Agsuwao Bridge
Agsuwao Bridge
Agsuwao Bridge
pdf
BOQ 22-006 PROP. CONST. OF AGSUWAO BRIDGE-CATMON.pdf
Standard Forms and Checklist 2021_compressed - Copy.pdf
PHILIPPINE BIDDING DOCUMENTS
(As Harmonized with Development Partners)
Procurement of
INFRASTRUCTURE
PROJECT
Government of the Republic of the Philippines
Sixth Edition
(July 2020)
ADVERTISEMENT
No. 22-006
BIDS AND AWARDS COMMITTEE
PROVINCE OF CEBU
NAME OF PROJECT:
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TABLE OF CONTENTS
3
Section I. Invitation to Bid
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Republic of the Philippines
Province of Cebu
BIDS AND AWARDS COMMITTEE
Cebu Capitol, Cebu City
INVITATION TO BID
1. The Province of Cebu through the 2021 General Fund, intends to apply the sum of ELEVEN
MILLION ONE HUNDRED FORTY THOUSAND THREE HUNDRED SEVENTY-THREE PESOS
AND 00/100 (Php11,140,373.00) being the Approved Budget for the Contract (ABC) to payments
under the contract for the CONSTRUCTION OF AGSUWAO BRIDGE AT CATMON, CEBU. Bids
received in excess of the ABC shall be automatically rejected at bid opening.
2. The Province of Cebu through its Bids and Awards Committee now invites bids for the SUPPLY OF
LABOR, MATERIALS, AND INCIDENTALS for the CONSTRUCTION OF AGSUWAO BRIDGE
AT CATMON, CEBU under Advertisement No. 22-006. Completion of the Works is required for
the period of ONE HUNDRED SEVENTY-FIVE (175) calendar days.
Bidders should have completed a contract similar to this Project, equivalent to at least fifty percent
(50%) of the ABC adjusted, if necessary by the Bidder to current prices using the PSA’s CPI, except
under conditions provided for in Section 23.4.2.4 of the 2016 revised IRR of RA No. 9184. The
description of an eligible bidder is contained in the Bidding Documents, particularly in Section II.
Instruction to Bidders.
3. Bidding will be conducted through open competitive bidding procedures using non-discretionary
pass/fail criterion as specified in the Implementing Rules and Regulations (IRR) of Republic Act
9184 (RA 9184).
4. Interested bidders may obtain further information from the BAC Secretariat and inspect the Bidding
Documents at the address given below during office hours.
5. A complete set of Bidding Documents is available and may be acquired by interested Bidders on
January 26, 2022 until February 15, 2022 from the address below and upon payment of the
applicable fee for the Bidding Documents pursuant to the latest Guidelines issued by the GPPB in
the amount of Twenty-Five Thousand Pesos (P25,000.00).
It may also be downloaded free of charge from the website of the Philippine Government Electronic
Procurement System (PhilGEPS) and the website of the Procuring Entity, provided that bidders
shall pay the applicable fee for the bidding documents not later than the submission of their bids.
The procuring entity shall allow the bidder to present its proof of payment for the fees either through
a representative, by facsimile, or through electronic means.
6. The Province of Cebu through its Bids and Awards Committee will hold a Pre-Bid Conference on
Thursday, February 3, 2022, at 9:30 A.M., BAC Conference Room, Ground Floor, Capitol Main
Building, Cebu Capitol, Cebu City, and/or through videoconferencing/webcasting via website of
the Province of Cebu if applicable, which shall be open to all interested parties.
7. Bids must be duly received at the BAC OFFICE, Ground Floor, Capitol Main Building, Cebu
Capitol, Cebu City, on or before 8:30 A.M., Tuesday, February 15, 2022. All bids must be
accompanied by a bid security in any of the acceptable forms and in the amount stated in ITB
Clause 18.
Bid opening shall be on Tuesday, February 15, 2022 at 9:30 A.M., BAC Conference Room,
Ground Floor, Capitol Main Building, Cebu Capitol, Cebu City. Bids will be opened in the
presence of the bidders’ representatives who choose to attend. Late bids shall not be accepted.
8. The Province of Cebu reserves the right to reject any and all bids, declare a failure of bidding, or
not award the contract at any time prior to contract award in accordance with Section 41 of RA
9184 and its IRR, without thereby incurring any liability to the affected bidder or bidders.
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9. For further information, please refer to:
www.cebu.gov.ph
Chairman, BAC-Infrastructure
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Section II. Instructions to Bidders
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TABLE OF CONTENTS
A. GENERAL ................................................................................................... 10
1. Scope of Bid ............................................................................................................10
2. Funding Information ...............................................................................................10
3. Bidding Requirements.............................................................................................10
4. Corrupt, Fraudulent, Collusive, Coercive, and Obstructive Practices ....................10
5. Eligible Bidders.....................................................................................................101
6. Origin of Associated Goods ..................................................................................111
7. Subcontracts ..........................................................................................................111
8. Pre-Bid Conference ...............................................................................................112
9. Clarification and Amendment of Bidding Documents..........................................122
10. Documents Comprising the Bid: Eligibility and Technical Components .............122
11. Documents Comprising the Bid: Financial ComponentError! Bookmark not defined.3
14. Alternative Bids ......................................................................................................13
15. Bid and Payment Currencies ...................................................................................13
18. Bid Security.............................................................................................................14
20. Sealing and Marking of Bids...................................................................................14
21. Deadline for Submission of Bids ............................................................................14
22. Opening and Preliminary Examination of Bids ......................................................14
23. Detailed Evaluation and Comparison of Bids .........................................................14
24. Post-qualification ....................................................................................................15
25. Signing of the Contract ...........................................................................................15
B. BID DATA SHEET ......................................................................................... 16
C. GENERAL CONDITIONS OF CONTRACT ………………………………………21
7. Warranty .................................................................................................................23
8. Liability of the Contractor .......................................................................................23
9. Termination for Other Causes .................................................................................23
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10. Dayworks ................................................................................................................24
11. Program of Work. . . ……………………………………………………………..24
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A. General
1. Scope of Bid
1.1. The Procuring Entity named in the BDS, invites bids for the construction of
Works, as described in Section VI. Specifications.
1.2. The name, identification, and number of lots specific to this bidding are
provided in the BDS. The contracting strategy and basis of evaluation of lots is
described in ITB Clause 27.
1.3. The successful Bidder will be expected to complete the Works by the intended
completion date specified in SCC Clause Error! Reference source not found..
2. Funding Information
The Procuring Entity has a budget or received funds from the Funding Source named
in the BDS, and in the amount indicated in the BDS. It intends to apply part of the
funds received for the Project, as defined in the BDS, to cover eligible payments
under the Contract for the Works.
3. Bidding Requirements
The Bidding for the Project shall be governed by all the provisions of RA No. 9184
and its 2016 revised IRR, including its Generic Procurement Manual and associated
policies, rules and regulations as the primary source thereof, while the herein clauses
shall serve as the secondary source thereof.
Any amendments made to the IRR and other GPPB issuances shall be applicable only
to the ongoing posting, advertisement, or invitation to bid by the BAC through the
issuance of a supplemental or bid bulletin.
The Bidder, by the act of submitting its Bid, shall be deemed to have inspected the
site, determined the general characteristics of the contracted Works and the conditions
for this Project, such as the location and the nature of the work; (b) climatic
conditions; (c) transportation facilities; (c) nature and condition of the terrain,
geological conditions at the site communication facilities, requirements, location and
availability of construction aggregates and other materials, labor, water, electric
power and access roads; and (d) other factors that may affect the cost, duration and
execution or implementation of the contract, project, or work and examine all
instructions, forms, terms, and project requirements in the Bidding Documents.
5. Eligible Bidders
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5.1 Only Bids of Bidders found to be legally, technically, and financially capable will
be evaluated.
5.2 The Bidder must have an experience of having completed a Single Largest
Completed Contract (SLCC) that is similar to this Project, equivalent to at least fifty
percent (50%) of the ABC adjusted, if necessary, by the Bidder to current prices using
the PSA’s CPI, except under conditions provided for in Section 23.4.2.4 of the 2016
revised IRR of RA No. 9184.
5.3 For Foreign-funded Procurement, the Procuring Entity and the foreign
government/foreign or international financing institution may agree on another track
record requirement, as specified in the Bidding Document prepared for this purpose.
5.4 The Bidders shall comply with the eligibility criteria under Section 23.4.2 of the
2016 IRR of RA No. 9184.
7. Subcontracts
The Bidder may subcontract portions of the Project to the extent allowed by the
Procuring Entity as stated herein, but in no case more than fifty percent (50%)
of the Project.
7.1. [If Procuring Entity has determined that subcontracting is allowed during the
bidding , state:] The Bidder must submit together with its Bid the
documentary requirements of the subcontractor(s) complying with the
eligibility criterial stated in ITB Clause 5 in accordance with Section 23.4 of
the 2016 revised IRR of RA No. 9184 pursuant to Section 23.1 thereof.
7.2. [If subcontracting is allowed during the contract implementation stage, state:]
The Supplier may identify its subcontractor during the contract
implementation stage. Subcontractors identified during the bidding may be
changed during the implementation of this Contract. Subcontractors must
submit the documentary requirements under Section 23.1 of the 2016 revised
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IRR of RA No. 9184 and comply with the eligibility criteria specified in ITB
Clause 5 to the implementing or end-user unit.
7.3. Subcontracting of any portion of the Project does not relieve the Contractor of
any liability or obligation under the Contract. The Supplier will be responsible
for the acts, defaults, and negligence of any subcontractor, its agents, servants,
or workmen as fully as if these were the Contractor’s own acts, defaults, or
negligence, or those of its agents, servants, or workmen.
8. Pre-Bid Conference
The Procuring Entity will hold a pre-bid conference for this Project on the specified
date and time and either at its physical address {[insert if applicable] and/or through
videoconferencing/webcasting} as indicated in paragraph 6 of the IB.
10.2. If the eligibility requirements or statements, the bids, and all other documents
for submission to the BAC are in foreign language other than English, it must
be accompanied by a translation in English, which shall be authenticated by
the appropriate Philippine foreign service establishment, post, or the
equivalent office having jurisdiction over the foreign bidder’s affairs in the
Philippines. For Contracting Parties to the Apostille Convention, only the
translated documents shall be authenticated through an apostille pursuant to
GPPB Resolution No. 13-2019 dated 23 May 2019. The English translation
shall govern, for purposes of interpretation of the bid.
10.3. A valid PCAB License is required, and in case of joint ventures, a valid
special PCAB License, and registration for the type and cost of the contract for
this Project. Any additional type of Contractor license or permit shall be
indicated in the BDS.
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10.5. A List of Contractor’s major equipment units, which are owned, leased, and/or
under purchase agreements, supported by proof of ownership, certification of
availability of equipment from the equipment lessor/vendor for the duration of
the project, as the case may be, must meet the minimum requirements for the
contract set in the BDS.
11.1. The second bid envelope shall contain the financial documents for the Bid as
specified in Section IX. Checklist of Technical and Financial Documents.
11.2. Any bid exceeding the ABC indicated in paragraph 1 of the IB shall not be
accepted.
Philippine Pesos.
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15. Bid Security
15.1. The Bidder shall submit a Bid Securing Declaration or any form of Bid
Security in the amount indicated in the BDS, which shall be not less than the
percentage of the ABC in accordance with the schedule in the BDS.
15.2. The Bid and bid security shall be valid until [indicate date]. Any bid not
accompanied by an acceptable bid security shall be rejected by the Procuring
Entity as non-responsive.
The Procuring Entity may request additional hard copies and/or electronic copies of
the Bid. However, failure of the Bidders to comply with the said request shall not be a
ground for disqualification.
If the Procuring Entity allows the submission of bids through online submission to the
given website or any other electronic means, the Bidder shall submit an electronic
copy of its Bid, which must be digitally signed. An electronic copy that cannot be
opened or is corrupted shall be considered non-responsive and, thus, automatically
disqualified.
In case the Bids cannot be opened as scheduled due to justifiable reasons, the
rescheduling requirements under Section 29 of the 2016 revised IRR of RA No.
9184 shall prevail.
19.1. The Procuring Entity’s BAC shall immediately conduct a detailed evaluation
of all Bids rated “passed” using non-discretionary pass/fail criteria. The BAC
shall consider the conditions in the evaluation of Bids under Section 32.2 of
2016 revised IRR of RA No. 9184.
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19.2. If the Project allows partial bids, all Bids and combinations of Bids as
indicated in the BDS shall be received by the same deadline and opened and
evaluated simultaneously so as to determine the Bid or combination of Bids
offering the lowest calculated cost to the Procuring Entity. Bid Security as
required by ITB Clause 15 shall be submitted for each contract (lot)
separately.
19.3. In all cases, the NFCC computation pursuant to Section 23.4.2.6 of the 2016
revised IRR of RA No. 9184 must be sufficient for the total of the ABCs for
all the lots participated in by the prospective Bidder.
20. Post-Qualification
Within a non-extendible period of five (5) calendar days from receipt by the Bidder of
the notice from the BAC that it submitted the Lowest Calculated Bid, the Bidder shall
submit its latest income and business tax returns filed and paid through the BIR
Electronic Filing and Payment System (eFPS), and other appropriate licenses and
permits required by law and stated in the BDS.
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Section III. Bid Data Sheet
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Bid Data Sheet
ITB Clause
1.1 The Procuring Entity is the Province of Cebu.
3 No further instructions.
Error! For this purpose, contracts similar to the Project refer to contracts which
Reference have the same major categories of work, which shall be related to bridge
source not construction (horizontal structures).
found.
8 The Procuring Entity will hold a pre-bid conference for this Project on
February 3, 2022, Thursday, 9:30 A.M. at BAC Conference Room,
Ground Floor, Capitol Main Building, Cebu Capitol, Cebu City.
The first envelope shall contain the eligibility and technical documents
stated in the ITB Clause. However, if the Bidder maintains a current and
updated file of his Class “A” Documents with the Procuring Entity, a written
letter of intent may be submitted in lieu of the Class “A” Documents;
otherwise, it shall submit an application for eligibility and its latest Class
“A” Documents on or before February 15, 2022. Any application for
eligibility or updates submitted after the deadline for the submission of the
letter of intent shall not be considered for the bidding at hand.
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10.3 No further instructions.
10.4 The key personnel must meet the required minimum years of experience set
below:
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or equivalent)
15.1 The bid security shall be in the form of a Bid Securing Declaration or any of
the following forms and amounts:
15.2 The bid security shall be valid until June 15, 2022 or 120 days from the date
of the opening of bids.
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16 Each Bidder shall submit an original copy and a copy of the first and second
components of its bid.
The deadline for submission of bids is on February 15, 2022 at 8:30 A.M.
18 The place of bid opening is at the BAC Conference Room, Ground Floor,
Capitol Main Building, Cebu Capitol, Cebu City.
The date and time of bid opening is on February 15, 2022 at 9:30 A.M.
20 [List licenses and permits relevant to the Project and the corresponding law
requiring it, e.g. Environmental Compliance Certificate, Certification that
the project site is not within a geohazard zone, etc.]
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Section IV. General Conditions of Contract
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TABLE OF CONTENTS
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1. Scope of Contract
This Contract shall include all such items, although not specifically mentioned, that
can be reasonably inferred as being required for its completion as if such items were
expressly mentioned herein. All the provisions of RA No. 9184 and its 2016 revised
IRR, including the Generic Procurement Manual, and associated issuances, constitute
the primary source for the terms and conditions of the Contract, and thus, applicable
in contract implementation. Herein clauses shall serve as the secondary source for the
terms and conditions of the Contract.
This is without prejudice to Sections 74.1 and 74.2 of the 2016 revised IRR of RA
No. 9184 allowing the GPPB to amend the IRR, which shall be applied to all
procurement activities, the advertisement, posting, or invitation of which were issued
after the effectivity of the said amendment.
3. Possession of Site
3.1 The Procuring Entity shall give possession of all or parts of the Site to the
Contractor based on the schedule of delivery indicated in the SCC, which
corresponds to the execution of the Works. If the Contractor suffers delay or
incurs cost from failure on the part of the Procuring Entity to give possession
in accordance with the terms of this clause, the Procuring Entity’s
Representative shall give the Contractor a Contract Time Extension and certify
such sum as fair to cover the cost incurred, which sum shall be paid by
Procuring Entity.
3.2 If possession of a portion is not given by the above date, the Procuring Entity
will be deemed to have delayed the start of the relevant activities. The
resulting adjustments in contract time to address such delay may be addressed
through contract extension provided under Annex “E” of the 2016 revised IRR
of RA No. 9184.
The Procuring Entity will approve any proposed replacement of key personnel only if
their relevant qualifications and abilities are equal to or better than those of the
personnel listed in the Schedule.
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5. Performance Security
5.1. Within ten (10) calendar days from receipt of the Notice of Award from the
Procuring Entity but in no case later than the signing of the contract by both
parties, the successful Bidder shall furnish the performance security in any of
the forms prescribed in Section 39 of the 2016 revised IRR.
5.2. The Contractor, by entering into the Contract with the Procuring Entity,
acknowledges the right of the Procuring Entity to institute action pursuant to
RA No. 3688 against any subcontractor be they an individual, firm,
partnership, corporation, or association supplying the Contractor with labor,
materials and/or equipment for the performance of this Contract.
7. Warranty
7.1. In case the Contractor fails to undertake the repair works under Section 62.2.2
of the 2016 revised IRR, the Procuring Entity shall forfeit its performance
security, subject its property(ies) to attachment or garnishment proceedings,
and perpetually disqualify it from participating in any public bidding. All
payables of the GOP in his favor shall be offset to recover the costs.
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10. Dayworks
Subject to the guidelines on Variation Order in Annex “E” of the 2016 revised IRR of
RA No. 9184, and if applicable as indicated in the SCC, the Dayworks rates in the
Contractor’s Bid shall be used for small additional amounts of work only when the
Procuring Entity’s Representative has given written instructions in advance for
additional work to be paid for in that way.
11.2. The Contractor shall submit to the Procuring Entity’s Representative for
approval an updated Program of Work at intervals no longer than the period
stated in the SCC. If the Contractor does not submit an updated Program of
Work within this period, the Procuring Entity’s Representative may withhold
the amount stated in the SCC from the next payment certificate and continue
to withhold this amount until the next payment after the date on which the
overdue Program of Work has been submitted.
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15.1. If required, the Contractor will provide “as built” Drawings and/or operating
and maintenance manuals as specified in the SCC.
15.2. If the Contractor does not provide the Drawings and/or manuals by the dates
stated above, or they do not receive the Procuring Entity’s Representative’s
approval, the Procuring Entity’s Representative may withhold the amount
stated in the SCC from payments due to the Contractor.
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Section V. Special Conditions of Contract
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Special Conditions of Contract
GCC Clause
2 The Intended Completion Date is One Hundred Seventy-five (175)
Calendar Days.
NOTE: The contract duration shall be reckoned from the start date
and not from contract effectivity date.
3.1 The Procuring Entity shall give possession of all parts of the Site to the
Contractor upon receipt of approved Notice to Proceed.
4 The Contractor shall employ the following Key Personnel:
Project Manager
Project Engineers
Material Engineers, and
Foreman [List key personnel by name and designation]
5.1 No further instructions.
5.2 No further instructions.
6 The site investigation reports are: [list here or state none]
7.2 Fifteen (15) years.
8 If the Contractor is a joint venture, “All partners to the joint venture
shall be jointly and severally liable to the Procuring Entity
10 Dayworks are applicable at the rate shown in the Contractor’s original
Bid.
11.1 The Contractor shall submit the Program of Work to the Procuring
Entity’s Representative before the start of the Contract.
11.2 The period between Program of Work updates is Thirty (30) days.
13 No further instructions.
14 Materials and equipment delivered on the site but not completely put in
place shall not be included for payment.
15.1 The date by which “as built” drawings are required is 15-30 days from
completion date.
15.2 The amount to be withheld for failing to produce “as built” drawings
and/or operating and maintenance manuals by the date required will
tantamount to non-collection of final billing.
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Section VI. Specifications
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ITEM 100 – CLEARING AND GRUBBING
100.1 Description
This Item shall consist of clearing, grubbing, removing and disposing all vegetable all
debris as designated in the Contract, except those objects that are designated to remain in
place or are to be removed in consonance with other provision of this Specification. The work
shall also include the preservation from injury or defacement of all objects designated to
remain.
100.2.1 General
The Engineer will establish the limits of work and designate all trees, shrubs, plants
and other things to remain. The Contractor shall preserve all objects designated to remain.
Paint required for cut or scarred surface of trees or shrubs selected for retention shall be an
approved asphaltum base paint prepared especially for tree surgery.
Clearing shall extend one (1) meter beyond the toe of the fill slopes or beyond
rounding of cut slopes as the case maybe for the entire length of the project unless otherwise
shown on the plans or as directed by the Engineer and provided it is within the right of way
limits of the project, with the exception of trees under the jurisdiction of the Forest
Management Bureau (FMB).
All surface objects and all trees, stumps, roots and other protruding obstruction, not
designated to remain, shall be cleared and/or grubbed, including mowed as required, except
as provided below:
(1) Removal of undisturbed stumps and roots and nonperishable solid objects with a
minimum depth of one (1) meter below subgrade or slope of embankment will not
be required.
(2) In areas outside of the grading limits of cut and embankment areas, stumps and
nonperishable solid objects shall be cut off not more than 150 mm. above the
ground line or low water level.
(3) In areas to be rounded at the top of cut slopes, stumps shall be cut off flush with or
below the surface of the final slope line.
(4) Grubbing of pits, channel changes and ditches will be required only to the depth
necessitated by the proposed excavation within such areas.
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(5) In areas covered by cogon/talahib, wild grass and other vegetations, top soil shall
be cut to a maximum depth of 150 mm below the original ground surface or as
designated by the Engineer, and disposed outside the clearing and grubbing limits
as indicated in the typical roadway section.
Except in areas to be excavated, stump holes and other holes from which obstructions are
removed shall be backfilled with suitable material and compacted to the required density.
If perishable material is burned, it shall be burned under the constant care of component
watchmen at such times and in such a manner that the surrounding vegetation, other
adjacent property, or anything designated to remain on the right of way will not be
jeopardized. If permitted, burning shall be done in accordance with applicable laws,
ordinances, and regulation.
The Contractor shall use high intensity burning procedures, (i.e., incinerators, high
stacking or pit and ditch burning with forced air supplements) that produce intense
burning with little or no visible smoke emission during the burning process. At the
conclusion of each burning session, the fire shall be completely extinguished so that no
smoldering debris remains.
In the event that the Contractor is directed by the Engineer not to start burning operations
or to suspend such operations because of hazardous weather conditions, material to be
burned which interferes with subsequent construction operations shall be moved by the
Contractor to temporary locations clear of construction operations and later, if directed by
the Engineer, shall be placed on a designated spot and burned.
Materials and debris which cannot be burned and perishable materials may be disposed
off by methods and at locations approved by the Engineer, on or off the project. If
disposal is by burying, the debris shall be placed in layers with the material so disturbed
to avoid nesting. Each layer shall be covered or mixed with earth material by the land-fill
method to fill all voids. The top layer of material buried shall be covered with at least
300 mm of earth or other approved material and shall be graded, shaped and compacted to
present a pleasing appearance. If the disposal location is off the project, the Contractor
shall make all necessary arrangements with property owners in writing for obtaining
suitable disposal locations which are outside the limits of view from the project. The cost
involved shall be included in the unit bid price. A copy of such agreement shall be
furnished to the Engineer. The disposal areas shall be seeded, fertilized and mulched at
the Contractor’s expense.
Woody material may be disposed off by chipping. The wood chips may be used for
mulch, slope erosion control or may be uniformly spread over selected areas as directed
by the Engineer. Wood chips used as mulch for slope erosion control shall have a
maximum thickness of 12 mm and faces not exceeding 3900 mm² on any individual
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surface area. Wood chips not designated for use under other sections shall be spread over
the designated areas in layers not to exceed 75 mm loose thickness. Diseased trees shall
be buried or disposed off as directed by the Engineer.
All merchantable timber in the clearing area which has not been removed from the right
of way prior to the beginning of construction, shall become the property of the
Contractor, unless otherwise provided.
Low hanging branches and unsound or unsightly branches on trees or shrubs designated
to remain shall be trimmed as directed. Branches of trees extending over the roadbed
shall be trimmed to give a clear height of 6 m above the roadbed surface. All trimming
shall be done by skilled workmen and in accordance with good tree surgery practices.
Timber cut inside the area staked for clearing shall be felled within the area to be cleared.
1. Area Basis. The work to be paid for shall be the number of hectares and
fractions thereof acceptably cleared and grubbed within the limits indicated on
the Plans or as may be adjusted in field staking by the Engineer. Areas not
within the clearing and grubbing limits shown on the Plans or not staked for
clearing and grubbing will not be measured for payment.
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Diameter at height of 1.4 m Pay Item Designation
The accepted quantities, measured as prescribed in Section 100.3, shall be paid for at
the Contract unit price for each of the Pay Items listed below that is included in the Bill of
Quantities, which price and payment shall be full compensation for furnishing all labor,
equipment, tools and incidentals necessary to complete the work prescribed in this Item.
Pay Item
Description Unit of Measurement
Number
102.1 Description
This Item shall consist of roadway drainage and borrow excavation, and the disposal
of material in accordance with this Specification and in conformity with the lines, grades and
dimensions shown on the Plans or established by the Engineer.
Roadway excavation will include excavation and grading for roadways, parking areas,
intersections, approaches, slope rounding, benching, waterways and ditches; removal of
unsuitable material from the roadbed and beneath embankment areas; and excavating selected
material found in the roadway as ordered by the Engineer for specific use in the
improvement. Roadway excavation will be classified as “unclassified excavation”, “rock
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excavation”, “common excavation”, or “muck excavation” as indicated in the Bill of
Quantities and hereinafter described.
(3) Common Excavation. Common excavations shall consist of all excavation not
included in the Bill of Quantities under “rock excavation” or other pay items.
(4) Muck Excavation. Muck excavation shall consist of the removal and disposal of
deposits of saturated or unsaturated mixtures of soils and organic matter not
suitable for foundation materials regardless of moisture content.
The material shall meet the quality requirements determined by the Engineer unless
otherwise provided in the Contract.
102.2.1 General
When there is evidence of discrepancies on the actual elevations and that shown on
the Plans, a pre-construction survey referred to the datum plane used in the approved Plan
shall be undertaken by the Contractor under the control of the Engineer to serve as basis for
the computation of the actual volume of the excavated materials.
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All excavations shall be finished to reasonably smooth and uniform surfaces. No
materials shall be wasted without authority of the Engineer. Excavation operations shall be
conducted so that material outside of the limits of slopes will not be disturbed. Prior to
excavation, all necessary clearing and grubbing in that area shall have been performed in
accordance with Item 100, Clearing and Grubbing.
Where provided for on the Plans or in the Special Provisions, suitable topsoil
encountered in excavation and on areas where embankment is to be placed shall be removed
to such extent and to such depth as the Engineer may direct. The removed topsoil shall be
transported and deposited in storage piles at locations approved by the Engineer. The topsoil
shall be completely removed to the required depth from any designated area prior to the
beginning of regular excavation or embankment work in the area and shall be kept separate
from other excavated materials for later use.
All suitable materials removed from the excavation shall be used in the formation of
the embankment, subgrade, shoulders, slopes, bedding, and backfill for structures, and for
other purposes shown on the Plans or as directed.
The Engineer will designate as unsuitable those soils that cannot be properly
compacted in embankments. All unsuitable materials shall be disposed off as shown on the
Plans or as directed without delay to the Contractor.
All excess materials, including rock and boulders that cannot be used in embankments
shall be disposed off as directed.
Borrow materials shall not be placed until after the readily accessible materials from
roadway excavation has been placed in the fill, unless otherwise permitted or directed by
the Engineer. If the Contractor places more borrow than is required and thereby causes a
waste of excavation, the amount of such waste will be deducted from the borrow volume.
102.2.4 Prewatering
Excavation areas and borrow pits may be prewatered before excavating the material.
When prewatering is used, the areas to be excavated shall be moistened to the full depth,
from the surface to the bottom of the excavation. The water shall be controlled so that the
excavated material will contain the proper moisture to permit compaction to the specified
density with the use of standard compacting equipment. Prewatering shall be
35
supplemented where necessary, by truck watering units, to ensure that the embankment
material contains the proper moisture at the time of compaction.
The Contractor shall provide drilling equipment capable of suitably checking the moisture
penetration to the full depth of the excavation.
102.2.5 Presplitting
Unless otherwise provided in the Contract, rock excavation which requires drilling and
shooting shall be presplit.
Presplitting to obtain faces in the rock and shale formations shall be performed by: (1)
drilling holes at uniform intervals along the slope lines, (2) loading and stemming the
holes with appropriate explosives and stemming materials, and (3) detonating the holes
simultaneously.
Prior to starting drilling operations for presplitting, the Contractor shall furnish the
Engineer a plan outlining the position of all drill holes, depth of drilling, type of
explosives to be used, loading pattern and sequence of firing. The drilling and blasting
plan is for record purposes only and will not absolve the Contractor of his responsibility
for using proper drilling and blasting procedures. Controlled blasting shall begin with a
short test section of a length approved by the Engineer. The test section shall be presplit,
production drilled and blasted and sufficient material excavated whereby the Engineer
can determine if the Contractor’s methods are satisfactory. The Engineer may order
discontinuance of the presplitting when he determines that the materials encountered have
become unsuitable for being presplit.
The holes shall be charged with explosives of the size, kind, strength, and at the spacing
suitable for the formations being presplit, and with stemming material which passes a 9.5
mm standard sieve and which has the qualities for proper confinement of the explosives.
The finished presplit slope shall be reasonably uniform and free of loose rock. Variance
from the true plane of the excavated backslope shall not exceed 300 mm; however,
localized irregularities or surface variations that do not constitute a safety hazard or an
impairment to drainage courses or facilities will be permitted.
A maximum offset of 600 mm will be permitted for a construction working bench at the
bottom of each lift for use in drilling the next lower presplitting pattern.
36
Furrow ditches shall be formed by plowing a continuous furrow along the line staked
by the Engineer. Methods other than plowing may be used if acceptable to the Engineer.
The ditches shall be cleaned out by hand shovel work, by ditcher, or by some other
suitable method, throwing all loose materials on the downhill side so that the bottom of
the finished ditch shall be approximately 450 mm below the crest of the loose material
piled on the downhill side. Hand finish will not be required, but the flow lines shall be in
satisfactory shape to provide drainage without overflow.
All borrow areas shall be bladed and left in such shape as to permit accurate
measurements after excavation has been completed. The Contractor shall not excavate
beyond the dimensions and elevations established, and no material shall be removed prior
to the staking out and cross-sectioning of the site. The finished borrow areas shall be
approximately true to line and grade established and specified and shall be finished, as
prescribed in Clause 61, Standard Specifications for Public Works and Highways,
Volume 1. When necessary to remove fencing, the fencing shall be replaced in at least as
good condition as it was originally. The Contractor shall be responsible for the
confinement of livestock when a portion of the fence is removed.
The accepted quantities, measured as prescribed in Section 102.3, shall be paid for at
the Contract unit price for each of the Pay Items listed below that is included in the Bill of
Quantities, which price and payment shall be full compensation for the removal and disposal
of excavated materials including all labor, equipment, tools, and incidentals necessary to
complete the work prescribed in this Item.
Pay Item
Description Unit of Measurement
Number
38
ITEM 103 – STRUCTURE EXCAVATION
103.1 Description
This Item shall consist of the necessary excavation for foundation of bridges, culverts,
underdrains, and other structures not otherwise provided for in the Specifications. Except as
otherwise provided for pipe culverts, the backfilling of completed structures and the disposal
of all excavated surplus materials, shall be in accordance with these Specifications and in
reasonably close conformity with the Plans or as established by the Engineer.
This Item shall include necessary diverting of live streams, bailing, pumping,
draining, sheeting, bracing, and the necessary construction of cribs and cofferdams, and
furnishing the materials therefore, and the subsequent removal of cribs and cofferdams and
the placing of all necessary backfill.
It shall also include the furnishing and placing of approved foundation fill material to
replace unsuitable material encountered below the foundation elevation of structures.
Prior to starting excavation operations in any area, all necessary clearing and grubbing
in that area shall have been performed in accordance with Item 100, Clearing and Grubbing.
103.2.2 Excavation
(1) General, all structures. The Contractor shall notify the Engineer sufficiently in
advance of the beginning of any excavation so that cross-sectional elevations and
measurements may be taken on the undisturbed ground. The natural ground
adjacent to the structure shall not be disturbed without permission of the Engineer.
39
After each excavation is completed, the Contractor shall notify the Engineer to
that effect and no footing, bedding material or pipe culvert shall be placed until
the Engineer has approved the depth of excavation and the character of foundation
material.
(2) Structures other than pipe culverts. All rock or other hard foundation materials
shall be cleaned of all loose materials, and cut to firm surface, either level,
stepped, or serrated as directed by the Engineer. All seams or crevices shall be
cleaned and grouted. All loose and disintegrated rocks and thin strata shall be
removed. When the footing is to rest on material other than rock, excavation to
final grade shall not be made until just before the footing is to be placed. When
the foundation material is soft or mucky or otherwise unsuitable, as determined by
the Engineer, the Contractor shall remove the unsuitable material and backfill with
approved granular material. This foundation fill shall be placed and compacted in
150 mm layers up to the foundation elevation.
When foundation piles are used, the excavation of each pit shall be completed
before the piles are driven and any placing of foundation fill shall be done after
the piles are driven. After the driving is completed, all loose and displaced
materials shall be removed, leaving a smooth, solid bed to receive the footing.
(3) Pipe Culverts. The width of the pipe trench shall be sufficient to permit
satisfactory jointing of the pipe and thorough tamping of the bedding material
under and around the pipe.
Where a firm foundation is not encountered at the grade established, due to soft,
spongy, or other unstable soil, such unstable soil under the pipe and for a width of
at least one diameter on each side of the pipe shall be removed to the depth
directed by the Engineer and replaced with approved granular foundation fill
material properly compacted to provide adequate support for the pipe, unless other
special construction methods are called for on the Plans.
40
The foundation surface shall provide a firm foundation of uniform density
throughout the length of the culvert and, if directed by the Engineer, shall be
cambered in the direction parallel to the pipe centerline.
103.2.4 Cofferdams
41
Any pumping that may be permitted from the interior of any foundation enclosure
shall be done in such a manner as to preclude the possibility of any portion of the concrete
material being carried away. Any pumping required during the placing of concrete, or for a
period of at least 24 hours thereafter, shall be done from a suitable sump located outside the
concrete forms. Pumping to dewater a sealed cofferdam shall not commence until the seal
has set sufficiently to withstand the hydrostatic pressure.
Unless otherwise provided, cofferdams or cribs, with all sheeting and bracing
involved therewith, shall be removed by the Contractor after the completion of the
substructure. Removal shall be effected in such manner as not to disturb or mar finished
masonry.
103.2.6 Backfill and Embankment for Structures Other Than Pipe Culverts
Excavated areas around structures shall be backfilled with free draining granular material
approved by the Engineer and placed in horizontal layers not over 150 mm in thickness,
to the level of the original ground surface. Each layer shall be moistened or dried as
required and thoroughly compacted with mechanical tampers.
Backfill or embankment shall not be placed behind the walls of concrete culverts or
abutments or rigid frame structures until the top slab is placed and cured. Backfill and
embankment behind abutments held at the top by the superstructure, and behind the
sidewalls of culverts, shall be carried up simultaneously behind opposite abutments or
sidewalls.
42
All embankment adjacent to structures shall be constructed in horizontal layers and
compacted as prescribed in Subsection 104.3.3 except that mechanical tampers may be
used for the required compaction. Special care shall be taken to prevent any wedging
action against the structure, and slopes bounding or within the areas to be filled shall be
benched or serrated to prevent wedge action. The placing of embankment and the
benching of slopes shall continue in such a manner that at all times there will be
horizontal berm of thoroughly compacted material for a distance at least equal to the
height of the abutment or wall to be backfilled against except insofar as undisturbed
material obtrudes upon the area.
Broken rock or coarse sand and gravel shall be provided for a drainage filter at weepholes
as shown on the Plans.
Bedding, backfill and Embankment for pipe culverts shall be done in accordance with
Item 500, Pipe Culverts and Storm Drains.
The volume of excavation to be paid for will be the number of cubic metres measured
in original position of material acceptably excavated in conformity with the Plans or as
directed by the Engineer, but in no case, except as noted, will any of the following
volumes be included in the measurement for payment:
(1) The volume outside of vertical planes 450 mm outside of and parallel to the neat
lines of footings and the inside walls of pipe and pipe-arch culverts at their
widest horizontal dimensions.
(2) The volume of excavation for culvert and sections outside the vertical plane for
culverts stipulated in (1) above.
(3) The volume outside of neat lines of underdrains as shown on the Plans, and
outside the limits of foundation fill as ordered by the Engineer.
43
(4) The volume included within the staked limits of the roadway excavation,
contiguous channel changes, ditches, etc. for which payment is otherwise
provided in the Specification.
(5) Volume of water or other liquid resulting from construction operations and
which can be pumped or drained away.
(6) The volume of any excavation performed prior to the taking of elevations and
measurements of the undisturbed ground.
(7) The volume of any material rehandled, except that where the Plans indicate or
the Engineer directs the excavation after embankment has been placed and
except that when installation of pipe culverts by the imperfect trench method
specified in Item 500 is required, the volume of material re-excavated as
directed will be included.
(8) The volume of excavation for footings ordered at a depth more than 1.5 m below
the lowest elevation for such footings shown on the original Contract Plans,
unless the Bill of Quantities contains a pay item for excavation ordered below
the elevations shown on the Plans for individual footings.
The volume of bridge excavation to be paid shall be the vertical 450 mm outside of an
parallel to the neat lines of the footing. The vertical planes shall constitute the vertical
faces of the volume for pay quantities regardless of excavation inside or outside of these
planes.
The volume of foundation fill to be paid for will be the number of cubic metres
measured in final position of the special granular material actually provided and placed
below the foundation elevation of structures as specified, completed in place and
accepted.
44
103.3.4 Shoring, Cribbing, and Related Work
Shoring, cribbing and related work whenever included as a pay item in the Bill of
Quantities will be paid for at the lump sum bid price. This work shall include furnishing,
constructing, maintaining, and removing any and all shoring, cribbing, cofferdams,
caissons, bracing, sheeting, water control, and other operations necessary for the
acceptable completion of excavation included in the work of this Section, to a depth of
1.5 m below the lowest elevation shown on the Plans for each separable foundation
structure.
103.4 Basis of Payment
The accepted quantities, measured as prescribed in Section 103.3, shall be paid for at
the Contract unit price for each of the particular pay items listed below that is included in the
Bill of Quantities. The payment shall constitute full compensation for the removal and
disposal of excavated materials including all labor, equipment, tools and incidentals
necessary to complete the work prescribed in this Item, except as follows:
(1) Any excavation for footings ordered at a depth more than 1.5 m below the
lowest elevation shown on the original Contract Plans will be paid for as
provided in Part K, Measurement and Payment, unless a pay item for excavation
ordered below Plan elevation appears in the Bill of Quantities.
(2) Concrete will be measured and paid for as provided under Item 405, Structural
Concrete.
(3) Any roadway or borrow excavation required in excess of the quantity excavated
for structures will be measured and paid for as provided under Item 102.
(4) Shoring, cribbing, and related work required for excavation ordered more than
1.5 m below Plan elevation will be paid for in accordance with part K.
Payment will be made under
Pay Item
Description Unit of Measurement
Number
45
103 (2) Bridge Excavation Cubic Meter
104.1 Description
This Item shall consist of the construction of embankment in accordance with this
Specification and in conformity with the lines, grades and dimensions shown on the Plans or
established by the Engineer.
Selected Borrow, for topping – soil of such gradation that all particles will pass a
sieve with 75 mm (3 inches) square openings and not more than 15 mass percent
will pass the 0.075 mm (No. 200) sieve, as determined by AASHTO T 11. The
material shall have a plasticity index of not more than 6 as determined by
AASHTO T 90 and a liquid limit of not more than 30 as determined by AASHTO
T 89.
46
(c) Soils with liquid limit exceeding 80 and/or plasticity index exceeding 55.
104.3.1 General
Prior to construction of embankment, all necessary clearing and grubbing in that area
shall have been performed in conformity with Item 100, Cleaning and Grubbing.
Embankments and backfills shall contain no muck, peat, sod, roots or other
deleterious matter. Rocks, broken concrete or other solid, bulky materials shall not be placed
in embankment areas where piling is to be placed or driven.
Where shown on the Plans or directed by the Engineer, the surface of the existing
ground shall be compacted to a depth of 150 mm (6 inches) and to the specified requirements
of this Item.
Where provided on the Plans and Bill of Quantities the top portions of the roadbed in
both cuts and embankments, as indicated, shall consist of selected borrow for topping from
excavations.
Where there is evidence of discrepancies on the actual elevations and that shown on
the Plans, a preconstruction survey referred to the datum plane used in the approved Plan
shall be undertaken by the Contractor under the control of the Engineer to serve as basis for
the computation of the actual volume of the embankment materials.
47
Material thus excavated shall be placed and compacted along with the embankment material
in accordance with the procedure described in this Section.
Where embankment is to be constructed across low swampy ground that will not
support the mass of trucks or other hauling equipment, the lower part of the fill may be
constructed by dumping excessive loads in a uniformly distributed layer of a thickness not
greater than necessary to support the hauling equipment while placing subsequent layers.
When excavated materials contain more than 25 mass percent of rock larger than 150
mm in greatest diameter and cannot be placed in layers of the thickness prescribed without
crushing, pulverizing, or further breaking down the pieces resulting from excavation
methods, such materials may be placed on the embankment in layers not exceeding in
thickness the approximate average size of the larger rocks, but not greater than 600 mm (24
inches).
Even though the thickness of layers is limited as provided above, the placing of
individual rocks and boulders greater than 600 mm in diameter will be permitted provided
that when placed, they do not exceed 1200 mm (48 inches) in height and provided they are
carefully distributed, with the interstices filled with finer material to form a dense and
compact mass.
48
Each layer shall be leveled and smoothed with suitable leveling equipment and by
distribution of spalls and finer fragments of earth. Lifts of material containing more than 25
mass percent of rock larger than 150 mm in greatest dimensions shall not be constructed
above an elevation 300 mm (12 inches) below the finished subgrade. The balance of the
embankment shall be composed of suitable material smoothed and placed in layers not
exceeding 200 mm (8 inches) in loose thickness and compacted as specified for
embankments.
Dumping and rolling areas shall be kept separate, and no lift shall be covered by
another until compaction complies with the requirements of Subsection 104.3.3.
Hauling and leveling equipment shall be so routed and distributed over each layer of
the fill in such a manner as to make use of compaction effort afforded thereby and to
minimize rutting and uneven compaction.
104.3.3 Compaction
Compaction Trials
Earth
The Contractor shall compact the material placed in all embankment layers and the
material scarified to the designated depth below subgrade in cut sections, until a uniform
density of not less than 95 mass percent of the maximum dry density determined by
AASHTO T 99 Method C, is attained, at a moisture content determined by Engineer to be
suitable for such density. Acceptance of compaction may be based on adherence to an
approved roller pattern developed as set forth in Item 106, Compaction Equipment and
Density Control Strips.
49
The Engineer shall during progress of the Work, make density tests of compacted
material in accordance with AASHTO T 191, T 205, or other approved field density tests,
including the use of properly calibrated nuclear testing devices. A correction for coarse
particles may be made in accordance with AASHTO T 224. If by such tests, the Engineer
determines that the specified density and moisture conditions have not been attained, the
Contractor shall perform additional work as may be necessary to attain the specified
conditions.
At least one group of three in-situ density tests shall be carried out for each 500 m of
each layer of compacted fill.
Rock
Embankment materials classified as rock shall be deposited, spread and leveled the
full width of the fill with sufficient earth or other fine material so deposited to fill the
interstices to produce a dense compact embankment. In addition, one of the rollers, vibrators,
or compactors meeting the requirements set forth in Subsection 106.2.1, Compaction
Equipment, shall compact the embankment full width with a minimum of three complete
passes for each layer of embankment.
During the construction of the roadway, the roadbed shall be maintained in such
condition that it will be well drained at all times. Side ditches or gutters emptying from cuts
to embankments or otherwise shall be so constructed as to avoid damage to embankments by
erosion.
If embankment can be deposited on one side only of abutments, wing walls, piers or
culvert headwalls, care shall be taken that the area immediately adjacent to the structure is not
compacted to the extent that it will cause overturning of, or excessive pressure against the
structure. When noted on the Plans, the fill adjacent to the end bent of a bridge shall not be
placed higher than the bottom of the backfill of the bent until the superstructure is in place.
When embankment is to be placed on both sides of a concrete wall or box type structure,
operations shall be so conducted that the embankment is always at approximately the same
elevation on both sides of the structure.
Rounding – Except in solid rock, the tops and bottoms of all slopes, including the
slopes of drainage ditches, shall be rounded as indicated on the Plans. A layer of earth
overlaying rock shall be rounded above the rock as done in earth slopes.
50
shall be adjusted and warped to flow into each other or into the natural ground surfaces
without noticeable break.
After the roadbed has been substantially completed, the full width shall be
conditioned by removing any soft or other unstable material that will not compact properly or
serve the intended purpose. The resulting areas and all other low sections, holes of
depressions shall be brought to grade with suitable selected material. Scarifying, blading,
dragging, rolling, or other methods of work shall be performed or used as necessary to
provide a thoroughly compacted roadbed shaped to the grades and cross-sections shown on
the Plans or as staked by the Engineer.
All earth slopes shall be left with roughened surfaces but shall be reasonably uniform,
without any noticeable break, and in reasonably close conformity with the Plans or other
surfaces indicated on the Plans or as staked by the Engineer, with no variations therefrom
readily discernible as viewed from the road.
Cut slopes in rippable material (soft rock) having slope ratios between 0.75:1 and 2:1
shall be constructed so that the final slope line shall consist of a series of small horizontal
steps. The step rise and tread dimensions shall be shown on the Plans. No scaling shall be
performed on the stepped slopes except for removal of large rocks which will obviously be a
safety hazard if they fall into the ditchline or roadway.
When called for in the Contract, permanent earth berms shall be constructed of well
graded materials with no rocks having a diameter greater than 0.25 the height of the berm.
When local material is not acceptable, acceptable material shall be imported, as directed by
the Engineer.
Compacted Berm
Uncompacted Berm
51
contain no frozen material, roots, sod or other deleterious material. Contractor shall take
precautions to prevent material from escaping over the embankment slope.
The quantity of embankment to be paid for shall be the volume of material compacted
in place, accepted by the Engineer and formed with material obtained from any source.
Material from excavation per Item 102 which is used in embankment and accepted by
the Engineer will be paid under Embankment and such payment will be deemed to include
the cost of excavating, hauling, stockpiling and all other costs incidental to the work.
Material for Selected Borrow topping will be measured and paid for under the same
conditions specified in the preceding paragraph.
The accepted quantities, measured as prescribed in Section 104.4, shall be paid for at
the Contract unit price for each of the Pay Items listed below that is included in the Bill of
Quantities. The payment shall continue full compensation for placing and compacting all
materials including all labor, equipment, tools and incidentals necessary to complete the work
prescribed in this Item.
Pay Item
Description Unit of Measurement
Number
105.1 Description
This Item shall consist of the preparation of the subgrade for the support of overlying
structural layers. It shall extend to full width of the roadway. Unless authorized by the Engineer,
subgrade preparation shall not be done unless the Contractor is able to start immediately the
construction of the pavement structure.
52
105.2 Material Requirements
Unless otherwise stated in the Contract and except when the subgrade is in rock cut, all
materials below subgrade level to a depth 150 mm or to such greater depth as may be specified shall
meet the requirements of Section 104.2, Material Requirements.
Prior to commencing preparation of the subgrade, all culverts, cross drains, ducts and the like
(including their fully compacted backfill), ditches, drains and drainage outlets shall be completed.
Any work on the preparation of the subgrade shall not be started unless prior work herein described
shall have been approved by the Engineer.
The finished compacted surface of the subgrade shall conform to the allowable tolerances as
specified hereunder:
over 25 m length
Unless otherwise specified, all materials below subgrade level in earth cuts to a depth 150 mm or
other depth shown on the Plans or as directed by the Engineer shall be excavated. The material, if
suitable, shall be set aside for future use or, if unsuitable, shall be disposed off in accordance with
the requirements of Subsection 102.2.9.
Where material has been removed from below subgrade level, the resulting surface shall be
compacted to a depth of 150 mm and in accordance with other requirements of Subsection
104.3.3.
53
All materials immediately below subgrade level in earth cuts to a depth of 150 mm, or to such
greater depth as may be specified, shall be compacted in accordance with the requirements of
Subsection 104.3.3.
Surface irregularities under the subgrade level remaining after trimming of the rock
excavation shall be leveled by placing specified material and compacted to the requirements of
Subsection 104.3.3.
After the embankment has been completed, the full width shall be conditioned by removing
any soft or other unstable material that will not be compacted properly. The resulting areas and
all other low sections, holes be or depressions shall be brought to grade with suitable material.
The entire roadbed shall be shaped and compacted to the requirements of Subsection 104.3.3.
Scarifying, blading, dragging, rolling or other methods of work shall be performed or used as
necessary to provide a thoroughly compacted roadbed shaped to the cross-sections shown on the
Plans.
Where the new pavement is to be constructed immediately over an existing Portland Cement
Concrete Pavement and if so specified in the Contract, the slab shall be broken into pieces with
greatest dimension of not more than 500 mm and the existing pavement material compacted as
specified in Subsection 104.3.3, as directed by the Engineer. The resulting subgrade level shall,
as part of pavement construction be shaped to conform to the allowable tolerances of Subsection
105.3.2 by placing and compacting where necessary a leveling course comprising the material of
the pavement course to be placed immediately above.
Where the new pavement is to be constructed immediately over an existing asphalt concrete
pavement or gravel surface pavement and if so specified in the Contract, the pavement shall be
scarified, thoroughly loosened, reshaped and recompacted in accordance with Subsection 104.3.3.
The resulting subgrade level shall conform to the allowable tolerances of Subsection 105.3.2.
The Contractor shall be required to protect and maintain at his own expense the entire work
within the limits of his Contract in good condition satisfactory to the Engineer from the time he
first started work until all work shall have been completed. Maintenance shall include repairing
and recompacting ruts, ridges, soft spots and deteriorated sections of the subgrade caused by the
traffic of the Contractor’s vehicle/equipment or that of the public.
4. The compaction of existing ground below subgrade level in cuts of common material
as specified in Subsection 105.3.3.
105.4.2 Payment for all work for the preparation of the subgrade, including shaping to the
required levels and tolerances, other than as specified above shall be deemed to be
included in the Pay Item for Embankment.
The accepted quantities, measured as prescribed in Section 105.4, shall be paid for at the
appropriate contract unit price for pay Item listed below that is included in the Bill of Quantities
which price and payment shall be full compensation for the placing or removal and disposal of all
materials including all labor, equipment, tools and incidentals necessary to complete the work
prescribed in this Item.
Pay Item
Description Unit of Measurement
Number
(Common Material)
(Existing Pavement)
55
(Unsuitable Material)
Grading Requirements
Sieve Designation
Standard (mm) Alternate US Standard Mass Percent Passing
50 2” 100
25 1” 55 – 85
9.5 3/8” 40 – 75
The fraction passing the 0.075 mm (No. 200) sieve shall not be greater than 0.66
(2/3) of the fraction passing the 0.425 mm (No. 40) sieve.
Liquid Limit shall not be greater than 35; Plasticity Index shall not be greater than 12
Abrasion Loss shall not be greater than 40% (Retained on a 2.00 mm sieve)
Compaction of each layer (not greater than 150 mm) shall continue until a field
density of at least 100% of the maximum dry density.
201.1 Description
This Item shall consist of furnishing, placing and compacting an aggregate base
course on a prepared subgrade/subbase in accordance with this Specification and the lines,
56
grades, thickness and typical cross-sections shown on the Plans, or as established by the
Engineer.
Aggregate for base shall consist of hard, durable particles or fragments of crushed
stone, crushed slag, or crushed or natural gravel and filler of natural or crushed sand or other
finely divided mineral matter. The composite material shall be free from vegetable matter
and lumps or balls of clay, and shall be of such nature that it can be compacted readily to
form a firm, stable base.
In some areas where the conventional base course materials are scarce or non-
available, the use of 40% weathered limestone blended with 60% crushed stones or gravel
shall be allowed, provided that the blended materials meet the requirements of this Item.
The base course material shall conform to Table 201.1, whichever is called for in the
Bill of Quantities.
Mass Percent
Sieve Designation
Passing
Alternate US
Standard, mm Grading A Grading B
Standard
50 2” 100
25.0 1” 60 – 85 -
19.0 ¾” - 60 – 85
12.5 ½” 35 – 65 -
4.75 No. 4 20 – 50 30 – 55
0.425 No. 40 5 – 20 8 – 25
57
The fraction passing the 0.075 mm (No. 200) sieve shall not be greater than 0.66 (two
thirds) of the fraction passing the 0.425 mm ( No. 40) sieve.
The fraction passing the 0.425 mm (No. 40) sieve shall have a liquid limit not greater
than 25 and plasticity index not greater than 6 as determined by AASHTO T 89 and T 90,
respectively.
The coarse portion, retained on a 2.00 mm (No. 10) sieve, shall have a mass percent
of wear not exceeding 50 by the Los Angeles Abrasion Test as determined by AASHTO T
96.
The material passing the 19 mm sieve shall have a soaked CBR value of not less than
80% as determined by AASHTO T 193. The CBR value shall be obtained at the maximum
dry density (MDD) as determined by AASHTO T 180, Method D.
If filler, in addition to that naturally present, is necessary for meeting the grading
requirements or for satisfactory bonding, it shall be uniformly blended with the base course
material on the road or in a pugmill unless otherwise specified or approved. Filler shall be
taken from sources approved by the Engineer, free from hard lumps and shall not contain
more than 15 percent of material retained on the 4.75 mm (No. 4) sieve.
The existing surface shall be graded and finished as provide under Item 105, Subgrade
Preparation, before placing the base material.
201.3.2 Placing
It shall be in accordance with all the requirements of Subsection 200.3.3, Spreading and
Compacting.
201.3.4 Trial Sections
Trial sections shall conform in all respects to the requirements specified in Subsection
200.3.4
201.3.5 Tolerances
The aggregate base course shall be laid to the designed level and transverse slopes
shown on the Plans. The allowable tolerances shall be in accordance with the following:
58
Permitted variation from design + 10 mm
THICKNESS OF LAYER
LEVEL OF SURFACE - 10 mm
Permitted SURFACE
IRREGULARITY 5 mm
Aggregate Base Course will be measured by the cubic meter (m 3). The quantity to be
paid for shall be the design volume compacted in-place as shown on the Plans and
accepted in the completed base course. No allowance will be given for materials placed
outside the design limits shown on the cross-sections. Trial sections shall not be
measured separately but shall be included in the quantity of base course.
The accepted quantities, measured as prescribed in Section 201.4, shall be paid for at
the contract unit price for Aggregate Base Course which price and payment shall be full
compensation for furnishing and placing all materials, including all labor, equipment, tools
and incidentals necessary to complete the work prescribed in this Item.
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Payment will be made under:
Pay Item
Description Unit of Measurement
Number
311.1 Description
This Item shall consist of pavement of Portland Cement Concrete, with or without
reinforcement, constructed on the prepared base in accordance with this Specification and in
conformity with lines, grades, thickness and typical cross-section shown on the Plans.
It shall conform to the applicable requirements of Item 700, Hydraulic Cement. Only
Type I Portland Cement shall be used unless otherwise provided for in the Special Provisions.
Different brands or the same brands from different mills shall not be mixed nor shall they be
used alternately unless the mix is approved by the Engineer. However, the use of Portland
Pozzolan Cement Type IP meeting the requirements of AASHTO M 240/ASTM C 595,
Specifications for Blended Hydraulic Cement shall be allowed, provided that trial mixes shall
be done and that the mixes meet the concrete strength requirements, the AASHTO/ASTM
provisions pertinent to the use of Portland Pozzolan Cement Type IP shall be adopted.
Cement which for any reason, has become partially set or which contains lumps of
caked cement shall be rejected. Cement salvaged from discarded or used bags shall not be
used.
It shall consist of natural sand, stone screenings or other inert materials with similar
characteristics, or combinations thereof, having hard, strong and durable particles. Fine
aggregate from different sources of supply shall not be mixed or stored in the same pile nor
used alternately in the same class of concrete without the approval of the Engineer.
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It shall not contain more than three (3) mass percent of material passing the 0.075 mm
(No. 200) sieve by washing nor more than one (1) mass percent each of clay lumps or shale.
The use of beach sand will not be allowed without the approval of the Engineer.
If the fine aggregate is subjected to five (5) cycles of the sodium sulfate soundness
test, the weighted loss shall not exceed 10 mass percent.
The fine aggregate shall be free from injurious amounts of organic impurities. If
subjected to the colorimatic test for organic impurities and a color darker than the standard is
produced, it shall be rejected. However, when tested for the effect of organic impurities on
strength of mortar by AASHTO T 71, the fine aggregate may be used if the relative strength
at 7 and 28 days is not less than 95 percent.
The fine aggregate shall be well-graded from coarse to fine and shall conform to
Table 311.1
2.36 mm (No. 8) -
It shall consist of crushed stone, gravel, blast furnace slag, or other approved inert
materials (coralline or dolomites) of similar characteristics, or combinations thereof, having
hard, strong, durable pieces and free from any adherent coatings.
It shall contain not more than one (1) mass percent of material passing the 0.075 mm
(No. 200) sieve, not more than 0.25 mass percent of clay lumps, nor more than 3.5 mass
percent of soft fragments.
If the coarse aggregate is subjected to five (5) cycles of the sodium sulfate soundness
test, the weighted loss shall not exceed 12 mass percent.
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It shall have a mass percent of wear not exceeding 40 when tested by AASHTO T 96.
If the slag is used, its density shall not be less than 1120 kg/m 3. The gradation of the
coarse aggregate shall conform to Table 311.2.
Only one grading specification shall be used from any one source.
mm U.S. A B C
Standard
311.2.4 Water
Water used in mixing, curing or other designated application shall be reasonably clean
and free from oil, salt, acid, alkali, grass or other substances injurious to the finished product.
Water will be tested in accordance with and shall meet the requirements of Item 714, Water.
Water which is drinkable may be used without test. Where the source of water is shallow, the
intake shall be so enclosed as to exclude silt, mud, grass or other foreign materials.
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It shall conform to the requirements of Item 404, Reinforcing Steel. Dowels and tie
bars shall conform to the requirements of AASHTO M 31 or M 42, except that rail steel shall
not be used for tie bars that are to be bent and restraightened during construction. Tie bars
shall be deformed bars. Dowels shall be plain round bars. Before delivery to the site of
work, one-half of the length of each dowel shall be painted with one coat of approved lead or
tar paint.
The sleeves for dowel bars shall be metal of approved design to cover 50 mm, plus or
minus 5 mm of the dowel, with a closed end, and with a suitable stop to hold the end of the
sleeve at least 25 mm from the end of the dowel. Sleeves shall be of such design that they do
not collapse during construction.
The diameter of wire for lateral and longitudinal directions shall not be less than 6
mm in diameter. Tie wire shall be No. 16 gauged annealed wire.
The spacing on the lateral direction is twice wider than that of the longitudinal
direction. The weight of wire mesh shall not be less than 3 kg/m 2. It shall be fabricated by
welding or binding at each crossing point and shall meet the requirements of ASTM A 185.
After placement of slip bar placed at every 9.0m maximum interval for weakened
plane joint, wire mesh shall be placed at a depth of 5.0 cm to 7.5 cm below the surface of the
slab or at 2/3 of thickness from the bottom of the pavement. It shall be supported by any
approved support assemblies or spacers against displacement and shall be tied to it using tie
wires. The sheets of the welded wire mesh shall be flat, and proper care shall be observed in
handling and placing it to ensure its installation in the proper position.
Welded wire mesh that have become bent or kinked shall be rejected.
Poured joint fillers shall be mixed asphalt and mineral or rubber filler conforming to
the applicable requirements of Item 705, Joint Materials.
Preformed joint filler shall conform to the applicable requirements of Item 705. It
shall be punched to admit the dowels where called for in the Plans. The filler for each joint
shall be furnished in a single piece for the full depth and width required for the joint.
311.2.8 Admixtures
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Fly ash, if specified or permitted as a mineral admixture and not exceeding 20%
partial replacement of Portland cement in concrete mix shall conform to the requirements of
ASTM C 618.
Admixture/s maybe added to the concrete mix to produce some desired modifications
to the properties of concrete if necessary, but not as partial replacement of cement. If
specified, monofilament polypropylene synthetic fibrin fibers, which are used as admixture to
prevent the formation of temperature/shrinkage cracks and increase impact resistance of
concrete slabs shall be applied in the dosage rate recommended by its manufacturer.
All cement shall be stored, immediately upon delivery at the Site, in weatherproof
building which will protect the cement from dampness. The floor shall be raised from the
ground. The buildings shall be placed in locations approved by the Engineer. Provisions for
storage shall be ample, and the shipments of cement as received shall be separately stored in
such a manner as to allow the earliest deliveries to be used first and to provide easy access for
identification and inspection of each shipment. Storage buildings shall have capacity for
storage of a sufficient quantity of cement to allow sampling at least twelve (12) days before
the cement is to be used. Bulk cement, if used, shall be transferred to elevated air tight and
weatherproof bins. Stored cement shall meet the test requirements at any time after storage
when retest is ordered by the Engineer. At the time of use, all cement shall be free-flowing
and free of lumps.
In order to secure greater uniformity of concrete mix, the Engineer may require that
the coarse aggregate be separated into two or more sizes. Different sizes of aggregate shall
be stored in separate bins or in separate stockpiles sufficiently removed from each other to
prevent the material at the edges of the piles from becoming intermixed.
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The Contractor shall prepare the design mix based on the absolute volume method as
outlined in the American Concrete Institute (ACI) Standard 211.1, “Recommended Practice
for Selecting Proportions for Normal and Heavyweight Concrete”.
It is the intent of this Specification to require at least 364 kg of cement per cubic
meter of concrete to meet the minimum strength requirements. The Engineer shall determine
from laboratory tests of the materials to be used, the cement content and the proportions of
aggregate and water that will produce workable concrete having a slump of between 40 and
75 mm if not vibrated or between 10 and 40 mm if vibrated, and a flexural strength of not less
than 3.8 MPa when tested by the third-point method or 4.5 MPa when tested by the mid-point
method at fourteen (14) days in accordance with AASHTO T 97 and T 177, respectively; or a
compressive strength of 24.1 MPa for cores taken at fourteen (14) days and tested in
accordance with AASHTO T 24.
The designer shall consider the use of lean concrete (econocrete) mixtures using local
materials or specifically modified conventional concrete mixes in base course and in lower
course composite, monolithic concrete pavements using a minimum of 75 mm of
conventional concrete as the surface course.
The mix design shall be submitted to the Engineer for approval and shall be
accompanied with certified test data from an approved laboratory demonstrating the
adequacy of the mix design. A change in the source of materials during the progress of work
may necessitate a new design mix.
1. General
The Contractor shall be responsible for the quality control of all materials during
the handling, blending, and mixing and placement operations.
The Contractor shall furnish the Engineer a Quality Control Plan detailing his
production control procedures and the type and frequency of sampling and testing
to insure that the concrete produced complies with the Specifications. The
Engineer shall be provided free access to recent plant production records, and if
requested, informational copies of mix design, materials certifications and
sampling and testing reports.
3. Qualification of Workmen
Experienced and qualified personnel hall perform all batching or mixing operation
for the concrete mix, and shall be present at the plant and job site to control the
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concrete productions whenever the plant is in operation. They shall be identified
and duties defined as follows:
The Contractor shall perform all sampling, testing and inspection necessary to
assure quality control of the component materials and the concrete.
The Contractor shall be responsible for determining the gradation of fine and
coarse aggregates and for testing the concrete mixture for slump, air content,
water-cement ratio and temperature. He shall conduct his operations so as to
produce a mix conforming to the approved mix design.
5. Documentation
The Contractor shall maintain adequate records of all inspections and tests. The
records shall indicate the nature and number of observations made, the number
and type of deficiencies found, the quantities approved and rejected, and nature of
any corrective action taken.
The Engineer may take independent assurance samples at random location for
acceptance purposes as he deems necessary.
311.3.2 Equipment
Equipment and tools necessary for handling materials and performing all parts of the
work shall be approved by the Engineer as to design, capacity and mechanical condition. The
equipment shall be at the job site sufficiently ahead of the start of construction operations to
be examined thoroughly and approved.
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batch plant shall be equipped with a suitable non-resettable batch counter
which will correctly indicate the number of batches proportioned.
b. Bins and Hoppers. Bins with adequate separate compartments for fine
aggregate and for each size of coarse aggregate shall be provided in the
batching plant.
c. Scales. Scales for weighing aggregates and cement shall be of either the beam
type or the springless-dial type. They shall be accurate within one-half
percent (0.5%) throughout the range of use. Poises shall be designed to be
locked in any position and to prevent unauthorized change.
Scales shall be inspected and sealed as often as the Engineer may deem
necessary to assure their continued accuracy.
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The finishing machine shall be equipped with at least two (2) oscillating type
transverse screed.
Vibrators shall operate at a frequency of 8,300 to 9,600 impulses per minute under
load at a maximum spacing of 60 cm.
4. Concrete Saw
The Contractor shall provide sawing equipment in adequate number of units and
power to complete the sawing with a water-cooled diamond edge saw blade or an
abrasive wheel to the required dimensions and at the required rate. He shall
provide at least one (1) stand-by saw in good working condition and with an
ample supply of saw blades.
5. Forms
Forms shall be of steel, of an approved section, and of depth equal to the thickness
of the pavement at the edge. The base of the forms shall be of sufficient width to
provide necessary stability in all directions. The flange braces must extend
outward on the base to not less than 2/3 the height of the form.
After the subgrade or base has been placed and compacted to the required density, the
areas which will support the paving machine and the grade on which the pavement is to be
constructed shall be trimmed to the proper elevation by means of a properly designed
machine extending the prepared work areas compacted at least 60 cm beyond each edge of
the proposed concrete pavement. If loss of density results from the trimming operations, it
shall be restored by additional compaction before concrete is placed. If any traffic is allowed
to use the prepared subgrade or base, the surface shall be checked and corrected immediately
ahead of the placing concrete.
The subgrade or base shall uniformly moist when the concrete is placed.
1. Base Support.
The foundation under the forms shall be hard and true to grade so that the form
when set will be firmly in contact for its whole length and at the specified grade.
Any roadbed, which at the form line is found below established grade, shall be
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filled with approved granular materials to grade in lifts of three (3) cm of less, and
thoroughly rerolled or tamped. Imperfections or variations above grade shall be
corrected by tamping or by cutting as necessary.
2. Form Setting
Forms shall be set sufficiently in advance of the point where concrete is being
placed. After the forms have been set to correct grade, the grade shall be
thoroughly tamped, mechanically or by hand, at both the inside and outside edges
of the base of the forms. The forms shall not deviate from true line by more than
one (1) cm at any point.
The alignment and grade elevations of the forms shall be checked and corrections
made by the Contractor immediately before placing the concrete. Testing as to
crown and elevation, prior to placing of concrete can be made by means of
holding an approved template in a vertical position and moved backward and
forward on the forms.
When any form has been disturbed or any grade has become unstable, the form
shall be reset and rechecked.
When side forms have been securely set to grade, the subgrade or base course shall be
brought to proper cross-section. High areas shall be trimmed to proper elevation. Low areas
shall be filled and compacted to a condition similar to that of surrounding grade. The
finished grade shall be maintained in a smooth and compacted condition until the pavement is
placed.
Unless waterproof subgrade or base course cover material is specified, the subgrade
or base course shall be uniformly moist when the concrete is placed. If it subsequently
becomes too dry, the subgrade or base course shall be sprinkled, but the method of sprinkling
shall not be such as to form mud or pools of water.
The batch plant site, layout, equipment and provisions for transporting material shall
be such as to assure a continuous supply of material to the work.
Stockpiles shall be built up in layers of not more than one (10 meter in thickness.
Each layer shall be completely in place before beginning the next which shall not be allowed
to “cone” down over the next lower layer. Aggregates from different sources and of different
grading shall not be stockpiled together.
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When mixing is done at the side of the work, aggregates shall be transported from the
batching plant to the mixer in batch boxes, vehicle bodies, or other containers of adequate
capacity and construction to properly carry the volume required. Partitions separating
batches shall be adequate and effective to prevent spilling from one compartment to another
while in transit or being dumped. When bulk cement is used, the Contractor shall use a
suitable method of handling the cement from weighing hopper to transporting container or
into the batch itself for transportation to the mixer, with chute, boot or other approved device,
to prevent loss of cement, and to provide positive assurance of the actual presence in each
batch of the entire cement content specified.
Bulk cement shall be transported to the mixer in tight compartment carrying the full
amount of cement required for the batch. However, if allowed in the Special Provisions, it
may be transported between the fine and coarse aggregate. When cement is placed in contact
with the aggregates, batches may be rejected unless mixed within 1-1/2 hours of such contact.
Cement in original shipping packages may be transported on top of the aggregates, each
batch containing the number of sacks required by the job mix.
The mixer shall be charged without loss of cement. Batching shall be so conducted as
to result in the weight to each material required within a tolerance of one (1) percent for the
cement and two (2) percent for aggregates.
The concrete may be mixed at the site of the work in a central-mix plant, or in truck
mixers. The mixer shall be of an approved type and capacity. Mixing time will be measured
from the time all materials, except water, are in the drum. Ready-mixed concrete shall be
mixed and delivered in accordance with requirements of AASHTO M 157, except that the
minimum required revolutions at the mixing speed for transit-mixed concrete may be reduced
to not less than that recommended by the mixer manufacturer. The number of revolutions
recommended by the mixer manufacturer shall be indicated on the manufacturer’s serial plate
attached to the mixer. The Contractor shall furnish test data acceptable to the Engineer
verifying that the make and model of the mixer will produce uniform concrete conforming to
the provision of AASHTO M 157 at the reduced number of revolutions shown on the serial
plate.
When mixed at the site or in a central mixing plant, the mixing time shall not be less
than fifty (50) seconds nor more than ninety (90) seconds for drum type mixers, unless mixer
performance tests prove adequate mixing of the concrete in shorter time period.
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The operation and mixing time for pan, twinshaft and other type of central mixers
shall be based on the mixer manufacturer’s instructions.
Four (4) seconds shall be added to the specified mixing time if timing starts at the
instant the skip reaches its maximum raised positions. Mixing time ends when the discharge
chute opens. Transfer time in multiple drum mixers is included in mixing time. The contents
of an individual mixer drum shall be removed before a succeeding batch is emptied therein.
The mixer shall be operated at the drum speed as shown on the manufacturer’s name
plate attached on the mixer. Any concrete mixed less than the specified time shall be
discarded and disposed off by the Contractor at his expense. The volume of concrete mixed
per batch shall not exceed the mixer’s nominal capacity in cubic metre, as shown on the
manufacturer’s standard rating plate on the mixer, except that an overload up to ten (10)
percent above the mixer’s nominal capacity may be permitted provided concrete test data for
strength, segregation, and uniform consistency are satisfactory, and provided no spillage of
concrete takes place.
The batches shall be so charged into the drum that apportion of the mixing water shall
be entered in advance of the cement and aggregates. The flow of water shall be uniform and
all water shall be in the drum by the end of the first fifteen (15) seconds of the mixing period.
The throat of the drum shall be kept free of such accumulations as may restrict the free flow
of materials into the drum.
Mixed concrete from the central mixing plant shall be transported in truck mixers,
truck agitators or non-agitating truck specified in Subsection 311.3.2, Equipment. The time
elapsed from the time water is added to the mix until the concrete is deposited in place at the
Site shall not exceed forty five (45) minutes when the concrete is hauled in non-agitating
trucks, nor ninety (90) minutes when hauled in truck mixers or truck agitators, except that in
hot weather or under other conditions contributing to quick hardening of the concrete, the
maximum allowable time may be reduced by the Engineer.
In exceptional cases and when volumetric measurements are authorized for small
project requiring less than 75 cu.m. of concrete per day of pouring, the weight proportions
shall be converted to equivalent volumetric proportions. In such cases, suitable allowance
shall be made for variations in the moisture condition of the aggregates, including the bulking
effect in the fine aggregate. Batching and mixing shall be in accordance with ASTM C 685,
Section 6 through 9.
Concrete mixing by chute is allowed provided that a weighing scales for determining
the batch weight will be used.
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shall not be used. Admixtures for increasing the workability or for accelerating the setting of
the concrete wll be permitted only when specifically approved by the Engineer.
During hot weather, the Engineer shall require that steps be taken to prevent the
temperature of mixed concrete from exceeding a maximum temperature of 32 oC.
Concrete not in place within ninety (90) minutes from the time the ingredients were
charged into the mixing drum or that has developed initial set shall not be used. Retempering
of concrete or mortar which has partially hardened, that is remixing with or without
additional cement, aggregate, or water, shall not be permitted.
In order that the concrete may be properly protected against the effects of rain before
the concrete is sufficiently hardened, the Contractor will be required to have available at all
times materials for the protection of the edges and surface of the unhardened concrete.
Concrete shall be thoroughly consolidated against and along the faces of all forms and
along the full length and on both sides of all joint assemblies by means of vibrators inserted
in the concrete. Vibrators shall not be permitted to come in contact with a joint assembly, the
grade, or a side form. In no case shall the vibrator be operated than fifteen (15) seconds in
any one location.
Concrete shall be deposited as near as possible to the expansion and contraction joints
without disturbing them, but shall not be dumped from the discharge bucket or hopper into a
joint assembly unless the hopper is well centered on the joint assembly. Should any concrete
material fall on or be worked into the surface of a completed slab, it shall be removed
immediately.
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311.3.10 Test Specimens
As work progresses, at least one (1) set consisting of three (3) concrete beam test
specimens, 150 mm x 150 mm x 525 mm shall be taken from each 330 m 2 of pavement, 230
mm depth, or fraction thereof placed each day. Test specimens shall be made under the
supervision of the Engineer, and the Contractor shall provide all concrete and other facilities
necessary in making the test specimens and shall protect them from damaged by construction
operations. Cylinder samples shall not be used as substitute for determining the adequacy of
the strength of concrete.
The beams shall be made, cured, and tested in accordance with AASHTO T 23 and T
97.
Following the placing of the concrete, it hall be struck off to conform to the cross-
section shown on the Plans and to an elevation such that when the concrete is properly
consolidated and finished, the surface of the pavement will be at the elevation shown on the
Plans. When reinforced concrete pavement is placed in two (2) layers, the bottom layer shall
be struck off and consolidated to such length and depth that the sheet of fabric or bar mat may
be laid full length on the concrete in its final position without further manipulation. The
reinforcement shall then be placed directly upon the concrete, after which the top layer of the
concrete shall be placed, struck off and screeded. Any portion of the bottom layer of concrete
which has been placed more than 30 minutes without being covere4d with the top layer shall
be removed and replaced with freshly mixed concrete at the Contractor’s expense. When
reinforced concrete is placed in one layer, the reinforcement may be firmly positioned in
advance of concrete placement or it may be placed at the depth shown on the Plans in plastic
concrete, after spreading by mechanical or vibratory means.
Reinforcing steel shall be free from dirt, oil, paint, grease, mill scale and loose or
thick rust which could impair bond of the steel with the concrete.
311.3.12 Joints
Joints shall be constructed of the type and dimensions, and at the locations required
by the Plans or Special Provisions. All joints shall be protected from the intrusion of
injurious foreign material until sealed.
1. Longitudinal Joint
Deformed steel tie bars of specified length, size, spacing and materials shall be
placed perpendicular to the longitudinal joints, they shall be placed by approved
mechanical equipment or rigidly secured by chair or other approved supports to
prevent displacement. Tie bars shall not be painted or coated with asphalt or other
materials or enclosed in tubes or sleeves. When shown on the Plans and when
adjacent lanes of pavement are constructed separately, steel side forms shall be
used which will form a keyway along the construction joint. Tie bars, except
those made or rail steel, may be bent at right angles against the form of the first
lane constructed and straightened into final position before the concrete of the
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adjacent lane is placed. In lieu of bent tie bars, approved two-piece connectors
may be used.
Longitudinal sawed joints shall be cut by means of approved concrete saws to the
depth, width and line shown on the Plans. Suitable guide lines or devices shall be
used to assure cutting the longitudinal joint on the true line. The longitudinal joint
shall be sawed before the end of the curing period or shortly thereafter and before
any equipment or vehicles are allowed on the pavement. The sawed area shall be
thoroughly cleaned and, if required, the joint shall immediately be filled with
sealer.
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a. Transverse Strip Contraction Joint. It shall be formed by installing a parting
strip to be left in place as shown on the Plans.
Sawing of the joint shall commence as soon as the concrete has hardened
sufficiently to permit sawing without excessive raveling, usually 4 to 24 hours.
All joints shall be sawed before uncontrolled shrinkage cracking takes place.
If necessary, the sawing operations shall be carried on during the day or night,
regardless of weather conditions. The sawing of any joint shall be omitted if
crack occurs at or near the joint location prior to the time of sawing. Sawing
shall be discounted when a crack develops ahead of the saw. In general, all
joints should be sawed in sequence. If extreme condition exist which make it
impractical to prevent erratic cracking by early sawing, the contraction joint
groove shall be formed prior to initial set of concrete as provided above.
Dowel, when used, shall be held in position parallel to the surface and center line
of the slab by a metal device that is left in the pavement.
The portion of each dowel painted with one coat of lead or tar, in conformance
with the requirements of Item 404, Reinforcing Steel, shall be thoroughly coated
with approved bituminous materials, e.g., MC-70, or an approved lubricant, to
prevent the concrete from binding to that portion of the dowel. The sleeves for
dowels shall be metal designed to cover 50 mm plus or minus 5 mm, of the dowel,
with a watertight closed end and with a suitable stop to hold the end of the sleeves
at least 25 mm from the end of the dowel.
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In lieu of using dowel assemblies at contraction joints, dowel may be placed in the
full thickness of pavement by a mechanical device approved by the Engineer.
1. Sequence
In general, the addition of water to the surface of the concrete to assist in finishing
operations will not be permitted. If the application of water to the surface is
permitted, it shall be applied as fog spray by means of an approved spray
equipment.
2. Finishing Joints
The concrete adjacent to joints shall be compacted or firmly placed without voids
or segregation against the joint material assembly, also under and around all load
transfer devices, joint assembly units, and other features designed to extend into
the pavement. Concrete adjacent to joints shall be mechanically vibrated as
required in Subsection 311.3.9, Placing Concrete.
After the concrete has been placed and vibrated adjacent to the joints as required
in Subsection 311.3.9, the finishing machine shall be brought forward, operating
in a manner to avoid damage or misalignment of joints. If uninterrupted operation
of the finishing machine, to over and beyond the joints causes segregation of
concrete, damage to, or misalignment of the joints, the finishing machine shall be
stopped when the front screed is approximately 20 cm from the joint. The front
screed shall be lifted and set directly on top of the joint and the forward motion of
the finishing machine resumed. When the second screed is close enough to permit
the excess mortar in front of it to flow over the joint, it shall be lifted and carried
over the joint. Thereafter, the finishing machine may be run over the joint without
lifting the screeds, provided there is no segregated concrete immediately between
the joint and the screed or on top of the joint.
3. Machine Finishing
4. Hand Finishing
Hand finishing methods may only be used under the following conditions:
The screed for the surface shall be at least 60 cm longer than the maximum width
of the slab to be struck off. It shall be of approved design, sufficiently rigid to
retain its shape, and constructed either of metal or other suitable material shod
with metal.
In operation, the screed shall be moved forward on the forms with a combined
longitudinal and transverse shearing motion, moving always in the direction in
which the work is progressing and so manipulated that neither end is raised from
the side forms during the striking off process. If necessary, this shall be repeated
until the surface is of uniform texture, true to grade and cross-section, and free
from porous areas.
5. Floating
After the concrete has been struck off and consolidated, it shall be further
smoothed, trued, and consolidated by means of a longitudinal float, either by hand
or mechanical method.
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a. Hand Method. The hand-operated longitudinal float shall be not less than 365
cm in length and 15 cm in width, properly stiffened to prevent flexibility and
warping. The longitudinal float, operated from foot bridges resting on the side
forms and spanning but not touching the concrete, shall be worked with a
sawing motion while held in a floating position parallel to the road center line,
and moving gradually from one side of the pavement to the other. Movement
ahead along the center line of the pavement shall be in successive advances of
not more than one-half the length of the float. Any excess water or soupy
material shall be wasted over the side forms on each pass.
After the floating has been completed and the excess water removed, but while the
concrete is still plastic, the surface of the concrete shall be tested for trueness with
a 300 cm long straight-edge. For this purpose, the Contractor shall furnish and
use an accurate 300-cm straight-edge swung from handles 100 cm longer than
one-half the width of the slab. The straight-edge shall be held in contact with the
surface in successive positions parallel to the road center line and the whole area
gone over from one side of the slab to the other as necessary. Advances along the
road shall be in successive stages of not more than one-half the length of the
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straight-edge. Any depressions found shall be immediately filled with freshly
mixed concrete, struck off, consolidated and refinished. High areas shall be cut
down and refinished. Special attention shall be given to assure that the surface
across joints meets the requirements for smoothness. Straight-edge testing and
surface corrections shall continue until the entire surface is found to be free from
observable departures from the straight-edge and the slab conforms to the required
grade and cross-section.
7. Final Finish
If the surface texture is broom finished, it shall be applied when the water sheen
has practically disappeared. The broom shall be drawn from the center to the edge
of the pavement with adjacent strokes slightly overlapping. The brooming
operation should be so executed that the corrugations produced in the surface shall
be uniform in appearance and not more than 1.5 mm in depth. Brooming shall be
completed before the concrete is in such condition that the surface will be unduly
roughened by the operation. The surface thus finished shall be free from rough
and porous areas, irregularities, and depressions resulting from improper handling
of the broom. Brooms shall be of the quality, size and construction and be
operated so as to produce a surface finish meeting the approval of the Engineer.
Subject to satisfactory results being obtained and approval of the Engineer, the
Contractor will be permitted to substitute mechanical brooming in lieu of the
manual brooming herein described.
If the surface texture is belt finished, when straight-edging is completed and water
sheen has practically disappeared and just before the concrete becomes non-
plastic, the surface shall be belted with 2-ply canvass belt not less than 20 cm
wide and at least 100 cm longer than the pavement width. Hand belts shall have
suitable handles to permit controlled, uniform manipulation. The belt shall be
operated with short strokes transverse to the center line and with a rapid advances
parallel to the center line.
If the surface texture is drag finished, a drag shall be used which consists of a
seamless strip of damp burlap or cotton fabric, which shall produce a uniform
gritty texture after dragging it longitudinally along the full width of pavement.
For pavement 5 m or more in width, the drag shall be mounted on abridge which
travels on the forms. The dimensions of the drag shall be such that a strip of
burlap or fabric at least 100 cm wide is in contact with the full width of pavement
surface while the drag is used. The drag shall consist of not less than 2 layers of
burlap with the bottom layer approximately 15 cm wider than the layer. The drag
shall be maintained in such condition that the resultant surface is of uniform
appearance and reasonably free from grooves over 1.5 mm in depth. Drag shall be
maintained clean and free from encrusted mortar. Drags that cannot be cleaned
shall be discarded and new drags be substituted.
Regardless of the method used for final finish, the hardened surface of pavement
shall have a coefficient of friction of 0.25 or more. Completed pavement that is
79
found to have a coefficient of friction less than 0.25 shall be grounded or scored
by the Contractor at his expense to provide the required coefficient of friction.
After the final finish, but before the concrete has taken its initial set, the edges of
the pavement along each side of each slab, and on each side of transverse
expansion joints, formed joints, transverse construction joints, and emergency
construction joints, shall be worked with an approved tool and rounded to the
radius required by the Plans. A well-defined and continuous radius shall be
produced and a smooth, dense mortar finish obtained. The surface of the slab
shall not be unduly disturbed by tilting the tool during the use.
At all joints, any tool marks appearing on the slab adjacent to the joints shall be
eliminated by brooming the surface. In doing this, the rounding of the corner of
the slab shall not be disturbed. All concrete on top of the joint filler shall be
completely removed.
All joints shall be tested with a straight-edge before the concrete has set and
correction made if one edge of the joint is higher than the other.
As soon as the concrete has hardened sufficiently, the pavement surface shall be
tested with a 3-m straight-edge or other specified device. Areas showing high spots of more
than 3 mm but not exceeding 12 mm in 3 m shall be marked and immediately ground down
with an approved grinding tool to an elevation where the area or spot will not show surface
deviations in excess of 3 mm when tested with 3 m straight-edge. Where the departure from
correct cross-section exceeds 12 mm, the pavement shall be removed and replace by and at
the expense of the Contractor.
Any area or section so removed shall be not less than 1.5 m in length and not less than
the full width of the lane involved. When it is necessary to remove and replace a section of
pavement, any remaining portion of the slab adjacent to the joints that is less than 1.5 m in
length, shall also be removed and replaced.
311.3.15 Curing
Immediately after the finishing operation have been completed and the concrete has
sufficiently set, the entire surface of the newly placed concrete shall be cured in accordance
with either one of the methods described herein. Failure to provide sufficient cover material
of whatever kind the Contractor may elect to use, or the lack of water to adequately take care
of both curing and other requirements, shall be a cause for immediate suspension of
concreting operations. The concrete shall not be left exposed for more than ½ hour between
stages of curing or during the curing period.
In all congested places, concrete works should be designed so that the designed
strength is attained.
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The surface of the pavement shall b entirely covered with mats. The mat used
shall be of such length (or width) that as laid they will extend at least twice the
thickness of the pavement beyond the edge of the slab. The mat shall be placed so
that the entire surface and the edges of the slab are completely covered. Prior to
being placed, the mats shall be saturated thoroughly with water. The mat shall be
so placed and weighted down so as to cause them to remain in intimate contact
with the covered surface. The mat shall be maintained fully wetted and in
position for 72 hours after the concrete has been placed unless otherwise
specified.
2. Waterproof paper
The top surface and sides of the pavement shall be entirely covered with
waterproof paper, the units shall be lapped at least 45 cm. The paper shall be so
placed and weighted down so as to cause it to remain in intimate contact with the
surface covered. The paper shall have such dimension but each unit as laid will
extend beyond the edges of the slab at least twice the thickness of the pavement,
or at pavement width and 60 cm strips of paper for the edges. If laid
longitudinally, paper not manufactures in sizes which will provide this width shall
be securely sawed or cemented together, the joints being securely sealed in such a
manner that they do not open up or separate during the curing period. Unless
otherwise specified, the covering shall be maintained in place for 72 hours after
the concrete has been placed. The surface of the pavement shall be thoroughly
wetted prior to the placing of the paper.
3. Straw Curing
When this type of curing is used, the pavement shall be cured initially with burlap
or cotton mats, until after final set of the concrete or, in any case, for 12 hours
after placing the concrete. As soon as the mats are removed, the surface and sides
of the pavement shall be thoroughly wetted and covered with at least 20 cm of
straw or hay, thickness of which is to be measured after wetting. If the straw or
hay covering becomes displaced during the curing period, it shall be replaced to
the original depth and saturated. It shall be kept thoroughly saturated with water
for 72 hours and thoroughly wetted down during the morning of the fourth day,
and the cover shall remain place until the concrete has attained the required
strength.
The entire surface of the pavement shall be sprayed uniformly with white
pigmented curing compound immediately after the finishing of the surface and
before the set of the concrete has taken place, or if the pavement is cured initially
with jute or cotton mats, it may be applied upon removal of the mass. The curing
compound shall not be applied during rain.
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Curing compound shall be applied under pressure at the rate 4 L to not more than
14 m2 by mechanical sprayers. The spraying equipment shall be equipped with a
wind guard. At the time of use, the compound shall be in a thoroughly mixed
condition with the pigment uniformly dispersed throughout the vehicle. During
application, the compound shall be stirred continuously by effective mechanical
means. Hand spraying of odd widths or shapes and concrete surface exposed by
the removal of forms will be permitted. Curing compound shall not be applied to
the inside faces of joints to be sealed, but approved means shall be used to insure
proper curing at least 72 hours and to prevent the intrusion of foreign material into
the joint before sealing has been completed. The curing compound shall be of
such character that the film will harden within 30 minutes after application.
Should the film be damaged from any cause within the 72 hour curing period, the
damaged portions shall be repaired immediately with additional compound.
The top surface and sides of the pavement shall be entirely covered with
polyethylene sheeting. The units shall be lapped at least 45 cm. The sheeting
shall be so placed and weighted down so as to cause it to remain intimate contact
with the surface covered. The sheeting as prepared for use shall have such
dimension that each unit as laid will extend beyond the edges of the slab at least
twice the thickness of the pavement. Unless otherwise specified, the covering
shall be maintained in place for 72 hours after the concrete has been placed.
Forms for concrete shall remain in place undisturbed for not less than twenty four (24)
hours after concrete pouring. In the removal of forms, crowbars should be used in pulling out
nails and pins. Care should be taken so as not to break the edges of the pavement. In case
portions of the concrete are spalled, they shall be immediately repaired with fresh mortar
mixed in the proportion of one part of Portland Cement and two parts of fine aggregates.
Major honeycomb areas will be considered as defective work, and shall be removed and
replaced at the expense of the Contractor. Any area or section so removed shall not be less
than the distance between weakened plane joint nor less than the full width of the lane
involved.
Joints shall be sealed with asphalt sealant soon after completion of the curing period
and before the pavement is opened to traffic, including the Contractor’s equipment. Just prior
to sealing, each joint shall be thoroughly cleaned of all foreign materials including membrane
curing compound and the joint faces shall be clean and surface dry when the seal is applied.
The sealing material shall be applied to each joint opening to conform to the details
shown on the Plans or as directed by the Engineer. Material for seal applied hot shall be
stirred during heating so that localized overheating does not occur. The pouring shall be done
in such a manner that the material will not be spilled on the exposed surfaces of the concrete.
The use of sand or similar materials as a cover for the seal will not be permitted.
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Preformed elastomeric gaskets for sealing joints shall be of the cross-sectional
dimensions shown on the Plans. Seals shall be installed by suitable tools, without elongation
and secured in placed with an approved lubricant adhesive which shall cover both sides of the
concrete joints. The seals shall be installed in a compressive condition and shall at time of
placement be below the level of the pavement surface by approximately 6 mm.
The seals shall be in one piece for the full width of each transverse joint.
The Contractor shall protect the pavement and its appurtenances against both public
traffic, and the traffic caused by his own employees and agents. This shall include watchmen
to direct traffic, and the erection of and maintenance of warning signs, lights, pavement
bridges or cross-overs, etc. The Plans or Special Provisions will indicate the location and
type of device or facility required to protect the work and provide adequately for traffic.
Any damage to the pavement, occurring prior to final acceptance, shall be repaired or
the pavement be replaced.
If the Contract calls for the construction of pavement without the use of fixed forms,
the following provisions shall apply:
1. Grade
After the grade or base has been placed and compacted to the required density, the
areas which will support the paving machine shall be cut to the proper elevation
by means of a properly designed machine. The grade on which the pavement is to
be constructed shall then be brought to the proper profile by means of properly
designed machine. If the density of the base is disturbed by the grading operation,
it shall be corrected by additional compaction before concrete is placed. The
grade should be constructed sufficiently in advance of the placing of the concrete.
If any traffic is allowed to use the prepared grade, the grade shall be checked and
corrected immediately before the placing of concrete.
2. Placing Concrete
The concrete shall be placed with an approved slip-form paver designed to spread,
consolidate, screed and float-finish the freshly placed concrete in one complete
pass of the machine in such a manner that a minimum of hand finish will be
necessary to provide a dense and homogeneous pavement in conformance with the
Plans and Specifications. The machine shall vibrate the concrete for the full width
and depth of the strip of pavement being placed. Such vibration shall be
83
accompanied with vibrating tubes or arms working in the concrete or with a
vibrating screed or pan operating on the surface of the concrete. The sliding
forms shall be rigidly held together laterally to prevent spreading of the forms.
The forms shall trail behind the paver for such a distance that no appreciable
slumping of the concrete will occur, and that necessary final finishing can be
accomplished while the concrete is still within the forms. Any edge slump of the
pavement, exclusive of edge rounding, in excess of 6 mm shall be corrected
before the concrete has hardened.
The concrete shall be held at a uniform consistency, having a slump of not more
than 40 mm. The slip form paver shall be operated with as nearly as possible a
continuous forward movement and that all operations of mixing, delivering and
spreading concrete shall be coordinated so as to provide uniform progress with
stopping and starting of the paver held to a minimum. If, for any reason, it is
necessary to stop the forward movement of the paver the vibratory and tamping
elements shall also be stopped immediately. No tractive force shall be applied to
the machine, except that which is controlled from the machine.
3. Finishing
The surface smoothness and texture shall meet the requirements of Subsections
311.3.13 and 311.3.14.
4. Curing
Unless otherwise specified, curing shall be done in accordance with one of the
methods included in Subsection 311.3.15. The curing media shall be applied
uniformly and completely to all surfaces and edges of the pavement.
5. Joints
All joints shall be constructed in accordance with Subsection 311.3.12.
In order that the concrete may be properly protected against rain before the
concrete is sufficiently hardened, the Contractor will be required to have available
at all times, materials for the protection of the edges and surface of the
unhardened concrete. Such protective materials shall consist of standard metal
forms or wood planks having a nominal thickness of not less than 50 mm and a
nominal width of not less than the thickness of the pavement at its edge for the
protection of the pavement edges, and covering material such as burlap or cotton
mats, curing paper or plastic sheeting materials for the protection of the surface of
the pavement. When rain appears imminent, all paving operations shall stop and
all available personnel shall begin placing forms against the sides of the pavement
and covering the surface of the unhardened concrete with the protective covering.
84
The strength level of the concrete will be considered satisfactory if the averages of all
sets of three (3) consecutive strength test results equal or exceed the specified strength, f c’ and
no individual strength test result is deficient by more than 15% of the specified strength, f c’.
A set shall consist of a minimum of three (3) concrete beam specimens.
Concrete deemed to be not acceptable using the above criteria may be rejected unless
the Contractor can provide evidence, by means of core tests, that the quality of concrete
represented by failed test results is acceptable in place. At least three (3) representative cores
shall be taken from each member or area of concrete in place that is considered deficient.
The location of cores shall be determined by the Engineer so that there will be at least
impairment of strength of the structure. The obtaining and testing of drilled cores shall be in
accordance with AASHTO T 24.
Concrete in the area represented by the cores will be considered adequate if the
average strength of the cores is equal to at least 85% of, and if no single core is less than 75%
of, the specified strength, fc’.
If the strength of control specimens does not meet the requirements of this Subsection,
and it is not feasible or not advisable to obtain cores from the structure due to structural
considerations, payment of the concrete will be made at an adjusted price due to strength
deficiency of concrete specimens as specified hereunder:
5 to less than 10 80
10 to less than 15 70
15 to less than 20 60
20 to less than 25 50
25 or more 0
85
The Engineer will decide when the pavement may be opened to traffic. The road will
not be opened to traffic until test specimens molded and cured in accordance with AASHTO
T 23 have attained the minimum strength requirements in Subsection 311.2.12. If such tests
are not conducted prior to the specified age, the pavement shall not be operated to traffic until
14 days after the concrete was placed. Before opening to traffic, the pavement shall be
cleaned and joint sealing completed.
1. General
Each lot will be divided into five (5) equal segments and one core will be obtained
from each segment in accordance with AASHTO T 24.
2. Pavement Thickness
It is the intent of this Specification that the pavement has a uniform thickness as
called for on the Plans for the average of each lot as defined. After the pavement
has met all surface smoothness requirements, cores for thickness measurements
will be taken.
86
evaluation of the Engineer is that the deficient area should not be removed and
replaced, such area will not be paid.
When the measurement of any core is less than the specified thickness by more
than 25 mm, the actual thickness of the pavement in this area will be determined
by taking additional cores at no less than 5 m intervals parallel to the center line in
each direction from the affected location until a core is found in each direction,
which is not deficient in thickness by more than 25 mm. The area of slab for
which no payment will be made shall be the product of the paving width
multiplied by the distance along the center line of the road between transverse
sections found not deficient in thickness by more than 25 mm. The thickness of
the remainder of the segment to be used to get the average thickness of each lot
shall be determined by taking the average thickness of additional cores which are
not deficient by more than 25 mm.
When the average thickness of the pavement per lot is deficient, payment for the
lot shall be adjusted as follows:
6 – 10 95% payment
11 – 15 85% payment
16 – 20 70% payment
21 - 25 50% payment
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+ No acceptance and final payment shall be made on
completed pavement unless core test for thickness
determination is conducted, except for Barangay Roads
where the implementing office is allowed to waive such
test.
The area to be paid for under this Item shall be the number of square meters (m 2) of
concrete placed and accepted in the completed pavement with or without rebar or wire mesh
reinforcement. The width for measurements will be the width from outside edge to outside
edge of completed pavement as placed in accordance with the Plans or as otherwise required
by the Engineer in writing. The length will be measured horizontally along the center line of
each roadway or ramp. Any curb and gutter placed shall not be included in the area of
concrete pavement measured.
The accepted quantity, measured as prescribed in Section 311.4, shall be paid for at
the contract unit price for Portland Cement Concrete Pavement and Portland Cement
Concrete Pavement (Reinforce with Wire Mesh) which price and payment shall be full
compensation for preparation of roadbed and finishing of shoulders, unless otherwise
provided by the Special Provisions, furnishing all materials, for mixing, placing, finishing
and curing all concrete, for furnishing and placing all joint materials, for sawing weakened
plane joints, for fitting the prefabricated center metal joint, for facilitating and controlling
traffic, and for furnishing all labor, equipment, tools and incidentals necessary to complete
the Item.
Pay Item
Description Unit of Measurement
Number
88
Materials as Coarse
Aggregates
(Unreinforced)
as Coarse
Aggregates (Reinforced)
as Aggregates
(Unreinforced)
as Aggregates
(Reinforced)
400.1 Description
400.1.1 Scope
This Item shall consist of piling, furnished, driven or placed, cut and spliced in
accordance with this Specification and in reasonably close conformity with the Plans.
The Contractor shall furnish the piles in accordance with an itemized list, which will
be provided by the Engineer, showing the number and lengths of all piles. When cast-in-
place concrete piles are specified on the Plans, the Engineer will not furnish the Contractor an
itemized list showing the number and length of piles. When test piles and load tests are
required in conformance with Sub-section 400.1.2 and 400.1.3, respectively, the data
obtained from driving test piles and making test loads will be used in conjunction with other
available sub-soil information to determine the number and lengths of piles to be furnished.
The Engineer will not prepare the itemized list of piles for any portion of the foundation area
until all specified loading tests in the Contract representative of the portion have been
completed.
89
In determining lengths of piles for ordering and to be included for payment, the
lengths given in the order list will be based on the lengths which are assumed to remain in the
completed structure. The Contractor, shall, without added compensation, increase the lengths
to provide for the fresh heading and for such additional length as maybe necessary to suit the
Contractor’s method of operation.
For his own information, the Contractor may drive at the location of the regular piles
indicated on the Plans such test piles as he may consider necessary in addition to the test piles
specified in the Contract and shall be considered as regular piles. When called for in the Bill
of Quantities, a pile if required to be subjected to load test shall conform to the provision as
provided in Subsection 400.1.3, Load Tests. The Contractor shall furnish and drive test piles
of the dimensions and at the locations designated by the Engineer. They shall be of the
material shown in the Bill of Quantities and shall be driven to refusal or to such tip elevation
or approximate bearing value as the Engineer may request. Test piles shall be driven with the
same hammer that is used for driving foundation piles.
When the Engineer requests a load test to determine a bearing value, the first load test
pile shall be driven to the specified bearing value as determined by the applicable formula in
Subsection 400.1.4 for Timber Pile Bearing Value by Formula. Subsequent test piles to be
load-tested shall be driven to the specified bearing value as determined by the applicable
formula modified by the results of prior test loads and foundation data. The ground at each
test pile shall be excavated to the elevation of the bottom of the footing before the pile is
driven.
Load tests for files shall be either Static or Pile Testing by Low-Strain Dynamic
Method, High-Strain Dynamic Method and Cross-Hole Sonic Logging.
When load tests are specified, the number and location of piles to be tested will be
designated by the Engineer. Load tests shall be done by methods approved by the Engineer.
The Contractor shall submit to the Engineer for approval detailed plans of the loading
apparatus he intends to use. The apparatus shall be so constructed as to allow the various
increments of the load to be placed gradually without causing vibration to the test piles. If
the approved method requires the use of tension (anchor) piles, such tension piles shall be of
the same type and diameter as the permanent piles and shall be driven in the location of
permanent piles when feasible. Piling not a part of the structure shall be removed or cut off
at least 300mm below the bottom of the footing or finished elevation of the ground upon
completion of the test load. Permanent piling used as anchor piling which is raised during the
test load shall be redriven to original grade and bearing.
90
400.1.3.1 Static Testing
Suitable approved apparatus for determining accurately the load on pile and the
settlement of the pile under increment of load shall be supplied by the Contractor.
Test loading shall consist of the application of incremental static loads to a pile and
measuring the resultant settlement. The loads shall be applied by a hydraulic jack acting
against suitable anchorage, transmitting the load directly to the pile, or other methods
designated by the Plans or approved by the Engineer.
Each load increment shall be held for an interval of two and one-half minutes. Each
succeeding increment shall be as directed by the Engineer or as shown on the Plans and shall
be applied immediately after the two and one-half minute interval readings have been made.
When a load-settlement curve obtained from these data shows that the pile has failed;
i.e., the load can be held only by the constant pumping and the pile or shaft is being driven
into the ground, pumping shall cease. Gross settlement readings, loads and other data shall
be recorded immediately after pumping has ceased and again after an interval of two and one-
half minutes for a total period of five (5) minutes. All loads shall then be removed and the
member allowed to recover. Gross settlement readings shall be made immediately after all
loads have been removed and at each interval of two and one-half minutes for a total period
of five (5) minutes.
All load tests shall be carried to failure or to the capacity of the equipment, unless
otherwise noted on the Plans.
After the completion of loading tests, the load used shall be removed and the piles
including tension piles, shall be utilized in the structure if found by the Engineer to be
satisfactory for such use. Test piles not loaded shall be utilized similarly. If any pile, after
serving its purpose as a test or tension pile, is found unsatisfactory for utilization in the
structure, it shall be removed if so ordered by the Engineer or shall be cut off below the
ground line of footings, whichever is applicable.
When diesel or other types of hammers requiring calibration are to be used, the
Contractor shall make load tests even though no load tests are called for in the Bill of
Quantities, except that load tests will not be required when the hammer is to be used only for
driving piles to refusal, rock or a fixed tip elevation or the hammer is of a type and model that
has been previously calibrated for similar type, size and length of pile, and foundation
material. Calibration data must have been obtained from sources acceptable to the Engineer.
91
Pile testing shall be done by Low-Strain Dynamic Method, High-Strain Dynamic
Method or Cross-Hole Sonic Logging Method as required in the plans or as directed by the
Engineer.
By sending ultrasonic pulses through concrete from one probe to another (probes
located in parallel tubes), the Cross-hole Sonic Logging (CSL) procedure inspects the drilled
shaft structural integrity, and extent and location of defects, if any. At the receiver probe,
pulse arrival time and signal the concrete affects strength. For equidistant tubes, uniform
concrete yields consistent arrival times with reasonable pulse wave speed and signal
strengths. Non – uniformities such as contamination, soft concrete, honeycombing, voids, or
intrusions of foreign objects exhibit delayed arrival time with reduced signal strength.
1000 WH
6 S+25.4
For single-action steam or air hammers, and for diesel hammers having unrestricted
rebound of ram,
1000 WH
92
P = ----------- x -----------------
6 S+2.54
For double-action steam or air hammers, and diesel hammers having enclosed ram,
1000 E
P = ------------ x -----------------
6 S+2.54
1000 E
P = ---------- x ------------------------
6 S+2.54 (Wp/W)
Where:
Wp = Weight of pile
93
2. The head of the pile is free from broomed or crushed wood fiber or other
serious impairment.
3. The penetration is reasonably quick and uniform.
4. There is no measurable bounce after the blow.
5. A follower is not used.
If there is a measurable bounce, twice the height of bounce shall be deducted from H to
determine its value in the formula.
The bearing power as determined by the appropriate formula listed in this
Subsection, will be considered effective only when it is less than the crushing
strength of the pile. Other recognized formulas may be used if fully detailed in the
Special Provisions.
2WH (W)
Ru = ----------------------------
(S+K) (W+Wp)
Ru
Ra = ---------------
FS
Where:
94
Ru = ultimate capacity of piles (KN)
b. Hiley’s Formula shall be used when the ratio of the weight of ram or hammer to
Ru = ------------------------------ x ---------------------------
Ru
Ra = --------------
FS
where:
95
Ru = ultimate capacity of pile (KN)
= RuL/AEp
C2
= range from 2.54mm to 5.08mm (0.1” to 0.2”) for resilient
C3 soil to 0 for hard pan (rock, very dense sand and gravel)
length of pile
Note:
Formula for other pile hammers with suggested factor of safety should be as
provided/recommended by their respective manufacturer.
96
Materials to Easy Medium Hard Driving: Very Hard
which blow is Driving: Driving: Driving:
applied P1 = 10.34
P1 = 3.45 P1 = 6.90 MPa (1500 P1 = 13.88
MPa MPa psi) MPa
Head of timber 1.27 (0.05) 2.54 (0.10) 3.81 (0.15) 5.08 (0.20)
pile
76–100mm (3-4
in.)
Steel-covered
cap.
containing
wood packing 2.032 (0.08) 4.064 (0.16)
but steel piling 3.048 (0.12)
at pipe
1.016 (0.04)
4.76mm (3/16
in.) red
electrical tuber
disk between
two 10mm
97
(3/8”) steel
plates, for use
with severe
driving on
Monotube pile 1.016 (0.04) 2.032 (0.08)
1.524 (0.06)
b
The first figure represent the compression of the cap and wood dolly or packing
above the cap, whereas the second figure represent the compression of the wood
packing between the cap and the pile head.
P1 = Ru/A
Hammer Type ef
98
Values of Coefficient of Restitution, n
0.25 0.40
- 0.50
The formulas specified in the preceding Subsection for timber piling may be used in
determining a rough approximation for the bearing power of precast and cast-in-place
concrete piles and of steel piles.
In all cases when the bearing power of concrete and steel piles is determined by
formula, the piles shall be driven until the safe bearing power of each is computed to be not
less than 27 tonnes.
99
When the safe bearing power of any pile is found by test or computation to be less
than the design load, longer piles or additional piles shall be driven as ordered in writing by
the Engineer.
Round piles shall be cut above the ground swell and shall taper from butt to tip. A
line drawn from the center of the tip to the center of the butt shall not fall outside of the cross-
section of the pile at any point more than one percent of the length of the pile.
In short bends, the distance from the center of the pile to a line stretched from the
center of the pile above the bend to the center of the pile below the bend shall not exceed four
percent of the length of the bend or a maximum of 65mm.
Unless otherwise specified, all piles shall be peeled removing all rough bark and at
least 80 percent of the inner bark. Not less than 80 percent of the surface on any
circumference shall be clean wood. No strip of inner bark remaining on the pile shall be
more than 20mm wide and 200mm long. All knots shall be trimmed close to the body of the
pile.
The pile sizes shall conform to the dimensions shown in Table 400.1.
Minimum Maximum
100
mm mm
The diameter of the piles shall be measured in their peeled condition. When the pile
is not exactly round, the average of three measurements may be used. For any structure, the
butt diameters for the same lengths of pile shall be as uniform as possible.
Type of Processing
The Engineer shall inspect the timber prior to the treatment to determine conformance
with the Specifications and suitability of conditions for treatment. He shall be permitted free
access to the plant in order that temperatures, pressures and quantities and type of treatment
materials used may be observed. Samples of the creosote or creosote petroleum mixtures
shall be furnished as required for test.
101
such holes shall be plugged with plugs approximately 2 mm larger in diameter than the bit
used in boring the holes.
If the penetration of preservative is less than the required amount, the entire charge, or
such parts thereof shall be retreated. If after treatment the penetration is still insufficient, the
treated pieces shall be rejected.
Unless otherwise called for on the Plans or Special Provisions, shells for cast-in-place
concrete piles shall have a minimum 305mm diameter at cut off and a minimum 203mm
diameter at tip: made from not less than 4.55mm in thickness plate stock conforming to
AASHTO M 183. Shells may either be spirally welded or longitudinally welded and may
either be tapered or constant in section. Tips shall be sealed as shown on the Plans.
The shell shall be of sufficient strength and thickness to withstand driving without
injury and to resist harmful distortion and/or buckling due to soil pressure after driven and the
mandrel removed. Butt and tip dimension shall be as called for on the Plans or Special
Provisions.
Filled Steel Pipes (filled with concrete) shall conform to the requirements of ASTM A
252, Grade 2, Welded and Seamless Pipe Piles. Closure Plates for closed piles shall conform
to the requirements of AASHTO M 183.
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Unfilled Tubular Steel Piles shall conform to the requirements of ASTM A 252,
Grade 2, with chemical requirements meeting ASTM Designation A 53, Grade B. The wall
thickness shall not be less than 4.76mm.
Steel H-Piles shall be rolled steel sections of the weight and shape called for on the
Plans. They shall be structural steel meeting the requirements of AASHTO M 183 provided
that, where the Special Provisions called for copper-bearing structural steel, the steel shall not
contain less than one-fifth percent nor more than zero point thirty five percent (0.35%) of
copper, except that steel manufactured by the acid-bessemer process shall not be used.
Steel sheet piles shall meet the requirements of AASHTO M 202 (ASTM A 328), or
AASHTO M 223. All other sheet piles shall meet the requirements prescribed above the
particular material specified. The joints shall be practically water-tight when the piles are in
place.
400.2.9 Splices
Material for pile splices, when splicing is allowed, shall be of the same quality as the
material used for the pile itself and shall follow the requirements given on the Plans.
400.2.10 Paint
Piles shall be driven where indicated on the Plans or as directed by the Engineer.
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All excavations for the foundation on which the piles are to be driven shall be
completed before the pile driving, unless otherwise specified or approved by the Engineer.
After driving is completed, all loose and displaced materials shall be removed from around
the piles by hand excavation, leaving clean solid surface to receive the concrete of the
foundation. Any requirement for granular fill and lean concrete shall be indicated on the
Plans or as directed by the Engineer.
Pile length and bearing capacity shall be determined by the Engineer from the results
of the test piling and load tests.
1. Piles in sand and gravel shall be driven to a bearing power determined by the use
of the pile driving formula or as decided by the Engineer.
2. Piles in clay shall be driven to the depth ordered by the Engineer. However, the
bearing power shall be controlled by the pile driving formula if called for by the
Engineer.
3. Piles shall be driven to refusal on rock or hard layer when so ordered by the
Engineer.
The Contractor shall be responsible for obtaining the correct pile length and bearing
capacity according to the criteria given by the Engineer.
400.3.3 Pile Driving
All piles shall be driven as shown on the Plans or as ordered in writing by the
Engineer. They shall be driven within an allowed variation of 20mm per metre of pile length
from the vertical or batter as shown on the Plans. The maximum allowable variation at the
butt end of the pile shall be 75mm in any direction from the location shown on the Plans or as
directed by the Engineer. Each pile shall, after driving, be within 150mm from the theoretical
location underneath the pile cap or underneath the superstructure in case of pile bents. All
piles pushed up by the driving of adjacent piles or any other cause shall be redriven.
Piles shall be used only in places where the minimum penetration of 3m in firm
materials, or 5m in soft materials can be obtained. Whereas soft upper stratum overlies a
hard stratum, the piles shall penetrate the hard materials at sufficient depths to fix the ends
rigidly.
All pile driving equipment is subject to the Engineer’s approval. The Contractor is
responsible for sufficient weight and efficiency of the hammers to drive the piles down to the
required depth and bearing capacity. Hammers shall be gravity hammers, single and double
acting steam or pneumatic hammers or diesel hammers. Gravity hammers shall not weigh
less than 60 percent of the combined weight of the pile and driving head but not less than
2,000 kg. The fall shall be regulated so as to avoid injury to the pile and shall in no case
exceed 4.50m for timber and steel piles and 2.50m for concrete piles unless otherwise
specified or approved by the Engineer.
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The plant and equipment furnished for steam hammers shall have sufficient capacity
to maintain, under working condition, the pressure at the hammer specified by the
manufacturer. The boiler or pressure tank shall be equipped with an accurate pressure gauge
and another gauge shall be supplied at the hammer intake to determine the drop in pressure
between the gauges. When diesel hammers or any other types requiring calibration are used,
they shall be calibrated with test piling and/or test loads in accordance with Subsection
400.1.2, Test Piles.
Water jets shall be used only when permitted in writing by the Engineer. When water
jets are used, the number of jets and the nozzle volume and pressure shall be sufficient to
erode freely the material adjacent to the pile. The plant shall have sufficient capacity to
deliver at all time a pressure equivalent to at least 690 KPa at two 19 mm (3/4 inch) jet
nozzles. The jets shall be shut off before the required penetration is reached and the piles
shall be driven solely by hammers to final penetration as required by the Engineer.
Piles shall be supported in line and position with leads while being driven. Pile
driving leads shall be constructed in such a manner as to afford freedom of movement of the
hammer, and shall be held in position by guys or steel braces to insure rigid lateral support to
the pile during driving. The leads shall be of sufficient length to make the use of a follower
unnecessary and shall be so designed as to permit proper placing of batter piles. The driving
of the piles with followers shall be avoided if practicable and shall be done only under written
permission from the Engineer.
The method used in driving piles shall not subject them to excessive and undue abuse
producing crushing and spalling of the concrete, injurious splitting, splintering and brooming
of the wood or deformation of the steel. Manipulation of piles to force them into proper
position if considered by the Engineer too excessive will not be permitted.
The pile tops shall be protected by driving heads, caps or cushions in accordance with
the recommendation of the manufacturer of the pile hammer and to the satisfaction of the
Engineer. The driving head shall be provided to maintain the axis of the pile with the axis of
the hammer and provide a driving surface normal to the pile.
Full length piles shall be used where practicable. Splicing of piles when permitted,
shall be in accordance with the provisions of Subsection 400.3.7 and 400.3.8. All piles shall
be continuously driven unless otherwise allowed by the Engineer.
Piles shall not be driven within 7 m of concrete less than 7 days old.
400.3.4 Timber Piles
Piles shall be strapped with three metal straps: one about 450mm from the butt, one
about 600mm from the butt, and the third, about 300mm from the tip. Additional straps shall
be provided at about 4.5m on centers between tip and butt. Strapping should encircle the pile
once and be tensioned as tightly as possible. Straps shall be 38mm wide, 0.8mm thick, cold
rolled, fully heat treated, high tensile strapping, painted and waxed.
Treated piles shall be strapped after treatment.
Point protection shall be considered for all timber piles. Where timber piles must
penetrate dump fill, or may encounter obstructions or be driven to hard strata, point
protection shall be used. A boot that encompasses and utilizes the entire end area of the pile
is preferred.
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400.3.5 Timber Pile Bents
Piles for any one bent shall be carefully selected as to size, to avoid undue bending or
distortion of the sway bracing. Care shall be exercised in the distribution of piles of various
sizes to obtain uniform strength and rigidity in the bents of any given structure.
Cut offs shall be made accurately to insure full being between caps and piles of bents.
If testing equipment is not available, as in isolated areas, piles shall not be moved
until after fourteen (14) days after casting and shall not be transported or driven prior to 28
days after casting. If high early strength cement is used, piles shall not be moved, transported
or driven prior to 7 days after casting.
When concrete piles are lifted or moved, they shall be supported at the points shown
on the Plans; if not shown, they shall be supported at the quarter points.
1. Drilled Holes
All holes for concrete piles cast in drilled holes shall be drilled dry to tip elevation
shown on the Plans. All holes will be examined for straightness and any hole which on visual
inspection from the top shows less than one-half the diameter of the hole at the bottom of the
hole will be rejected. Suitable casings shall be furnished and placed when required to prevent
caving of the hole before concrete is placed.
All loose material existing at the bottom of the hole after drilling operations have been
completed shall be removed before placing concrete.
The use of water for drilling operations or for any other purpose where it may enter
the hole will not be permitted. All necessary action shall be taken to prevent surface water
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from entering the hole and all water which may have infiltrated into the hole shall be
removed before placing concrete.
Concrete shall be placed by means of suitable tubes. Prior to the initial concrete set,
the top 3m of the concrete filled pile or the depth of any reinforcing cage, whichever is
greater, shall be consolidated by acceptable vibratory equipment,
Casing, if used in drilling operations, may be left in place or removed from the hole as
concrete is placed. The bottom of the casing shall be maintained not more than 1.5m nor less
than 0.3m below the top of the concrete during withdrawal and placing operations unless
otherwise permitted by the Engineer. Separation of the concrete during withdrawal
operations shall be avoided by vibrating the casing.
Closure plates and connecting welds shall not project more than 12.5mm beyond the
perimeter of the pile tips.
No shell or pipe shall be filled with concrete until all adjacent shells, pipes, or piles
within a radius of 1.5m or 4 ½ times the average pile diameter, whichever is greater, have
been driven to the required resistance.
After a shell or pipe has been filled with concrete, no shell, pipe or pile shall be driven
within 6m thereof until at least 7 days have elapsed.
3. Drilled Shafts
Drilled shafts are deep foundations formed by boring a cylindrical hole into soil
and/or rock and filling the hole with concrete. Drilled shafts are also commonly referred to
as caissons, bored piles or drilled piers.
Drilled shafts, like driven piles, transfer structural loads to bearing stratum well below
the base of the structure by passing soils having insufficient strength to carry the design
loads.
Drilled shafts are classified according to their primary mechanism for deriving load
resistance either as floating shafts (i.e., shafts transferring load primarily by side resistance),
or end-bearing shafts (i.e., shafts transferring load primarily by tip resistance). Occasionally,
the bases of shafts are enlarged (i.e., belled or underreamed) to improved the load capacity of
end bearing shafts on less than desirable soils, or to increase the uplift resistance of floating
shafts.
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Effects of ground and ground water conditions on shaft construction operations
should be considered and delineated, when necessary, the general method of construction to
be followed to ensure the expected performance. Because shafts derive their capacity from
side and tip resistance which are a function of the condition of the materials in direct contact
with the shaft, it is important that the construction procedures be consistent with the material
conditions assumed in the design. Softening, loosening or other changes in soil and rock
conditions caused by the construction method could result in a reduction in shaft capacity and
an increase in shaft displacement. Therefore, evaluation of the effects of shaft construction
procedure on load capacity must be considered an inherent aspect of the design.
Drilled shafts are normally sized in 15.24cm (6-inch diameter increments with a
minimum diameter of 45.72cm (18”). The diameter of a shaft socketed into rock should be a
minimum of 15.24cm (6”) larger than the socket diameter. If a shaft must be inspected by the
entry of a person, the shaft diameter shall not be less than 76.20cm (30”).
Drilled shafts constructed in dry, noncaving soils can usually be excavated without
lateral support of the hole. Other ground conditions where caving, squeezing or sloughing
soils are present require installation of a steel casing or use of a slurry for support of the hole.
Such conditions and techniques may result in loosening of soil around the shaft, or altering of
frictional resistance between the concrete shaft and surrounding soil.
The center-to-center spacing between shafts is normally restricted to a minimum of
3B to minimize the effects of interaction between adjacent shafts during construction or in
service. However, larger spacings may be required where drilling operations are difficult or
where construction must be completed in very short time frames.
Particular attention should be given to the potential for deposition of loose or wet
material in the bottom of the hole, or the buildup of a cake of soft material around the shaft
perimeter prior to concrete placement. Adequate cleaning and inspection of rock sockets
should always be performed to assure good contact between the rock and shaft concrete. If
good contact along the shaft cannot be confirmed, it may be necessary to assume that all load
is transferred to the tip. If the deposition of soft or loose material in the bottom of the hole is
expected, the shaft may have to be designed to carry the entire design load through side
resistance.
A number of methods can be used to prevent caving during the drilling of holes and
the placement of concrete. It is preferred that drilled shafts be constructed in stable non-
sloughing soil without excessive ground water. If impossible, consider the following three
different construction methods:
a. The construction of the pile or shaft in a wet condition while the walls of the
excavation are stabilized by hydrostatic pressure of water or a mineral slurry until the
concrete is placed by tremie methods for the full length of the pile.
Mineral slurry used in the drilling process shall have both a mineral grain size that
will remain in suspension and sufficient viscosity and gel characteristics to transport
excavated material to a suitable screening system. The percentage and specific gravity of the
material used to make the suspension shall be sufficient to maintain the stability of the
excavation and to allow proper concrete placement. The level of the slurry shall be
maintained at a height sufficient to prevent caving of the hole.
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The mineral slurry shall be premixed thoroughly with clean fresh water and adequate
time allotted for hydration prior to introduction into the shaft excavation. Adequate slurry
tanks will be required when specified. No excavated slurry pits will be allowed when slurry
tanks are required on the project without written permission of the Engineer. Adequate
desanding equipment will be required when specified. Steps shall be taken as necessary to
prevent the slurry from “setting up” in the shaft excavation, such as agitation, circulation, and
adjusting the properties of the slurry.
Control tests using suitable apparatus shall be carried out by the Contractor on the
mineral slurry to determine density, viscosity, and pH. An acceptable range of values for
those physical properties is shown in the following table.
Viscosity 28 to 45 28 to 45 Marsh
(sec. per quart) Cone
pH 8 to 11 8 to 11 pH Paper
or Meter
Note:
a) Increase density values by 0.314 KN/m3 (2 pcf) in salt water.
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Excavation Inspection
The Contractor shall provide equipment for checking the dimensions and alignment of
each shaft excavation. The Contractor under the direction of the Engineer shall determine the
dimensions and alignment of the drilled shaft. Final shaft depth shall be measured after final
cleaning.
The base of the shaft excavation may be cleaned using a cleaning bucket followed by
airlifting. Reverse circulation techniques may also be used to clean the base of the shaft.
The shaft excavation shall be cleaned so that a minimum of 50 percent of the base will
have less than 12.5mm of sediment and at no place on the base more than 37.5mm of
sediment. The Engineer will determine shaft cleanliness.
b. The use of steel casing which is installed during drilling operations to hold the
hole open and usually withdrawn during concrete placement.
Casing, if used in operation, shall be metal, smooth, clean, watertight, and of ample
strength to withstand both handling and driving stresses and the pressure of both concrete and
the surrounding earth materials. The outside diameter of casing shall not be less than the
specified size of the shaft. It shall conform to AASHTO M 270 (ASTM A 709) Grade 36
unless otherwise specified.
Temporary casings shall be removed while the concrete remains workable. Generally
the removal of temporary casing shall not be started until concrete placement in the shaft is at
or above ground surface. Movement of casing by rotating, exerting downward pressure and
tapping to facilitate extraction or extraction with a vibratory hammer will be permitted.
Casing extraction shall be at a slow, uniform rate with the pull in line with the shaft axis.
A sufficient head of concrete shall be maintained above the bottom of the casing to
overcome the hydrostatic pressure of water or drilling fluid outside of the casing.
c. The use of a permanent casing which is left in place within the portion of the pile
which is in unstable material.
A permanent casing is applied as protection from the presence of surface water during
drilling and as support later for the installation of the rebar cage and as a concrete form in
drilling under water.
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The reinforcing steel in the hole shall be tied and supported so that the reinforcing
steel will remain within allowable tolerances until the concrete will support the reinforcing
steel. When concrete is placed by suitable tubes, temporary hold-down devices shall be used
to prevent uplifting of the steel cage during concrete placement. Concrete spacers or other
approved noncorrosive spacing devices shall be used at sufficient intervals not exceeding
1.50 meters along the shaft to insure concentric location of the cage within the shaft
excavation. When the size of the longitudinal reinforcing steel exceeds 25mm, such spacing
shall not exceed 3.0 meters.
The upper 1.5 meters of concrete shall be vibrated or rodded to a depth of 1.5 meter
below the ground surface except where soft uncased soil or slurry remaining in the
excavation will possibly mix with the concrete.
After placement, the temporarily exposed surfaces of the shaft concrete shall be cured
in accordance with the provision in Sub-section 407.3.8 – Curing Concrete.
For at least 48 hours after pile concrete has been placed, no construction operations
that would cause soil movement adjacent to the shaft, other than mild vibration, shall be
conducted.
Construction Tolerances:
a. The drilled shaft shall be within 7.62cm (6”) of the plan position in the horizontal
plane at the plan elevation for the top of the shaft.
b. The vertical alignment of the shaft excavation shall not vary from the plan
alignment by more than 20.83 mm/m (1/4 inch per foot) of depth.
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c. After all the shaft concrete is placed, the top of the reinforcing steel cage shall be
no more than 15.24 cm (6”) above and no more than 7.62 cm (3”) below plan
position.
d. When casing is used, its outside diameter shall not be less than the shaft diameter
shown on the plans. When casing is not used, the minimum diameter of the
drilled shaft shall be the diameter shown on the plans for diameters 60.96 cm
(24”) or less, and not more than 2.54 cm (1 inch) less than the diameter shown on
the plans for diameters greater than 60.96 cm (24”).
e. The bearing area of bells shall be excavated to the plan bearing area as a
minimum. All other plan dimensions shown for the bells may be varied, when
approved, to accommodate the equipment used.
f. The top elevation of the shaft shall be within 2.54 cm (1 inch) of the plan top of
shaft elevation.
g. The bottom of the shaft excavation shall be normal to the axis of the shaft within
62.5 mm/m (3/4 inch per foot) of shaft diameter.
Drilled shaft excavations constructed in such a manner that the concrete shaft cannot
be completed within the required tolerances are unacceptable.
400.3.8 Steel H-Pile
Steel H-Pile shall consist of structural steel shapes of the sections indicated on the
Plans.
When placed in the leads, the pile shall not exceed the camber and sweep permitted
by allowable mill tolerance. Piles bent or otherwise damaged will be rejected.
The loading, transporting, unloading, storing and handling of steel H-pile shall be
conducted so that the metal will be kept clean and free from damage.
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Minimum wall thickness 6.5 mm 9.5 mm
Cutting shoes for piles driven open end may be inside or outside of the pipe. They
may be high carbon structural steel with a machined ledged for pile bearing or cast steel with
a ledge, designed for attachment with a simple weld.
400.3.10 Splicing
Splicing when permitted shall be made as shown on the Plans and in accordance with
this Subsection.
a. By using prefabricated joints mounted in the forms and cast together with the piles
sections and joined together as specified by the manufac-turer and approved by
the Engineer. The joints shall be of the design and type as specified or shown on
the Plans.
b. By cutting away the concrete at the end of the pile, leaving the reinforcing steel
exposed for a length of 40 bar diameters for corrugated or deformed bars and 60
bar diameters for plain bars. The final cut of the concrete shall be perpendicular
to the axis of the pile. Reinforcement of the same size as that used in the pile
shall be spliced to the projecting steel in accordance with Item 404, Reinforcing
Steel, and the necessary formwork shall be placed, care being taken to prevent
leakage along the pile. The concrete shall be of the same quality as that used in
the pile. Just prior to placing concrete, the top of the pile shall be wetted
thoroughly and covered with a thin coating of neat cement, retempered mortar, or
other suitable bonding material to the satisfaction of the Engineer. The forms
shall remain in place not less than seven (7) days. The pile shall not be driven
until the safe design has been reached.
c. By any other method shown on the Plans or approved by the Engineer. Curing and
finishing of extensions shall be the same as in the original pile.
2. Prestressed Piles
Splicing of prestressed precast piles will generally not be permitted, but when
permitted, it shall be made in accordance with (1) above, but only after driving has
been completed. Reinforcement bars shall be included in the pile head for splicing to
the extension bars. No additional driving will be permitted. The Contractor, at his
option, may submit alternative plans of splicing for consideration by the Engineer.
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3. Steel Piles, Shells or Pipes
If the length of the steel pile, shell or pipe driven is insufficient to obtain the
specified bearing power, an extension of the same cross-section shall be spliced to it.
Unless otherwise shown on the Plans, splices shall be made by butt-welding the entire
cross-sections to form an integral pile using the electric arc method. The sections
connected shall be properly aligned so that the axis of the pile shall be straight. Bent
and/or damaged piles shall be rejected.
The top of foundation piles shall be embedded in the concrete footing as shown on the
Plans.
Concrete piles shall, when approved by the Engineer, be cut off at such a level that at
least 300mm of undamaged pile can be embedded in the structure above. If a pile is damaged
below this level, the Contractor shall repair the pile to the satisfaction of the Engineer. The
longitudinal reinforcement of the piles shall be embedded in the structure above to a length
equal to at least 40 times the diameter of the main reinforcing corrugated bars (60 diameters
for plain bars). The distance from the side of any pile to the nearest edge of the cap shall not
be less than 200mm.
When the cut off elevation for a precast pile or for the steel shell or pile for a cast in
place concrete pile is below the elevation of the bottom of the pile cap, the pile may be built-
up from the butt of the pile to the elevation of the bottom of the cap by means of reinforced
concrete extension constructed in accordance with Subsection 400.3.10 or as approved by the
Engineer.
Cut-offs of structural steel piles shall be made at right angles to the axis of the pile.
The cuts shall be made in clear, straight lines and any irregularity due to cutting or burning
shall be leveled-off with deposits of weld metal prior to placing bearing caps.
Any pile delivered with defects, or damaged in driving due to internal defects or by
improper driving, or driven out of its proper location, or driven below the elevation fixed by
the Plans or by the Engineer, shall be corrected at the Contractor’s expense by one of the
following methods approved by the Engineer for the pile in question:
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2. Additional pile shall be driven/casted at the location as directed by the Engineer.
3. The pile shall be spliced or built-up as otherwise provided herein on the underside
of the footing lowered to properly embed the pile.
When a new pile is driven or cast to replace a rejected one, the Contractor at his own
expense, shall enlarge the footing as deemed necessary by the Engineer.
The sawed surface shall be thoroughly brush-coated with two (2) applications of hot
creosote oil or other approved preservative.
All cuts and abrasions in treated timber piles shall be protected by a preservative
approved by the Engineer.
Unless otherwise provided, when required steel piles extend above the ground surface
or water surface, they shall be protected by paint as specified for cleaning and painting metal
surfaces in accordance with Item 403, Metal Structures. This protection shall extend from the
elevation shown on the Plans to the top of the exposed steel.
The Contractor shall keep records of all piles driven or installed. A copy of the record
shall be given to the Engineer within two (2) days after each pile is driven. The record form
to be used shall be approved by the Engineer. The pile records shall give full information on
the following:
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Driven Piles Cast-in-Place Piles
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10. Details of any interruption in
driving
1. Piles Furnished
The quantity to be paid for will be the sum of the lengths in metres of the piles of
the several types and lengths ordered in writing by the Engineer, furnished in
compliance with these Specifications and stockpiles in good condition at the project
site by the Contractor and accepted by the Engineer. The length to be paid for will
include test and tension piles ordered by the Engineer, but not those furnished by the
Contractor at his option. No allowance will be made for piles, including test piles,
furnished by the Contractor to replace piles previously accepted by the Engineer that
are subsequently lost or damaged while in stockpile, or during handling or driving,
and are ordered by the Engineer to be removed from the site of work.
In case extensions of piles are necessary, the extension length will be included in
the length of pile furnished, except for cut off lengths used for extensions and already
measured for payment.
2. Piles Driven
The quantity to be paid for will be the sum of the lengths in metres of the piles
driven in the completed work measured from the pile tip elevation to the bottom of
pile caps, footings or bottom of concrete superstructure in the case of pile bents.
Measurement will not include additional piles or test piles driven that may be
necessary to suit the Contractor’s method of construction and were driven at his
option.
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Unless otherwise provided for, preboring, jetting or other methods used for
facilitating pile driving operations will not be measured directly but will be
considered subsidiary to pay items.
The quantity to be paid for will be the sum of actual lengths in meters of the piles
cast and left in-place in the completed and accepted work. Measurements will be from the
pile tip to the bottom of cap or footing. Portions of
piles cast deeper than the required length through over-drilling will not be measured for
payment.
The quantity to be paid for, including test pile shoes, will be the number of pile shoes
driven shown on the Plans or ordered in writing by the Engineer, furnished by the Contractor
in accordance with these Specifications and accepted by the Engineer. Pile shoes furnished
by the Contractor at his option or to replace those that are lost or damaged in stockpile or
handling will not be measured for payment.
The quantity of the load tests to be paid for will be the number of tests completed and
accepted except that load tests made to calibrate different types of hammers, if not included
in the Bill of Quantities, will not be measured for payment.
Anchor and test piling which are not part of the completed structure, will be included
in the unit bid price for each “Load Test”. Anchor and test piling or anchor and test shafts
which are a part of the permanent structure will be paid for under the appropriate Item.
400.4.5 Splices
The quantity to be paid for will be the number of splices which may be required to
drive the pile in excess of the estimated length shown on the Plans for cast-in-place steel
pipes or shells or in excess of the order length furnished by the Engineer for all other types of
piling. Splices made for the convenience of the Contractor or to fabricate piles cut offs will
not be paid for.
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The accepted quantities, measured as prescribed in Section 400.4 shall be paid for at
the contract unit price for each of the particular item listed below that is included in the Bill
of Quantities, which price and payment shall be full compensa-tion for furnishing and placing
all materials, including all labor, equipment tools and incidentals as well as temporary works,
staging areas or craneway necessary to complete the work prescribed in this Item.
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Splices
400 (24) Meter
Load Tests
404.1 Description
This Item shall consist of furnishing, bending, fabricating and placing of steel
reinforcement of the type, size, shape and grade required in accordance with this
Specification and in conformity with the requirements shown on the Plans or as directed by
the Engineer.
Before materials are ordered, all order lists and bending diagrams shall be furnished
by the Contractor, for approval of the Engineer. The approval of order lists and bending
diagrams by the Engineer shall in no way relieve the Contractor of responsibility for the
correctness of such lists and diagrams. Any expense incident to the revisions of materials
furnished in accordance with such lists and diagrams to make them comply with the Plans
shall be borne by the Contractor.
Steel reinforcement shall be stored above the surface of the ground upon platforms,
skids, or other supports and shall be protected as far as practicable from mechanical injury
and surface deterioration caused by exposure to conditions producing rust. When placed in
the work, reinforcement shall be free from dirt, detrimental rust, loose scale, paint, grease,
oil, or other foreign materials. Reinforcement shall be free from injurious defects such as
cracks and laminations. Rust, surface seams, surface irregularities or mill scale will not be
cause for rejection, provided the minimum dimensions, cross sectional area and tensile
properties of a hand wire brushed specimen meets the physical requirements for the size and
grade of steel specified.
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404.3.3 Bending
All reinforcing bars requiring bending shall be cold-bent to the shapes shown on the
Plans or required by the Engineer. Bars shall be bent around a circular pin having the
following diameters (D) in relation to the diameter of the bar (d):
10 to 20 6d
25 to 28 8d
32 and greater 10d
Bends and hooks in stirrups or ties may be bent to the diameter of the principal bar
enclosed therein.
All steel reinforcement shall be accurately placed in the position shown on the Plans
or required by the Engineer and firmly held there during the placing and setting of the
concrete. Bars shall be tied at all intersections except where spacing is less than 300mm in
each directions, in which case, alternate intersections shall be tied. Ties shall be fastened on
the inside.
Distance from the forms shall be maintained by means of stays, blocks, ties, hangers,
or other approved supports, so that it does not vary from the position indicated on the Plans
by more than 6mm. Blocks for holding reinforcement from contact with the forms shall be
precast mortar blocks of approved shapes and dimensions. Layers of bars shall be separated
by precast mortar blocks or by other equally suitable devices. The use of pebbles, pieces of
broken stone or brick, metal pipe and wooden blocks shall not be permitted. Unless
otherwise shown on the Plans or required by the Engineer, the minimum distance between
bars shall be 40mm. Reinforcement in any member shall be placed and then inspected and
approved by the Engineer before the placing of concrete begins. Concrete placed in violation
of this provision may be rejected and removal may be required. If fabric reinforcement is
shipped in rolls, it shall be straightened before being placed. Bundled bars shall be tied
together at not more than 1.8m intervals.
404.3.5 Splicing
All reinforcement shall be furnished in the full lengths indicated on the Plans.
Splicing of bars, except where shown on the Plans, will not be permitted without the written
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approval of the Engineer. Splices shall be staggered as far as possible and with a minimum
separation of not less than 40 bar diameters. Not more than one-third of the bars may be
spliced in the same cross-section, except where shown on the Plans.
Unless otherwise shown on the Plans, bars shall be lapped a minimum distance of:
In lapped splices, the bars shall be placed in contact and wired together. Lapped
splices will not be permitted at locations where the concrete section is insufficient to provide
minimum clear distance of one and one-third the maximum size of coarse aggregate between
the splice and the nearest adjacent bar. Welding of reinforcing steel shall be done only if
detailed on the Plans or if authorized by the Engineer in writing. Spiral reinforcement shall
be spliced by lapping at least one and a half turns or by butt welding unless otherwise shown
on the Plans.
Sheets of mesh or bar mat reinforcement shall overlap each other sufficiently to
maintain a uniform strength and shall be securely fastened at the ends and edges. The
overlap shall not be less than one mesh in width.
The quantity of reinforcing steel to be paid for will be the final quantity placed and
accepted in the completed structure.
No allowance will be made for tie-wires, separators, wire chairs and other material
used in fastening the reinforcing steel in place. If bars are substituted upon the Contractor’s
request and approved by the Engineer and as a result thereof more steel is used than
specified, only the mass specified shall be measured for payment.
No measurement or payment will be made for splices added by the Contractor unless
directed or approved by the Engineer.
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When there is no item for reinforcing steel in the Bill of Quantities, costs will be
considered as incidental to the other items in the Bill of Quantities.
The accepted quantity, measured as prescribed in Section 404.4, shall be paid for at
the contract unit price for Reinforcing Steel which price and payment shall be full
compensation for furnishing and placing all materials, including all labor, equipment, tools
and incidentals necessary to complete the work prescribed in this Item.
405.1.1 Scope
This Item shall consist of furnishing, bending, placing and finishing concrete in all
structures except pavements in accordance with this Specification and conforming to the
lines, grades, and dimensions shown on the Plans. Concrete shall consist of a mixture of
Portland Cement, fine aggregate, coarse aggregate, admixture when specified, and water
mixed in the proportions specified or approved by the Engineer.
Five classes of concrete are provided for in this Item, namely: A, B, C, P and Seal.
Each class shall be used in that part of the structure as called for on the Plans.
Class B – Footings, pedestals, massive pier shafts, pipe bedding, and gravity walls,
unreinforced or with only a small amount of reinforcement.
Class C – Thin reinforced sections, railings, precast R.C. piles and cribbing and for
filler in steel grid floors.
Mm US A B C P Seal
Standard
63 2-1/2” 100
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50 2” 100 95 – 100
25 1” - 35 – 70 100 95 – 100
12.5 ½” - 10 – 30 90 – 100 - 25 – 60
9.5 3/8” 10 – 30 - 40 – 70 20 – 55 -
* The measured cement content shall be within plus (+) or minus (-) 2 mass percent of the
design cement content.
405.2.4 Water
It shall conform to the requirements of Subsection 311.2.4
405.2.6 Admixtures
Admixtures shall conform to the requirements of Subsection 311.2.7
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405.2.11 Storage of Cement and Aggregates
Storage of cement and aggregates shall conform to all the requirements of Subsection
311.2.10.
405.3 Sampling and Testing of Structural Concrete
As work progresses, at least one (1) sample consisting of three (3) concrete cylinder
test specimens, 150 x 300mm (6 x 12 inches), shall be taken from each seventy five (75)
cubic meters of each class of concrete or fraction thereof placed each day.
Compliance with the requirements of this Section shall be determined in accordance
with the following standard methods of AASHTO:
Cylinders T 22
126
The strength requirements for each class of concrete shall be as specified in Table
405.2.
(bag**) Specimen at
28 days,
MN/m2 (psi)
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(9.5 bags) (4 - 8) (1” – No. 4) (3000)
* The measured cement content shall be within plus or minus 2 mass percent of the
design cement content.
** Based on 40 kg/bag
405.4.2 Consistency
Concrete shall have a consistency such that it will be workable in the required
position. It shall be of such a consistency that it will flow around reinforcing steel but
individual particles of the coarse aggregate when isolated shall show a coating of mortar
containing its proportionate amount of sand. The consistency of concrete shall be gauged by
the ability of the equipment to properly place it and not by the difficulty in mixing and
transporting. The quantity of mixing water shall be determined by the Engineer and shall not
be varied without his consent. Concrete as dry as it is practical to place with the equipment
specified shall be used.
405.4.3 Batching
1. Portland Cement
Either sacked or bulk cement may be used. No fraction of a sack of cement
shall be used in a batch of concrete unless the cement is weighed. All bulk
cement shall be weighed on an approved weighing device. The bulk cement
weighing hopper shall be properly sealed and vented to preclude dusting
operation. The discharge chute shall not be suspended from the weighing hopper
and shall be so arranged that cement will neither be lodged in it nor leak from it.
Accuracy of batching shall be within plus (+) or minus (-) 1 mass percent.
2. Water
3. Aggregates
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Stockpiling of aggregates shall be in accordance with Subsection 311.2.10.
All aggregates whether produced or handled by hydraulic methods or washed,
shall be stockpiled or binned for draining for at least 12 hours prior to batching.
Rail shipment requiring more than12 hours will be accepted as adequate binning
only if the car bodies permit free drainage. If the aggregates contain high or non-
uniform moisture content, storage or stockpile period in excess of 12 hours may
be required by the Engineer.
The batching plant shall include separate bins for bulk cement, fine aggregate
and for each size of coarse aggregate, a weighing hopper, and scales capable of
determining accurately the mass of each component of the batch.
Scales shall be accurate to one-half (0.5) percent throughout the range used.
5. Batching
When batches are hauled to the mixer, bulk cement shall be transported either
in waterproof compartments or between the fine and coarse aggregate. When
cement is placed in contact with moist aggregates, batches will be rejected unless
mixed within 1-1/2 hours of such contact. Sacked cement may be transported on
top of the aggregates.
Batches shall be delivered to the mixer separate and intact. Each batch shall
be dumped cleanly into the mixer without loss, and, when more than one batch is
carried on the truck, without spilling of material from one batch compartment into
another.
6. Admixtures
The Contractor shall follow an approved procedure for adding the specified
amount of admixture to each batch and will be responsible for its uniform
operation during the progress of the work. He shall provide separate scales for the
admixtures which are to be proportioned by weight, and accurate measures for
those to be proportioned by volume. Admixtures shall be measured into the mixer
with an accuracy of plus or minus three (3) percent.
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The use of Calcium Chloride as an admixture will not be permitted.
Concrete mixing, by chute is allowed provided that a weighing scales for determining
the batch weight will be used.
For batch mixing at the site of construction or at a central point, a batch mixer of an
approved type shall be used. Mixer having a rated capacity of less than a one-bag batch shall
not be used. The volume of concrete mixed per batch shall not exceed the mixer’s nominal
capacity as shown on the manufacturer’s standard rating plate on the mixer except that an
overload up to 10 percent above the mixer’s nominal capacity may be permitted, provided
concrete test data for strength, segregation, and uniform consistency are satisfactory and
provided no spillage of concrete takes place. The batch shall be so charge into the drum that
a portion of the water shall enter in advance of the cement and aggregates. The flow of water
shall be uniform and all water shall be in the drum by the end of the first 15 seconds of the
mixing period. Mixing time shall be measured from the time all materials, except water, are
in the drum. Mixing time shall not be less than 60 seconds for mixers having a capacity of
1.5m3 or less. For mixers having a capacity greater than 1.5m 3, the mixing time shall not be
less than 90 seconds. If timing starts, the instant the skip reaches its maximum raised
position, 4 seconds shall be added to the specified mixing time. Mixing time ends when the
discharge chute opens.
The mixer shall be operated at the drum speed as shown on the manufacturer’s name
plate on the mixer. Any concrete mixed less than the specified time shall be discarded and
disposed off by the Contractor at his own expenses.
The timing device on stationary mixers shall be equipped with a bell or other suitable
warning device adjusted to give a clearly audible signal each time the lock is released. In
case of failure of the timing device, the Contractor will be permitted to continue operations
while it is being repaired, provided he furnishes an approved timepiece equipped with minute
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and second hands. If the timing device is not placed in good working order within 24 hours,
further use of the mixer will be prohibited until repairs are made.
Retempering concrete will not be permitted. Admixtures for increasing the
workability, for retarding the set, or for accelerating the set or improving the pumping
characteristics of the concrete will be permitted only when specifically provided for in the
Contract, or authorized in writing by the Engineer.
1. Mixing Concrete: General
Concrete shall be thoroughly mixed in a mixer of an approved size and type
that will insure a uniform distribution of the materials throughout the mass.
All concrete shall be mixed in mechanically operated mixers. Mixing plant
and equipment for transporting and placing concrete shall be arranged with an
ample auxiliary installation to provide a minimum supply of concrete in case of
breakdown of machinery or in case the normal supply of concrete is disrupted.
The auxiliary supply of concrete shall be sufficient to complete the casting of a
section up to a construction joint that will meet the approval of the Engineer.
Equipment having components made of aluminum or magnesium alloys,
which would have contact with plastic concrete during mixing, transporting or
pumping of Portland Cement concrete, shall not be used.
Concrete mixers shall be equipped with adequate water storage and a device of
accurately measuring and automatically controlling the amount of water used.
Materials shall be measured by weighing. The apparatus provided for
weighing the aggregates and cement shall be suitably designed and constructed for
this purpose. The accuracy of all weighing devices except that for water shall be
such that successive quantities can be measured to within one percent of the
desired amounts. The water measuring device shall be accurate to plus or minus
0.5 mass percent. All measuring devices shall be subject to the approval of the
Engineer. Scales and measuring devices shall be tested at the expense of the
Contractor as frequently as the Engineer may deem necessary to insure their
accuracy.
Weighing equipment shall be insulated against vibration or movement of other
operating equipment in the plant. When the entire plant is running, the scale
reading at cut-off shall not vary from the weight designated by the Engineer more
than one mass percent for cement, 1-1/2 mass percent for any size of aggregate, or
one (1) mass percent for the total aggregate in any batch.
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When bulk cement is used and volume of the batch is 0.5m 3 or more, the scale
and weigh hopper for Portland Cement shall be separate and distinct from the
aggregate hopper or hoppers. The discharge mechanism of the bulk cement weigh
hopper shall be interlocked against opening before the full amount of cement is in
the hopper. The discharging mechanism shall also be interlocked against opening
when the amount of cement in the hopper is underweight by more than one (1)
mass percent or overweight by more than 3 mass percent of the amount specified.
When the aggregate contains more water than the quantity necessary to
produce a saturated surface dry condition, representative samples shall be taken
and the moisture content determined for each kind of aggregate.
The batch shall be so charged into the mixer that some water will enter in
advance of cement and aggregate. All water shall be in the drum by the end of the
first quarter of the specified mixing time.
Cement shall be batched and charged into the mixer so that it will not result in
loss of cement due to the effect of wind, or in accumulation of cement on surface
of conveyors or hoppers, or in other conditions which reduce or vary the required
quantity of cement in the concrete mixture.
The entire content of a batch mixer shall be removed from the drum before
materials for a succeeding batch are placed therein. The materials composing a
batch except water shall be deposited simultaneously into the mixer.
All concrete shall be mixed for a period of not less than 1-1/2 minutes after all
materials, including water, are in the mixer. During the period of mixing, the
mixer shall operate at the speed for which it has been designed.
Mixers shall be operated with an automatic timing device that can be locked
by the Engineer. The time device and discharge mechanics shall be so interlocked
that during normal operation no part of the batch will be charged until the
specified mixing time has elapsed.
The first batch of concrete materials placed in the mixer shall contain a
sufficient excess of cement, sand, and water to coat inside of the drum without
reducing the required mortar content of the mix. When mixing is to cease for a
period of one hour or more, the mixer shall be thoroughly cleaned.
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tank is not required. Truck mixers may be required to be provided with a means
of which the mixing time can be readily verified by the Engineer.
The maximum size of batch in truck mixers shall not exceed the minimum
rated capacity of the mixer as stated by the manufacturer and stamped in metal on
the mixer. Truck mixing, shall, unless other-wise directed be continued for not
less than 100 revolutions after all ingredients, including water, are in the drum.
The mixing speed shall not be less than 4 rpm, nor more than 6 rpm.
Mixing shall begin within 30 minutes after the cement has been added either
to the water or aggregate, but when cement is charged into a mixer drum
containing water or surface wet aggregate and when the temperature is above
32oC, this limit shall be reduced to 15 minutes. The limitation in time between the
introduction of the cement to the aggregate and the beginning of the mixing may
be waived when, in the judgement of the Engineer, the aggregate is sufficiently
free from moisture, so that there will be no harmful effects on the cement.
When a truck mixer is used for transportation, the mixing time specified in
Subsection 405.4.4 (3) at a stationary mixer may be reduced to 30 seconds and the
mixing completed in a truck mixer. The mixing time in the truck mixer shall be as
specified for truck mixing.
Mixed concrete may only be transported to the delivery point in truck agitators
or truck mixers operating at the speed designated by the manufacturers of the
equipment as agitating speed, or in non-agitating hauling equipment, provided the
consistency and workability of the mixed concrete upon discharge at the delivery
point is suitable point for adequate placement and consolidation in place.
The rate of discharge of mixed concrete from truck mixers or agitators shall be
controlled by the speed of rotation of the drum in the discharge direction with the
discharge gate fully open.
When a truck mixer or agitator is used for transporting concrete to the delivery
point, discharge shall be completed within one hour, or before 250 revolutions of
the drum or blades, whichever comes first, after the introduction of the cement to
the aggregates. Under conditions contributing to quick stiffening of the concrete
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or when the temperature of the concrete is 30oC, or above, a time less than one
hour will be required.
The quantity of structural concrete to be paid for will be the final quantity placed and
accepted in the completed structure. No deduction will be made for the volume occupied by
pipe less than 100mm (4 inches) in diameter or by reinforcing steel, anchors, conduits, weep
holes or expansion joint materials.
405.6 Basis of Payment
The accepted quantities, measured as prescribed in Section 405.5, shall be paid for at
the contract unit price for each of the Pay Item listed below that is included in the Bill of
Quantities.
Payment shall constitute full compensation for furnishing, placing and finishing
concrete including all labor, equipment, tools and incidentals necessary to complete the work
prescribed in the item.
Payment will be made under:
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ITEM 505 – RIPRAP AND GROUTED RIPRAP
505.1 Description
This Item shall consist of the furnishing and placing of riprap with or without grout as
the case may be, with or without filter backing, furnished and constructed in accordance with
the Specification and to the lines and grades and dimensions shown on the Plans.
505.2.1 Stones
Stones for riprap shall be one of the following classes as shown on the Plans or
determined by the Engineer.
Sound pieces of broken concrete obtained from the removal of bridges, culverts and
other structures may be substituted for stone with the approval of the Engineer
When required, the riprap shall be placed on a filter layer to prevent fine embankment
materials to be washed out through the voids of the face stones. The grading of the filter
material shall be as specified on the Plans, or in the Special Provisions. If not so specified, it
will be required that D15 of the filter is at least 4 times the size D 85 for the embankment
material, where D15 percent and 85 percent, respectively, passing (by mass) in a grain size
analysis. Fine aggregate passing grading requirements for Item 405, Structural Concrete, will
satisfy foregoing requirements.
505.2.3 Mortar
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Mortar for grouted riprap shall consist of sand, cement and water conforming to the
requirements given under Item 405, Structural Concrete, mixed in the proportion of one part
cement to three parts sand by volume, and sufficient water to obtain water to obtain the
required consistency.
The horizontal and vertical contact surface between stones shall be embedded by
cement mortar having a minimum thickness of 20 mm. Sufficient mortar shall be used to
completely fill all voids leaving the face of the stones exposed.
505.3.1 Excavation
The bed for riprap shall be excavated to the required depths and properly compacted,
trimmed and shaped.
The riprap shall be founded in a toe trench dug below the depth of scour as shown on
the Plans or as ordered by the Engineer. The toe trench shall be filled with stone of the same
class as that specified for the riprap, unless otherwise specified.
505.3.2 Placing
Stones placed below the water line shall be distributed so that the minimum thickness
of the riprap is not less than that specified.
Stones above the water line shall be placed by hand or individually by machines.
They shall be laid with close, broken joints and shall be firmly bedded into the slope and
against the adjoining stones. Each stone shall be laid with its longest axis perpendicular to
the slope in close contact with each adjacent stone. The riprap shall be thoroughly rammed
into place as construction progresses and the finished surface shall present an even, tight
surface. Interstices between stones shall be filled with small broken fragments firmly
rammed into place.
Unless otherwise provided, riprap shall have the following minimum thickness,
measured perpendicular to the slope:
Class A – 300 mm
Class B – 500 mm
Class C – 600 mm
Class D – 800 mm
The surface of riprap shall not vary from the theoretical surface by more than 100 mm
at any point.
505.3.3 Grouting
Grout shall be placed from bottom to top of the surface swept with a stiff broom.
After grouting is completed, the surface shall be cured as specified in Item 405, Structural
Concrete for a period of at least three days.
The stones shall also be laid in a manner that the vertical and horizontal alignments of
the exposed face shall, as possible be maintained in a straight line.
505.3.4 Weepholes
All walls of the abutments shall be provided with weepholes. Unless otherwise
shown on the Plans or as directed by the Engineer, the weepholes shall be placed horizontally
at the lowest points where free outlets for water can be obtained and shall be spaced at not
more than 2 m center to center in a staggered manner. The length of the weepholes shall not
be less than the thickness of the walls of the abutment and shall be at least 50 mm diameter
PVC or other pipe materials accepted by the Engineer. Weepholes must be provided with
filter bags as specified in special provision or as directed by the Engineer, and shall be
incidental to Pay Item 505.
The quantities to be measured for payment shall be number of cubic meters of riprap
or grouted riprap, as the case may be, including stones placed in the toe trench laid in
position and accepted.
Filter layer of granular material, when required, shall be measured separately by the
cubic meter in place and accepted.
The computation of the quantities will be based on the volume within the limiting
dimensions designated on the Plans or as determined by the Engineer
The quantities measured as provided under Subsection 505.4 shall be paid for at the
contract unit price, respectively, for each of the Pay Items listed below and shown in the Bid
Schedule, which price and payment shall be full compensation for excavation and preparation
of the bed, for furnishing and placing all materials including backfill and all additional fill to
bring the riprap bed up to the lines, grades and dimensions shown on the Plans, and all labor,
equipment, tools and incidentals necessary to complete the Item.
Pay Item
Description Unit of Measurement
Number
137
505 (1) Riprap, Class A Cubic Meter
612.1 Description
138
Spheres, Percent, min. - 90
Gradation:
Sieve Mass Percent Passing
mm
0.850 100
0.600 75-95
0.425 -
0.300 15-35
0.180 -
0.150 0-5
612.3.1 Composition
The pigment, beads and filler shall be uniformly dispersed in the resin. The material
shall be free from all skins, dirt and foreign objects and shall comply with the requirements as
specified in Table 612.1.
612.3.2 Qualitative
The material shall conform to the qualitative requirements as specified in Table 612.2.
Property Requirements
White Yellow
Specific Gravity, max. 2.15
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Drying Time, minutes, max. 10.0
Bond Strength to Portland
Cement Concrete after
heating for four (4) hours
±5 min. @ 218oC, MPa, max. 1.24
Cracking Resistance @ low
temp. after heating for
four (4) hours ±5 min. @ 218
±2oC. No cracks
Impact Resistance after
heating for four (4) hours
±5 min. @ 218 ±2oC and
forming test specimens,
mm/kg, min. 115
Softening Point after heating 102.5 ± 9.5oC
for four (4) hours ±5 min.
@ 218 ±2oC.
Daylight reflectant @ 45 75 45
Degrees – 0 degrees, % min.
The material shall readily extrude at a temperature of 211 ± 7 oC, from approved
equipment to produce a line 3.2 to 4.8 mm thick which shall be continuous and uniform in
shape having clear and sharp dimensions.
The material shall not exude fumes which are toxic, obnoxious or injurious to persons
or property when heated during applications.
The application of additional glass beads by drop-in methods shall be at a rate of not
less than 350 g/L of glass beads having a size range for drop-in type. The typical size range
of spheres of drop-in type paints is as follows.
a) Preparation of Road Surface – the materials should be applied only on the surface
which is clean and dry. It shall not be laid into loose detritus, mud or similar extraneous
matter, or over an old paint marking, or over an old thermoplastic marking which is faulty. In
the case of smooth, polished surface stones such as smooth concrete, old asphalt surfacing
with smooth polished surface stones and/or where the method of application of the
manufacturer of the thermoplastic materials shall be recommended, and with the approval of
the Engineer.
c) Laying – Center lines, lane lines and edges lines shall be applied by approved
mechanical means and shall be laid in regular alignment. Other markings may be applied by
hand – screed, hand propelled machine or by self-propelled machine approved or directed by
the Engineer. After transfer to the laying apparatus the materials shall be maintained within
the temperature range specified by the manufacturer and stirred to maintain the right
consistency for laying.
In the case of screen application, the material shall be laid to a thickness of not less
than 3 mm or more than 6 mm unless authorized by the Engineer when laid over an existing
markings. In the case of sprayed application, the material shall be laid to thickness of not less
than 1.5 mm unless authorized by the Engineer. In all cases the surface produced shall be
uniform and appreciably free from bubbles and steaks. Where the Contractor Documents
require or the Engineer direct that ballotini shall be applied to the surface of the markings,
these shall be applied uniformly to the surface of hot thermoplastic immediately after laying
such that the quality of ballotini firmly embedded and retained in the surface after completion
complies with the requirements of Sub-section 606.2.2, Material Requirements.
Road markings of a repetitive nature, other center lines, lane lines, etc., shall unless
otherwise directed by the Engineer be set out with stencils which comply with the size and
spacing requirements shown on the Plans.
The Contractor shall protect pedestrians, vehicles and other traffic adjacent to the
working area against damage or disfigurement by construction equipment, tools and materials
or by spatters, splashes and smirches or paint or other construction materials and during the
course of the work, provide and maintain adequate signs and signals for the warning and
guidance of traffic.
612.5 Sampling
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A minimum weight of 10 kg. of Reflectorized Thermoplastic paint shall be taken for
every 100 bags or fraction thereof.
612.6 Testing
The material shall be tested in accordance with AASHTO T 250 or with the
appropriate method in ASTM designation.
The quantity of pavement markings to be paid for shall be the area as shown on the
Plans of painted traffic line of the stated width and the area as shown on the plans of symbols,
lettering, hatching and the like, completed and accepted.
The quantity shown in the Bill of Quantities represents the approximate quantity in
square meter of pavement markings, with width as shown applied at the centerline of the road
pavements to which may be increased or decreased depending on the Engineer’s decision
whether to require additional markings or delete parts of it. Other markings representing
symbols, lettering, hatching and others in locations where they maybe required by the
Engineer shall, likewise, be implemented by the Contractor using reflectorized thermoplastic
pavement markings as approved and directed.
142
Section VII. Drawings
Insert here a list of Drawings. The actual Drawings, including site plans, should be
attached to this section or annexed in a separate folder.
143
Section VIII. Bill of Quantities
144
Section IX. Bidding Forms
145
TABLE OF CONTENTS
Bid Form........................................................................................................ 147
Form of Contract Agreement ......................................................................... 149
Omnibus Sworn Statement ............................................................................. 151
Bid-Securing Declaration ............................................................................... 154
146
Bid Form
(a) We have no reservation to the PBDs, including the Supplemental or Bid Bulletins, for the
Procurement Project, CONSTRUCTION OF AGSUWAO BRIDGE AT CATMON, CEBU.
(b) We offer to execute the Works for this Contract in accordance with the PBDs;
(c) The total price of our Bid, excluding any discounts offered below is: [insert
information];
(d) The discounts offered and the methodology for their application are: [insert
information];
(e) The total bid price includes the cost of all taxes, such as, but not limited to: [specify the
applicable taxes, e.g. (i) value added tax (VAT), (ii) income tax, (iii) local taxes, and (iv)
other fiscal levies and duties], which are itemized herein and reflected in the detailed
estimates,
(f) Our Bid shall be valid for a period of [insert number] days from the date fixed for the
Bid submission deadline in accordance with the Bidding Documents, and it shall remain
binding upon us and may be accepted at any time before the expiration of that period;
(g) If our Bid is accepted, we commit to obtain a Performance Security in the amount of
[insert percentage amount] percent of the Contract Price for the due performance of the
Contract or a Performance Securing Declaration in lieu of the allowable forms of
Performance Security, subject to the terms and conditions of issued GPPB guidelines 1 for
this purpose;
(h) We are not participating, as Bidders, in more than one Bid in this bidding process, other
than alternative offers in accordance with the Bidding Documents;
(i) We understand that this Bid, together with your written acceptance thereof included in
your notification of award, shall constitute a binding contract between us, until a formal
Contract is prepared and executed; and;
1
currently based on GPPB Resolution No. 09-2020
147
(j) We understand that you are not bound to accept the Lowest Calculated Bid or any other
Bid that you may receive.
(k) We likewise certify/confirm that the undersigned, is the duly authorized representative of
the bidder, and granted full power and authority to do, execute and perform any and all
acts necessary to participate, submit the bid, and to sign and execute the ensuing contract
for the [Name of Project] of the [Name of the Procuring Entity].
(l) We acknowledge that failure to sign each and every page of this Bid Form, including the
Bill of Quantities, shall be a ground for the rejection of our bid.
Name:
Signed:
Date: ___________
148
Form of Contract Agreement
THIS AGREEMENT, made this [insert date] day of [insert month], [insert year]
between [name and address of PROCURING ENTITY] (hereinafter called the“Entity”) and
[name and address of Contractor] (hereinafter called the “Contractor”).
WHEREAS, the Entity is desirous that the Contractor execute [name and
identification number of contract] (hereinafter called “the Works”) and the Entity has
accepted the Bid for [insert the amount in specified currency in numbers and words] by the
Contractor for the execution and completion of such Works and the remedying of any defects
therein.
1. In this Agreement, words and expressions shall have the same meanings as are
respectively assigned to them in the Conditions of Contract hereinafter
referred to.
2. The following documents shall be attached, deemed to form, and be read and
construed as integral part of this Agreement, to wit:
149
3. In consideration for the sum of [total contract price in words and figures] or
such other sums as may be ascertained, [Named of the bidder] agrees to
execute and complete the Works and remedy any defects therein in accordance
with his/her/its Bid.
IN WITNESS whereof the parties thereto have caused this Agreement to be executed
the day and year first before written.
________________________________________________
_____________________________________________
[Addendum showing the corrections, if any, made during the Bid evaluation should be
attached with this agreement]
150
Omnibus Sworn Statement
AFFIDAVIT
I, [Name of Affiant], of legal age, [Civil Status], [Nationality], and residing at [Address
of Affiant], after having been duly sworn in accordance with law, do hereby depose and state
that:
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4. Each of the documents submitted in satisfaction of the bidding requirements is an
authentic copy of the original, complete, and all statements and information provided
therein are true and correct;
5. [Name of Bidder] is authorizing the Head of the Procuring Entity or its duly
authorized representative(s) to verify all the documents submitted;
6. Select one, delete the rest:
If a sole proprietorship: The owner or sole proprietor is not related to the Head of the
Procuring Entity, members of the Bids and Awards Committee (BAC), the Technical
Working Group, and the BAC Secretariat, the head of the Project Management Office
or the end-user unit, and the project consultants by consanguinity or affinity up to the
third civil degree;
If a partnership or cooperative: None of the officers and members of [Name of
Bidder] is related to the Head of the Procuring Entity, members of the Bids and
Awards Committee (BAC), the Technical Working Group, and the BAC Secretariat,
the head of the Project Management Office or the end-user unit, and the project
consultants by consanguinity or affinity up to the third civil degree;
If a corporation or joint venture: None of the officers, directors, and controlling
stockholders of [Name of Bidder] is related to the Head of the Procuring Entity,
members of the Bids and Awards Committee (BAC), the Technical Working Group,
and the BAC Secretariat, the head of the Project Management Office or the end-user
unit, and the project consultants by consanguinity or affinity up to the third civil
degree;
7. [Name of Bidder] complies with existing labor laws and standards; and
10. In case advance payment was made or given, failure to perform or deliver any of the
152
obligations and undertakings in the contract shall be sufficient grounds to constitute
criminal liability for Swindling (Estafa) or the commission of fraud with
unfaithfulness or abuse of confidence through misappropriating or converting any
payment received by a person or entity under an obligation involving the duty to
deliver certain goods or services, to the prejudice of the public and the government of
the Philippines pursuant to Article 315 of Act No. 3815 s. 1930, as amended, or the
Revised Penal Code.
IN WITNESS WHEREOF, I have hereunto set my hand this __ day of ___, 20__ at
____________, Philippines.
_____________________________________
Bidder’s Representative/Authorized Signatory
SUBSCRIBED AND SWORN to before me this ___ day of [month] [year] at [place
of execution], Philippines. Affiant/s is/are personally known to me and was/were identified
by me through competent evidence of identity as defined in the 2004 Rules on Notarial
Practice (A.M. No. 02-8-13-SC). Affiant/s exhibited to me his/her [insert type of government
identification card used], with his/her photograph and signature appearing thereon, with no.
________ and his/her Community Tax Certificate No. _______ issued on ____ at ______.
153
Bid-Securing Declaration
1. I/We understand that, according to your conditions, bids must be supported by a Bid
Security, which may be in the form of a Bid-Securing Declaration.
2. I/We accept that: (a) I/we will be automatically disqualified from bidding for any contract
with any procuring entity for a period of two (2) years upon receipt of your Blacklisting
Order; and, (b) I/we will pay the applicable fine provided under Section 6 of the
Guidelines on the Use of Bid Securing Declaration, within fifteen (15) days from receipt
of written demand by the procuring entity for the commission of acts resulting to the
enforcement of the bid securing declaration under Sections 23.1(b), 34.2, 40.1 and 69.1,
except 69.1 (f), of the IRR of RA 9184; without prejudice to other legal action the
government may undertake.
3. I/We understand that this Bid-Securing Declaration shall cease to be valid on the
following circumstances:
a. Upon expiration of the bid validity period, or any extension thereof pursuant to your
request;
b. I am/we are declared ineligible or post-disqualified upon receipt of your notice to
such effect, and (i) I/we failed to timely file a request for reconsideration or (ii) I/we
filed a waiver to avail of said right;
c. I am/we are declared as the bidder with the Lowest Calculated Responsive Bid, and
I/we have furnished the performance security and signed the Contract.
154
IN WITNESS WHEREOF, I/We have hereunto set my/our hand/s this ____ day of [month]
[year] at [place of execution].
Affiant
155
156
BILL OF QUANTITIES
SUMMARY
Advertisement No. :
Name of Project : Proposed Construction of AGSUWAO BRIDGE ABC(Php): Php 11,140,373.00
Location : Catmon, Cebu. Duration : 175 Calendar Days
P (Pesos)
TOTAL BID PRICE \/\/\/\/\/\/\/\/\/\/\/\/\/\/\
and
centavos
Attachments:
1. CPES Rating, or
2. Certificate of Acceptance
Submitted by:
______________________
Name
______________________
Position
______________________
Date
Republic of the Philippines
PROVINCE OF CEBU
Cebu Capitol, Cebu City
BIDS AND AWARDS COMMITTEE
Tel. Nos. 888-2328 local 1214 / 1210 / 1212
Legal:
2. Registration certificate from the Securities and Exchange Commission (SEC) with Articles of Incorporation,
Department of Trade and Industry (DTI) for sole proprietorship, or Cooperative Development Authority (CDA)
for cooperatives;
3. Mayor’s/Business permit issued by the city or municipality where the principal place of business of the
prospective bidder is located, or the equivalent document for Exclusive Economic Zones or Areas;
Note: Expiry date must be shown in the Business Permit (ex: December 31, 2021)
4. Tax Clearance per Executive Order 398, series of 2005, as finally reviewed and approved by the BIR.
Technical:
5. Statement of all on-going government and private contracts, including contracts awarded but not yet
started, if any, whether similar or not similar in nature and complexity to the contract to be bid. The
Statement shall include, for each contract, the following:
(If interested bidder has no on-going contracts, submit the form indicating “None”)
(If interested bidder has no SLCC – shall be considered provided that bidder’s PCAB category falls under
Small A or Small B, and that the cost of the contract is not more than the Allowable Range of Contract
Cost (ARCC) of their registration based on the guidelines as prescribed by the PCAB) – Sec. 23.4.2.4 IRR of
R.A. 9184
Document/s required:
Project Owner’s Certificate of Final Acceptance issued by the Owner other than the
Contractor; or
Constructors Performance Evaluation System (CPES) Final Rating, which must be at least
satisfactory.
(In case of contracts with the private sector, an equivalent document shall be submitted)
7. Valid PCAB License and Registration or Special PCAB License in case of Joint Ventures, and registration
for the type and cost of the contract for the Project;
8. Bid Securing Declaration in the prescribed form (notarized) or any form of Bid Security in an amount not
less than the required percentage of the ABC in accordance with the following schedule;
Minimum Amount in % of Approved
Form of Bid Security
Budget for the Contract to be Bid
a) Cash, Cashier's / Manager's Check issued by a Universal or
Commercial Bank or from other banks certified by the BSP as
authorized to issue such financial instrument.
b) Bank Draft/Guaranteee issued by a Universal or Commercial Bank
Two percent (2%)
or from other banks certified by the BSP as authorized to issue
such financial instrument: Provided, however, that it shall be
confirmed or authenticated by a Universal or Commercial Bank, if
issued by a foreign bank.
c) Surety Bond callable upon demand issued by a surety or insurance
company duly certified by the Insurance Commission as authorized to
Five percent (5%)
issue such security specific for the project to be bid; (Official Receipt
issued by the insurance firm must also be attached)
10. Omnibus Sworn Statement in accordance with Section 25.3 of the IRR and using the form prescribed in
the Bidding Forms.
11. Proof of Authorization duly notarized Secretary’s Certificate and/or Special Power of Attorney issued by
the corporation or the joint venture. If a partnership, corporation, cooperative, or joint venture has
granted an individual full authority to do, execute and perform any and all acts necessary and/or to
represent the bidder in the bidding.
Corporation: Board Resolution and Secretary’s Certificate
Sole Proprietorship: Special Power of Attorney (SPA), except if the owner/proprietor will sign the bid docs
Partnership: Special Power of Attorney issued by the managing partner
Financial Documents
12. Audited financial statements, showing, among others, the prospective total and current assets and
liabilities, stamped “received” by the BIR or its duly accredited and authorized institutions, for the
preceding calendar year which should not be earlier than two (2) years (2019 & 2020), from the date of
bid submission;
13. Net Financial Contracting Capacity (NFCC) computation. The values of the bidder’s current assets and
current liabilities shall be based on the data submitted to the BIR, through its Electronic Filing and
Payment System (EFPS);
2ND Envelope
THE FINANCIAL COMPONENT SHALL CONTAIN THE FOLLOWING DOCUMENTS:
1. Financial Bid Form in accordance with the form prescribed in Section IV. Bidding Forms;
(Bid validity: Maximum of 120 Calendar Days from the date of the opening of bids.)
3. Detailed estimates including a summary sheet indicating the unit prices of construction materials, labor rates
and equipment rentals used in coming up with the Bid;
- - oOo - -
INSTRUCTION TO BIDDERS
FORMAT OF BIDS
Bidders shall submit their bids through their duly authorized representative using the appropriate forms
provided in Section IX. Bidding Forms in two (2) separate sealed bid envelopes, and which shall be submitted
simultaneously.
The first shall contain the TECHNICAL COMPONENT OF THE BID, including the ELIGIBILITY REQUIREMENTS,
and
1. Bidders shall enclose their original and technical documents in one (1) sealed marked “ORIGINAL –
TECHNICAL COMPONENT”, and the original of their financial component in another sealed envelope
marked “ORIGINAL – FINANCIAL COMPONENT”, sealing them all in an outer envelope marked
“ORIGINAL BID”.
2. Each copy of the first and second envelopes shall be similarly sealed during marking the inner
envelopes as “COPY NO. 1 – TECHNICAL COMPONENT” and “COPY NO.1 – FINANCIAL COMPONENT”
and the outer envelope as “COPY NO. 1”, respectively. These envelopes containing the original and
the copy shall then be enclosed in one single envelope.
ALL PHOTOCOPIES FROM THE ORIGINAL MUST BE STAMPED “CERTIFIED TRUE COPY FROM THE ORIGINAL”
AND SIGNED BY THE BIDDER OR THE DULY AUTHORIZED REPRESENTATIVE.
3. The original and the copy of the Bid shall be typed or written in indelible ink and shall be signed by
the bidder or its duly authorized representative/s.
5. If bids are not sealed and marked as required, the Procuring Entity will assume no responsibility for
the misplacement or premature opening of bid.
Bids must be received by the Procuring Entity’s BAC Secretariat at the address and on or before the
date and time indicated in the BDS.
LATE BIDS
Any bid submitted after the deadline for submission and receipt of bids prescribed by the Procuring
Entity, shall be declared “LATE” and shall not be accepted by the Procuring Entity.
Bid Form
Date: ___________
Advertisement No. ______
(a) We have examined and have no reservation to the Bidding Documents, including Addenda,
for the [Name of Project].
(b) We offer to execute the Works for this Contract in accordance with the Bid and Bid Data
Sheet, General and Special Conditions of Contract accompanying this Bid;
The total price of our Bid, excluding any discounts offered in item (d) below is: [insert
information];
The discounts offered and the methodology for their application are: [insert information];
(c) Our Bid shall be valid for a period of [120] days from the date fixed for the Bid submission
deadline in accordance with the Bidding Documents, and it shall remain binding upon us and
may be accepted at any time before the expiration of that period;
(d) If our Bid is accepted, we commit to obtain a Performance Security in the amount of [insert
percentage amount] percent of the Contract Price for the due performance of the Contract;
(e) Our firm, including any subcontractors or suppliers for any part of the Contract, have
nationalities from the following eligible countries: [insert information];
(f) We are not participating, as Bidders, in more than one Bid in this bidding process, other than
alternative offers in accordance with the Bidding Documents;
(g) Our firm, its affiliates or subsidiaries, including any subcontractors or suppliers for any part
of the Contract, has not been declared ineligible by the Funding Source;
(h) We understand that this Bid, together with your written acceptance thereof included in your
notification of award, shall constitute a binding contract between us, until a formal Contract
is prepared and executed; and
(i) We understand that you are not bound to accept the Lowest Evaluated Bid or any other Bid
that you may receive.
Name:
Signed:
Date: ___________
Bid-Securing Declaration
1. I/We understand that, according to your conditions, bids must be supported by a Bid Security,
which may be in the form of a Bid-Securing Declaration.
2. I/We accept that: (a) I/we will be automatically disqualified from bidding for any contract with
any procuring entity for a period of two (2) years upon receipt of your Blacklisting Order; and,
(b) I/we will pay the applicable fine provided under Section 6 of the Guidelines on the Use of
Bid Securing Declaration, within fifteen (15) days from receipt of written demand by the
procuring entity for the commission of acts resulting to the enforcement of the bid securing
declaration under Sections 23.1(b), 34.2, 40.1 and 69.1, except 69.1 (f), of the IRR of RA 9184;
without prejudice to other legal action the government may undertake.
3. I/We understand that this Bid-Securing Declaration shall cease to be valid on the following
circumstances:
a. Upon expiration of the bid validity period, or any extension thereof pursuant to your
request;
b. I am/we are declared ineligible or post-disqualified upon receipt of your notice to such
effect, and (i) I/we failed to timely file a request for reconsideration or (ii) I/we filed a
waiver to avail of said right;
c. I am/we are declared as the bidder with the Lowest Calculated Responsive Bid, and I/we
have furnished the performance security and signed the Contract.
IN WITNESS WHEREOF, I/We have hereunto set my/our hand/s this ____ day of [month]
[year] at [place of execution].
Affiant
SUBSCRIBED AND SWORN to before me this __ day of [month] [year] at [place of execution],
Philippines. Affiant/s is/are personally known to me and was/were identified by me through
competent evidence of identity as defined in the 2004 Rules on Notarial Practice (A.M. No. 02-8-
13-SC). Affiant/s exhibited to me his/her [insert type of government identification card used], with
his/her photograph and signature appearing thereon, with no. ______.
Date of Issuance
Dear Sir/Madame:
Supplementing our Organization Chart for the Contract, we have the honor to submit herewith, and
to certify as true and correct; the following pertinent information:
1. That I/we have engaged the services of ___ (Name of Employee___, to be the
__(Designation)_ of the __(Name of Contract)__, who is a __(Profession)_ with
Professional License Certificate No. __________ Issued on ________________ and who
has performed the duties in the construction of the Contracts enumerated in the duly filled
form ____.
3. That said Engineer shall employ the best care, skill and ability in performing his duties in
accordance with the Contract Agreement, Conditions of Contract, Plans, specifications,
Special Provisions, and other provisions embodied in the proposed contract.
4. That said Engineer shall be personally present at the jobsite to supervise the phase of the
construction work pertaining to this assignment as (Designation), all the time.
5. That, in order to guarantee that said Engineer shall perform his duties properly and be
personally present in the job site, he is hereby required to secure a certificate of appearance
for the Procuring Entity Engineer at the end of every month.
That, in the event that I/we elect or choose to replace said (Designation) with another Engineer, the
Procuring Entity will be accordingly notified by us in writing at least twenty one (21) days before
making the replacement. We will submit the Procuring Entity, for prior approval, the name of the
proposed new (Designation), his qualifications, experience, list of projects undertaken and other
relevant information.
One of the requirement from the bidder to be included in its Technical Envelope is a list of contractor’s key personnel
(viz., Project Manager, Project Engineers, Materials Engineers, and Foreman), to be assigned to the contract to be bid
with their complete qualification and experience data (including the key personnel’s signed written commitment to
work for the project once awarded the contract).
6. That may wilful violation on my/our part of the herein conditions may prejudice my/our
standing as a reliable contract in future bidding of the Procuring Entity.
_______________________________
(Authorized Representative of Bidder)
CONCURRED IN:
________________________________
(Name of Engineer)
________________________________
(Address)
One of the requirement from the bidder to be included in its Technical Envelope is a list of contractor’s key personnel
(viz., Project Manager, Project Engineers, Materials Engineers, and Foreman), to be assigned to the contract to be bid
with their complete qualification and experience data (including the key personnel’s signed written commitment to
work for the project once awarded the contract).
Name of the Procuring Entity
Contract Reference Number
Name of the Contract
Location of the Contract
Standard Form Number: SF-INFR-45
Revised on: August 11, 2004
KEY PERSONNEL
(FORMAT OF BIO-DATA)
Give the detailed information of the following personnel who are scheduled to be assigned as full-time
field staff for the project. Fill up a form for each person.
1. Name : __________________________________________
3. Nationality : __________________________________________
5. Specialty : __________________________________________
6. Registration : __________________________________________
9. If item 7 is less than ten (10) years, give name and length of service with previous employees for a
(10)-year period (attached additional sheet/s, if necessary:
10. Experience:
This should cover the past ten (10) years of experience. (Attached as many pages as necessary to
show involvement of personnel in projects using the format below).
One of the requirement from the bidder to be included in its Technical Envelope is a list of contractor’s key
personnel (viz., Project Manager, Project Engineers, Materials Engineers, and Foreman), to be assigned to the
contract to be bid with their complete qualification and experience data (including the key personnel’s signed
written commitment to work for the project once awarded the contract).
I do not allow the use of my name for the purpose of enabling the above-mentioned Contractor to
qualify for the Contract without any firm commitment on my part to assume the post of __(Designation)_
Therefore, if the contract is awarded to him since I understand that to do so, will be one of the
requirement from the bidder to be included in its technical envelope is a list of contractor’s personnel (viz,
Project Manager, Project Engineers, Material Engineers and Foreman) to be assigned to the contract to be
bid, with their complete qualification and experience data (including the key personnel’s signed written
commitment to work for the project once awarded the contract) sufficient ground for my disqualification
as __(Designation)__ in any future (Name of the Procuring Entity) bidding or employment with any
Contractor doing business with the (Name of the Procuring Entity).
___________________________
(Signature of Engineer)
DRY SEAL
Notary Public
Until December 31, 200___
One of the requirement from the bidder to be included in its Technical Envelope is a list of contractor’s key
personnel (viz., Project Manager, Project Engineers, Materials Engineers, and Foreman), to be assigned to the
contract to be bid with their complete qualification and experience data (including the key personnel’s signed
written commitment to work for the project once awarded the contract).
Name of the Procuring Entity
Contract Reference Number
Name of the Contract
Location of the Contract
Standard Form Number: SF-INFR-45
Revised on: August 11, 2004
1. Name : ___________________________________________________
6. Position : ____________________________________________________
______________________________
Name and Signature of Employee
It is hereby certified that the above personnel can be assigned to this project, if the contract is awarded to
our company.
______________________________ _______________________________
(Place and Date) (The Authorized Representative)
One of the requirement from the bidder to be included in its Technical Envelope is a list of contractor’s key
personnel (viz., Project Manager, Project Engineers, Materials Engineers, and Foreman), to be assigned to the
contract to be bid with their complete qualification and experience data (including the key personnel’s signed
written commitment to work for the project once awarded the contract).
Name of the Procuring Entity
Contract Reference Number
Name of the Contract
Location of the Contract
Standard Form Number: SF-INFR-45
Revised on: August 11, 2004
Date of Issuance
I am _____ (Name of Nominee)_____a Licensed _____ Engineer with Professional License No. _____
issued on __(date of Issuance)__ at ______(place of issuance)_____ .
I hereby certify that _____(Name of Bidder)______ has engaged my service as __(Designation)__ for
________(Name of the Contract)__________, if awarded to it.
As (Designation), I supervised the following completed projects similar to the contract under bidding):
In case of my separation for any reason whatsoever from the above-mentioned Contractor, I shall
notify the __(Name of the Procuring Entity)__ at least twenty one (21) days before the effective date of my
separation.
As _____(Designation)_____, I know I will have to stay in the job site all the time to supervise and
manage the Contract to the best of my ability, and aware that I am authorized to handle only one (1) contract at
a time.
One of the requirement from the bidder to be included in its Technical Envelope is a list of contractor’s key personnel (viz.,
Project Manager, Project Engineers, Materials Engineers, and Foreman), to be assigned to the contract to be bid with
their complete qualification and experience data (including the key personnel’s signed written commitment to work for
the project once awarded the contract).
Name of the Procuring Entity
Contract Reference Number
Name of the Contract
Location of the Contract
Standard Form Number: SF-INFR-45
Revised on: August 11, 2004
List of Equipment, Owned or Leased and / or under Purchase Agreements, Pledged to the Proposed Contract
Description Model/Year Capacity/Performance/ Size Plate No. Motor No. / Body No. Location Condition Proof of Ownership / Lessor or
Vendor
A. Owned
I.
II.
III.
IV.
V.
B. Leased
I.
II.
III.
IV.
V.
List of minimum equipment required for the project as prescribed in the Bid Data Sheet:
Attach all proof ownership of all pledges required equipment to be used for the proposed project.
Submitted by : _____________________________________
(Printed Name & Signature)
Designation : _____________________________________
Date :_____________________________________
One of the requirements from the bidder to be included in its Technical Envelope is a list of equipment units pledge for the contract to be bid, which are owned (supported by proof/s of ownership), leased and/or under purchase
agreements (with corresponding engine number, chassis numbers and/or serial numbers), supported by certificate of availability of equipment from the equipment lessor/vendor for the duration of the contract.
FINANCIAL DOCUMENTS FOR ELIGIBILITY CHECK
Year 20 ___
1. Total Assets
2. Current Assets
3. Total Liabilities
4. Current Liabilities
5. Net Worth (no.1 minus no.3)
6. Net Working Capital (no.2 minus no. 4)
NFCC = [current assets minus Current Liabilities (15)] minus value of all
outstanding or uncompleted portions of the project under ongoing
contracts including awarded contracts yet to be started coinciding with
the contract for this Project.
Attached herewith are certified true copies of the audited financial statements
stamped “RECEIVED” by the BIR or its duly accredited and authorized institutions
for the preceding calendar year and the data submitted to the BIR through its
Electronic Filing and payment System (EFPS).
Submitted by:
____________________________________________
Name of Bidder
____________________________________________
Signature over printed name of bidder/authorized Representative
Date: _____________________________
Omnibus Sworn Statement (Revised)
[shall be submitted with the Bid]
_________________________________________________________________________
AFFIDAVIT
I, [Name of Affiant], of legal age, [Civil Status], [Nationality], and residing at [Address of
Affiant], after having been duly sworn in accordance with law, do hereby depose and state
that:
[If a partnership, corporation, cooperative, or joint venture:] I am the duly authorized and
designated representative of [Name of Bidder] with office address at [address of Bidder];
[If a sole proprietorship:] As the owner and sole proprietor, or authorized representative
of [Name of Bidder], I have full power and authority to do, execute and perform any and
all acts necessary to participate, submit the bid, and to sign and execute the ensuing
contract for [Name of the Project] of the [Name of the Procuring Entity], as shown in the
attached duly notarized Special Power of Attorney;
[If a partnership, corporation, cooperative, or joint venture:] I am granted full power and
authority to do, execute and perform any and all acts necessary to participate, submit the
bid, and to sign and execute the ensuing contract for [Name of the Project] of the [Name
of the Procuring Entity], as shown in the attached [state title of attached document
showing proof of authorization (e.g., duly notarized Secretary’s Certificate,
Board/Partnership Resolution, or Special Power of Attorney, whichever is applicable;)];
3. [Name of Bidder] is not “blacklisted” or barred from bidding by the Government of the
Philippines or any of its agencies, offices, corporations, or Local Government Units,
foreign government/foreign or international financing institution whose blacklisting rules
have been recognized by the Government Procurement Policy Board, by itself or by
relation, membership, association, affiliation, or controlling interest with another
blacklisted person or entity as defined and provided for in the Uniform Guidelines
on Blacklisting;
5. [Name of Bidder] is authorizing the Head of the Procuring Entity or its duly authorized
representative(s) to verify all the documents submitted;
[If a sole proprietorship:] The owner or sole proprietor is not related to the Head of the
Procuring Entity, members of the Bids and Awards Committee (BAC), the Technical
Working Group, and the BAC Secretariat, the head of the Project Management Office or
the end-user unit, and the project consultants by consanguinity or affinity up to the third
civil degree;
[If a partnership or cooperative:] None of the officers and members of [Name of Bidder] is
related to the Head of the Procuring Entity, members of the Bids and Awards Committee
(BAC), the Technical Working Group, and the BAC Secretariat, the head of the Project
Management Office or the end-user unit, and the project consultants by consanguinity or
affinity up to the third civil degree;
[If a corporation or joint venture:] None of the officers, directors, and controlling
stockholders of [Name of Bidder] is related to the Head of the Procuring Entity, members
of the Bids and Awards Committee (BAC), the Technical Working Group, and the BAC
Secretariat, the head of the Project Management Office or the end-user unit, and the
project consultants by consanguinity or affinity up to the third civil degree;
7. [Name of Bidder] complies with existing labor laws and standards; and
9. [Name of Bidder] did not give or pay directly or indirectly, any commission, amount, fee,
or any form of consideration, pecuniary or otherwise, to any person or official, personnel
or representative of the government in relation to any procurement project or activity.
10. In case advance payment was made or given, failure to perform or deliver any of
the obligations and undertakings in the contract shall be sufficient grounds to
constitute criminal liability for Swindling (Estafa) or the commission of fraud with
unfaithfulness or abuse of confidence through misappropriating or converting any
payment received by a person or entity under an obligation involving the duty to
deliver certain goods or services, to the prejudice of the public and the
government of the Philippines pursuant to Article 315 of Act No. 3815 s. 1930, as
amended, or the Revised Penal Code.
IN WITNESS WHEREOF, I have hereunto set my hand this __ day of ___, 20__ at
____________, Philippines.
[Jurat]
[Format shall be based on the latest Rules on Notarial Practice]
Name of the Procuring Entity
Contract Reference Number
Name of the Contract
Location of the Contract
Standard Form Number: SF-INFR-45
Revised on: August 11, 2004
Note : Attached individual resume and PRC License of the (professional) personnel
Submitted by : _____________________________________
(Printed Name & Signature)
Designation : _____________________________________
Date :_____________________________________
One of the requirement from the bidder to be included in its Technical Envelope is a list of contractor’s key personnel (viz., Project Manager, Project Engineers, Materials Engineers, and Foreman), to be assigned to the
contract to be bid with their complete qualification and experience data (including the key personnel’s signed written commitment to work for the project once awarded the contract).
Province of Cebu Contract Ref. No.
Name of Contract:
Location:
Attachments:
1. Notice of Award and/or Contract
2. Notice to Proceed
Submitted by:
______________________
Name
______________________
Position
______________________
Date