Engineer three
copies of an as built drawing recording the precise position, angle of batter, and final tip
elevation of all piles and such other information as directed by the Engineer.
SP 6.4
d)
6.6
The Contractor shall maintain a record of the driving of all piles and shall furnish to the
Engineer copies of these records along with any other data required by the Engineer.
Immediately after a pile has been driven a record shall be made of the reduced level of the pile
head. After the driving of adjacent piles, should any pile heave upwards, it shall be redriven to
its original level or, if necessary until its specific set is obtained again.
TEST PILES
a)
In order to determine the required length of pile at each location, the Contractor shall drive test
piles as shown on the Drawings and/or ordered by the Engineer. Test piles shall be driven to
approximate bearing value as the Engineer may request. Test piles shall be driven with the
same hammer that is used for driving foundation piles.
6.7
PILE LOAD TESTS
6.7.1
Pile Load Tests
Pile load tests are carried out before the Engineer issues to the Contractor in writing, instructions on the
pile length. The Contractor shall not proceed to supply the piles until he has received instructions in
writing to do so from the Engineer.
6.7.2
Constant Rate of Penetration Tests
Each pile load test shall be proceeded by three cycles of pile loading test at a constant rate of
penetration carried out in accordance to BS 8004 to a full test load equal to twice the design load. At
least twelve reading so settlements and their corresponding loads shall be made in the loading process.
After attaining a test load equal to twice the design load, the load is gradually released and at least four
readings of settlements and their corresponding loads shall be made during the unloading process. The
settlement, when the load is completely released, should also be recorded. An interval of at least 15
minutes must elapse before the next CRP test is commenced.
6.7.3
Maintained Load Test
The three CRP tests are then followed by a Maintained Load Test as follows: The full test load on a pile shall be twice the design load noted on the Drawings and it shall be applied in
8 equal increments. At least two hours shall elapse between the addition of each load increment. The
rate of settlement shall not exceed 0.1 mm in 20 minutes. The full test load shall be maintained on the
pile for at least 24 hours and settlements shall be recorded at intervals of not more than 2 hours. The
test pile shall then be unloaded in four equal increments at one hour intervals until the full test load is
removed.
Settlement readings will be made immediately after and before every load increment is applied or
removed.
Settlements shall be measured by use of a reference beam or wire supported independently of the load
test pile, reaction piles or piles supporting reaction loads. Settlements shall be measured to the nearest
0.1 mm for reference beams or 0.5 mm for reference wire. The reference beam support shall be located
at least 2 metres from the load test pile, reaction piles or piles supporting reaction loads. The reference
beam or wire shall be protected from the effects of temperature changes.
Prior to the performance of any load test, the Contractor shall submit to the Engineer for his approval,
working drawings showing the method and equipment he proposes to use in the performance of the
load test and the measuring of settlements; such submission shall include design calculations, lateral
supports or other methods used in ensuring against buckling. Horizontal supports to ensure buckling
stability shall be provided to the pile to be loaded whenever the ratio of the unsupported height to the
least cross-section dimension is 20 or more. Horizontal supports shall provide full support without
restraining the vertical movement of the pile in any way.
SP 6.5
Should the pile load test fail, the test pile (or a new pile) shall be driven to a greater depth and a new
load test run.
The Contractor shall, within 24 hours of the completion of the test, submit to the Engineer for each pile
test graphs showing:i)
ii)
6.8
Load and settlement plotted above and below a common base line of time.
Settlement and recovery plotted vertically against a base line of load.
TENSION TEST PILE
The test set up shall consist of a suitable load transferring member from the test pile to the reaction.
The suitable load transferring member may be in the form of strands or re-bar. The reaction may be
obtained from the surrounding ground with the help of steel girders and steel mats or from reaction
piles. Where reaction piles are used, these shall be spaced not less than 3.2 m away from the pile
being load tested.
The movement of the test pile during testing shall be measured using dial gauges which can read to
accuracy of 0.0254 mm. These dial gauges shall be mounted on an independent frame where the
support must be at least 2 m metres from the pile or reaction.
The load procedure to be adopted shall be the Maintained Load Method.
Loading shall be carried out in increment of 25% of working load (W.L.) and each increment shall be
maintained for at least 1 hr. At W.L. the load shall be maintained for at least 24 hours. At the maximum
test load of 1.5 W.L., the load shall be maintained for at least 24 hours. Unloading shall be carried out
in four approximately equal increments and each increment shall be maintained for at least 1 hour.
6.9
DEFECTIVE PILES
The method used in driving piles shall not subject them to excessive an undue abuse producing
crushing of steel. Manipulation of piles to force them into proper position, if considered by the Engineer
to be excessive, will not be permitted. Any pile damaged in driving by reason of internal defects, or by
improper driving, or driven out of its proper location in excess of the allowable tolerance, or driven below
the elevation fixed by the Drawings or by the Engineer shall be corrected by the Contractor without
added compensation by one of the following methods approved by the Engineer for the pile in question:a)
6.10
RISEN PILES
a)
6.11
The pile shall be withdrawn and replaced by a new and, when necessary, longer pile.
Piles which have risen as a result of driving adjacent piles shall be re-driven to the
requirements of the Engineer.
CUTTING OFF AND CAPPING PILES
a)
Tops of foundation piles shall be embedded in the concrete footing or pile cap, with a minimum
depth as shown on the Drawings. Piles shall be cut off level or as shown on the Drawings, at
the elevation indicated on the Drawings. The length of pile cut-off shall be sufficient to permit
the removal of all injured material. The distance from the side of any pile to the nearest edge
of the footing shall be as shown on the Drawings. When the top elevation of a pile is below the
elevation of the bottom of the cap, the pile shall, if approved by the Engineer, be built up from
the butt of the pile to the elevation of the bottom of the cap by an approved method. The cuts
shall be made accurately in clean, straight lines; care shall be exercised to avoid damaging the
remaining pile and to insure full bearing between the footings (or caps) and piles. Payment of
all driven piles shall be measured from the toe to the cut-of point of the pile.
SP 6.6
b)
The Contractor shall submit to the Engineer for approval his proposed method of cutting off
piles. Piles shall be driven in accordance with the specified criteria and as ordered by the
Engineer, and shall not be overdriven to avoid cutting off, without the approval of the Engineer.
6.12
PRESTRESSED SPUN CONCRETE PILES
6.12.1
Description
This work shall comprise the supply and installation of prestressed spun concrete piles, inclusive of
pitching and driving, lengthening and cutting and preparation of pile heads, all in accordance with this
Specification and to the details shown on the Drawings.
6.12.2
Materials
(a) Concrete
Unless otherwise specified, ordinary Portland cement shall be used for the casting of piles. The
materials and workmanship shall be as specified under Section 4 of this Specification.
(b) Reinforcement
The prestressing tendons and the non-prestressing reinforcement of the piles including
workmanship shall be as specified under Sections 4 of this Specification.
(c) End Plates
Each end plate shall be machine-finished and provided with a chamfer to accommodation the
welding when two lengths of pile are jointed.
6.12.3
Casting
The length of piles to be cast shall be as shown in the drawing or as directed by the Engineer. Based
on the results of pile driving resistance and/or load tests carried out on piles driven on the site, the
Engineer may from time to time order the lengths of piles to be modified.
Piles shall be hollow cylinders manufactured by the centrifugal casting process. Moulds shall be of
metal, well braced an stiffened against deformations caused by the hydrostatic pressure of the wet
concrete while spinning. the metal forms shall have smooth joints and inside surfaces. The forms shall
be accessible for adequate cleaning.
The spiral reinforcement shall be securely held to the longitudinal reinforcement during casting and
spinning. Any welding used shall not affect the strength of the prestressing tendons.
The pile shall not be removed from the moulds until after the specified transfer strength is achieved.
The external diameter and the thickness of the pile shall not be less than that shown on the Drawings
and shall be constant over the entire length of the pile and coaxial with the end plate at each end.
After a pile has been cast, the date of casting, reference number and length shall be clearly marked with
indeletable marking on the top surface and on the head of the pile. In addition, each pile shall be
marked at intervals of 0.5 m along its length before being driven.
6.12.4
Handling and Storage
The method and sequence of lifting, handling, transporting and storing piles shall be such that piles are
not damaged. Only the designed lifting and support points shall be used.
All piles within a stack shall be in groups of the same length. Packings of uniform thicknesses shall be
provided between piles at the lifting points.
SP 6.7
6.12.5
Pitching of Piles
Piles shall be pitched accurately in the positions as shown on the Drawings. At all stages during driving
and until the pile has set or been driven to the required length, all exposed piles shall be adequately
supported and restrained by means of leaders, trestles, temporary supports or other guide
arrangements to maintain position and alignment and to prevent buckling and damage to the piles.
6.12.6
Driving of Piles
Each pile shall be driven continuously until the specified set and/or depth has been reached, unless
otherwise approved by the Engineer. The driving equipment used shall be of such type and capacity to
the approval of the Engineer. A follower (long dolly) shall not be used unless otherwise approved by the
Engineer.
A detailed record of the driving resistance over the full length of each pile shall be kept. The log shall
record the number of blows for every 0.5 m of pile penetration. The Contractor shall inform the
Engineer without delay if an unexpected change in driving characteristics is encountered.
Where required by the Engineer, set shall be taken at approved intervals during the driving to establish
the behaviors of the piles. A set shall be taken only in the presence of the Engineer unless otherwise
approved. The Contractor shall provide all facilities to enable the Engineer to check driving resistances.
The final set of a pile other than as friction pile, shall be recorded as the penetration in millimeters per
10 blows. The temporary compression of the pile shall be recorded if required.
Piles shall be driven in an approved sequence to minimise the detrimental effects of heave and lateral
displacement of the ground. When required, careful leveling from a datum unaffected by the piling shall
be made on the pile heads already driven, before and after driving subsequent piles. Piles which have
been displaced as a result of driving adjacent piles shall be redriven to the required resistance.
6.12.7
Lengthening of Piles
Where lengthening of piles is required, the details of the joint shall be as shown on the Drawings. When
two lengths of pile are jointed, the end plates shall bear over their complete areas. Shims for packing
shall not be accepted.
6.12.8
Cutting and Preparation of Pile Heads
When a pile has been driven to the required set or depth, the head of the pile shall be cut off to the level
specified or shown on the Drawings. The Contractor shall submit to the Engineer for approval, his
proposed method for cutting of piles. Pile heads shall be constructed to details as shown on the
Drawings.
6.13
STEEL PIPE PILES
6.13.1
Description
This work shall comprise the supply and installation of steel pipe piles inclusive of pitching and driving,
lengthening and preparation of pile heads, all in accordance with this specification and to the details
shown in the Drawings.
6.13.2
Materials
All steel pipes shall comply with BS 6323 with regard to sectional dimensions and the steel shall comply
with the requirements of BS 4360.
6.13.3
Manufacture and Storage of Steel Pipe Piles
(a) Welding
Unless otherwise specified, all welds shall be full penetration butt welds complying with the
requirements of BS 5153.
SP 6.8
(b) Fabrication of piles
The root edge or root face lengths of piles that are to be butt welded shall not differ by more than
25% from the thickness of piles not exceeding 12mm in thickness; or by more than 3mm for piles
exceeding 12mm in thickness. When piles of unequal thickness are to be butt welded together, the
thickness of the thinner material shall be the criterion.
Pile lengths shall be set up so that the differences in dimensions are matched as evenly as
possible.
The length of piles to be supplied shall be as shown in the Drawings subject to revision by the
Engineer. Based on the results of pile driving resistance and/or load tests carried out on piles
driven on site, the Engineer may from time to time order the lengths of piles to be modified.
(c) Matching of pile lengths
Longitudinal seam welds and spiral seam welds of lengths of pipe piles forming a completed pile
shall, whenever possible, be evenly staggered. However, if in order to obtain a satisfactory match
of the ends of piles or the specified straightness, the longitudinal seams or spiral seams are brought
closely to one alignment at the joint, then they shall be staggered by at least 100mm.
(d) Straightness of piles
Unless otherwise approved, the deviation from straightness shall not exceed 1/600 of a length not
exceeding 10m. When two or more such lengths are joined, the deviation from straightness shall
not exceed 1/960 of the completed length.
(e) Fabrication of piles on site
When pile lengths are to be made up on site, all test procedures and dimensional tolerances shall
conform to the specification for the supply of pipe materials. Adequate facilities shall be provided
for supporting and aligning the lengths of pile.
(f)
Handling and storage
All piles within a stack shall be in groups of the same length and on approved supports. All
operations such as handling, transporting and pitching of piles shall be carried out in a manner such
that damage to piles and their coatings is minimized. Piles that are damaged during handling and
transporting shall be replaced by the Contractor at his own expense. All damage and rejected piles
shall be removed from the site forthwith.
(g) Marking of piles
Each pile shall be clearly marked with white indeletable marking showing its reference number and
overall length. In addition, each pile shall be marked at intervals of 0.3 meter along its length before
being driven.
6.13.4
Workmanship
(a) Welding procedures
The Contractor shall submit for approval full details of the welding procedures and electrodes with
drawings and schedules as may be necessary. Tests shall be undertaken as may be required by
the Engineer and shall be in accordance with the requirements of BS 4870.
(b) Welders’ qualification
Only welders who are qualified in the approved welding procedure shall be employed. Copies of
certificates relating to welders’ tests shall be made available to the Engineer on request.
(c) Radiographs
During production of welded tube piles, at least one radiograph approximately 300mm long shall be
required on each completed length as a spot check on weld quality. This shall be taken on a
circumferential or longitudinal weld and its position shall be as directed by the Engineer.
For spirally welded piles, one of the following tests shall be carried out:
SP 6.9
(a)
for tubes of wall thickness 12mm or less, three spot check radiographs, one at each end
of each length of the tube as manufactured and one at a position to be chosen at the
time of testing by the Engineer and spot check radiographs as required by the Engineer
on the weld joints between strip lengths;
(b)
for tubes of any wall thickness, continuous ultra-sonic examination over the whole weld,
supplemented where necessary by radiographs to investigate defects revealed by the
ultrasonic examination.
(d) Acceptance standards
If the results of any weld test do not conform to the specified requirements, two additional
specimens from the same length of pile shall be tested. In the case of failure of one or both of
these additional tests, the length of pile covered by the test shall be rejected.
6.13.5
Installation of Steel Pipe Piles
(a) Pitching and driving of piles
Pitching and driving of piles shall be in accordance with sub-section 1.3.4.1 to 1.3.4.2. Tolerances
shall be in accordance to sub-section 1.2.
(b) Lengthening of piles
Unless otherwise approved, where lengthening of piles is required, the piles shall be jointed by butt
welding along the entire periphery as detailed in the Drawings.
(c) Cutting and preparation of pile heads
When a pile has been driven to the required set or depth and before encasing in concrete, the pile
shall be cut within 20mm of the levels shown in the Drawings and protective coatings shall be
removed from the surfaces of the pile head 100mm above the soffit of the concrete. Pile heads
shall be constructed to details as shown in the Drawings.
(d) Concreting of pile shaft
If concreting is specified or shown in the Drawings after the pile has been cut off to the specified
level, the shaft shall be filled with concrete in continuous operation. The method of placing shall be
approved by the Engineer.
6.14
PROTECTIVE TREATMENT FOR STEEL PIPE PILES
6.14.1
General
This section covers the surface preparation and application of protective coatings to the external
surfaces of the steel pipe piles.
6.14.2
Standard Specification
All painting work shall be conducted generally in accordance with British Standard Specification B.S.
5493 “Code of Practice for Protective Coating of Iron and Steel Structures Against Corrosion”.
Surface preparation for painting shall be to British Standard B.S. 4232 “Surface finish of blast-cleaned
steel for painting” or equivalent Swedish Standard SIS 05 5900.
6.14.3
Documents Required
This Specification together with the paint manufacturer’s instructions and the aforementioned standards
shall govern the conduct of the painting. The Contractor will, therefore, ensure that he has sufficient
copies of these documents for the use of his work force, who shall be acquainted with their provisions
before the start of any work.
The Contractor’s copies of the required standards and instructions shall be made available for the
inspection of the Engineer before or at any time during the painting operations.
SP 6.10
6.14.4
Manufacturer’s Standard Coatings
Items of equipment and fittings normally provided with a maker’s standard paint coating need not be
differently coated provided that the coating is approved as equivalent to that given within this Section. If
it cannot be so approved, it must be upgraded in a fashion or alternatively coated with a paint system the
same as that given in this Specification or approved as equivalent.
No ‘air drying’ paint coating less than 250 micron thick or applied over a surface prepared by means
other than abrasive blasting or pickling will be approved as suitable.
6.14.5
Personnel
All personnel shall be experienced and skilled and adequately supervised by the Contractor.
6.14.6
Paint Delivery
Unless otherwise agreed by the Engineer, all paints forming part of any one painting system shall be
obtained from the same source.
Paint shall be supplied in sealed containers and shall be used in strict rotation.
Unless otherwise agreed by the Engineer, samples of paint not less than 2 litres capacity shall be
submitted for testing to the Engineer or his nominated testing authority. The cost of testing shall be
borne by the Contractor.
6.14.7
Paint Storage
Paint shall be stored in sealed containers in a lock-up store where it is not exposed to extreme
temperature. The temperature of the store shall be kept between 4oC and 27oC. Any special storage
conditions recommended by the manufacturer shall be observed.
Paint which has not been used within the ‘shelf life’ period specified on the containers or within 18
months of the date of manufacture, whichever is the lesser, shall be replaced.
At the end of each working period, paints with a limited ‘pot life’ shall be discarded. Other types of paint
from painter’s kettles shall be returned to store and kept in sealed containers with not more than 10%
ullage. Before it is re-issued for use, that paint shall be thoroughly mixed and no fresh paint or thinners
shall be added.
6.14.8
Application of Paint
The Contractor shall submit to the Engineer, particulars including the manufacturer’s data sheets of the
primers and paints he proposes to use. These shall be subject to the Engineer’s approval and shall not
afterwards be varied without the Engineer’s written agreement.
Where called for by the Engineer, the Contractor shall carry out paint application procedure trials, either
at the fabricator’s works or at site as appropriate, with the equipment and labour to be used in the
Works. The Contractor shall supply suitable steel and sufficient primer and paints for the trials and must
demonstrate his ability to apply each coat of paint of a designated paint system in accordance with the
Specification and the paint manufacturer’s data sheet. No painting of the contract steelwork will be
permitted until the procedure trials have been completed to the satisfaction of the Engineer. Any
adjustment to the paint formulation shown to be required by the trials, other than an increase in the
amount of thinners, shall be subject to approval by the Engineer and shall be made at the paint
manufacturer’s works before the final stage of a paint procedure trial and before delivery of the first
batch of paint.
All requirements of the paint manufacturer’s data sheets shall be complied with. Paints shall be supplied
from the Contractor’s paint store to the painters ready for application, the only adjustment of formulation
being as provided for in the preceeding paragraph. Any addition of thinners must be made in the store
under the supervision of the Engineer and only as allowed under the manufacturer’s data sheet.
The method of applying the paint shall be determined during the paint application procedure trials. Any
alteration in the method or application shall be subject to the prior approval of the Engineer. Successive
SP 6.11
coats shall have different shades for identification and each coat shall be thoroughly dry before
application of a further coat.
If blast cleaning is carried out before fabrication, a prefabrication primer shall be used which is
compatible with the specified protective treatments.
All prepared steel surfaces shall receive the specified first coating before any signs of rusting appear on
the surface. In general, the period between preparation and the application of the first protective coating
shall not exceed four hours but the Engineer, may at his discretion, extent or reduce this period
depending on the prevailing atmospheric conditions. Surfaces which show any sign of rusting whatever
shall be prepared again to the satisfaction of the Engineer.
6.14.9
Handling and Storage of Painted Steelwork
The Contractor will be required to exercise the maximum care in handling and transporting of protected
steelwork so that damage to the coatings may at all times be avoided. The use of properly designed
slings and soft non-adherent packs is required throughout. All steelwork shall be stored off the ground
after preparation for painting and in conditions free from contamination of any kind and from abrasion or
other damage. Polythene wrapped spacing shall be laid between the layers of stacked materials.
Where cover is provided, it shall be ventilated.
6.14.10 Surface Preparation
Surfaces shall be prepared for coating as follows:a)
burrs, fins at cut edges, weld spatter, etc., shall be dressed off;
b)
contaminants such as oil and grease, crayon marks, etc., shall be removed with suitable
solvents;
c)
the surface shall be blast cleaned to B.S. 4232 Second Quality;
d)
laminations and other steel surface defects revealed by blast cleaning shall be dressed and the
area shall be reblasted; and
e)
all dust, grit, shot, etc., shall be removed.
Note :
2½.
British Standard B.S. 4232 “Second Quality” is equivalent to SIS 055900 grade SA
The maximum profile height of the blast cleaned surface shall not exceed 100 microns, excepting for the
blast cleaning abrasive for shop operations which may be grit of a size that gives the blast profile
required by the priming paint manufacturer’s instructions.
6.14.11 Repairs to Damaged Surfaces
Areas of paint which have been damaged during handling, storing, loading and off-loading, transporting
and erecting shall be cleaned to bare metal by grit blasting, grinding wheels or other approved means
and the edges of the undamaged paint bevelled with sandpapers to the required finish.
The full specified painting system shall then be re-applied and the new paint shall overlap the existing
paint work by at least 50mm.
All steelwork which is to be painted in coal tar/epoxy which has been damaged or been stripped to
permit welding shall be repaired using an equivalent approved coal tar/epoxy suitable for application on
wet or damp surfaces. The steel surface shall be adequately cleaned as specified in B.S. 5493 and
coated to provide the paint thickness corresponding to adjoining surfaces.
6.14.12 Inspection
No protective coatings shall be applied to the prepared steelwork before the surface has been passed by
the Engineer or his representative who shall be kept fully informed concerning the programme and
procedures to be adopted and adequate time shall be allowed for inspection within the agreed
programme.
All stages of the work will be subject to full inspection by the Engineer up to the standard generally as
given in British Standard B.S. 5493.
SP 6.12
6.14.13 Equipment and materials
All brushes, rollers, spray and blast equipment etc., shall be of good quality and maintained in good
order.
Air for blasting and spraying shall be available in sufficient quantity at adequate pressure at the point of
use. It shall be substantially free from water and oil. Filters and traps to collect water and oil shall be
regularly cleaned and/or emptied.
Grit for cleaning shall be free from undesirable contaminants. It shall be of a suitable size as indicated in
B.S. 4232 and when re-circulated, shall be maintained at a suitable size range.
6.14.14 Protective Treatment
This paint system refers to all structural steelwork of piles, System SK8 of B.S. 5493 Table 4K Part 1
Group K two pack chemical resistant paints.
a)
Surface preparation Sa 2½.
b)
Finish coats KF3 two pack epoxy or modified epoxy coal tar, nominal coating thickness 450
microns.
Total nominal system thickness is 450 microns. The finish shall not promote the spread of flame across
its surface.
SP 6.13
SECTION 7 - METALWORK
TABLE OF CONTENT
PAGE NO.
7.1
GENERAL REQUIREMENTS
7.1.1 Scope
7.1.2 Reference Standards
7.1.3 Records
7.1.4 Working Drawings
SP 7.2
SP 7.2
SP 7.2
SP 7.2
SP 7.2
7.2
MATERIALS
7.2.1 General
7.2.2 Structural Steelwork
7.2.3 Handrailing
7.2.4 Metal Ladders
7.2.5 Step Irons
SP 7.2
SP 7.2
SP 7.2
SP 7.3
SP 7.3
SP 7.3
7.3
WORKMANSHIP
7.3.1 Surface Preparation
7.3.2 Connections
7.3.3 Fabrication
7.3.4 Manual Cutting
7.3.5 Marking of Parts
7.3.6 Welders and Welding
7.3.7 Bolt Holes
7.3.8 Bolted Movement Connections
7.3.9 Works Erection
7.3.10 Galvanised Metals
7.3.11 Works Painting
7.3.12 Site Erection
SP 7.4
SP 7.4
SP 7.4
SP 7.4
SP 7.4
SP 7.4
SP 7.4
SP 7.5
SP 7.5
SP 7.5
SP 7.5
SP 7.5
SP 7.6
SP 7.1
SECTION 7 – METALWORK
7.1
GENERAL REQUIREMENTS
7.1.1
Scope
This section covers the supply and installation of engineering metalwork as shown on the Drawings.
7.1.2
Reference Standards
The following standards are referred to in this section:
BS 5950
BS 497
BS 638
BS 639
BS 729
BS 3382
BS 4190
BS 4360
BS 4871
BS 5135
BS 5493
BS 6323
SIS 05 59
7.1.3
The use of structural steel in building
Cast iron and cast steel
Arc welding power sources, equipment and accessories
Covered carbon and carbon manganese steel electrodes for manual metal-arc
welding
Hot dip galvanized coatings on iron and steel articles
Electroplated coatings on threaded components
Black hexagon bolts, screws and nuts
Weldable structural steels
Approval testing of welders
Arc welding of carbon and caron manganese steels
Protective coating of iron and steel structures against corrosion
Steel tubes for general engineering purposes
Pictorial surfaces preparation standards for painting steel structures
Records
Where material specified as being supplied by the Contractor, the following records shall be submitted
for inspection:(i)
(ii)
(iii)
7.1.4
detaled manufacturing drawings
materials test certificates
manufacturer’s catalogues
Working Drawings
Before fabrication commences the Contractor shall submit duplicate copies of general arrangement and
fabrication drawings showing complete details for the Engineer approval. Sufficient copies of the final
version of the drawings shall be submitted for distribution to all concerned parties.
The Contractor shall be responsible for the correctness of his shop details and for shop fittings and site
connections.
7.2
MATERIALS
7.2.1
General
The Contractor shall supply and install the items of metalwork as specified, together with all fixings,
mounting brackets, locking screws, lifting keys and other accessories normally required for erection,
permanent fixing and operation.
The Contractor shall not use fixings and other items for metalwork in which dissimilar metals in contact
are liable for lead to galvanic action when placed in permanent contact with each other.
7.2.2
Structural Steelwork
Structural steelwork shall conform to the requirements of BS 5950 and, unless indicated otherwise on the
Drawings, all hot rolled steel sections and plate shall be made from steel to BS 4360, Grade 43. Steel tubes
SP 7.2
to be used for structural purposes shall comply with BS 6323. All steelwork shall be obtained only from
manufacturers who have received the prior approval of the Engineer.
Steelwork shall be thoroughly descaled to BS 4232 second quality and shall be painted with two coats of two
pack epoxy based red lead primer before leaving the manufacturer's works. Any damage to this coating shall
be made good before erection.
Bolts, ragbolts, nuts and washers shall conform to BS 4360 as regards materials, BS 4190 as regards
dimensions and BS 3382 as regards standardisation on surface protection. Each bolt shall be provided with
two washers and bolts shall be long enough to show a full thread through the nut after fixing.
Steel sections, plates and bars shall be ordered in sufficient lengths for samples to be selected from any
section, plate or bar for testing. The Contractor shall, when requested by the Engineer provide
manufacturer's test certificates for steel to be used in structural steelwork.
7.2.3
Handrailing
Handrailing shall be fabricated from pipe sections extruded from stainless steel conforming to BS 304 or
other materials as shown on the drawings.
Stanchions shall be provided at regular intervals of maximum 1.5 m or as per drawings. The upper rail
shall be 1000 mm above the finished floor level or 900 mm above the nosing line on stairways or shall
be as shown on the Drawings. The intermediate rails shall be positioned as shown on the Drawings.
The handrailing, fixing and anchorages shall be designed to withstand a continuous horizontal load to
the top rail of 1.5 kN/m. Expansion joints shall be provided where lengths of handrailing exceed 18 m.
Handrailing shall be flush jointed.
The Contract Rates for handrailing shall be measured as the length supplied and erected including
forming sections, welding, provision of fittings, erection and grouting up of pockets formed for stanchion
bases in concrete.
7.2.4
Metal Ladders
Metal ladders shall be galvanised mild steel stainless steel or aluminium as shown on the Drawings. They
shall generally have the following dimensions unless otherwise shown on drawings :-
minimum thickness of stringer
diameter of rungs
rung spacing (uniform) between
minimum clearance to wall or other obstructions
maximum distance between stringer supports
12 mm
20 mm
230 mm and 260 mm
200 mm
3.0 m
The stringers shall be sized to suit the height of ladder and the intervals of the stringer supports. Stringers
shall be drilled to receive the rungs which shall be welded to the stringers on each side of each stringer. The
bottom ends of the stringers shall not be designed for floor fixing, but shall terminate at wall fixing supports at
least 150 mm above the floor. All edges of stringers shall be ground smooth to remove burrs and sharp
edges.
Ladders exceeding 3 m high shall be provided with safety hoops at intervals not exceeding 900 mm, with the
lowest hoop 2.5 m above the ladder foot. Landings of open mesh flooring and handrails as specified shall be
provided at intervals not greater than 9 m.
Stainless steel which is specified for ladders shall conform to BS 390.
The Contract Rates for supplying and fixing ladders shall include for all stainless steel, nuts, bolts, stays, base
plates, etc. necessary for fixing the ladders securely in position.
7.2.5
Step Irons
Step irons shall be made from 25 mm diameter stainless steel or galvanised mild steel bars to the shape and
dimensions shown on the Drawings.
SP 7.3
7.3
WORKMANSHIP
7.3.1
Surface Preparation
The surfaces quality of cleaned steel shall generally comply to Swedish Standard SIS 05 5900.
Generally this requires that all oil, grease and dirt shall first be removed by washing with white spirit, naphtha
or steam before the steel is cleaned using iron/steel grit or shot, to achieve a surface quality equal to SA 2½,
as defined in Swedish Standard SIS 05 59 00, with a maximum surface profile of 100 microns.
Manual cleaning shall be confined to site and will be sanctioned by the Engineer only when blast or power
tool cleaning cannot be carried out. After removal of oil, grease and dirt using white spirit naphtha or steam,
all rust, loose scale, welding slag and spatter shall be removed using tools such as wire brushed, vibratory
needle guns or chipping hammers to achieve a surface finish equivalent to Visual Standard ST3, as defined
in Swedish Standard SIS 05 59 00.
7.3.2
Connections
Connections of steel frameworks shall be bolted or welded as shown on the Drawings or approved by the
Engineer.
Connections that have been fully dimensioned and detailed on the Drawings shall be fabricated as detailed.
Other connections shall be designed and detailed by the Contractor to comply with BS 5950 and specified
loading requirements.
Duplicate copies of all calculations shall be submitted for approval before fabrication commences.
Bolted joints subject to vibration shall be provided with lock nuts.
In general, bolted or welded joints shall not be weaker than the connected members. Members in
frameworks meeting at a point shall, wherever practicable, have their centroidal axes meeting at a point so as
to avoid eccentricity.
The ends of all columns shall be machined perfectly square and special precautions shall be taken to ensure
uniform bearing at all column bases, caps and splices.
All column bases shall be positioned 25 mm above the concrete foundations on steel wedges and after the
stanchions have been plumbed and levelled. The intervening space shall be grouted with a 1:1 cement sand
mortar.
The Contractor shall be responsible for the perfect fitting of all materials supplied and shall replace at his own
expense all materials which do not fit.
7.3.3
Fabrication
The standard of workmanship and general procedure to be followed during fabrication shall conform to BS
5950.
7.3.4
Manual Cutting
Thermal cutting of steelwork by hand will not be permitted without the prior approval of the Engineer.
7.3.5
Marking of Parts
Steelwork members shall be uniquely and indelibly marked to indicate the position and direction in which they
are to be fixed.
7.3.6
Welders and Welding
Welding procedures and qualification of welders shall be in accordance with the requirements of BS 4871
and BS 5135.
SP 7.4
Electric arc welding power sources, equipment and accessories shall comply with BS 638. Electrodes for
manual metal arc welding shall comply with BS 639.
Automatic or semi-automatic welding shall be adopted wherever possible. All welds shall be of Class 1
quality with proper fusion penetration, be sound, smooth, continuous and free from concavity, undercutting,
weld spatter and porosity. In places of high stress concentration butt welds shall be
ground off flush with
the base metal and all internal welds shall be ground flush with the face of the linings.
Where stainless steel is welded to mild steel, tests shall be carried out to prove the quality of the welded
seams.
Sample weld shall be prepared by each welder before he commences work on the fabrication and during
fabrication as required by the Engineer. Approval testing of welders shall comply with BS 4871.
All fields welding shall be tested ultrasonically or by other method approved by the Engineer and all results
shall be recorded and made available to the Engineer.
All welding work shall be executed under the most favourable working conditions. Weather covers shall be
provided where necessary.
The Contractor shall provide facilities for inspection of welds at the factory or on Site.
7.3.7
Bolt Holes
Holes shall not be distorted or enlarged when making drifts. Any misalignment of holes shall be reported. If a
faulty member is not rejected the hole may be reamed to its correct positions.
Bolt holes through hollow sections of tubes shall be sealed to prevent the ingress of moisture.
7.3.8
Bolted Movement Connections
The slotted hole shall be made wider than the unslotted hole, and connected using a shouldered bit with a
spring washer placed under the head and the shoulder bearing onto the fraying surface off the unslotted
member.
7.3.9
Works Erection
If required, the steel framework shall be temporarily assembled at the fabricator's works for inspection and, if
considered necessary, for testing before delivery.
7.3.10
Galvanised Metals
All metals to be galvanised shall be done by the hot dip process to the full dimensions shown or specified and
all punching, cutting, drilling, screw tapping, welding and the removal of burrs shall be completed before the
galvanising process commences. No component which is likely to come into contact with oil shall be
galvanised. Galvanising on iron and steel shall be to BS 729.
All galvanising shall be uniform, clean, smooth and as free from spangle as possible. It shall weigh not less
than 0.4 kg per square metre of area covered and shall not be less than 0.1 mm thick.
All galvanised metal parts shall be protected from damage due to electrolytic action, rust and abrasion during
delivery, storage and erection. Minor damage shall be touched up with an approved zinc-chromate or other
approved metallic compound but if, in the opinion of the Engineer, the damage to the galvanising is too
severe or extensive, the part shall be removed and re-galvanised.
7.3.11
Works Painting
Coating materials shall be stored, prepared and applied in accordance with the manufacturer's instructions.
The dry film thickness (DFT) of each coat shall not be less than specified for the type of paint. The thickness
of each coat shall be measured by one of the methods listed in BS 5493.
Prepared surfaces of structural steelwork shall be primed at the fabricator's works with 2 coats of highbuild
zinc phosphate to a total DFT of 150 microns unless otherwise specified.
SP 7.5
Clean steelwork shall be kept dry, under cover, and primed as soon as possible after cleaning, in the case of
manually cleaned steel, on the same day; blast cleaned within 4 hours.
Shop bolted connections shall be brought together whilst the final coat is still wet.
7.3.12
Site Erection
Before any work on erection is begun on Site, the Contractor shall submit for the Engineer's approval details
of the method of erection he proposes to use and shall incorporate any arrangements, or take precautions,
directed by the Engineer. Notwithstanding these requirements, the entire responsibility for adequacy of the
frameworks during erection and the correct fitting of all components shall rest with the Contractor.
All structural steel at the Site shall be stored and handled so that members are not subjected to excessive
stresses or damage.
The positioning and levelling of all steelwork, the plumbing of stanchions and the fitting of connections shall
be made with accuracy in accordance with the Drawings.
SP 7.6
SECTION 8 - PAVEMENT
TABLE OF CONTENT
PAGE NO.
8.1
SUBBASE
8.1.1 Description
8.1.2 Materials
8.1.3 Construction Methods
SP 8.2
SP 8.2
SP 8.2
SP 8.2
8.2
CRUSHED AGGREGATE ROADBASE
8.2.1 Description
8.2.2 Materials
8.2.3 Construction Methods
SP 8.3
SP 8.3
SP 8.3
SP 8.4
8.3
BITUMINOUS SURFACING
8.3.1 Cut-Back Bitumen Prime Coat
8.3.2 Materials
8.3.3 Equipment
8.3.4 Construction Methods
SP 8.4
SP 8.4
SP 8.4
SP 8.4
SP 8.6
8.4
ASPHALTIC CONCRETE BINDER COURSE AND WEARING COURSE
8.4.1 Materials
8.4.2 Mineral Filler
8.4.3 Bitumen
8.4.4 Anti-Stripping Agent
8.4.5 Asphaltic Concrete Mix Requirement
8.4.6 Equipment
8.4.7 Construction Methods
SP 8.6
SP 8.6
SP 8.8
SP 8.8
SP 8.8
SP 8.9
SP 8.9
SP 8.9
SP 8.1
SECTION 8 – PAVEMENT
8.1
SUBBASE
8.1.1
Description
This work shall consist of furnishing, placing, compacting and shaping subbase material on a prepared
and accepted subgrade or lower subbase in accordance with this Specification and the lines, levels,
grades, dimensions and cross-sections shown on the Drawings and/or as required by the Engineer.
8.1.2
Materials
Subbase material shall be a natural or prepared aggregate comprising crushed rock, weathered or
fragmented rock, gravel or crushed grave, sand or a mixture of any of these materials. It shall have a
small proportion of plastic or non-plastic fines and shall be essentially free from vegetative and other
organic matter, expansive clay minerals and lumps of clay. The material shall conform to the following
physical and mechanical quality requirements:i)
the liquid limit shall be not more than 25%;
ii)
the plasticity index shall be not more than 6;
iii)
the aggregate crushing value when tested in accordance with M.S. 30 shall be not more than
35;
iv)
unless otherwise specified on the Drawings or directed by the Engineer, the material shall have
a CBR value of 30 or more when compacted to 95% of the maximum dry density determined in
the B.S. 1377 Compaction Test (4.5kg rammer method) and soaked for 4 days under a
surcharge of 4.5kg;
v)
the gradation shall conform to one of the envelopes shown in Table 1 with the fraction passing
the B.S. 75 µm sieve not greater than 2/3 of the fraction passing the B.S. 425 µm sieve.
Table 1 - Gradation Limits For Subbase Material
% Passing by Weight
B.S. Sieve Size
50.0
25.0
9.5
4.75
2.00
425
75
8.1.3
mm
mm
mm
mm
mm
µm
µm
A
B
C
100
30 25 15 8 2 -
100
79 40 30 20 15 5 -
100
50 35 25 15 5 -
65
55
40
20
8
95
75
60
45
30
20
85
65
50
30
20
D
E
F
100
60 - 100
50 - 85
40 - 70
25 - 45
5 - 20
100
55 - 100
40 - 100
20 - 50
6 - 20
100
70 - 100
55 - 100
30 - 70
8 - 25
Construction Methods
Prior to placing any subbase material, the underlying subgrade (particularly the top 300mm of the
subgrade) or lower subbase shall have been shaped and compacted in accordance with the provisions
of the relevant sections of this Specification. Notwithstanding any earlier approval of finished subgrade
or lower subbase, any damage to or deterioration of the subgrade or lower subbase shall be made good
to the satisfaction of the Engineer before subbase is constructed.
Subbase shall be placed with equipment approved by the Engineer over the full width of the formation to
the required thickness as shown on the Drawings or directed by the Engineer in one layer or more, each
layer not exceeding 200mm compacted thickness. Where two or more layers are required they shall be
of approximately equal thickness and none shall be less than 100mm compacted thickness.
Each layer of subbase shall be processed as necessary to bring its moisture content to a uniform level
throughout the material suitable for compaction, and shall then be compacted using suitable compaction
equipment approved by the Engineer to not less than 95% of the maximum dry density determined in
SP 8.2
the B.S. 1377 Compaction Test (4.5kg rammer method). Compaction shall be carried out in a
longitudinal direction along the carriageway, and shall generally begin at the outer edge and progress
uniformly towards the centre on each side, except on superelevated curves where rolling shall begin at
the lower edge and carried out in such a manner that each section receives equal compactive effort, all
to the satisfaction of the Engineer.
Throughout the placing, adjustment of moisture content and compaction of subbase material, care shall
be taken to maintain a uniform gradation of the material and prevent its separation into coarse and fine
parts, all to the satisfaction of the Engineer.
The subbase shall be finished in a neat and workmanlike manner; its width shall be everywhere at least
that specified or shown on the Drawings on both sides of the centre-line; and its average thickness over
any 100 metre length shall be not less than the required thickness. The top surface of the subbase shall
have the required shape, superelevation, levels and grades, and shall be everywhere within the
specified tolerances.
8.2
CRUSHED AGGREGATE ROADBASE
8.2.1
Description
This work shall consist of furnishing, placing, compacting and shaping crushed aggregate roadbase
material on a prepared and accepted subgrade or lower subbase or subbase in accordance with this
Specification and the lines, levels, grades, dimensions and cross-sections shown on the Drawings
and/or as required by the Engineer.
8.2.2
Materials
Crushed aggregate roadbase material shall be crushed rock, or crushed gravel, or a mixture of crushed
and natural aggregates, which is hard, durable, clean and essentially free from clay and other
deleterious materials.
The material shall conform to the following physical and mechanical quality requirements:i)
the plasticity index shall be not more than 6;
ii)
the aggregate crushing value when tested in accordance with M.S. 30 shall be not more than
30;
iii)
the flakiness index when tested in accordance with M.S. 30 shall be not more than 30;
iv)
not less than 80% of particles retained on the B.S. 4.75mm sieve shall have at least one
fractured face;
v)
the weighted average loss of weight in the sodium sulphate soundness test (5 cycles) when
tested in accordance with ASSHTO Test Method T 104 shall be not more than 12%;
vi)
the material shall have a CBR value of not less than 80 when compacted to 95% of the
maximum dry density determined in the B.S. 1377 Compaction Test (4.5kg rammer method)
and soaked for 4 days under a surcharge of 4.5kg;
vii)
the gradation shall comply with the envelope shown in Table 2 for the type specified.
Table 2 - Gradation Limits for Crushed Aggregate Roadbase
B.S. Sieve Size
50.0
37.5
28.0
20.0
10.0
5.0
2.36
2.00
600
425
75
mm
mm
mm
mm
mm
mm
mm
mm
µm
µm
µm
% Passing by Weight
Type II
Type II
100
100
95
- 100
85
- 100
70
- 100
60
80
60
80
40
60
40
60
25
40
30
40
15
30
20
40
8 22
10
25
0 8
2 10
SP 8.3
8.2.3
Construction Methods
Prior to placing any crushed aggregate roadbase material, the underlying subgrade or lower subbase or
subbase shall have been shaped and compacted in accordance with the provisions of the appropriate
Section of this Specification. Notwithstanding any earlier approval of finished subgrade or lower subbase
or subbase, any damage to or deterioration of the subgrade or lower subbase or subbase shall be made
good to the satisfaction of the Engineer before crushed aggregate roadbase is constructed.
Crushed aggregate roadbase shall be placed to the required width and thickness as shown on the
Drawings or directed by the Engineer in one layer or more, each layer not exceeding 200mm compacted
thickness. There two or more layers are required they shall be of approximately equal thickness and
none shall be less than 100mm compacted thickness. Spreading shall be done by a mechanical
spreader approved by the Engineer or, if approved by the Engineer, by motor grader.
Prior to spreading, crushed aggregate roadbase shall be processed as necessary to bring its moisture
content to a uniform level throughout the material suitable for compaction. Spread material shall be
maintained at the correct moisture content for proper compaction by sprinkling with water or drying as
may be necessary, and shall be compacted using suitable compaction equipment approved by the
Engineer to not less than 95% of the maximum dry density determined in the B.S. 1377 Compaction
Test (4.5kg rammer method).
Compaction shall be carried out in a longitudinal direction along the carriageway and shall generally
begin at the outer edge and progress uniformly towards the centre on each side, except on
superelevation curves where rolling shall begin at the lower edge and progress uniformly towards the
higher edge. In all cases compaction shall be carried out in such a manner that each section receives
equal compactive effort, all to the satisfaction of the Engineer.
Throughout the placing, adjustment of moisture content and compaction of crushed aggregate roadbase
material, care shall be taken to maintain a uniform gradation of the material and prevent its separation
into coarse and fine parts, all to the satisfaction of the Engineer.
The crushed aggregate roadbase shall be finished in a neat and workmanlike manner; its width shall be
everywhere at least that specified or shown on the Drawings on both sides of the centre-line; and its
average thickness over any 100 metre length shall be not less than the required thickness. The top
surface of the crushed aggregate roadbase shall have the required shape, superelevation, levels and
grades.
8.3
BITUMINOUS SURFACING
8.3.1
Cut-Back Bitumen Prime Coat
(a) Description
This work shall consist of the careful and thorough cleaning of the surface of a prepared and
accepted crushed stone roadbase and the furnishing and application to the cleaned roadbase
surface of a cut-back bitumen priming material in accordance with these Specifications and the
lines, dimensions and cross-sections shown on the Drawings.
8.3.2
Materials
The priming material shall be cut-back bitumen of grade MC-0 conforming to the requirements of MS
159.
8.3.3
Equipment
The equipment used by the Contractor shall include a power broom, a compressed air blower, a selfpropelled pressure distributor for bituminous material, and as necessary, equipment for storing and
heating bituminous material.
(1)
Power Broom
The power broom shall be a rotary type specifically designed for sweeping road surface, and
shall be approved by the Engineer.
SP 8.4
(2)
Compressed Air Blower
The compressed air blower shall comprise a portable air compressor of 3 m3/min, capacity at
0.7 N/mm2 delivery pressure with a suitable hose and nozzle for blowing clean a road surface
after power brooming and shall be approved by the Engineer.
(3)
Pressure Distributor for Bituminous Material
The distributor shall be a purpose built model of recognized manufacture and shall be
approved by the Engineer. It shall conform to the requirements described hereunder.
The distributor shall have a capacity of at least 4,000 litres of bituminous material and shall be
equipped with a gas or oil fired heating system capable of heating a full charge of bituminous
o
material to 180 C. The heating system shall be such that overheating of the bituminous
material will not occur and shall be of a type in which flames from the burner do not come into
direct contact with the casing of the tank containing the bituminous material. The tank shall be
insulated in such a manner that when filled with bituminous material at 180o C and not heated,
o
the drop in temperature shall be less than 3 C per hour. A thermometer shall be provided to
measure material in the tank and shall be so arranged that the highest temperature in the tank
is measured. The tank shall be fitted with an accurately calibrated dipstick or contents gauge
and the pipe for filling the tank shall be fitted with an easily replaceable filter.
The distributor shall run on pneumatic tyred wheels of such width and number that the load
produced on the road surface when the vehicle is fully charged shall not exceed 12 kg/mm of
tyre width. The vehicle shall be equipped with a 'fifth wheel' tacheometer system to accurately
measure its forward speed during spraying operations.
The distributor shall be equipped with a full circulation type spray bar with nozzles from which
the bituminous material is sprayed on to the road surface uniformly over the full spraying width.
The spraying width shall be variable in increments of not more than 100mm up to a maximum
of 5.0 metres. The spraying pump shall be driven by a separate power unit and shall be
equipped with an accurate pressure gauge and an accurate flow rate gauge or meter. On the
suction side the pump shall be fitted with an easily replaceable filter. The bituminous material at
even temperature and uniform pressure may be sprayed uniformly over the spraying width at
controlled rates in the range 0.25 to 8.0 litres/m2 at normal distributor operating speeds, such
that deviation from the prescribed rate of application shall not exceed 10%.
The distributor shall also be equipped with a hand spraying system.
The meters for the 'fifth wheel' tachometer system and the bituminous material pumping flow
rate, pumping pressure and temperature shall be located in such a manner that the vehicle
driver can easily read them while operating the distributor. The spray bar shall be controlled by
a second operator riding at the rear of the vehicle in such a position that all the discharge
sprays are in his good view.
All measuring equipment on the distributor shall have been recently calibrated and accurate
and satisfactory records of the calibrations shall be submitted to the Engineer. If in the course
of the work the rates of application of bituminous material are found to be inaccurate, the
distributor shall be withdrawn from the Works and recalibrated to the satisfaction of the
Engineer before being returned to service.
The Engineer may require such performance tests as he considers necessary to check that the
distributor is operating satisfactorily. As directed by the Engineer, the Contractor shall make the
distributor and its equipment available for such tests and shall supply all necessary assistance,
materials, tools, testing apparatus, etc., all at the Contractor's expense.
(4)
Storage and Heating Facilities for Bituminous Material
Tanks for storage of bituminous material shall have a capacity suited to the proposed rate of
utilization of the material and the method and frequency of its delivery to the Works, all to the
satisfaction of the Engineer. The tanks, and where necessary barrel decanters, shall be
equipped with heating systems which provide for effective and positive control of the
temperature of the bituminous material at all times up to the temperature required for utilization.
The method of heating shall be such that neither flames nor the products of combustion shall
come into direct contact with the bituminous material or the casing of its immediate container,
and such that no portion of the bituminous material shall be subject to overheating.
SP 8.5
8.3.4
Construction Methods
(1)
General Conditions
Bitumen prime coat work shall only be carried out in dry, warm weather when the surface to be
treated is essentially dry.
(2)
Surface Preparation and Cleaning
Prior to applying the prime coat, the crushed stone roadbase shall have been shaped and
compacted in accordance with the provision of Section 4.5. Notwithstanding any earlier
approval of finished crushed stone roadbase, any damage to or deterioration of the roadbase
shall be made good to the satisfaction of the Engineer before prime coat is applied.
Immediately prior to applying the bituminous material, the full width of the surface to be treated
shall be swept using a power broom followed by a compressed air blower, and if necessary,
scraped using hand tools, to remove all dirt, dust and other objectionable material, all to the
satisfaction of the Engineer.
(3)
Application of Bituminous Material
The bituminous priming material shall be sprayed on to the cleaned roadbase surface by
means of a pressure distributor. Any area inaccessible to the distributor, spray bar shall be
treated using the distributor's hand spraying system. The rates of application shall be as
directed by the Engineer based on the results of test applications, but shall usually be in the
range 0.5 to 2.0 litres per square metre. The temperature of the MCO cut-back bitumen shall
be maintained in the range 35o C to 60o C during spraying operations.
If necessary, in order to prevent the bituminous material from flowing on the sprayed surface,
the prescribed prime coat shall be applied in two separate spraying operations. Where the
condition of the treated surface indicates that it is necessary, bituminous material additional to
that prescribed shall be applied as the Engineer shall direct.
Prime coat shall be distributed uniformly over the surface to be treated without streaking; the
quantities applied shall not deviate by more than 10% from those prescribed. Areas with
insufficient bituminous material shall be resprayed as necessary to make up the deficiency, all
to the satisfaction of the Engineer.
The surfaces of structures, road furniture and trees adjacent to the areas being sprayed shall
be protected in such a manner as to prevent their being spattered or marred by bituminous
material. Bituminous material shall not be discharged into road drains, gutters, etc.
(4)
Curing and Opening to Traffic
Prime coat shall normally be left undisturbed for at least 24 hours after application and shall not
be opened to traffic until, in the opinion of the Engineer, it has penetrated the roadbase and
cured sufficiently so that it will not be picked up by the wheels of vehicles.
The Contractor shall maintain the prime coat, all to the satisfaction of the Engineer, until the
overlying pavement course is constructed, which shall not be within 24 hours after the
application of the bituminous priming material nor within such longer period as is required, in
the opinion of the Engineer, for the prime coat to achieve maximum penetration of the
roadbase and become fully cured.
8.4
ASPHALTIC CONCRETE BINDER COURSE AND WEARING COURSE
This work shall consist of furnishing, placing, shaping and compacting asphaltic concrete binder course
and wearing course on a prepared and accepted bituminous or bitumen primed pavement course, and
shall include the careful and thorough cleaning of surfaces which are to be covered with a bituminous
tack coat. The work shall be carried out all in accordance with these Specifications and the lines, levels,
grades, dimensions and cross-sections shown on the Drawings.
SP 8.6
8.4.1
Materials
Aggregates
Aggregate for asphaltic concrete shall be a mixture of coarse and fine aggregates, and if necessary
mineral filler. The individual aggregates shall be of sizes suitable for blending to produce the required
gradation of the combined aggregate.
Coarse aggregates shall be material substantially retained on 2.0 µm sieve opening and shall be
screened crushed hard rock, angular in shape, and free from dust, clay, vegetative and other organic
matter, and other deleterious substances. They shall conform to the following physical and mechanical
quality requirements:
(a)
the aggregate crushing value when tested in accordance with M.S. 30 shall be not more than
30,
(b)
the weighted average loss of weight in the sodium sulphate soundness test (5 cycles) when
tested in accordance with AASHTO Test Method T 104 shall be not more than 12%,
(c)
the flakiness index when tested in accordance with M.S. 30 shall be not more than 30,
(d)
the water absorption when tested in accordance with M.S. 30 shall be not more than 2%,
(e)
the polished stone value when tested in accordance with M.S. 30 shall be not less than 40
(only applicable to aggregates for wearing course).
Fine aggregates shall be material passing a 2.0 µm sieve opening and shall be clean natural sand,
screened quarry fines, or a mixture thereof. Other types of fine aggregate may be used subject to the
approval of the Engineer. Fine aggregates shall be non-plastic and free from clay, loam, aggregations of
material, vegetative and other organic matter, and other deleterious substances. They shall conform to
the following physical and mechanical quality requirements:
(a)
the weighted average loss of weight in the sodium sulphate soundness test (5 cycles) when
tested in accordance with AASHTO Test Method T 104 shall be not more 12%,
(b)
the water absorption when tested in accordance with M.S. 30 shall be not more than 2%.
The gradation of the combined coarse and fine aggregates, together with ordinary Portland cement
added as an adhesion and anti-stripping agent and if necessary, any other mineral filler, shall conform to
the appropriate envelope in Table 3.
Table 3 - Gradation Limits for Asphaltic Concrete
Mix Type
Binder Course
B.S. Sieve Size
37.5
28.0
20.0
14.0
10.0
5.0
3.35
1.18
425
150
75
mm
mm
mm
mm
mm
mm
mm
mm
µm
µm
µm
Wearing Course
Percentage Passing by Weight
70
56
48
32
20
12
6
4
100
-
95
81
65
58
42
28
16
8
80
68
52
45
30
17
7
4
100
-
95
90
72
62
45
30
16
10
The gradation envelopes in the above table are purposely wider than the tolerances for good works
control of asphaltic concrete mixes. For each type of mix required in the works, the Contractor shall
establish a job mix formula gradation which shall consist of a single definite percentage passing for each
sieve size in the above table and shall produce a smooth curve within and essentially parallel to the
appropriate gradation envelope. This job mix formula gradation then becomes the job control envelope,
and this job control envelope must be totally within the limits of the appropriate gradation envelope in the
above table.
SP 8.7
Notwithstanding compliance with other requirements of the Specification, limestone aggregates shall not
be permitted.
8.4.2
Mineral filter
Mineral filler shall be portland cement and shall conform to the following grading requirements:
Table 4 - Mineral Filler for Asphaltic Concrete
Sieve Openings
600
150
75
8.4.3
Percentage by Weight Passing
µm
µm
µm
90
70
100
-
100
100
Bitumen
Bituminous binder for asphaltic concrete shall be penetration graded bitumen of 80 - 100 grade
conforming to Table 5 below:
Table 5 - Bitumen Properties
Characteristics
ASTM Test Method
Penetration of Grades 80 – 100
Penetration at 25 C
(1/100 cm)
D5
80 – 100
Loss on heating (%)
D6
not more than 0.5
Drop in penetration after
heating (%)
D6/D5
not more than 20
Retained penetration after thinfilm oven test (%)
D1754/D5
not less than 47
Solubility in carbon disulphide
or trichloroethylene (%)
D2024
not less than 99
Flash point (Cleveland open
cup) (deg. C)
D92
not less than 225
Ductility at 25o C (cm)
D113
not less than 100
Softening point (deg. C)
D36
not less than 45 and not more than 52
o
8.4.4
Anti-Stripping Agent
Ordinary Portland cement shall be added to the combined aggregate for asphaltic concrete to serve as
an adhesion and anti-stripping agent. The amount of cement added for this purpose shall be 2% by
weight of the combined aggregate. (Additional cement may also be added, if necessary, to serve as
filler.)
Ordinary Portland cement for this purpose shall conform to the requirements of M.S. 522, and shall be
dry, free flowing and free from agglomerations at the time of use.
Notwithstanding the use of ordinary Portland cement as an anti-stripping agent as specified above, the
Contractor shall be responsible for ensuring that the bitumen binder adheres satisfactorily to the
aggregate and does not strip from it during the service life of the asphaltic concrete.
Accordingly the Contractor shall carry out bitumen stripping tests with the proposed aggregates to
demonstrate to the complete satisfaction of the Engineer that the aggregates will perform satisfactorily in
service with the specified bitumen binder. Such tests shall be carried out in accordance with AASHTO
Test Method T 182, or such other test methods as the Engineer shall direct or approve. When AASHTO
Test Method T 182 is used, the coated area at the end of the mixture's period of immersion in water
shall be not less than 95%.
SP 8.8
The Contractor may propose to use an adhesion and anti-stripping agent other than ordinary Portland
cement in addition to, or wholly or partially instead of the ordinary Portland cement specified above.
Such agent shall be of a type approved by the Engineer and shall be thoroughly mixed with the
bituminous binder all in accordance with the manufacturer's instructions. In such case the agent shall be
added to the bitumen binder used in the bitumen stripping tests in the appropriate amount and manner.
Aggregate which does not perform satisfactorily in the bitumen stripping tests, using the approved
adhesion and anti-stripping agent when appropriate, shall not be used in asphaltic concrete.
8.4.5
Asphaltic Concrete Mix Requirement
The normal range of design bitumen contents by weight of mix shall be 5.0 - 7.0%.
The mix shall conform to the requirements of the Marshall method of test and analysis as follows:Parameter
Stability, S, kg
Flow, F, mm
Air voids in mix, %
Voids in aggregate filled with
bitumen, %
8.4.6
Limits
Not less than 500
2.0
4.0
3.0
5.0
75
85
Equipment
The Contractor shall provide all the plant and equipment necessary for executing the work in
accordance with these Specifications, and shall furnish the Engineer with such details of particular items
of equipment, e.g. manufacturer, model type, capacity, weight, operating features, etc., as the Engineer
shall require.
8.4.7
Construction Methods
(a) General conditions
Asphaltic concrete paving work shall only be carried out in dry weather when the surface to be
covered is dry, or if so specified, has received a bituminous tack coat which shall have achieved a
satisfactory degree of tackiness, all to the satisfaction of the Engineer. All laying, rolling and
finishing work shall be carried out during daylight hours, unless the Contractor shall have provided
suitable flood-lighting for the job site, to the satisfaction of the Engineer.
The Engineer may order the discontinuation of work on account of adverse weather, unsatisfactory
condition of materials, equipment or surface to be paved, or such other conditions as he shall
consider detrimental to the work.
(b) Surface preparation and cleaning
Prior to constructing an asphaltic concrete pavement layer, the surface to be covered shall have
been prepared in accordance with the appropriate sections of these Specifications. Notwithstanding
any earlier approval of this surface, any damage to or deterioration of it shall be made good before
asphaltic concrete paving work is commenced.
If the surface to be covered is not to be provided with a bituminous tack coat, then immediately prior
to commencing asphaltic concrete paving, it shall be swept using a power broom followed by a
compressed air blower, and if necessary scraped using hand tools, to remove all loose particles,
dirt, dust and other objectionable material, all to the satisfaction of the Engineer.
If the surface to be covered is to be provided with a bituminous tack coat, then this shall be applied
all in accordance with the provisions of Section 1.4.7.
(c) Aggregate handling and heating
Each aggregate to be used in the asphaltic concrete mixes shall be stored in a separate stockpile
near the mixing plant. Stockpiles of sand and other fine aggregates shall be kept dry using
waterproof
covers
SP 8.9
and other means as necessary. In placing the aggregates in the stockpiles and loading them into
the mixing plant's cold aggregate feed bins, care shall be taken to prevent segregation or
uncontrolled combination of materials of different gradation. Segregated or contaminated materials
shall be rescreened or rejected for use in the works and removed from the mixing plant site.
The aggregates shall be fed into the dryer at a uniform rate proportioned in accordance with the
appropriate job mix formula. The rate of feed for each aggregate shall be maintained within 10% of
the rate prescribed and the total rate of feed shall be such that the plant's screens shall never be
overloaded.
The aggregates shall be dried and heated so that when delivered to the mixer they shall be at a
o
o
temperature in the range 150 C to 170 C when the binder is bitumen of penetration grade 80 100. If the binder is other than bitumen of penetration grade 80 - 100, the Engineer shall specify an
appropriate range for the mixing temperature.
Immediately after heating, the aggregates shall be screened into four (or more) fractions which shall
be separately sorted in the hot aggregate storage bins in readiness for mixing.
Ordinary Portland cement and/or other mineral filler to be used in the mix shall be stored separately
and kept completely dry. Its rate of feed into the plant shall be accurately controlled by weight or
volumetric measurement, all to the satisfaction of the Engineer.
(d) Heating of bitumen
The binder shall be heated so that when delivered to the mixer it shall be at a temperature in the
range 140o C to 160o C when the binder is bitumen of penetration grade 80 - 100. If the binder is
other than bitumen of penetration grade 80 - 100, the Engineer shall specify an appropriate range
for the mixing temperature.
(e) Mixing asphaltic concrete
The mixing plant shall be so coordinated and operated as to consistently produce asphaltic
concrete mixes within the tolerances prescribed in these Specifications, all to the satisfaction of the
Engineer.
(f)
Mixing in batch plants
For each batch the screened hot aggregates shall be weighed out into the aggregate weigh hopper
in accordance with the proportions prescribed in the appropriate job mix formula; the sequence of
weighing out shall commence with the largest sized aggregate and progress down to the fines,
unless the Engineer shall otherwise approve. Mineral filler shall be weighed out into the filled weigh
hopper, where this is provided, or added last to the aggregate weigh hopper, in accordance with the
job mix formula proportions.
The hot binder shall be weighed out into the binder weigh bucket in accordance with the proportions
prescribed in the job mix formula.
The hot aggregates and filler shall be discharged into the pugmill and mixed dry for the dry mixing
time prescribed in the job mix formula, which shall usually be in the range 5 to 10 seconds. The hot
binder shall then be added and wet mixing performed for the wet mixing time prescribed in the job
mix formula; this shall be sufficient in that all particles of aggregate are uniformly coated with
bitumen, and shall usually be 45 seconds or more for dense graded mixtures.
The volume of each batch shall be such that the tips of the pugmill paddle blades just break out of
the mixture at the height of their action.
After the completion of wet mixing, each batch of asphaltic concrete shall be discharged from the
pugmill either into a storage hopper or directly into a truck for hauling to the paving site. Care shall
be taken that no segregation of the mix occurs.
(g) Mixing in continuous mix plants
The screened hot aggregates and filler shall be fed continuously from their storage bins in
accordance with the proportions prescribed in the appropriate job mix formula, combined in the
plant, and fed continuously into the mixer. The hot binder shall be sprayed on to the combined
aggregate as it enters the pugmill at the rate required to achieve the bitumen content prescribed in
the job mix formula. The materials shall then be carried through the pugmill and in the process be
thoroughly mixed by the action of the paddles, and discharged over the dam into the storage
hopper. The mixing time shall be sufficient so that all particles of aggregate are uniformly coated
with bitumen, and shall usually be 45 seconds or more for dense graded mixtures.
SP 8.10
The plant shall be so adjusted as to maintain the level of mixture in the pugmill such that the tips of
the paddle blades just break out of the mixtures at the height of their action.
(h) Transportation of asphaltic concrete
Asphaltic concrete shall be transported from the mixing plant to the site of the paving works in loads
of not less than 5 tons using tip-trucks. Except where asphaltic concrete is to be hand laid, it shall
be discharged directly into the paver hopper, as required, from the tip-trucks. Care shall be taken in
the truck loading, hauling and unloading operations to prevent segregation of the mix. During
transportation, the asphaltic concrete shall be protected from contamination by water, dust, dirt and
other deleterious materials.
The temperature of asphaltic concrete immediately before unloading from the truck either into the
o
paver hopper or on to the road for hand spreading shall be not less than 125 C when the binder is
bitumen of penetration grade 80 - 100. If the binder is other than bitumen of penetration grade 80 100, the Engineer shall specify an appropriate minimum unloading temperature. Any load which has
cooled below the specified temperature in the truck shall be rejected for use in the works and
removed from the site of the works.
(i)
Laying asphaltic concrete
The sequence of laying operations shall be planned in advance by the Contractor and approved by
the Engineer. Generally each paving layer shall have a compacted thickness of not less than twice
the nominal maximum aggregate size of the mixture, and not more than 100mm. Where applicable,
e.g. on superelevated sections and on carriageways with cross-slope in one direction only, laying
shall commence along the lower side of the carriageway and progress to the higher side. Laying
shall not be carried out in a downhill direction along any section of the road.
As far as is practicable, laying shall be carried out using a paver approved by the Engineer. Handcasting of bituminous mix on to the machine finished surface shall be kept to the practicable
minimum necessary for correcting blemishes and irregularities. In any areas inaccessible to the
paver, laying shall be carried out by hand methods using rakes, lutes and other hand tools all to the
satisfaction of the Engineer. All laying of bituminous mix shall be such that after compaction by
rolling the specified course or layer thickness and surface profile shall be achieved. Care shall be
taken to achieve a uniform surface texture fee from indentations, ridges, tear marks or other
irregularities and to prevent segregation of the mix.
During laying operations the temperature of asphaltic concrete shall be not less than 110o C when
the binder is bitumen of penetration grade 80 - 100. If the binder is other than bitumen of
penetration grade 80 - 100, the Engineer shall specify an appropriate minimum laying temperature.
Material which has cooled below the specified temperature before laying shall not be used and shall
be removed from the site of the works. The Contractor shall provide accurate thermometers at the
paving site at all times, and shall check the temperature of asphaltic concrete in the paver hopper at
regular intervals and before laying restarts after each interruption of the paving operation.
As far as is practicable, the paver shall be operated continuously and the supply of bituminous mix
shall be regulated so as to enable continuous paving. Transverse joints in a paving lane shall be
kept to a practicable minimum, and intermittent stopping and restarting of the paver shall be
avoided as far as is practicable.
Care shall be taken that no bituminous mix is placed on expansion joints at bridges, inspection
covers for utilities ducts, drainage and sewerage manholes and the like, and that catchpits,
drainage openings through kerbs, etc., remain properly open and serviceable. During laying
operations, such areas and openings shall be protected by suitably shaped and secured boards or
other materials approved by the Engineer, and compaction of mix in the immediately surrounding or
adjacent areas shall be completed by hand methods, all to the satisfaction of the Engineer.
Alternatively, bituminous mix shall be laid and compacted by hand methods as necessary around
surfacing discontinuities of these types, all to the satisfaction of the Engineer.
(j)
Construction joints
Existing bituminous surfacing which new bituminous mix is to adjoin shall be cut back to present a
straight, vertical edge not less than 25mm deep and a smooth transition section not less than 0.5
metre long against which to lay the new material. The specified thickness of the new surfacing shall
be built up gradually from the vertical joint to avoid any bumps or ridges across the carriageway.
Where longitudinal or transverse joints are required in a layer of bituminous mix under construction,
the material first laid and compacted shall be cut back to a vertical face for the full thickness of the
layer, on a line satisfactory to the Engineer before the adjacent area is paved.
SP 8.11
At all construction joints a thin uniform coating of bitumen emulsion of grade RS-1 shall be brushed
on to the vertically cut joint faces some 10 to 15 minutes before laying the next section of
bituminous mix commences to ensure good bonding. Also all contact surfaces of kerbs, gutters,
manholes, catchpits, etc., shall be similarly treated with a coating of bitumen emulsion before
bituminous mix is placed against them.
Construction joints in a layer of bituminous mix shall be offset from those in any immediately
underlying bituminous layer by at least 100mm for longitudinal joints and at least 0.5 metre, where
possible, for transverse joints.
(k) Compaction of asphaltic concrete
For each layer of asphaltic concrete, compaction by rolling shall commence as soon as after laying
as the material will support the rollers without undue displacement; nevertheless the temperature of
asphaltic concrete at the commencement of rolling shall be not less than 110o C when the binder is
bitumen of penetration grade 80 - 100. If the bitumen is other than bitumen penetration grade 80 100, the Engineer shall specify an appropriate minimum rolling temperature.
In any areas inaccessible to the rollers, proper compaction shall be carried out using vibrating plate
compactors, hand tampers or other suitable means, all to the satisfaction of the Engineer.
Initial (or breakdown) rolling shall be carried out with an approved steel wheeled tandem roller or
three wheeled steel roller. The principal heavy rolling shall be carried out with an approved
pneumatic tyred roller immediately following the initial rolling; the pneumatic tyred roller shall be
ballasted to an operating weight of not less than 15 tons and its tyre inflation pressure shall be not
less than 0.7 N/mm 2 . The final rolling shall be carried out with an approved steel wheeled
tandem roller and shall serve to eliminate minor surface irregularities left by the pneumatic tyred
roller.
All rollers shall operate in a longitudinal direction along the carriageway with their driven wheels
towards the paver. Rolling shall generally commence at the lower edge of the paved width and
progress uniformly to the higher edge, except that where there is a longitudinal construction joint at
the higher edge, this shall be rolled first ahead of the normal pattern of rolling. Generally successive
roller passes shall overlap by half the width of the roller, and the points at which the roller is
reversed shall be staggered. However, when operating on gradients in excess of 4%, the
breakdown roller shall not pass over any previously unrolled mix when operating in the downhill
direction.
In all cases compaction shall be carried out in such a manner that each section receives equal
compactive effort, all to the satisfaction of the Engineer.
The steel wheeled rollers shall operate at speeds of not more than 5 kph and the pneumatic tyred
roller shall operate at speeds of not more than 8 kph. No roller or heavy vehicle shall be allowed to
stand on newly laid bituminous mix before compaction has been completed and the material has
thoroughly cooled and set. Rolling shall continue as long as is necessary to achieve the appropriate
requirement in the following table.
Type of Pavement
Required Compacted Density
Binder Course
95 – 100% Marshall density
Wearing Course
98 – 100% Marshall density
Care shall be taken to prevent over-compaction of asphaltic concrete.
Within 24 hours of laying and compacting the bituminous mix, the Contractor shall cut core samples
of not less than 100mm nominal diameter at locations selected by the Engineer. The rate of
2
sampling shall be 1 sample per 500m of mix laid, but not less than 2 samples for the work
completed in each paving session. These core samples shall be used by the Engineer to determine
the thickness of the compacted layer of mix and the compacted density of the material in
accordance with either ASTM Test Method D 1188 or ASTM Test Method D 2726, whichever is
applicable.
(l)
Finished asphaltic concrete
Asphaltic concrete binder and wearing courses shall be finished in a neat and workmanlike manner;
their widths shall be everywhere at least those specified or shown on the Drawings on both sides of
the centre-line. For a binder course or wearing course the average thickness over any 100 metre
length shall be not less than the required thickness, and the minimum thickness at any point shall
SP 8.12
be not less than the required thickness minus 5mm. The top surface of a wearing or binder course
shall have the required shape, superelevation, levels and grades, and shall be everywhere within
the tolerances specified in Section 1.2.
(m) Opening to traffic
Asphaltic concrete shall not be opened to traffic until compaction has been completed and the
material has thoroughly cooled and set in the opinion of the Engineer. This will usually be not less
than 4 hours after the commencement of rolling. Where it is necessary to allow earlier use of the
finished surface to facilitate the movement of traffic, the finished surface to facilitate the movement
of traffic, vehicles may be allowed to run on the work after rolling has been completed, provided that
speeds are restricted to 30 kph or less and sharp turning movements are prohibited.
SP 8.13
SECTION 9 - FENDERS
TABLE OF CONTENT
PAGE NO.
9.1
FENDER
SP 9.2
SP 9.1
SECTION 9 – FENDERS
9.1
FENDERS
Fenders shall be supplied and fitted at the locations indicated on the drawings.
The fenders shall be of the following manufacture and type:
Manufacturer
:
Bridgestone Corporation
Type
:
Super M Fenders Grade M2
Model
:
SM400H x 2.5m + 2.7m as shown on Drawing No. 20302/MS-1
Anchorages
:
Super Bolt M36 x 270mm length. Materials and components as per
Bridgestone Anchor Bolt’s details
Alternative fenders of equivalent standard may be proposed subjected to approval. Where alternative
fenders are proposed relevant details shall be supplied, including the name of the manufacturer, fender
type and model, dimensions and anchorage details, energy absorption and force characteristics of the
fender.
Fenders and their associated anchorages shall have a high resistance to wear and shall be durable
against the effects of weather, sunlight and salt water.
Fender anchorages shall be installed strictly in accordance with the manufacturer’s instructions.
Cast-in inserts shall be securely held in position by attachment to the formwork or templates during
placing and curing of the concrete.
SP 9.2
APPENDICES
APPENDIX A
LIST OF DRAWINGS
THE CONSTRUCTION AND COMPLETION OF THE PROPOSED
EXPANSION PLAN OF SWINBURNE UNIVERSITY OF
TECHNOLOGY SARAWAK (SUTS) AT JALAN UPLANDS
LIST OF DRAWINGS
ITEM
DESCRIPTION
1.
Cover
2.
Drawings List
3.
Locality and Layout Plan
4.
Access Road Layout Plan
5.
Access Road Cross Sections
6.
Bypass channel Plan and Elevation
7.
Bypass channel Layout Plan
8.
Bypass channel Section Details
9.
RC Pilecap Details (1)
10
RC Beam Details (1)
11.
RC Beam Details (2)
12.
RC Beam Details (3)
13.
RC Deck Slab Details (1)
14.
Walkway Details
15.
Walkway End Joint Details
16.
Miscellaneous Details
17.
350mm dia. Prestressed Spun Pile Details
18.
500mm dia. Prestressed Spun Pile Details
19.
Borelog Details
20.
21.
DRAWING NO.
REV.
APPENDIX B
BOREHOLE LOGS
