1 – DEFINITION AND ABBREVIATIONS

For the purpose of this Clause, the following terms are defined as follows:

1.1 OWNER

The word "Owner'' refers to the____________ named in the Bidding Documents.

1.2 ADMINISTRATION

The word "Administration refers to the __________________, the duly authorized

agency of the __________________ for the implementation of the Contract acting
either indirectly, directly or through its properly authorized agents, such agents acting
within the scope of the particular duties entrusted to them.

1.3 PROCURING ENTITY

The Procuring Entity is the party who employs the Contractor to carry out the Works
stated in the Special Conditions of the Contract.

1.4 ENGINEER

The word "Engineer'' refers to the individual or firm authorized by the Administration to
oversee the execution of the Contract and approve the Works; acting either indirectly,
directly or through its property authorized agents, each agent acting only within the
scope of authority delegated to him by the _______________.

1.5 CONTRACTOR

The word "Contractor" refers to the party entering into the Contract for the
performance of the work required, its legal representative and/or its duly appointed
agent.

1.6 SUBCONTRACTOR

The word "Subcontractor'' refers to any person, firm, or corporation entering into
agreement with the Contractor for the performance of any part of the Contractor’s
obligation under the Contract.

1.7 CONTRACT

The word "Contract" refers to the Contract Documents and shall include the Contract
Agreement entered into by the Owner and the Contractor for the performance of the
Works described in the Contract Documents and shown on the Drawings, together with

1 | Technical Specifications
 the Invitation for Bids, Information for Bidders, the Bid Form, information Required of
Bidders, Basic Contract, the General Conditions, the Special Provisions, the General
Technical Specification, the Drawings, Appendices, Annexes, Schedules, all Addenda
issued by _______ with respect to the foregoing prior to the opening ofbids and all
Change Orders issued by the Engineer with the approval of_______ and signed by the
Contractor pertaining to the Contract after the same has been awarded.

1.8 SPECIFICATIONS

The word "Specifications" refers to the Special Provisions and the Technical
Specifications of the Contract, together with all addenda andchange orders issued with
respect thereto.

1.9 DRAWINGS

The words "Drawings" or "Contract Drawings" refer to those drawings accompanying the
Specifications and subsequently approved drawings, which show the locations, nature,
extent, and form of the Works, together with applicable detail.

1.10 WORK

The word 'Work" refers to labor, materials, equipment, transportation and all incidental
costs necessary to complete the Contract.

1.11 CONSTRUCTIONAL PLANT

The words "Constructional Plant" refer to all appliances orthings of whatsoever nature
required for the execution, completion and maintenance of the Works or Temporary
Works (as hereinafter defined) but donot include materials or other things intended to
form or forming part of the Permanent Works.

1.12 TEMPORARY WORKS

The words "Temporary Works" refer to all works or structures of every kind which are
impermanent in nature or intended to serve/exist for a limited time only, required or the
execution, completion or maintenance of the Works.

1.13 SITE

The word "Site" refers to the lands and other places on, under, in or through which work is to
be executed or carried out and any other lands or places provided by the Owner for the
purposes of the Contract together with such other places as may be specifically designated In
the Contract as forming part of the Site.

1.14 APPROVAL

2 | Technical Specifications
The word "Approval" refers to concurrence including subsequent written confirmation of
previous verbal approval by the Engineer or _____________.

1.15 WORKING/CALENDAR DAY

The term "Working Day'' refers to working days in the Government service. The term
"Calendar Day" refers to the days in a week, including Saturdays, Sundays and holidays.
Whenever the word "day" is used, it shall refer to calendar day.

1.16 ABBREVIATIONS

Whenever the following abbreviations are used, they shall have the meaning indicated:

AASHTO American Association of the State Highway and Transportation

Officials
AASHO American Association of the State Highway Officials
ACI American Concrete Institute
AGA American Gas Association
AGMA American Gear Manufacturer’s Association
AI Asphalt Institute
AIA American Institute of Architects
AISC American Institute of Steel Construction
AISI American Iron and Steel Institute
ANSI American National Standard Institute
API American Petroleum Institute
ASA American Standard Association
ASCE American Society of Civil Engineer
ASME American Society of Mechanical Engineer
ASTM American Society of Testing Materials
AWS American Welding Society
AWWA American Water Works Association, Inc.
CRSI Concrete Reinforcement Steel Institute
DPWH Department of Public Works and Highways
ISO International Organization for Standardization
LWUA Local Water Utilities Administration
NEMA National Electrical Manufacturers Association
NFPA National Fire Protection Association
NSCB National Structural Code for Buildings (Philippines)
NSF National Sanitation Foundation
PCA Portland Cement Association
PS Philippine Bureau od Standards
WHO World Health Organization

3 | Technical Specifications
 2 – SPECIFICATIONS, DRAWINGS AND RELATED DATA

2.1 SPECIFICATIONS, DRAWINGS AND DISCREPANCIES

a. The intent of the Specifications and Drawings is that the Contractor shall furnish all
the required construction plant, equipment, appliances, tools, labour, materials and
services unless otherwise specifically provided for.

b. The Specifications and Drawings are complementary and what is called for in one
shall be as binding as if called for in both.

c. Any discrepancies, errors, or omissions found in the Contract Documents including

Drawings shall be reported in writing within ten (10) days from discovery tothe
Engineer who will issue the correction in writing within the same period. The
Contractor shall not take advantage of any such discrepancies, errors, or omissions,
but shall comply with any corrective measures regarding the same prescribed by the
Engineer.

d. In case of conflict, the order governing priority of documents shall be:

i. Contract Agreement;
ii. Instructions to Bidders;
iii. Addenda to the Bidding Documents;
iv. Specifications
v. Drawings
vi. Special Condition of Contract
vii. Any other document listed in the SCC asforming part of this Contract.

2.2 SHOP DRAWINGS

a. Wherever called for in the Specifications or on the Drawings, or as required, the

Contractor shall furnish the Engineer for review eight (8) prints of each shop
drawing. The term "shop drawing" as used herein shall be understood to include
detailed design calculations, fabrication and installation drawings, lists, graphs, and
operating instructions. Shop drawings shall be submitted to the Engineer for
review/approval within ten (1O) days from receipt of Notice to Proceed unless
otherwise extended in writing by the Engineer.

b. All shop drawing submittals shall be accompanied by a transmittal form using the
format bound with the Contract Documents. Any shop drawing submittal not
accompanied by such form, or where all applicable items on the form are not

4 | Technical Specifications
 completed, will be returned for re-‐submittal. The Contractor may authorize a
material or equipment supplier to deal directly with the ______ with regard to
shop drawings; however, ultimate responsibility for the accuracy and completeness
of the information contained in thesubmittal shall remain with the Contractor.

c. A separate transmittal form shall be used for each specific item or class of material
or equipment for which a submittal is required. Transmittal of shop drawings on
various items using a single transmittal form will be permitted only when the items
taken together constitute a manufacturer's "package" or are so functionallyrelated
that expediency indicates review of the group or package as a whole. At hisoption
the Contractor may obtain from ________ quantities of the shop drawing
transmittal form at reproduction cost.

d. Within fifteen (15) calendar days after receipt of said prints, the Engineer will return
prints of each drawing to the Contractor with his comments noted thereon.
Whenever a re-‐submittal is required. the Contractor shall make a complete
acceptable submittal to ________ within ten (10) days from receipt of the returned
shop drawings. Non-‐compliance hereof will give rise to the administration right to
either (a) cancel the award, or (b) withhold the money due the contractor, to cover
additional cost of the Engineer’s review beyond the second submission. Such failure
may be considered a factor against Contractor's competence in future biddings to
be conducted by theAdministration.

e. If three (3) prints of the drawing are returned to the Contractor marked "NO
EXCEPTIONS TAKEN," formal revision of said drawing will not be required.

f. If three (3) prints of the drawing are returned to the Contractor marked "MAKE
CORRECTIONS NOTED," formal revision of the drawing will not be required.

g. If one (1) print of the drawings is returned to the Contractor marked "AMEND- ‐
RESUBMIT," the Contractor shall revise the drawing and shall resubmit eight (8)
copies of the revised drawing to the Engineer.

h. If one (1) print of the drawings is returned to the Contractor marked "REJECTED - ‐
RESUBMIT, the Contractor shall revise the drawing and shall resubmit eight (8)
copies of the revised drawing to the Engineer.

i. Fabrication of an item shall not be commenced before the _____ has reviewed the
pertinent shop drawings and returned copies to the Contractor marked either "NO
EXCEPTIONS TAKEN" or "MAKE CORRECTIONS NOTED." Revisions indicated on the
shop drawings shall be considered as changes necessary to meetthe requirements
of the Contract Drawings and Specifications and shall not be taken as thebasis of

5 | Technical Specifications
 claims for extra work. The Contractor shall have no claim for damages or extension
of time due to any delay resulting from the Contractor having to make the required
revisions to shop drawings (unless review by ____ of the drawings is delayed
beyond a reasonable period of time and unless the Contractor can establish that the
_______ delay in review actually resulted in a delay in the Contractor's
Construction schedule. The review of the drawings by ______ will be limited to
checking for general agreement with the Specifications and Drawings, and shall in
no way relieve the Contractor of responsibility for errors or omissions contained
therein nor shall such review operate to waive or modify any provision contained in
the Specifications or Contract Drawings. Fabricating dimensions, quantities of
material, appllcab1e code requirements, and other Contract requirements shallbe
the Contractor's responsibility.

2.3 REFERENCE TO STANDARDS OR PUBLICATIONS

Any reference made in the Specifications o{ Drawings to any specification, standard,

or publication of any organization shall, in the absence of a specific designation to
the contrary, be understood to refer to the latest edition of the specification,
standard, or publication effective as of the date 30 days prior to the date of bid
opening.

2.4 REFERENCE TO PROPRIETARY PRODUCTS

Where references to proprietary products appear in the Specifications or Drawings, it Is

for the purpose of establishing an acceptable standard of quality or design but no
guarantee is given that said referenced manufacturer's product will meet all contract
requirements without modifications. Unless a substitute is expressly prohibited, the
Contractor may request approval of a substitute for any such proprietary product. Such
request must be in writing and must include descriptive literature, specifications, test
reports, or samples, as appropriate, to enable the LWUA to determine the acceptability
of the product proposed for substitution. No substitute product shall be used in the
Works until written approval has been received from the ______. Approval of shop
drawings shall always be in writing and shall not be presumed.

All cost involves in making laboratory test of the sample submitted as substitute for the
specified material shall be borne by the contractor.

2.5 SPECIFICATIONS AND DRAWINGS FURNISHED TO CONTRACTOR

The Owner will furnish the Contractor with three (3) sets of Specifications together with
reduced drawings (if any) and three (3) sets of full- ‐scale drawings. Additional quantities
of the Specifications and Drawings will be furnished at reproduction cost.

6 | Technical Specifications
 3 – EARTHWORKS

3.1 GENERAL

The Contractor shall perform all earthworks required and shown on drawings.

3.2 COMPACTION TEST

Where the backfill is required to be compacted to a specified density, tests for

compliance may be made by and at the expense of the Owner, using the test
procedure specified in Methods of Tests for Moisture- ‐Density Relation in Soils using
a 10-‐lb hammer and 18-‐in. drop (ASTM D1557), modified to use three (3) layers. All
field density tests shall be performed in accordance with the test procedure specified
in "Method of Test for Density of Soil in Place by the Sand Cone Method" (ASTM
01556).

3.3 EXCAVATION

a. General

Except when specifically provided to the contrary, excavation shall include the
removal of materials of whatever nature encountered, including all obstructions of
any nature that would interfere with the proper execution and completion of the
work. The removal of said materials shall conform to the lines and grades shown or
ordered. Unless otherwise provided, the entire construction site shall be stripped of
all vegetation and debris, and such materials shall be removed from the site prior to
performing any excavation or placing any fill. The Contractor shall furnish, place and
maintain all supports and shoring that may be required for the sides of the
excavations, and all pumping, ditching, or other approved measures for the removal
or exclusion of water, including taking care of storm water and waste water reaching
the site of the work from any source, so as to prevent damage to the work or
adjoining property.

The walls and faces of all excavations in which workers are exposed to danger from
unstable ground shall be guarded against by a shoring system, sloping of the
excavation, or some other acceptable method. The Contractor shall furnish, install,
and maintain such sheeting, bracing, etc, as may be necessary to protect the workers
and to prevent any movement of earth which could injure or delay the work or
endanger adjacent structures. In excavations where workers may be required to
enter, excavated or other materials shall be effectively stored and retained at least
600mm or more from the edge of the excavation. All excavation and trenching
operations shall conform to any and all national,provincial and local requirements.

b. Excavation Beneath Proposed Structures

Except where otherwise specified for a particular structure or ordered by the

Engineer, excavation shall be carried to the grade of the bottom of the footing or

7 | Technical Specifications
 slab. Where shown, or ordered, areas beneath proposed structures shall be over-‐
excavated. When such over-‐excavation is shown on the Drawings, both over- ‐
excavation and subsequent backfill to the required grade shall be performed by the
Contractor at his own expense. When such over- ‐excavation is not shown, but is
ordered by the Engineer, such over- ‐ excavation and any resulting backfill will be
paid for under a separate unit price bid item if such bid item has been established;
otherwise, payment will be made in accordance with negotiated prices. After the
required excavation or over-‐excavation has been completed, the exposed surface
shall be scarified to a depth of 150 mm (6 in.) brought to optimum moisture content,
and rolled with heavy compaction equipment to ninety- ‐five percent (95%) of
maximum density.

c. Excavation Beneath Areas to be Paved

Excavation under areas to be paved shall extend to the bottom of the aggregate base,
if such base is called for; otherwise, it shall extend to the bottom of paving. After the
required excavation, has been completed, the exposed surface shall be scarified,
brought to optimum moisture content, and rolled with heavy compaction equipment
to ninety percent (90%) of maximum density.

d. Pipeline Trench Excavation

1. General

Unless otherwise shown or ordered, excavation for pipelines shall be open- ‐cut
trenches. The bottom of the trench, including any shoring, shall have a minimum
width equal to the outside diameter of the pipe plus 300 mm (12in.) and a
maximum width equal to the outside diameter of thepipe plus 600 mm (24 in.).
Except when otherwise shown or ordered by the Engineer, the bottom of the
trench shall be excavated uniformly to the grade of the bottom of the pipe. The
trench bottom shall be given a final trim using a string line for establishing grade,
such that each pipe section when first laid will be wholly in contact with the
ground or bedding along the extreme bottom of the pipe. Rounding out the
trench to form a cradle will not be required. The maximum length of open trench
permitted at any one time and in one location shall be 300 meters, or the length
necessary to accommodate the amount of pipe installed in single day, whichever
is greater. All newly laid pipes shall be backfilled at least 150 mm (6 in.) above the
top of the pipe at the end of each day. The remainder of the trench shall be
backfilled not later than the following day. Barricades and warning lights
satisfactory to the Engineer shall be provided and maintained for all trenches left
open overnight except at intersections and driveways in which case heavy steel
plates, adequately braced bridges or other type of crossing capable of supporting
vehicular traffic shall be furnished as directed by the Engineer.

2. Trench Over-‐Excavation Where Shown

8 | Technical Specifications
 The trenches shall be over-‐excavated where shown, to the depth shown, then
backfilled to the grade of the bottom of the pipe with suitable selected granular
material or with sand. Said backfill shall be broughtto the optimum moisture
content and compacted to ninety- ‐five percent (95%) of maximum density under
proposed structures, and ninety percent (90%) elsewhere.Work specified in this
Clause shall be performed by the Contractor at his own expense.

3. Trench Over-‐Excavation to Clear Obstructions

Trenches shall be over-‐excavated to a depth approved by the Engineer for

pipeline clearance of obstructions. All work specified in this Clause shall be
performed by the Contractor at his own expense when the over-‐excavation plus
the cover of the pipe measured to existing ground surface does not exceed 1.5
metres; when the additional over- ‐excavation plus the cover of the pipe
measured to existing ground surface exceeds 1.5 metres, additional payment will
be made to the Contractor for that portion of work located below said depth.
Said additional payment will be made under separate unit price bid items for
over-‐excavation if such bid items have beenestablished; otherwise, payment
will be made in accordancewith negotiated prices.

4. Trench Over-‐Excavation When Ordered

Trenched shall be over-‐excavated beyond the depth shown when ordered by

the Engineer. Such over-‐excavation shall be to the depth ordered. The trench
shall then be refilled to the grade of the bottom of the pipe with either selected
granular material obtained from the excavation, sand, or crushed rock, at the
option of the Engineer. When crushed rock, bedding is ordered, well- ‐graded
material of 40mm (1.6 in.) maximum size shall be used. Bedding material shall be
placed in layers, brought to optimum moisture content, and compacted to
ninety-‐five percent (95%) of maximum density where the pipeline trench passes
under structures, and ninety percent (90%) elsewhere. Payment will be made
under separate unit price bid item for furnishing and installing bedding and
backfill if such bid items have been established; otherwise, payment will be made
in accordance with negotiated prices.

e. Over-‐Excavation Not Ordered, Specified or Shown

Any over-‐excavation carried below the grade ordered, specified, or shown shall
be refilled to the required grade with suitable selected granular material by the
Contractor at his own expense. Such material shall be moistened as required and
compacted to ninety-‐five percent (95%) of maximum density under structures
and ninety percent (90%) elsewhere.

f. Disposal of Excess Excavated Material

The Contractor shall remove and dispose all excess excavated material at his
own expense and in a manner approved by the Engineer.

9 | Technical Specifications
 g. Excavation in Lawn Areas

Where pipeline excavation occurs in the lawn area, the sod shall be carefully
removed and stockpiled to preserve it for replacement. Excavated material from
the trench may be placed on the lawn provided a drop cloth or other suitable
method is employed to protect the lawn from damage. The lawn shall not remain
covered for more than seventy- ‐two 72) hours. Immediately after completion of
backfilling and testing of the pipeline, the sod shall be replaced in a manner so as
to restore the lawn as near as possible to its original condition.

h. Excavation in Vicinity of Trees

Except where trees are shown on the drawings to be removed, trees shall be
protected from injury during construction operations; and no tree is to be
removed without written permission from the Engineer. No tree roots over
50mm (2in.) in diameter shall be cut without the permission from the Engineer.
Trees shall be supported during excavation as may be directed by the Engineer.

i. Rock Excavation

Rock excavation shall include removal and disposal of any kind of rock which
cannot be excavated without blasting or the use of rippers, and all boulders or
other detached stones each having a volume of 0.25 cubic meter or more as
determined by physical measurements by the Engineer.

j. Excavation Beneath Proposed Concrete Reservoir

After the reservoir area has been stripped of all vegetation and debris as
specified in Clause (a) herein, loam and topsoil from the top 60 cm (24 in.) of
excavated soil shall be removed and stockpiled for possible lateruse as fill on or
around the reservoir and for miscellaneous topsoil. Excavation under the
reservoir shall extend to tile bottom of the drain rock layer. After such excavation
has been completed, the exposed surface shall be rolled with heavy compaction
equipment to provide a, reasonably smooth surface for the placement of the
drain rock. Areas under the reservoir upon which earth fill is to be placed shall be
scarified to a depth of 15cm (6 inch) brought to optimum moisture content and
compacted to ninety five percent (95%) of maximum density.

3.4 BACKFILL

a. General

Backfill shall not be dropped directly upon any structure or pipe. Materials used for
backfill shall be selected material, free from grass, roots, brush or other vegetation.
or rocks having maximum dimension larger than 150 mm (6 in.). Material placed
within 150 mm (6 in.) of any structure or pipe shall be free of rocks or unbroken

10 | Technical Specifications
 masses or earth materials having maximum dimension larger than 75 mm (3 in.).
Backfill shall not be placed around or upon any structure until the concrete has
attained sufficient strength to withstand the loads imposed. Backfill around water-‐
retaining structure shall not be placed until the structures have been tested, and the
structures shall be full of water while backfill is being placed.

b. Backfill Around and Beneath Proposed Structures and Paved Areas

Except where otherwise specified for a particular structure or ordered by the

Engineer, backfill placed around and beneath proposed structures and paved areas,
shall be placed in horizontal layers not to exceed 200mm (8 in.) in thickness, as
measured before compaction, where compaction is attained by means of sheepsfoot
rollers, pneumatic type rollers or any heavy compaction equipment approved by the
Engineer. Where the use of heavy compaction equipment is impractical, the layers
shall not exceed 150 mm (6 in.) in thickness before compaction, and compaction shall
be attained by means of hand- ‐operated power driven tampers. The backfill shall be
brought up evenly, with each layer moistened and compacted by mechanical means
to ninety-‐five percent (95%) of maximum density beneath proposed structures, and
ninety percent (90%) of maximum density around the sides of structures and
beneath proposed paved areas.

c. Pipeline Trench Backfill

1. Pipeline trenches shall be backfilled to a level of 150 mm (6 inch.) above the top
of the pipe with selected material obtained from the excavation; if, in the
Engineer's opinion, said material is unsuitable for backfill purposes, borrow
material having the sand equivalent value of not less than twenty (20) (ASTM,D-‐
2419) shall be used for this portion of the trench backfill. Borrow material,
when ordered by the Engineer, will be paid for under a separate unit price item if
such bid item has been established otherwise, payment will be made in
accordance with a negotiated price. Selected material shall first be brought up to
mid-‐diameter of the pipe and compacted; then the remainder of the backfill to
150 mm (6 in.) above the pipe may be placed and compacted. Such material shall
be compacted to ninety-‐five percent (95%) of maximum density where the
trench is located under proposed structures, and ninety percent (90%) of
maximum density elsewhere. Compaction shall be obtained by tamping in not
more than 150mm (6 in.) layers or by using excess water and passing a concrete
vibrator between the pipe and side of trench, in case of sand formation as
determined and allowed by the Engineer.

2. After the initial portion of backfill has been placed as specified above, the
remainder of the trench shall be backfilled. When compaction of the initial
portion of backfill is obtained with excess water, not less than four (4) hours shall
have elapsed between the placement of initial backfill and subsequent backfill.
The remainder of the backfill shall be selected material obtained from the
excavation and shall be placed in horizontal layers. Each layer shall be no more
than 150 mm (6 in.) in depth. Layers shall be moistened, tamped, puddled, rolled,
or otherwise compacted to:

11 | Technical Specifications
 i. Ninety-‐five percent (95%) of maximum density where the trench is located
under proposed structures;
ii. ninety percent (90%) of maximum density where trench is located under
existing or proposed asphalt or concrete surface;
iii. eighty percent (80%) of maximum density where the trench is located under
unpaved shoulders, gravel roadways or dirt roads;
iv. one hundred percent (100%) of the natural density of the surrounding areas
where the trench is located in unimproved right-‐of-‐way.

If the backfill material is sandy or granular in nature and the trench is not located
under a structure, the layer construction may be eliminated; and compaction may be
obtained by flooding and jetting, provided this latter method is approved by the
agency having jurisdiction over the highway or street. If flooding and jetting are
permitted, the remaining backfill shall be placed in layers not exceeding 900 mm (36
in.) thickness. Each layer shall be flooded, jetted and rodded to secure complete
saturation of the material before placing the next layer.

d. Drain rock Beneath Proposed Concrete Reservoir

When shown on the drawings, drain rock shall be provided in accordance with the
following provisions:

1. Following site preparation, excavation, and any backfilling, a 150mm (6 inch.)

thick layer drain rock shall be placed over the reservoir area as shown on the
drawings.

2. Drain rock shall be clean gravel or crushed stone and shall be durable and free
from slaking or decomposition under the action of alternate wetting and drying.
It shall be uniformly graded and of such size that the percentage by weight, as
determined by the "Standard Method of Test for Sieve Analysis of Fine and
Coarse Aggregates" (ASTM C136), shall conform with the following grading:

Sieve Size Percentage Passing

1 – inch 100
¾ -‐ 90 – 100
inch 3/8 40 – 100
– inch 25–40
No. 4 No. 18–33
8 No. 30 5–15
NO. 50 0–7
No. 200 0–3

The drain rock shall have a sand equivalent of not less than seventy-‐five (75)
as determined by ASTM D-‐2419.

12 | Technical Specifications
 3. The drain rock shall be thoroughly moistened and compacted with at least two
(2) passes using approved plate or roller type vibratory compacting equipment.
The surface of the drain rock immediately beneath the reservoir shall be
stabilized with hot applied liquid asphalt after the surface of the drain rock has
been finish graded. The Contractor shall use, at his option, one of the two types
of asphalt listed below.

Type 1 Type 2
Designation MC 70 MC 250
Spray Temperature 57–79 74–93
Coverage 2.3L/m2 2.3L/m2

e. Backfill Around Reservoir Walls

Backfill around reservoir walls shall consist of selected material obtained from the
excavation, and shall be placed in uniform layers not more than 200 mm (6 in.) in
thickness before compaction where compaction is attained by means of sheepsfoot
rollers, pneumatic type rollers or any approved heavy compaction equipment. Where
the use of this equipment is impractical, the layers shall not exceed 150 mm (6 in.) in
thickness before compaction shall be attained by means of hand-‐operated power-‐
driven tampers. The backfill shall be brought up evenly with each layer moistened
and compacted by mechanical means to ninety percent (90%) of maximum density.
Flooding, ponding, or jetting will not be permitted. Backfill around the reservoir walls
shall not be placed until after the reservoir has been tested for leakage. The reservoir
shall remain filled with water while said backfill is being placed. Loaded carryalls or
vehicles weighing more than 4,500 kg (9,900 lb) when loaded shall not be permitted
closer to the walls than a horizontal distance equal to the depth of the fill at that
time.

f. Fill on Reservoir Roof

Fill shall not be deposited on the roof of the reservoir earlier than thirty (30) days
after the entire roof slab has been placed. The earth shall be placed in layers. Mobile
equipment weighing more than 4,500 kg (9,900 lb) when loaded will not be permitted
to travel over the completed roof. Fill on the roof shall be moistened as required and
compacted to a maximum density of ninety percent (90%) using a roller weighing not
more than 3,600 kg. Vibrating compaction equipment shall not be used on the
reservoir roof. The top 150 mm (6 in.) of fill on the reservoir roof shall consist of
loamy earth, free of rocks larger than 25 mm (1 in.) in maximum diameter.

g. Embankment Fill

The area where an embankment is to be constructed shall be cleared of all

vegetation, roots and foreign materials. Following this, the surface shall be
moistened, scarified to a depth of 150 mm (6 in.) and rolled or otherwise
mechanically compacted to ninety percent (90%) of maximum density elsewhere.
Embankment fill shall be placed in horizontal layers not to exceed 200 mm (8in.) in

13 | Technical Specifications
 thickness, as measured before compaction, where compaction is attained by means
of sheepsfoot rollers, pneumatic type rollers or any approved heavy compaction
equipment. Where the use of this equipment is impracticable, the layers shall not
exceed 150 mm (6 in.) in thickness before compaction; and compaction shall be
attained by means of hand-‐operated power-‐driven tampers. The backfill shall be
brought up evenly with each layer moistened and compacted by mechanical means
to ninety-‐five percent (95%) of maximum density under proposed structures, and
ninety percent (90%) of maximum density elsewhere. The top 500 mm (20 in) of
backfill or embankment shall consist of loamy earth free of rocks larger than 25mm
in maximum dimension.

3.5 SLOPE STABILIZING

Unless otherwise specified, all embankment slopes steeper than three (3) units
horizontal to one (1) unit vertical shall be stabilized by sodding as directed by the
Engineer. Strips of sod not less than 300 mm (12 in.) wide shall be placed along
sloped banks.

Sods shall be taken only from fields not less than three (3) years old and have been
previously rolled and mowed at least once. Sods taken from wild field that have not
been mowed will not be acceptable. Sod shall be of sufficient thickness to prevent
excessive breakage and shall be stripped in the largest practicable widths and
lengths. It shall be tamped in place, properly leveled and immediately well-‐
sprinkled. All sods not in good condition after being tamped in place shall be
removed and replaced.

Immediately after setting of grass sod, sod shall be covered with 6 mm (0.24 in.) of
screened topsoil which has been well- ‐mixed with 460 grams (1 lb) of grass seed per
100 square meters (1,076 ft2). Sod shall be replaced with the same kind of surfacing
or better in accordance with the latest specifications; re- ‐sodding shall continue until
acceptance.

14 | Technical Specifications
 4 – REINFORCED CONCRETE

4.1 WORK INCLUDED

The work to be undertaken under this Clause shall include all labor, materials, equipment,
plant and other facilities and the satisfactory performance of allwork necessary to complete
all concrete work shown on the Drawings and specified herein. All work included under this
Clause shall be subject to the General Conditions accompanying these specifications. The
Contractor is required to refer especially thereto.

4.2 MATERIALS

a. Cement

Except as may be otherwise provided in these specifications, cement shall conform

with the "Standard Specifications for Portland Cement" (ASTM C-‐150-‐Latest
Revision) and shall be Type I. The cement shall be of one brand and shall not be more
than three (3) months from date of manufacture.

b. Concrete-‐Aggregates

1. Concrete aggregates shall be well-‐graded, clean, hard particles of gravel or

crushed rock conforming to the "Standard Specifications" for Concrete
Aggregates" (ASTM C-‐33 Latest Revision).

2. The maximum size of the aggregates shall not be larger than one- ‐fifth (1/5) of
the narrowest dimension between forms and not larger than three- ‐fourths
(3/4) of the minimum clear spacing between individual reinforcingbars, or
bundles of bars, and in no case larger than 38 mm (1- ‐1/2 in.) in diameter except
that larger diameters may be allowed in massive concreting with written
permission from the Engineer.

c. Water

Water used in mixing concrete shall be clean and free from injurious amounts of oils,
acids, alkali, organic materials, or other substances that may be deleterious to
concrete or steel. ·∙

d. Reinforcing Steel

All reinforcing steel bars used shall be of deformed type, new, free from rust, oil,
defects, greases, or kinks. They shall conform with the latest edition of theNational
Structural Code for Buildings with a minimum grade equal to 275. MPa unless
otherwise shown on the plans.

e. Admixture

15 | Technical Specifications
 At the Contractor's option or at the request of the Engineer, but in either case at tile
expense of the Contractor, an admixture may be added to the concrete to control the
set, effect water reduction, and increase workability. Such admixture may be either a
hydroxylated carboxylic and acid type or a hydroxylated polymer type, but shall
contain no calcium chloride. The required quantities of cement shall be used in the
mix regardless of whether or not any admixture is used. The quantity of admixture
used and the method of mixing shall be in accordance with the manufacturer’s
instruction. Where the air temperature at the time of placement si expected to be
consistently over 26.7oC, (80°F), such admixture shall be Super Concrete Emulsions
"Plastiment", ''Master Builders's", "Pozzolith 300R", or substitute

f. Calcium Chloride

Except as otherwise specified for Architectural finish, the use of calcium chloride in
concrete will not be permitted.

4.3 STORAGE OF MATERIALS

Cement and aggregates shall be stored in such a manner as to prevent deterioration

or intrusion by foreign matter. Any material which has deteriorated or which has
been damaged shall not be used for concrete. Steel shall be stored under cover or
otherwise prevented from rusting.

4.4 TESTING OF MATERIALS

The Owner or his duly authorized representative or the Engineer shallperiodically

order the test of any material supplied by the Contractor entering into concrete or
reinforced concrete to determine its suitability for the intended purpose. Such tests
shall be in accordance with the standards of the American Society for Testing and
Materials, as noted elsewhere in these Specifications. Samples shall be provided by
the Contractor without cost to the Owner. Expenses for the testing and cost of
transporting samples to testing laboratory shall be borne by the Owner. Copies of
results of tests shall be furnished to the Owner promptly. Compressive strength
specimens for tests of concrete during construction shall be according to "Making
and Curing of Concrete Compression and Flexural Strength Test Specimens in the
Field" (ASTM C-‐ 31).

4.5 CONTROLLED STRENGTHS OF CONCRETE

a. Concrete for structural elements, including slabs on grade within water- ‐retaining
structures and stairs shall develop a minimum 28- ‐day compressive cylinder
strength of20.68 megapascal (3,000 psi), unless otherwise specified in the plans.

b. Concrete for non-‐structural elements such as cradles, unreinforced encasements,

thrust blocks, and partition walls shall develop minimum 28- ‐day cylinder strength of
17.25 MPa (2500 psi), unless otherwise specified in the plans.

16 | Technical Specifications
 c. Leveling concrete under reservoir base slabs/foundations shall have a minimum 28-‐
day cylinder strength of 14 MPa (2,000) psi.

4.6 METHOD OF DETERMINING STRENGTH: TRIAL BATCH

The Contractor shall submit design mixes and test results of samples made in
accordance with "Standard Method of Making and Curing Concrete Compression and
Flexure Test Specimens in the Laboratory" (ASTM C- ‐192-‐Latest Revision) and
"Standard Method of Test for Compressive Strength of Molded Concrete Cylinders"
(ASTM Designation C-‐39) for each strength required, stating the proposed slump
and the proportional weights of cement, saturated surface dry aggregates, and
water. These mixes shall be proved by preliminary tests thirty (30) days before
concreting and shall show a 28- ‐day strength of fifteen percent (15%) higher than the
ultimate strength required. No substitution shall be made in the materials or mixed
without additional tests to show that the quality of concrete is satisfactory.

4.7 CONCRETE PROPORTION AND CONSISTENCY

a. The methods of measuring concrete materials shall be such that the proportions
can be accurately controlled and easily checked at any time during the work.
Measurement of materials for ready-‐mixed concrete shall conform to the
"Standard Specifications for Ready- ‐mixed Concrete" (ASTM C-‐94, Latest
Revision) where applicable.

b. Aggregates shall be measured out by weight and to within one percent (1%).
Cement shall conform to 40 kg (88 lb) per bag and this is to be verified from time
to time. Water shall be measured by weight or volume to within one and one-‐
half percent (1-‐1/2 %).

c. The water shall in no case exceed 21.24 litres, and 25.67 litres (5.62 and 6.79 US
gallons) per bag of cement for all concrete with specified strength of fc=20.68
MPa (3000 psi) and 17.25 MPa (2500 psi), respectively. Slumps shall be within the
following limits:

Portion of Structures Slump in Millimeters Slump in Inches

Columns and end 50 – 100 2–4
supported beams girders
Walls and thin vertical 75 – 125 3–4
sections
Footings, slabs on grade 50–80 2–3
and cantilevered beams
and slabs

Slumps shall be according to "Test of Slump for Portland Cement Concrete"

(ASTM C 143).

17 | Technical Specifications
 d. The minimum cement content for 20.68 MPa (3000 psl) concrete shall be 8.39
sacks per cubic metre of concrete.

e. Job mix adjustments on water content shall be allowed only with Engineer's
permission and provided that cement is also added to maintain the original
water-‐cement ratio of the design mix.

4.8 EXCLUSION OF WATER

No concrete shall be placed in any structure until all water entering the space to be
filled with concrete has been properly cut off or has been diverted by pipes, or other
means, and carried out of the forms, clear of the work. No concrete shall be
deposited under water without the explicit permission of the Engineer, and then only
in strict accordance with his directions; nor shall the Contractor, without explicit
permission, allow still water to rise on any concrete until the concrete has attained its
initial set. Water shall not be permitted to flow over the surface of any concrete in
such manner and at such velocity as will injure the surface finish of the
concrete. Pumping or other necessary dewatering operations for removing ground
water, if required, will be subject to the approval of the Engineer.

4.9 MIXING CONCRETE

a. No hand mixing shall be allowed, except in emergency such as mixer breakdown

during concreting operations and this shall stop as soon as the pour is completed
at a construction joint shown or otherwise designated by the Engineer. All
concrete shall be machine mixed for at least one and one– half (1 ½) minutes
after all materials, including water, are in the mixing drum.

b. The mixer shall be of an approved size and type which will insure a uniform
distribution of material throughout the mass, It shall be equipped with a device
for accurately measuring and controlling the amount of mixing water in each
batch.

c. The first batch of concrete materials placed in the mixer shall contain a sufficient
excess of cement, sand, and water to coat the inside of the drum without
reducing the cement of the mix to be discharged.

d. Retempering, i.e. remixing with the addition of water to concrete that has been
partially hardened will not be permitted.

4.10 PREPARATION OF SURFACES FOR CONCRETING

a. Earth surfaces shall be thoroughly wetted by sprinkling prior to the placing of any
concrete, and these surfaces shall be kept moist by frequent sprinkling up to the
time of placing concrete thereon. The surface shall be free from standing water,
mud, and debris at the time of placing concrete.

18 | Technical Specifications
 b. Concrete surfaces upon or against which concrete is to be placed, where the
placement of the old concrete has been stopped or interrupted so that, in the
opinion of the Engineer, the new concrete cannot be incorporated integrally with
that previously placed, are defined as construction joints. The surfaces of
horizontal joints shall be leveled with a wooden float to provide a reasonably
smooth surface. A surface consisting largely of coarse aggregate shall be avoided.
Except where the drawings call for joint surfaces to be painted, the joint surfaces
shall be cleaned of all laitance, loose or defective concrete and foreign material.
Such cleaning shall be accomplished by sandblasting followed by thorough
washing. All pools of water shall be removed from thesurface of construction
joints before the new concrete is placed. After the surfaces, have been prepared
to the satisfaction of the Engineer, all approximately horizontal construction
joints shall be covered with a layer of mortar approximately 25 mm (1 in.) thick.
The mortar shall have the same proportion of cement and sand as the regular
concrete mixture, unless otherwise directed by the Engineer. The water- ‐cement
ratio of the mortar in place shall not exceed that of the concrete to be placed
upon it, and the consistency of the mortar shall be suitable for placing and
working in a manner hereinafter specified. The mortar shall be spread uniformly
and shall be worked thoroughly into all irregularities of the surface, and wire
brooms shall be used where possible to scrub the mortar into the surface.
Concrete shall be placed immediately upon the fresh mortar.

c. When the placing of concrete is to be Interrupted long enough for the concrete
to take a set, the working face shall be given a shape by the use of forms or other
means that will secure proper unionwith subsequent work, provided that
construction joints shall be made only where approved by the Engineer.

4.11 PLACING CONCRETE

a. Concrete which upon or before placing is found not to conform with the
requirements specified herein shall be rejected and immediately removed from
the work. Concrete which is not placed in accordance with these specifications,
or which or which is of inferior quality asdetermined by the Engineer, shall be
removed and replaced by and at the expense of the Contractor. No concrete shall
be placed except in the presence of a duly authorized representative of the
Engineer. Concrete shall not be placed when unsuitable heat or wind conditions
will prevent proper placement and curing as determined by the Engineer. Prior to
placing any concrete, the Contractor shall give the Engineer twenty- ‐four (24)
hours written notice.

b. Concrete shall be deposited in its final position without segregation, re-‐

handling, or flowing. Placing shall be done preferably with buggies, buckets, or
wheelbarrows. No chutes will be allowed except to transfer concrete from
hoppers to buggies, wheelbarrows, or buckets, in which case they shall not
exceed six (6) metres (20 ft) in aggregate length.

c. Placing of concrete with a free drop or fall more than 1.20meters (4 ft) shall not
be allowed, except when approved by the Engineer and when approved sheet

19 | Technical Specifications
 metal conduits, pipes, or "elephant trunks" are employed. When employed,
these conveyors shall be kept full of concrete and the ends kept buried in the
newly placed concrete as pouring progresses.

d. Concrete in forms shall be deposited in uniform horizontal layers not deeper

than 450 mm (18 in.) and care shall be taken to avoid inclined layers or inclined
construction joints except where such are required for sloping members. Each
layer shall be placed while the previous layer is still soft. The rate of placing
concrete in forms shall not exceed 1.5 metres (5 ft) of vertical rise per hour. ·∙

4.12 FORMS

a. General

The Contractor shall provide forms to confine the concrete and shape it to the
required lines. Plastering, in general, shall not be allowed. The Contractor shall
assume full responsibility for the adequate design of all forms. However, forms
which in the opinion of the Engineer are unsafe or inadequate in any respect may
at any time be condemned by the Engineer; and the Contractor shall promptly
remove the condemned forms from the work and replace them at his own
expense. A sufficient number of forms of each kind shall be provided to permit
the required rate of progress to be maintained. Whenever, in the opinion of the
Engineer, additional forms are necessary to maintain the progress schedule, such
additional forms shall be provided by the Contractor at his own expense. The
design and inspection of concrete forms, falsework, and shoring shall comply with
applicable safety regulations, and as may be specified in the General Condition£
of these Specifications.

b. Materials

Except as otherwise expressly approved by the Engineer, all lumber broughtat

the job site for use as forms, shoring, or bracing shall be new material.

All forms shall be smooth surface forms and shall be of the following materials:

Walls -‐ steel or plywood panels

Columns -‐ steel, plywood or surfaced lumber
Roof -‐ plywood
All other work -‐ steel panels, plywood or surfaced lumber

Plywood shall be manufactured especially for concrete formwork and shall be

oiled with an approved form oil and edge-‐sealed.

c. Column form shall be checked for plumbness before concrete is deposited.

Hand holes shall be provided in column forms at lowest points of pour lifts to
render this space accessible for cleaning.

20 | Technical Specifications
d. All girder, beam, and slab centerlines shall be crowned 6.3 mm in all directions
for every 4.5-‐meter span. However, cambers from all cantilevers shall be as
indicated on the plans or obtained from the Engineer by the Contractor.

e. The following are the tolerance limits for formwork:

1. Variation from plumb:

In lines and surfaces of columns, piers, walls and risers:

In 3.05 m (10ft) 6.3 mm (1/4 in)

6.10m (20ft) 9.5mm (3/8 in)
12.20 m (40ft) or more 19,0 mm (3/4 in)

For exposed corner columns and /or piers, control joint grooves andother
conspicuous lines:

In any bay 6.10m 6.3mm (1/4”)

(20ft) max
In 12.20 m 13.0mm (1/2”)
(40ft or more)

2. Variation in cross-‐sectional dimensions of columns and piers, beams, and

thickness of walls and slabs:

Minus 6.3 mm (1/4”)

Plus 13.0 mm (1/2”)

3. Footings

Variations in dimensions on drawings (applied to concrete only and not to

reinforcing bars or dowels):

Minus 13.0mm (1/2”)

Plus 50.0 mm (12”)

Misplacement of eccentricity, two percent (2%) of the footings width in the

direction of misplacement but not exceed 50.0 mm (2”). Reduction in
thickness five percent (5%) at specified thickness.

4. Variation in steps:
In a flight of steps
Rise 3.2 mm (1/8”)

Tread 6.3 mm (1/4”)

In consecutive steps

21 | Technical Specifications
 Rise 1.6mm (1/16”)
Tread 3.2mm (1/9”)

When required for another work, or when requested bby the Owner or his
Engineer, the Contractor shall remove or relocate shoring; but existing
shoring shall not be disturbed until new shores are set in position.

f. Design

1. All forms shall be true in every respect to the required shape and size shall
conform to the established alignment and grade and shall be at sufficient
strength and rigidity to maintain their position and shape under the loads
and operations incident to placing and vibrating the concrete. Suitable and
effective means shall be provided on all forms for holding adjacent edges
and ends of panels and sections tightly together and in accurate alignment
so as to prevent the formation of ridges, fins, or offsets, or similar surface
defects in the finished concrete. Plywood, 16.0 mm (5/8 in.) and greater in
thickness, may be fastened directly to studding if the studs are close
enough to prevent visible deflection marks in concrete. The forms shall be
light so as to prevent the loss of water, cement, and fins during placing and
vibrating of the concrete. Adequate clean-‐out holes shall be provided at
the bottom of each lift of forms. The size, number, and location of such
clean-‐outs shall be subject to the approval of the Engineer.

2. Concrete construction joints will not be permitted on locations other than

those shown or specified, except as may be approved by the Engineer.
When a second lift is placed on hardened concrete, special precaution shall
be taken in the way of the number, location,and tightening of ties at the
top of the old lift and bottom of the new to prevent any unsatisfactory
effect whatsoever on the concrete. Pipe stubs and anchor bolts shall be set
in the form where required.

3. Unless otherwise shown, exterior comers in concrete members shall be

provided with 19.0 mm (3/4 in.) chamfers. Re- ‐entrant corners in concrete
members shall not have fillets unless otherwise shown.

4. Reservoir forms and falsework supporting the roof slab shall be designed
for a minimum additional live load or 0.96 KPa (20 psf).

g. Form Ties

Form ties with integral water stops shall be provided with a cork or other
suitable means for forming a conical hole to ensure that the form- ‐tie may be
broken off back of the face of the concrete. The maximum diameter or
removable cones for rod ties, or of other removable form- ‐tie fasteners having
a circular cross-‐section, shall not exceed 38 mm (1- ‐1/2in.) and all such
fasteners shall be such as to leave holes of regular shape for reaming. Holes

22 | Technical Specifications
 left by the removal of fasteners from the ends of snap- ‐ties or form-‐ties all be
reamed with suitable toothed reamers so as to leave the surfaces of the holes
clean and rough before being filled with mortar as provided in Clause 4.20.
Wire ties for holding forms will not be permitted. No form tying device or part
thereof, other than metal, shall be left embedded in the concrete, nor shall any
tie be removed in such manner as to leave a hole extending through the interior
of the concrete member. The use of snap-‐ties which cause spalling of the
concrete upon form stripping or lie removal will not be permitted. If steel panel
forms are used, rubber grommets shall be provided where the ties pass through
the form in order lo prevent loss of cement paste. Where metal rods extending
through the concrete are used to support or to strengthen forms. the rods shall
remain embedded and shall terminate not less than 25 mm (1 in.) back from the
formed face or faces of the concrete. Form ties or metal rods left embedded in
concrete of water-‐ retaining tanks shall be equipped with an integral metal
waterstop of not less than 38 mm (1-‐1/2 in.) in diameter.

h. Vertical Surfaces

AII vertical surfaces of concrete members shall be formed, except where

placement of the concrete against the ground is called for on the drawings or
explicitly authorized by the Engineer. Not less than 25 mm (1 in.) of concrete
shall be added to the thickness of the concrete member as shown where
concrete is permitted to be placed against trimmed ground in lieu of forms.
Such permission will be granted only for members of comparatively limited
height and where the character of the ground is such that it can be trimmed to
the required lines.

i. Maintenance of Forms

Forms shall be maintained at all times in good condition, particularly as to size,

shape, strength, rigidity, tightness, and smoothness of surface. Forms, when in
place, shall conform with the established alignment and grades. Before
concrete is placed, the forms shall be thoroughly cleaned. The forms surfaces
shall be treated with a non- ‐staining mineral oil or other lubricant approved by
the Engineer. Any excess lubricant shall be satisfactorily removed before
placing the concrete. In addition, all forms shall be given a preliminary oil
treatment by the manufacturer or shall be oiled by the Contractor at least two
(2) weeks in advance of their use. Care shall be exercised to keep oil off the
surfaces of steel reinforcement and other metal items to be embodied in
concrete. Forms may be reused if in good condition and if approved by the
Engineer. Light sanding between uses will be required wherever necessary in
the opinion of the Engineer to obtain uniform surface texture on all exposed
concrete surfaces. Exposed concrete surfaces are defined as surfaces which are
permanently exposed to view. In the case of forms for the inside wall

23 | Technical Specifications
 surfaces of hydraulic structures, unused tie rod holes shall be covered with
metal caps or shall be filled by other methods approved by the Engineer.

j. Removal of Forms

Directions of the Engineer concerning the removal of forms shall be strictly

followed, and this work shall be done with care so as to avoid injury to the
concrete. No heavy loading on green concrete will be permitted. In the case of
roof slabs and above-‐ground floor slabs, forms shall remain in place until test
cylinders for the roof concrete attain a minimum compressive strength of 15.52
MPa (2,250 psi) provided that no forms shall be disturbed or removed under an
individual panel or unit before the concrete in the adjacent panel or unit has
attained a strength of '\5.52 MPa (2,250 psi) and has been in place for a
minimum of seven (7) days. The time required to establish said strength will be
determined by the Engineer who will make several test cylinders for this
purpose from concrete used in the first group of roof panels placed. If the time
so determined is more than the seven- ‐day minimum, then it shall be used as
the minimum length of time. Forms for all vertical walls and columns shall
remain in place at least three (3) days after the concrete has been placed.
Forms for all parts of the work. not specifically mentioned herein shall remain in
place for periods of time as ordered by the Engineer.

4.13 CONSTRUCTION JOINTS

a. General

Construction joints shall be provided where shown on the drawings. Special

care shall be used to prepare concrete surfaces at joints where bonding
between two sections of concrete is required. Unless otherwise indicated on
the drawings, such bonding will be required at all horizontal joints in walls.
Surfaces shall be prepared in accordance with Clause 4.10. Except where
otherwise shown or specified, al all joints where waterstops are required, the
joint face of the first pour shall be coated with an approved bond breaker
applied in accordance with the recommendations of the manufacturer. It shall
contain a coloring agent so that areas of applications will be readily
distinguishable for a six-‐month period in sunlight. The surfaces of the groove
for the sealant shall not be coated. Concrete next to waterstops shall he placed
in accordance withClause 4.16 (b)

b. Construction Joint Sealant

Where shown, construction joints in floor slabs shall be provided tapered

grooves which shall be filled with a construction joint sealant. The grooves shall
be allowed become thoroughly dry, after which they shall be blown out;
immediately thereafter, they shall be primed and filled with the construction
joint sealant. The primer used shall be supplied by the same manufacturer
supplying the sealant. No sealant will be permitted to be used without a
primer. Care shall be used to completely fill the sealant grooves. Areas

24 | Technical Specifications
designated to receive a sealant fillet shall be thoroughly cleaned, as outlined for
the tapered grooves, prior to application of the sealant. The sealant shall be
polyurethane polymer designed for bonding to concrete which is continuously
submerged in water. No material will be acceptable which has an unsatisfactory
history as to bond or durability when used in the joints of hydraulic structures.
Prior to ordering the sealant material, the Contractor shall submit to the
Engineer for approval sufficient data to show general compliance with the
specification requirements. The material shall meet the following
requirements:

Work Life 45 – 90 minutes

Time to Reach 20 Shore “A”
Hardness (at 25oC) Ultimate
Hardness 30 – 40 Shore “A”
Tensile Strength 1.73 MPa (250 psi) min.
Ultimate Elongation 400 %, min.
Tear Resistance 13.4 kg/cm of
thickness, min.
Color Light Gray

In addition, the material shall show no signs of adhesive or cohesive failure

when tested in accordance with the followingprocedure:

1. Sealant specimen shall be prepared between two concrete blocks 25mm x

50mm x 76mm (1 in x 2 in x 3 in) in size. Spacing between the blocks shall
be 13 mm (1/2 in.). Coated spacers 50 mm x 38 mm x 13 mm (2 in. x 1-‐1/2
in. x 1/2 in.) shall be used to insure sealant cross-‐sections of 13 mm x 50
mm (1/2 in. x 2 in.) with a width of 13 mm (1/2 in.).

2. Sealant shall be cast and cured according to, manufacturer's

recommendations except that curing period shall not exceed twenty- ‐four
(24) hours.

3. Following the curing period, the gap between blocks shall be widened to
31.7 mm (1-‐1/4 in.). Spacers shall be used to maintain this gap for
twenty-‐ four (24) hours prior to inspection for failure.

Certified test reports from the sealant manufacturer on theactual batch of

material being supplied indicating compliance with the above
requirements shall be furnished to the Engineer before the sealant is used
on the job. The primer and sealant shall be placed strictly in accordance
with the recommendations of the manufacturer, taking special care to
properly mix the sealant prior to application. Before any sealant is placed,
the crew doing the work shall be carefully instructed as to the proper
method of application by a representative of the sealant manufacturer. All
sealant shall cure at least seven (7) days before the structure is filled with
water.

25 | Technical Specifications
c. Waterstops

1. Material and Manufacture

Waterstops shall be extruded from an elastomeric polyvinylchloride

component containing the necessary plasticizers, resins, stabilizers and
other materials necessary to meet the requirements of these specifications.
No reclaimed or scrap material shall be used. The water stop manufacturer
shall furnish to the Engineer current test reports and written certification
that the material to be shipped to the jobsite meets the following physical
requirements.

Physical Property, Value ASTM Std.

Sheet Material
Tensile Strength – min. 12.07 MPa (1750 D412, Die C
psi)
Ultimate Elongation – min 350% D412, Die C
Low Temp. Brittleness -‐ max -‐37oC D746
Stiffness in Flexure Min. 2.76 MPa (400psi) D747
Accelerate Extraction

Tensile strength – minimum 10.35 MPa (1500 D412, Die C

psi)
Ultimate Elongation – 300% D412, Die C
minimum
Effect of Alkalies

Change in Weight (%) +/-‐0.25/-‐0.10

Change in Durometer, Shore +5
A
Finished Waterstops

Tensile strength – min. MPa 0.67 D412, Die C

Ultimate Elongation – min 280 D412, Die C
(%)

2. Qualification Samples

Prior to production of the material required under this Contract,

qualification samples shall be submitted. Such samples shall consist of
extruded or molded sections of each size or shape to be used, and shall be
accomplished so that the material and workmanship represents in all
respects the material to be furnished under this Contract. The balance of
the material to be used under this Contract shall not be produced until
after the Engineer has approved the qualification samples.

3. Prior to use of the waterstop material in the field, a sample of a fabricated

constructed shape of material to be used shall re-‐submitted to the

26 | Technical Specifications
 Engineer for approval. These samples shall be fabricated so that the
material and workmanship represent in all respects the fittings to be
furnished under this Contract. Field samples of fabricated fittings (crosses,
tees, etc.) will be selected at random by the Engineer for testing by a
laboratory at the Owner's expense. When tested, they shall have tensile
strength across the joints equal lo at least 4.14 MPa (600 psi). Field splices
and joints shall be made in accordance with the waterstop manufacturer’s
instruction using a thermostatically-‐controlled heating iron.

4. Flat-‐Strip Waterstop

Flat-‐strip waterstops, where required, shall be as shown. At no place, shall

the thickness be less than 4.76 mm (0.1875 in.). Adequate means shall be
provided for anchoring the waterstop in concrete. In placing flat-‐strip
waterstops in the forms, means shall be provided to prevent them from
being folded over by the concrete as it is placed. Horizontal waterstops shall
be held in place with continuous supports to which the top edge of the
waterstop shall be tackled. Vertical waterstops shall be held in place with
light wire ties on 450 mm (18 in.) centers which shall be passed through the
edge of the waterstop and tied to the two curtains of reinforcing steel. In
placing concrete around waterstops, concrete shall be worked under the
waterstops by hand so as to avoid the formation of air and rock pockets.

d. Expansion Joint Filler

Where expansion joint filler is indicated on the drawings, the material shall be of
the performed non-‐extruding type joint filler which may be constructed of open
cellular sponge rubber, or closed cellular sponge rubber of firm texture.
Bituminous fiber type will not be permitted. All non- ‐extruding and resilient-‐
type performed expansion joint filers shall conform with the requirements and
tests set forth in "Specifications for Preformed Sponge Rubber and Cork
Expansion Joint Fillers for Concrete Paving and Structural Construction," Type
(ASTM Designation D-‐1752), except as otherwise provided herein.

4.14 CORROSION PROTECTION REQUIREMENT

Pipes, conduits, dowels and other ferrous items required to be embedded in concrete
construction shall be so positioned and supported prior to placement of concrete
that there will be a minimum of 50 mm (2 in.) clearance between said items and any
part of the concrete reinforcement. Securing such items in position by wiring or
welding these to the reinforcement will not be permitted.

4.15 ORDER OF PLACING CONCRETE

a. The order of placing concrete in all parts of the work shall be subject to the
approval of the Engineer. In order to minimize the effects of shrinkage, the

27 | Technical Specifications
 concrete shall be placed in units as bounded by construction joints shown on the
drawings. The placing of units shall be done by placing alternate units in a
manner such that each unit placed shall have cured at least seven (7) days before
the contiguous unit or units are placed except that vertical walls shall be placed
until the wall footings have cured at least fourteen (14) days, and the corner
sections of vertical walls shall not be placed until all the adjacent wall panels
have cured at least fourteen (14) days.
b. The surface of the concrete shall be level whenever a run of concrete is stopped.
To insure a level, straight joint on the exposed surface of walls, a
wood strip at least 19.0 mm (0.75 in.) thick shall be tacked to the forms on these
surfaces. The concrete shall be carried about 13.0 mm (0.50 in.) above the
underside of the strip. About one hour after the concrete is placed, the strip shall
be removed and any irregularities in the edge formed by the strip shall be leveled
with trowel.

4.16 TAMPING AND VIBRATING

a. As concrete is placed in the forms or in excavations, it shall be thoroughly settled

and compacted throughout the entire depth of the layer which is being
consolidated, into a dense, homogeneous mass, filling all corners and angles,
thoroughly embedding the reinforcement, eliminating rock pockets, and bringing
only a slight excess of water to the exposed surface of concrete during
placement.

b. Care shall be used in placing concrete around waterstops. The concrete shall be
carefully worked by rodding and vibrating to make sure that all air and rock
pockets have been eliminated. Where flat- ‐strip type waterstops are used, the
concrete shall be worked under the waterstops by hand, making sure that all air
and rock pockets have been eliminated.

c. Concrete in walls shall be internally vibrated and at the same time rammed,
stirred, or worked with suitable appliances, tamping bars, shovels, or forked tools
until it completely fills the forms or excavations and closes snugly against all
surfaces. Subsequent layers of concrete shall not be placed until the layers
previously placed have been worked thoroughly as specified. Except in special
cases where their use is deemed impracticable by the Engineer, the Contractor
shall use internally vibrated, high speed power vibrators not less than 8000 rpm
of an approved immersion type in sufficient numbers, with standby units as
required, to accomplish the results herein specified within fifteen (15) minutes
after concrete of the prescribed consistency is placed in the forms. The vibrating
head shall be kept from contact with the surfaces of the forms. Care shall be
taken not to vibrate concrete excessively or to work it in any manner that causes
segregation of its face.

4.17 CURING AND WATERPROOFING

a. General

28 | Technical Specifications
 All concrete shall be cured for not less than fourteen (14) days after placing, in
accordance with the methods specified herein for the different parts of the
work, and described in detail in the following Clauses.

Surface to be cured or waterproofed Method

Unstripped wooded forms 1
Construction Joints between
footings and walls and floor slabs 2
and columns
Encasement concrete and thrust
3
blocks
All concrete surfaces not specifically
4
provided for elsewhere in this Clause
Floor slabs in hydraulic structures
and exterior surfaces of exposed 5
roof slabs
Exterior buried surfaces of walls 3

b. Method 1

Wooden forms shall be wetted immediately after concrete has been poured and
shall be kept wet with water until removed. If forms are removed within
fourteen (14) days of placing the concrete, curing shall be continued in
accordance with the applicable method for the particular structure as set out in
Methods 2, 4, 5 and 6 below.

c. Method 2

The surface shall be covered with burlap mats which shall be kept wet with water
for the duration of the curing period, until the concrete in the walls has been
placed. No curing compound shall be applied to surfaces cured under Method 2.

d. Method 3

The surface shall be covered with moist earth, not less than four (4) hours nor
more than twenty-‐four (24) hours after the concrete is placed.

e. Method 4

1. The surface shall be sprayed with a liquid curing compound which will not
affect the bond of paint to the concrete surface. It shall be applied in
accordance with the manufacturer's instructions at a maximum coverage
rate of 4.91 m /L (200 fl /gal) in such manner as to cover the surface with a
uniform film which will seal thoroughly.

29 | Technical Specifications
 2. Where the curing compound method is used, care shall be exercised to avoid
damage to the seal during the curing period. Should the seal be damaged or
broken before the expiration of the curing period, the break shall be repaired
immediately by the application of additional curing compound over the
damaged portion.

3. Wherever curing compound may have been applied by mistake to surfaces

against which concrete subsequently is to be placed and to which it is to
adhere, said compound shall be entirely removed by sandblasting prior to the
placing of new concrete.

4. Where curing compound is specified, it shall be appliedwithin two (2) hours

after completion of the finish or unformed surfaces, and within two (2) hours
after removal of forms on formed surfaces. Repairs required to be made to
formed surfaces shall be made within the said 2 hour period; provided,
however, that any such repairs which cannot be made within the said 2-‐
hour period shall be delayed until after the curing compound has been
applied. When repairs are to be made to an area on which curing compound
has been applied, the area involved shall first be sandblasted to remove the
curing compound.

f. Method 5

Immediately after the concrete has been troweled, it shall be given 3 coat of
curing compound in accordance with Clause (e) herein. Not less than one (1)
hour or more than four (4) hours after the coat of curing compound has been
applied, the surface shall wetted with water delivered through fog nozzle and
concrete curing blankets shall be placed on the slabs. The curing blankets shall
consist of one of the following two types:

1. Sheets of clear polyethylene having a thickness of not less than six (6) mils
laid with edges butted together and with the joints between sheets sealed
with 25 mm (1 in.) wide strips or acetate tape.

The curing blankets shall be left in place during the 14- ‐day curing and shall not
be removed until after concrete for adjacent work has been placed. Should the
curing blankets become torn or otherwise ineffective, the Contractor shall
replace damaged sections. During the first seven (7) days of the curing period, no
traffic of any nature and no depositing, temporary or otherwise, of any materials
shall be permitted on the curing blankets. During the remainder of the curing
period, foot traffic and temporary depositing of materials that impose light
pressure will be permitted only on top of plywood sheets 16 mm (5/8 in.)
minimum thickness laid over the curing blanket.

g. Method 6

1. The surface shall be sprayed with a waterproofing agent consisting of an

asphalt emulsion immediately after the wall forms have been removed.

30 | Technical Specifications
 Application shall be in two coats. The first coat shall be diluted to 1/2
strength by the addition of water and shall be sprayed on so as to provide a
maximum coverage rate of 2.45 m /L (100 ft /gal) of dilute solution. The
second coat shall consist of an application of the specified material
undiluted, and hall be sprayed on to surface so as to provide a maximum
coverage rate of 2.45 m /L (100 ft /gal).

4.18 CARE AND REPAIR OF CONCRETE

The Contractor shall protect all concrete against Injury or damage from excessive
heat, lack of moisture, overstress, or any other cause until final acceptance by
the Owner. Particular care shall be taken to prevent drying of concrete and to
avoid roughening or otherwise damaging the surface. Any concrete found to be
damaged or which may have been originally defective, or which becomes
defective at any time prior to the final acceptance of the complete work, or
which departs from the established line or grade, or which for any other reason
does not conform with the Specifications, shall be satisfactorily repaired or
removed and replaced with acceptable concrete at the Contractor's expense.

4.19 FINISH OF CONCRETE SURFACES

a. All finished or formed surfaces shall conform accurately with the shape, alignment,
grades and sections as indicated on the plans or as prescribed by the Engineer.
Surfaces shall be free from fins, bulges, ridges, offsets, honey- ‐combing, or
roughness of any kind, and snail present a finished, smooth, continuous hard surface.

b. Except as otherwise provided herein, unformed top surfaces of concrete shall be

brought to uniform surfaces and worked with suitable tools to a reasonably smooth
woodfloat finish. Excessive floating of surfaces while the concrete is plastic will not be
permitted. All surfaces shall be placed monolithically with the base slab.Dusting of
dry cement and sand on the concrete surface to absorb excess moisture will not be
permitted. Floor slabs and exposed tops of walls and curbs shall be given a steel
trowel finish. At the Contractors option, the above-‐mentioned floor slabs may be
finished with power float after screeding. Subsequent to the aforementioned finish,
all sloping surfaces of floor slabs shall be lightly broomed to provide a skid-‐resistant
surface.

4.20 TREATMENT OF SURFACE DEFECTS

a. As soon as forms are removed, all exposed surfaces shallbe carefully examined
and any irregularities shall be immediately rubbed or ground in a satisfactory
manner in order to secure a smooth, uniform, and continuous surface. Plastering
or coating of surfaces to be smoothed will not be permitted. No repairs shall be
made until after inspection by the Engineer, and then only in strict accordance
with his directions. Concrete containing voids, holes, honeycombing, or similar
depression defects shall be completely removed and

31 | Technical Specifications
 replaced; provided that where required or approved by the Engineer, defects
shall be repaired with gunite or with cement mortar placed by an approved
compressed air mortar gun. In no case will extensive patching of honeycombed
concrete be permitted. All repairs and replacements herein specified shall be
promptly executed by the Contractor at his own expense.

b. Defective surfaces to be repaired as specified in Clause (a) herein, shall be cut

back from true line a minimum depth of 13.0 mm (1/2 in.) over the entire area.
Feathered edges shall be avoided. Where chipping or cutting, tools are not
required in order to deepen the area properly; the surface shall be prepared for
bonding by the removal of all laitance or soft material, and not less than 0.79 mm
(1/32 in.) depth of the surface film from all hard portions, by means of an efficient
sandblast. After cutting and sandblasting, the surface shall be wetted sufficiently
in advance of shooting with gunite or with cement mortar so that while the repair
material is being applied, the surfaces under repair will remain moist, but not so
wet as to overcome the suction upon which a good bond depends. The material
used for repair purposes shall consist of a mixture of one
(1) bag of cement to 0.08 m3 (3 ft3) of sand. For exposed walls, the cement shall
contain such a proportion of white Portland cement as is required to make the
color or the patch match the color of the surrounding concrete.

c. Holes left by the tie-‐rod cones shall be reamed with suitable toothed reamers so
as to leave the surfaces of the holes clean and rough. These holes then shall be
repaired in an approved manner with dry- ‐packed mortar. Holes left by form- ‐
typing devices having a rectangular cross-‐section and other imperfections
having a depth greater than their least surface dimension shall not be reamed
but shall be repaired in an approved manner with dry-‐packed mortar.

d. All repairs shall be built up and shaped in such a manner thatthe completed work
will conform with the requirements of Clause 4.19 using approved methods
which will not disturb the bond, cause sagging or horizontal fractures. Surfaces of
said repairs shall receive the same kind and amount of curing treatment as
required for the concrete in the repaired section.

4.21 ARCHITECTURAL FINISH

All prominently exposed exterior, vertical, above ground concrete surfaces shall be
given an architectural finish.

4.22 READY-‐MIXED CONCRETE

a. At the contractor's option, ready-‐mixed concrete may be used, meeting the

requirements as to materials, batching, mixing, transporting, and placing as
specified herein and in the requirements of the "Specifications for Ready- ‐Mixed
Concrete" (ASTM C-‐94), including the supplementary requirements specified in
Clauses (b) through (g) herein.

32 | Technical Specifications
 b. Ready-‐mixed concrete shall be delivered to the site of the work, and discharge
shall be completed within one hour after the addition of the cement to the
aggregates or before the drum has been revolved 250 revolutions, whichever is
first. In hot weather, or under conditions contributing to quick stiffening of the
concrete, or when the temperature of the concrete is 29.44°C (85°F) or above,
the time between the introduction of the cement to the aggregated and
discharge shall not exceed forty-‐five (45) minutes.

c. Truck mixers shall be equipped with electrically- ‐actuated counters by which the
number of revolutions of the drum or blades may be readily verified. The counter
shall be of the resettable, recording type and shall be mounted in the driver's
cab. The counters shall be actuated at the time of starting mixers at mixing
speeds.

d. Each batch of concrete shall be mixed in a truck mixer for not less than seventy
(70) revolutions of the drum or blades at tile rate of rotation designated by the
manufacturer of the equipment. Additional mixing, if any, shall be at the speed
designated by the manufacturer of the equipment as agitating speed. All
materials including mixing water shall be in the mixer drum before actuating the
revolution counter for determining the number of revolutions of mixing.

e. Truck mixers and their operation must be such that the concrete throughout the
mixed batch as discharged is within acceptable limits of uniformity with respect
to consistency, mix and grading. If slump test taken at approximately the ¼ and ¾
points of the load during discharge give slumps differing by more than 25mm (1
in) when the specified slump is 76mm (3 in) or less, or if they differ by more than
50mm (2 in) when the specified slump is more than 76mm (3 in) the mixer shall
not be used on the work unless the causing condition is corrected and
satisfactory performance is verified by additional slump test. All mechanical
details of the mixer, such as water measuring and discharge apparatus, condition
of the blades, speed rotation, general mechanical condition of the unit, and
clearance of the drum, shall be checked before a further attempt ot use the unit
will be permitted.

f. Each batch of ready-‐mixed concrete delivered at the job site shall be

accompanied by a ticket furnished to the Engineer and showing volume of
concrete, the weight of cement in kilograms (pounds), and total weight of all
ingredients in kilograms (pounds). The ticket shall also show the time of day at
which the materials were batched.

g. The use of non-‐agitating equipment for transporting ready- ‐mixed concrete will
not be permitted. Combination truck and trailer equipment for transporting
ready-‐mixed concrete will not be permitted. The quality and quantity of
materials used in ready-‐mixed concrete and in batch aggregates shall be subject
to continuous inspection at the batching plant by the Engineer.

4.23 SLIPFORM PROCESS IN CONCRETE WORK

33 | Technical Specifications
a. General

The use of slip form in concrete work is optional for this project. However,
should the Contractor decide to adopt slipform in concreting, the
procedures/guidelines outlined below shall be followed.

b. Form Material

Either steel, plywood, or timber sheeting shall be used.

c. Depth of Forms

The effective depth of any slip form shall be a minimum of 1.00 m (39 in.) and a
maximum of 2.00 m (78 in.).

d. Yokes

Additional supports shall be provided in order to prevent buckling of the jack

rods.

e. Bracing and Working Platform

The Contractor shall provide adequate bracing which shall be a part of the
working platform. Plywood not less than 19 mm (O.75 in.) thick may be used as
the working platform. The top of the working platform shall be in the same level
as the tops of the inside forms, to permitdirect shoveling of concrete from the
deck into the forms.

f. Jacking System

The Contractor shall use hydraulic lifting gear with hydraulic jacks bearing against
rods buried in the concrete. Alternately, the forms may be lifted by winches and
cable, rack and pinion, or hung from steel rods. Hydraulically operated jacks with
capacities ranging from 3000, 4500 and 600D kilograms shall be used. Jacks shall
be cylindrical in shape with a hole in the center through which the jack rod
passes, with two sets of jaws which alternately lift and grip.

g. Jack Rods

The Contractor shall use 25mm (1 in) diameter mild steel bars with threaded
ends for easy coupling for extension. Jack rods shall remain in place as part of the
reinforcement. Unsupported length of jack shall not be more than 0.60m on
maximum load. Where rods pass through large formed openings, they must be
braced adequately.

h. Control of the Jacking Process

34 | Technical Specifications
 A suitable process distribution system from a control hydraulic pump shall be
used. The Contractor shall operate all jacks at the same speed to give uniform
lift, care being taken that the jacks carry the same loads. All jacks shall be
provided with the same hydraulic pressure to avoid cases where some will lift
more slowly than the others.

To control the level of the forms during the jacking process, plastic pipes with
colored water may be used, care being taken to purge outor remove entrapped
air in the plastic pipe.

i. Control and Tolerances

As jacking proceeds, provisions shall be made to limit any deviations from the
vertical. A plumb bob shall be used during the entire operation.

j. Reinforcement

1. Vertical reinforcement placed shall be held in position by templates-‐

mounted on the forms and moving with them. Steel shall be lapped and tied
to the rod below and shall be held at the top by the templates at heights of
from 1.20 to 3.00 m (3.94 to 9.84 ft) from the deck. Where difficulties are
encountered in the use of templates, the Contractor shall weld a piece of
steel to the yokes just above the top of the forms to guide the reinforcement
into the correct position.

2. Horizontal reinforcement shall be placed as work progresses. The Contractor

shall thread the bars through the yokes and tie or weld these to the vertical
steel to control buckling. Steel should be of short lengths, say, 3.00 m (9.37
ft) to permit easy handling. The reinforcing steel should be placed on the
working platform in the correct order for placement.

k. Forming Openings and Recesses

The Contractor shall employ special techniques to form openings for doors, for
connections of beams and floors, and for provisions of nibs and haunches.
Toothed or dovetailed connections shall be used.

l. Handling Concrete

The Contractor shall use the common method for slipforming structural cores by
depositing the concrete on the working platform and shoveling it into its final
position. Crane and bucket or hoist and barrows may be used.

m. Normal Concreting Operations

After the slip process has started, the workmen shall place the concrete
continuously around the structure in 150 mm to 220 mm (6 in. to 8.8 in.) layers
by shovelling same into forms. On ceasing concreting, the forms shall be kept

35 | Technical Specifications
 moving to prevent formation of excessive adhesion. The "hack off ' process shall
involve jacking at a decreasing rate, about 2- ‐3 hours after placing or until the
freeboard is about 450 mm to 500 mm (18 in. to20 in). When concreting, the
workmen shall jack forms up about 25mm to 50mm (1 in. to 2 in.) before pouring
concrete.

n. Care and Maintenance of Formwork

After concreting has ceased, the exposed forms must be cleaned and oiled. Care
should be taken to prevent coating of reinforcing steel and spillage onto the set
concrete.

o. Finishing and Curing

1. Finishing

Where small holes and depressions occur, a spongefloat to fill small holes shall
be used to improve the overallappearance of the finished surface.

2. Curing

Potable water shall be used for curing. Wherever possible, water shall be sprayed
directly onto the surface. The Contractor shall provide suitable and adequate
water supply at the working platform. Workers shall apply water to the concrete
surface intermittently. Where the finished structure is to be exposed to the
elements, the wetting action of rain to complete the cement hydration may be
used as a curing method.

Covering of the interior and exterior surfaces of the formed structure with plastic
sheets to keep the moisture always in contact with the concrete surface will be
an acceptable method of curing.

4.24 PLACING REINFORCEMENT

a. All reinforcement shall be placed in accordance with the plans furnished by the
Engineer. In case of any doubt or ambiguity in placing of steel, the Contractor
shall consult with the Engineer whose decision shall be final in such cases.

b. All loose rust or scale, all adhering materials, and all oil or other materials which
tend to destroy bond between the concrete and the reinforcement shall be
removed before placing the steel and before concreting begins.

c. Metal reinforcement shall be accurately placed and adequately secured by using

annealed iron wire ties or suitable dips at intersections and shall be supported by
concrete or metal supports, spacers, or metal hangers. The minimum clear
distance between parallel bars shall be one and one- ‐half (1·∙1/2) times the
diameter for round bars, and twice the side dimension for square bars. In no
case shall the clear distance between bars be less than 25 mm (1 in.)

36 | Technical Specifications
 nor less than one and one- ‐third (1-‐1/3) times the maximum size of the coarse
aggregate. Where bars are used in two or more layers, the bars in the upper
layers shall be placed directly above those in the lower layers at a clear distance
of not less than 25 mm (1 in.).

d. Bends for stirrups and ties shall be made around a pin having a diameter not Jess
than six(6) times the minimum thickness of the bar, except that for bars larger
than 25 mm (1-‐in.), the pin shall not be less than eight {8) times the minimum
thickness of the bar. All bars shall be bent cold.

e. Reinforcement steel shall not be straightened or rebent in a manner that will

injure the material. Bars with kinks or bends not &shown on the drawings shall
not be used. Heating of the reinforcement will be permitted only when
approved by the Engineer.

4.25 OFFSETS AND SPLICES IN REINFORCEMENT

a. In slabs, beams, and girders, splices or reinforcement at points of maximum

stress shall be generally avoided, and may be allowed only upon written approval
of splice details by the Engineer. Splices shall provide sufficient lap to transfer
stress between bars by bonding shear or by butt welding to develop in tension at
least one hundred twenty-‐five per cent (125%) of the specified yield strength of
the reinforcing bar. Splices in adjacent bars shall be generally staggered.

b. Where changes in the cross-‐section of a column occur, the longitudinal bars shall
be offset in a region where lateral support is afforded. Where offset, the slope of
the inclined portion of the bar with the axis of the column shall not be more than
one in six; in the case of tied columns, the ties shallbe spaced not over 76 mm (3
in.) on center for a distance of 300 mm (12 in.) below the actual point of offset
unless otherwise shown on the plans.

4.26 TEST ON CONCRETE

a. The Owner or the Engineer may require a reasonable number of tests on the
concrete to be made during the progress of the work. Not less than four (4)
cylindrical specimens shall be made for each test of which at least two (2) shall be
reserved for 28-‐day test. Not less than one test shall be made for every fifty
(50) cubic metres of concrete and in no case less than one test for each day's
concreting. Samples shall be secured and molded in accordance with "Standard
Method of Sampling Fresh Concrete" (ASTM C- ‐172 -‐ Latest Revision) and
"standard Method of Making and Curing Test Specimens in the Field" (ASTM C-‐
31 -‐ Latest Revision). Strength test shall be made in accordance with the
"Standard Method of Test for Compressive Strength of Cylindrical Concrete
Specimens" (ASTM C-‐39 -‐ Latest Revision).

37 | Technical Specifications
 b. The Contractor shall provide the samples to be taken at the place of deposit and
as specified by the Engineer and shall also box samples for shipment, packing
them to prevent damage from sharp blows. The Owner or his duly authorized
representative shall transport the test cylinders to a laboratory for testing. The
owner shall pay costs of said transportation and testing of the samples.

c. To conform with the requirements of these Specifications, the average strength

of test samples representing each class of concrete as well as the - ‐ average of
any five (5) consecutive strength tests representing each class of concrete, shall
be equal to or greater than the specified strength and not more than one
strength test in ten shall have an average value less than ninety percent (90%)
the specified strength.

d. Should the test fail to give the required strength, the Owner shall have the right
to order a change in the proportions or in the procedures of curing of the
concrete for the rest of the structure.

4.27 LIQUIDATED DAMAGES (FOR FAILURE TO MEET CONCRETE STRENGTH

REQUIREMENTS)

For failure to meet the specified strengths of concrete which has been designed,
prepared, and deposited by the Contractor, the Contractor shall pay the Owner as
liquidated damages, not: as Penalty or forfeiture, the following schedule applied on
the amount of concrete represented by the samples.

a. For concrete less than one hundred percent (100%) but greater than or equal to
ninety percent (90%) of specified strength, payment of ten percent (10%) of the
unit bid cost per cubic metre of concrete.

b. For concrete, less than ninety percent (90%) but greater than or equal to eighty
percent (80%) of specified strengths, payment of fifteen percent (15%) of the
unit bid cost per cubic metre of concrete.

c. For concrete, less than eighty percent (80%) of the specified strength, removal of
the concrete so deposited and the replacement of same at the expense of the
Contractor.

1. In any case of failure to meet specified strength, the Contractor may, at his
expense, obtain concrete core samples from the poured concrete and the
compressive strength of same, as determined by a competent testing
authority, shall be taken as conclusive evidence of its strength and integrity,
provided the coring will not impair the safety of the structure and can be
satisfactorily replaced.

2. To determine adequacy of affected parts, the Owner shall have the option to
order load tests on parts of the structure where concrete strength tests are
below eighty percent (80%) of specified. These tests shall be in

38 | Technical Specifications
 accordance with ACl-‐318, latest revision; recommendations and their costs
shall be borne by the Contractor.

3. In case of failure of samples to meet specified strengths to the extent

mentioned in (a). (b) or (c) above, the Contractor shall be required to prolong
the curing of the poured concrete as directed by the Engineer, in addition to
payment of the liquidated damages mentioned above.

39 | Technical Specifications
 5 -‐ STEEL AND MISCELLANEOUS METAL WORKS

5.1 GENERAL

a. The Contractor shall furnish, fabricate, and install all steel and miscellaneous
metalwork as specified herein and as shown in the drawings. Miscellaneous
metalwork is defined as all items required to be fabricated from structural steel
shapes, plates, bars, and their products. He shall provide the necessary labor,
supervision, tools, materials, supplies, and appurtenances for the proper
construction and operation of the elevated steel reservoir. The Contractor shall
accomplish the work in a complete and finished manner and insure the highest
quality of workmanship in accordance with the drawings and specifications and to
the satisfaction of the Engineer.

b. Structural steel straps, plates, bars and their products shall conform with the
"Standard Specifications for Structural Steel" (ASTM Designation A36).

c. Unless otherwise shown, all miscellaneous metalwork of fabricated steel shall be

galvanized after fabrication in accordance with Clause 5.3. Unless otherwise
indicated, stainless steel metalwork shall be of Type 18- ‐8 stainless steel. Items
fabricated on stainless steel shall not be galvanized.

d. All materials to be used shall be new, previously unused, and in first class condition.
Steel materials of unidentified analysis may be used, provided they are tested and
properly certified by a qualified testing laboratory.

e. Painting of all steel metalwork, unless otherwise specified, shall be in accordance

with Clause 10 -‐ "Painting and Coating."

f. Testing and disinfecting shall be undertaken as specified inClause __ -‐ Pressure and

Leakage Testing and Disinfecting.

g. Shop drawings for all steel and miscellaneous metalwork shall be submitted to the
Engineer for review in accordance with Clause ___ -‐ Shop Drawings.

h. The work and equipment to be provided by the Contractor under this Contract shall
conform with the U.S. Standards as mentioned in. the following clauses or with any
International Standards of equal value.

i. Welding terms used in this specification shall be interpreted according to the

definition given in AWS A3.0.

5.2 MATERIALS

a. Structural Shapes

40 | Technical Specifications
 All structural shapes for use shall be produced by the open- ‐hearth, basic oxygen, or
electric-‐furnace process. Open or non-‐tubular structural shapes shall conform with
ASTM A36. When structural shapes are fabricated from steel plates, the plates shall
conform with Item (b).
b. Plates

Plate material shall be open-‐hearth, electric-‐furnace, or basic-‐oxygen process steel

conforming with the latest revision of any of the following applicable ASTM
specifications: 1\36; A131. Grades A and B; A283, Grades A, B, C and D; or A573,
Grade 58.

c. Anchor Bolts, Rods, and Reinforcing Steel

1. The Contractor shall furnish and set all bolts, anchor bolts, rods and reinforcing
steel. Except where otherwise shown or specified, all bolts, anchor bolts,
washers, and nuts shall be steel, galvanized after fabrication in accordance with
Clause 5.3.

2. Except as otherwise provided herein, steel for bolts, anchor bolts, and cap
screws shall be in accordance with "Specifications for Low Carbon Steel
Externally and Internally Threaded Standard Fasteners," Grade B (ASTM
Designation A307), or "Specifications for Carbon Steel Bars Subject to Mechanical
Property Requirements" (ASTM Designation A306) or threaded parts of ASTM
A36 and shall meet the following additional requirements: (1) the nut material
shall be free-‐cutting steel, and(2) the nuts shall be capable of developing the full
strength of the bolts. Threads shall be Coarse Thread Series conforming with the
requirements of the American Standard for Screw Threads. All bolts and cap
screws shall have hexagon head and nuts shall be Heavy Hexagon Series.

3. Threads of galvanized bolts and nuts shall be formed with suitable taps and dies
such that they retain the normal clearance after hot-‐dip galvanizing.

4. Unless otherwise shown, all bolts, anchor bolls, and nuts which are buried,
submerged, or inside a covered hydraulic structure shall be Hot- ‐Dip galvanized
per TS-‐20 and then coated with two coats of coal tar epoxy after installation.

d. Ladders

All ladders shall be fabricated of carbon steel and galvanized after fabrication.

e. Steel Pipe Handrails

Steel pipe handrails shall be standard 38 mm (1- ‐1/2) in.) black steel pipe made up by
welding. Railing shall be shop- ‐fabricated into easily handled units and hot- ‐dip
galvanized after fabrication. Field welding of pipe handrail joints will be permitted
only if approved by the Engineer, and then only in accordance with his instructions.

41 | Technical Specifications
 Submerged steel pipe shall be coated with two coats of coal tar epoxy after
installation.

f. Pipe Columns

Pipe column steel shall conform with the "Specifications for Welded and Seamless
Steel Pipe," (ASTM A53}, Grade B. Pipe columns that would be submerged shall be
coated with two coats of coal tar epoxy. ·∙

g. Metal Decking

Metal decking shall be of the size and gage shown in the drawings and shall meet the
requirements of the Specification for the "Design of Light Gage, Cold-‐formed Steel
Structural Members" of the American Iron and Steel Institute. The steel shall be
galvanized after fabrication.

h. Safety Stair Treads

Aluminum safely stair treads 100 mm (4 in.} wide shall be provided on all stairs, and
elsewhere where shown.

i. Metal Grating and Floor Hatches

1. General

Metal grating and floor hatches shall be of the design, sizes, and types shown.
Aluminum in contact with other metals or concrete shall be painted with one (1)
coat of zinc chromate and two (2) coats of approved aluminum metal-‐and-‐
masonry paint.

2. Metal Grating

Metal grating shall be fabricated of aluminum, stainless steel, or galvanized steel as

shown. No single piece of grating shall weigh more than 25 kg (55 lb) unless
specifically detailed otherwise. Aluminum shall be 6061T6 Alloy Bearing Bars and
6063TS Alloy Cross Bars. Stainless steel shall be Type 18- ‐8. All grating shall be
completely banded.

3. Floor Hatches

Floor hatches shall be fabricated of steel or aluminum as shown. Hatches shall be

double-‐swing, and shall be furnished with two (2) stay bars designed to hold the
covers in an open position and provide a railing around the opening, stay bar
brackets designed to provide storage for the bars whenthe latch is closed, four (4)
flush handles, joint gutter, and moat-‐type edge drain complete with drain
connection. Steel hatches shall be galvanized after fabrication. Drain connectionsize
and location shall be as shown.

42 | Technical Specifications
 j. Iron Castings

Iron castings shall conform with the "Specifications for Gray Iron Casting" (ASTM
A48), unless otherwise shown.

k. Seat Angles, Supports, and Guides

Seat angles for grating shall be aluminum or steel as shown and of a size as shown.
Guides for slide gates shall be steel, of a size shown, hot- ‐dip galvanized after
fabrication.

5.3 GALVANIZING

All structural steel places, shapes, bars, and fabricated assemblies required to be
galvanized shall, after the steel has been thoroughly cleaned of rust and scare, be
galvanized in accordance with the "Specification for Zinc (Hot- ‐Galvanized) Coatings
on Products Fabricated from Rolled, Pressed and Forged Steel Shapes,Plates , Bars
and Strip" (ASTM A123). Any galvanized part that becomes warped during the
galvanizing operation shall be straightened. Bolts, anchor bolts. nuts, and similar
threaded fasteners, after being properly cleaned, shall be galvanized in accordance
with the "Specifications for Zinc Coating (Hot Dip) on Iron and Steel Hardware"
(ASTM A153). Field repairs to galvanizing shall be made using "Galvano," ''Galvo-‐
Weld," or approved equal.

5.4 SHOP FABRICATION-‐ STEEL WORKS

a. General

All work required of the Contractor shall the of the highest quality workmanship.
Laying out of shop fabricated material shall be done only by experience workmen.

b. Straightening

Any required straightening of materials shall be done by methods that will not harm
the steel material. Minor cold straightening may be performed by hammering or
preferably by rolling or pressing. Heat may be used in straightening for more severe
deformations.

c. Finish of Plate Edges -‐ Welded Work

The plate edges to be welded may be universal mill edges or they may be prepared
by shearing, machining, chipping, or by mechanically guided oxygen or plasma arc
cutting. Edges of irregular contour may be prepared by manually guided oxygen or
plasma arc cutting.

1. Oxygen or plasma arc cutting. When edges ofplates are oxygen or plasma arc cut,
the surface obtained shall be uniform and smooth and shall be cleared of

43 | Technical Specifications
 slag accumulation before welding. All cutting shall follow closely the lines
prescribed.

2. Shearing. Shearing may be used for material 13 mm (1/2in.) or less in thickness

to be joined by butt joints, and for all thickness of materials permitted to be
joined by lap joints.

d. Rolling

Plates shall be cold-‐rolled to suit the curvature of tank.

e. Double-‐Curved Plates

Plates that are curved in two directions may be pressed either cold or hot or may be
dished with a "mortar and pestle" die by repeated application.

f. Milling of Columns

The ends of columns shall be milled to provide a satisfactory bearing unless the
design calls for sufficient welding to resist the total calculated loads.

g. Shop Assembly

Double-‐curved tank bottoms, shells, and roofs shall be assembled in the shop, if
necessary, to ensure that they will fit properly in the field.

h. Shipping / Transporting

All materials shall be loaded, transported to the site, unloaded and stored in such a
manner as to prevent damage.

5.5 WELDING

a. General

All welding shall be the shielded arc method and shall conform with the AWS “Code
for Arc and Gas Welding in Building Construction." Qualification of welders shall be
in accordance with the specifications for Standard Qualification Procedure of the
AWS.

b. Butt Joints

1. Subject to primary stress due to weight or pressure of the tank contents, Butt
Joints subject to primary stress such as longitudinal joints of cylindrical tanks
shells and all joint s below the point of support in suspended bottoms of elevated
tanks shall have complete joint penetration welds, which may be double welded
from both sides or welded from one side only using a backing strip or equivalent
means to ensure complete joint penetration welds. Butt

44 | Technical Specifications
 joints may be used for all thickness permitted to be welded under this
specification.

2. Subject to secondary stress: In butt joints subject to secondary stress, such as

circumferential joints of cylindrical tank shells, materials 10 mm (3/8 in.) or less
in thickness and single-‐groove welded joints shall have complete joint
penetration welds. Joints in materials of thickness greater than 10 mm (3/8 in.)
with square groove or double-‐groove welds shall be either partial joint
penetration or complete joint penetration welds at the option of the Contractor,
unless complete joint penetration is specified by the Engineer. In partial joint
penetration welds, the unwelded portion plus any under cutting, shall not exceed
one-‐third of the thickness of the thinner plate; the unwelded portion shall be
located near the center of the thinner plate, and partial joint penetration welds
shall have complete joint penetration welds for a distance of at least 75 mm (3
in.) on each side of Intersecting sides of intersecting joints. Partial joint
penetration welds shall have a strength equivalent to at least two- ‐ thirds that of
a double-‐groove butt weld having complete joint penetration. If complete joint
penetration welds are desired, they shall be specified by the Engineer.

3. Butt joints may be used for welding all thickness of material permitted to be
welded under this specification.

c. Lap Joints

1. Subject to primary stress due to weight or pressure of tank contents: Lap joints
subject to primary stress, such as longitudinal joints of cylindrical tank shells and
all joints below the point of supports in suspended bottoms of elevated tanks,
shall have continuous full fillet welds on both edges of the joints. The maximum
thickness permitted for this type shall be 12 mm (1/2 in.).

2. Subject to secondary stress: Lap joints subject to secondary stress, such as

circumferential joints of cylindrical tank shells, shall be welded on both sides
with continuous fillet welds. The maximumthickness permitted for this type shall
be-‐16 mm-‐(5/8.fn.).

3. In any case, welded lap joints, except when shown on the plans, shall be lapped
not less than five times the nominal thickness of the thinner plate joined (5T);
but in double-‐welded lap joints, the lap need not exceed 50 mm(2 in.) and in
single-‐welded lap joints, the lap need not exceed25 mm (1 in.).

d. Plates

The maximum thickness of plates, except structural components and base plates
permitted to be welded under the specification shall be 50 mm (2 in.) or otherwise as
shown in the plans.

e. Roof Plates

45 | Technical Specifications
 For roof plates which me not subject to hydrostatic pressure from tank contents, lap
joints may be welded on the top side only with continuous full fillet welds. Butt
joints shall be in single groove welds, using suitable backing or equivalent means to
ensure at least ninety percent (90%) joint penetration.

f. Minimum Size of Fillet and Seal Welds

1. Fillet Welds: Plates 5 mm (3/16 in.) and less in thickness shall have full fillet welds.
Plates more than 5 mm (3/16 in.) thick shall have welds of a size not less than
one-‐ third the thickness of the thinner plate al the joint, with a minimum of 5
mm (3/16 in.).

2. Seal Welds: Seal welding, when desired, shall be accomplished by a continuous

weld combining the functions of sealing and strength, changing section only as
the required strength may necessitate.

g. Minimum Length of Welds

The minimum length of any weld shall be four times the size but not less than 38 mm
(1-‐ 1/2in.), or else the size of the weld shall be considered not to exceed one- ‐
fourth of its length.

The effective length of a fillet weld shall not include the length of the tapered ends. A
deduction of at least 6.35 mm (1/4 in.) shall be made from the overall length as an
allowance for tapered ends.

h. Intermittent Welding

Intermittent welding shall not be used on tank shell plating in contact with tank
contents or on surfaces exposed to external weathering. Intermittent groove welds
shall not be used.

1. Length: The length of any segment of intermittent weld shall not be less than
four limes the weld size but never less than 38 mm(1-‐1/2 in.).

2. Seams: All seams that are to have intermittent weld shall have continuous length
of welds at each end for a distance of at least 150 mm (6 in.).

i. Safety in Welding and Cutting

Operations involving welding, cutting, brazing, or allied. processes shall conform

with ANSI 249.1 for the protection of welders, welding operation and nearby
personnel.

i. Safe Usage of Cutting and Welding Processes

46 | Technical Specifications
 Procedures shall conform with ANSI 249.2 (NFPA 518) for the prevention of fire and
property damage.

5.6 ERECTION OF STEEL RESERVOIR STRUCTURE

a. General

The Contractor shall furnish all labor, tools, falsework, scaffolding and other equipment
necessary and shall erect the tank so that it is completely ready for use.

b. Welds

All welds in the tank and structural attachments shall be made in a manner ensure
complete fusion with the base metal within the limits specified for each joint, and in
accordance with the qualified procedure.

1. Weather Conditions: Welding shall not be performed when the surfaces of the
parts to be welded are wet from rain or when rain is falling on such surfaces, or
during periods of high winds, unless the welder or welding operator and work are
protected properly.

2. Peening: Peening of weld layers may be used to prevent undue distortion.

Surface layers shall not be peened. Peening shall be performed with light blows
from a power hammer with a blunt-‐nosed tool.

3. Contour: The surface bends shall merge smoothly intoeach other in all welds.

4. Reinforcement: The reinforcement of bull welds shall, as practicable, be

preferably not more than 1.6 mm (1/16 in.). In no case, shall the face of the weld
lie below the surface of the plates being joined.

5. Gouging: Gouging at the root of the welds and gouging of welds to remove defects
may be performed with a round-‐nosed tool or by arc or oxygen gouging.

6. Cleaning between beads. Each bead of multiple-‐pass weld shall be cleared of

slag and other loose deposits before the next beadis applied.

c. Preparation of Surface to be Welded

Surfaces to be welded shall be free from loose scale, slag, heavy rust, grease, paint, and
any other foreign material, except tightly adherent mill scale. A light film of
deoxaluminate or equivalent spatter film compound may be disregarded. Such surfaces
shall be smooth, uniform, and free from fins, seams, and other defects that adversely
affect proper welding. A fine film of rust adhering on cut or sheared edge after wire
brushing need not be removed.

d. Tack Welds

47 | Technical Specifications
Tack weld used in the assembly of joints subject to primary stress from the weight or
pressure of the tank contents shall be thoroughly cleared of all welding slag, but need not
be removed, provided they are visually inspected for soundness (no cracks, complete
fusion. filled craters, and acceptable profiles) and metal.

e. Tank Assembly

All shell, bottom and roof plates subjected to stress by the weight or pressure of the
contained liquid shall be assembled and welded in such a manner that the proper
curvature of the plates in both directions is maintained.

1. Clips, jigs, and lugs: Clips, jigs, or lugs welded to the steel plates for erection purposes
shall be removed without damaging the plates, and any portion of the weld beads
remaining shall be chipped or ground smooth.

2. Bottom plates for elevated tanks: The bottom plates for elevated tanks shall be
assembled and welded together by a procedure that will result in a minimum of
distortion from weld shrinkage.

3. Tank Shell: For welding in the vertical position, the progression of welding shall be
either upward or downward.

4. The shell plates shall be joined by welding the joints in sequence that the Contractor
has found to result in the last distortion due to shrinkage of the weld and that will
avoid kinks at the longitudinal joints.

f. Matching Plates

1. Lap Joints: The plates forming a lap joint shall be held in as close contact as possible
during welding and in no case shall the separation be more than 1.6 mm (1/16 in.).
Where separation occurs, the size of the weld shall be increased by the amount of
separation.

2. Butt joints under primary stress: In butt joints subject to primary stress from weight
or pressure of tank contents, the adjoining plates shall be aligned accurately and
retained in position during welding, so that in the finished joint, the centerlines of
adjoining plates edges shall not have an offset from each other at any point in excess
of ten percent (10%) of the plate thickness (using the thickness of the thinner plate if
of different thickness) or 1.6 mm (1/16 in.) whichever is smaller.

3. Butt joints under secondary stress: In butt joints subject to secondary stress, the
adjoining plates shall be aligned accurately and retained in the position during
welding so that in the finished joint, the thinner plate of one is thinner than the
other) shall not project beyond its adjoining plate by more than twenty percent
(20%) of the plate thickness (using thickness of thinner plate if of different thickness)
or 3 mm (1/8 in.) whichever is smaller.

48 | Technical Specifications
4. Cleaning of Welds: The Contractor's crew shall remove weld scale or slag, spatter,
burrs, and other sharp or rough projections in a manner that will leave the surface
suitable for the subsequent cleaning and painting operation. Weld seams neednot be
chipped or ground, provided they may be satisfactorily cleaned and painted.

g. Grouting of Column and Riser Bases

After the tank has been completely erected and ''trued up," a minimum of 25 mm (1
in.) space between the column and riser bases and the foundation shall be provided
for grouting. The space shall be wetted thoroughly and fitted with a 1:15 cement-‐
sand grout, which is forced under the base plates until the space is filled completely.
The Contractor shall furnish materials and labor forgrouting.

49 | Technical Specifications
 6 – PIPING

6.1 GENERAL

a. The Contractor shall furnish and install all pipes, fittings, closure pieces, supports,
bolts, nuts, gaskets, jointing materials, and appurtenances as shown and specified,
and as required for a complete and workable piping system. Shop drawings of all
piping systems shall be furnished in accordance withClause ___ "Shop Drawings".

b. All bolts, nuts, and studs in the assembly of piping shall conform with the
requirements of Clause 5 -‐ Steel and Miscellaneous Metalwork.

c. All exposed piping shall be adequately supported with devices of appropriate design.
Where details are shown, the supports shall conform thereto and shall be placed as
indicated; provided that support for all piping shall be complete and adequate
regardless of whether or not supporting devicesare specifically shown.

d. All pipes shall be laid in a uniform profile as shown on the Drawings.

6.2 STEEL PIPE

Unless otherwise shown, galvanized steel pipe in sizes less than 100 mm (4 in.) in diameter
and smaller shall conform with the requirements of the "Specifications for Black and Hot-‐
Dipped Zinc-‐Coated (Galvanized) Welded and Seamless Steel Pipe for Ordinary Uses" (ASTM
A-‐120) and shall be Schedule 40. Galvanized steel pipe shall not be cement mortar- ‐lined
unless otherwise shown. Fittings for galvanized steel pipe shall be of galvanized malleable
iron. Galvanized and black steel pipe shall not be used for buried service, except where
shown on the Drawings.

Galvanized steel pipe for service connections shall be allowed only as specifically shown on
the Drawings. The pipe shall be wrapped with a 500 micron thick PVC tape to a total
thickness of 1000 microns, with half width overlapping. PVC tape shall be of a type approved
by the Engineer and shall be applied in accordance with the manufacturer’s
recommendation.

6.3 uPVC (POLYVINYL CHLORIDE) PIPE

This standard specifies the requirements for unplasticized polyvinyl chloride (uPVC) pipes
with nominal outside diameter of75 mm to 150 mm intended for the conveyance of potable
water under pressure and of temperatures up to 45°C for use below ground.

The pipe shall conform with the requirements of the Philippine National Standard
Specification for Unplasticized Polyvinyl Chloride (uPVC) Pipes for Potable Water Supply (PNS
65:1993) except as otherwise specified herein.

a. Definitions

For the purpose of this standard, the following definitions shall apply:

50 | Technical Specifications
 1. nominal pressure (PN) -‐ The normal maximum internal pressure that the pipe
can sustain in continuous use. This is expressed in megapascals (MPa) at 28°C.

2. design maximum induced stress -‐ The estimated maximum tensile stress on the
wall of the pipe along the transverse axis due to internal pressure to which the
pipe can be subjected continuously without failure. This is used in calculating the
wall thickness of the pipe. For the purpose of this standard, the maximum
induced stress is 8.5 MPa at 28°C.

3. pipe series (s) -‐ It is used in classifying the pipe, which is the ratio of the design
maximum induced stress to the nominal pressure of the pipe. The pipe series
number may be rounded off to the nearest whole number.

4. nominal dimensions -‐ Nominal dimensions and values indicated herein are

minimum limits as defined in this standard.

5. unplasticized polyvinyl chloride (uPVC) pipe -‐ A pipe produced basically from an

extrusion grade PVC material of high molecular weight which does not contain
any plasticizer.

6. rework material -‐ PVC plastics from a processor's own production that has been
reground, pelletized or solvated after having been previously processed.

b. Classification

Pipes shall be classified in accordance with the pipe series and/or the nominal
pressure as follows:

1. Series 10 (PN 0.86 MPa)

2. Series 8 (PN 1.03 MPa)
3. Series 7 (PN 1.25 MPa)
4. Series 5 (PN 1.60 MPa)

In designing the maximum nominal pressure of the uPVC pipe under ambient
temperatures other than 28°C, Table 1 -‐ Maximum Induced Stress for Other
Temperatures may be utilized in arriving at the maximum induced stress to be used.
The said table may also be used in derating the nominal pressures of the pipe
specified in this standard.

Table 1

Maximum Induced Stress for Other Temperatures

Water Temp., t, oC Coefficient to be applied to
the Max. Induced Stress
0 < t < 25 1
25 < t < 35 0.80
35 < t < 45 0.63

51 | Technical Specifications
c. Requirements

1. Materials

i The material from which the pipes are made shall consist substantially of
polyvinyl chloride that conforms with PNS 291, to which may be added only
those additives necessary to facilitate the manufacture of quality pipes of
good surface finish and sound physical, mechanical and chemical properties.

ii. None of the additives shall be used separately or together in quantities

sufficient to constitute a toxic, organoleptic or microbial growth hazard or to
impair the fabrication or welding properties of the product, or to impair the
chemical, mechanical and physical properties (particularly long- ‐term
hydrostatic and impact strength) as defined in this standard.

iii. The use of the manufacturer's own clean rework material produced during
the manufacture and production testing of products conforming with this
standard is permissible. No other rework material shall be used.

2. Dimensions

i. Standard Configurations -‐ Shown in Figure 1 are the standard configurations

of uPVC pipes with elastomeric sealing ring socket ends (sizes 63 mm to 500
mm)

ii. Dimension and Tolerances -‐ The outside diameters, socket depths, socket
diameters, minimum wall thicknesses, effective lengths of the different pipe
series/nominal pressures and the tolerances are indicated inTable 2.

iii. Length -‐ Unless otherwise specified by the purchaser, the length of the pipe
shall be taken to mean the effective length, Le, as shown in Figure 1. The
minimum effective lengths are indicated inTable 2. A tolerance of +20 mm is
allowable.

3. Physical Characteristics

i. Appearance -‐ The pipe shall be homogeneous throughout and free from

cracks, holes, encrustations and other foreign inclusions. Excessive die lines
and/or stress marks (particularly in the socket and bell groove) as well as
discernible material marbling are not allowed. The ends of the pipe shall be
cleanly cut and square to the axis of the pipe.

ii. Color -‐ The color of the pipe shall be blue nearest to RAL 5012 and shall be
uniform throughout the entire surface of the pipe.

iii. Effect of Materials on Water Quality -‐ When used under the conditions for
which they are designed, non- ‐metallic materials in contact with, or likely to
come into contact with potable water shall not constitute a toxic hazard,

52 | Technical Specifications
shall not support microbial growth and shall not give rise to unpleasant taste
or odor, cloudiness or discoloration of the water.

Concentration of substances, chemicals and biological agents leached from

materials in contact with potable water, and measurements of the relevant
organoleptic/physical parameters shall not exceed the maximum values
recommended by the World Health Organization in its publication
"Guidelines for Drinking Water Quality" Vol. 1 "Recommendations" (WHO,
Geneva, 1984).

If lead or mono/di-‐alkyl tin compounds are permitted to be used as

stabilizers, the quantities of lead or tin measured as metals shall be
determined in accordance with the method described in PNS 966/ISO3114.
The permitted levels shall not exceed the limits specified inTable 3.

53 | Technical Specifications
 Figure 1 - Standard Configuration of Unplasticized Polyvinyl Chloride (uPVC)
Pipes with Elastomeric Sealing Ring Socket Ends (63 mm to 500mm)

54 | Technical Specifications
55 | Technical Specifications
 Table 3 -‐ Maximum Levels of Toxic Substances

Extraction Total
Toxic Substances 1 st
3 rd Concentrations of 3
Extracts
Lead, mg/L 1.00 0.05
Di-‐alkyl Tin, C4
and other higher
monologues 0.02
measured as tin,
mg/L
Cadmium, mg/L 0.01
Mercury, mg/L 0.001

iv. Physical Properties -‐ The pipe shall conform with the physical properties
specified in Table 4.

Table 4 -‐ Physical Properties

Property Value Test Method

Vicat Softening Temp. oC, 76 PNS 952/1SO 2507
min.
Longitudinal Reversion, %, 5 PNS 952/ISO 2505
max.
Water Absorption, g/m2, 40 PNS 953/ISO 2508
max.

v. Resistance to Acetone -‐ The pipe shall not show signs of delamination or

disintegration when immersed in acetone. Flattening and/or swelling of
the pipe shall not be deemed to constitute failure when tested in
accordance with PNS 978/ISO 3472.

vi. Resistance to Sulfuric Acid -‐ The mass of the specimen shall not increase
by more than 0.316 g nor decrease by more than 0.013 g when tested in
accordance with PNS 979/ISO 3473. The effect of the acid on the surface
appearance of the specimen (roughening, bleaching or blackening) shall
be ignored.

4. Mechanical Properties

The pipe shall conform with the applied pressure for the hydrostatic pressure
tests indicated in Table 5 of PNS 65:1993 when tested in accordance with PNS
509/ISO 1167.

56 | Technical Specifications
 Table 5 -‐ Applied Pressure for Pressure Test at 280 Unit: MPa

Series 10 8 7 5
Burst Pressure 3.80 4.56 5.49 7.10
Short Term 3.60 4.30 5.20 6.70
Pressure
Long Term 2.50 3.00 3.60 4.65
Pressure
For specific calculation, the following formula for deriving the applied pressure
may be used:
P= 2 x S x t min
Dm -‐ tmin
where:

p is the applied pressure, MPa

S is the design stress at 28°C, MPa
tmin is the minimum wall thickness, mm
Dm is the maximum mean outside diameter, mm

Hydrostatic Pressure Test Requirement

i. Burst Pressure -‐ The pipe shall withstand the applied pressure for at least 60
seconds without failure. The value for the induced stress used in calculating
pressure requirement is 37.5 MPa at 28°C.

ii. Short Term Pressure -‐ The pipe shall withstand the applied pressure for at
least one hour without failure. The value for the induced stress used in
calculating pressure requirement is 35.7 MPa at 28°C.

iii. Long Term Pressure -‐ The pipe shall withstand the applied pressure for at
least 1000 hours without failure. The value for the induced stress used in
calculating pressure requirement is 24.6 MPa at 28°C.

iv. Resistance to External Blows -‐ The true impact rate of the batch at 28°C
shall not exceed 10% when tested in accordance with PNS 967/ISO 3127.

NOTE -‐ The true impact rate is the total number of broken test pieces
divided by the total number of blows, expressed as percentage as if the
whole batch had been tested. In practice, test pieces are drawn at random
from the batch and only estimate of the true impact rates are obtained.

v. Flattening -‐ The pipe shall not show evidence of splitting, cracking and breaking
when flattened to a minimum of 40% of its outside diameter when tested in
accordance with PNS 800/ASTM D2241.
vi.
5. Joints

57 | Technical Specifications
 Elastomeric sealing ring type joints shall be usedfor sizes 63 mm up to 500 mm.
The elastomeric sealing ring shall conform with PNS 1008/ISO 4633.

e. Sampling and Testing

1. At least one piece or set (depending on the quantities specified by the test
method) of sample/s per production batch (one production run or one
production shift, whichever is shorter) shall be taken at random for testing in
accordance with the methods and procedures specified in this standard.

2. The pipes shall be tested in accordance with the methods prescribed in this
standard.

3. The frequency of sampling and testing of pipes is shown in Table 6.

f. Marking

The pipe shall be clearly marked with the following information spaced at intervals of
not more than one metre:

1. Name of Product
2. Nominal outside diameter, mm
3. Series and/or Nominal pressure, MPa
4. Manufacturer's name and/or its recognized trademark
5. The words "Made in PHL" or "Made in the Phil."
6. The words "For Potable Water"

REFERENCES

The following standards through reference in the text form part of this national
standard. At the time of publication of this PNS, the editions indicated were valid.

PNS 291:1991, Plastic-‐Polyvinyl Chloride (PVC) Resins -‐ Specification

PNS 509/ISO 1167-‐1973, Plastic pipes for the transport of fluids -‐ Determination of
the resistance to internal pressure

PNS 800/ASTM D 2241 -‐ 1980, Standard Specification for Polyvinyl Chloride (PVC)
Pressure-‐Rated Pipe (SDR Series)

PNS 951/ISO 2505-‐1981, Unplasticized polyvinyl chloride (PVC) pipes -‐ Longitudinal

reversion -‐ Test methods and specification

PNS 952/ISO 2507-‐1982, Unplasticized polyvinyl chloride (PVC) pipes and fittings -‐
Vicat softening temperature -‐ Test methods and specification

58 | Technical Specifications
PNS 953/ISO 2508-‐1981, Unplasticized polyvinyl chloride (PVC) pipes -‐ Water
absorption -‐ Determination and specification

PNS 966/ISO 3114-‐1977, Unplasticized polyvinyl chloride (PVC) pipes for potable
water supply -‐ Extractability of lead and tin -‐ Test method

PNS 967/ISO 3127-‐1980, Unplasticized polyvinyl chloride (PVC) pipes for the
transport of fluids -‐ Determination and specification of resistance to external blows

PNS 978/ISO 3472-‐1975, Unplasticized polyvinyl chloride (PVC) pipes -‐

Specification and determination of resistance to acetone

PNS 979/ISO 3473-‐1977, Unplasticized polyvinyl chloride (PVC) pipes -‐ Effect of

sulphuric acid -‐ Requirement and test method

PNS 1008/ISO 4633-‐1983, Rubber seals -‐ Joint rings for water supply, drainage and
sewerage pipelines -‐ Specification for materials

PNS 1027/ISO 6992-‐1986, Unplasticized polyvinyl chloride (PVC) pipes for drinking
water supply -‐ Extractability of cadmium and mercury occurring as impurities

ABBREVIATIONS

ASTM -‐ American Society for Testing and Materials

ISO -‐ International Organization for Standardization

PNS -‐ Philippine National Standard

59 | Technical Specifications
6.4 PE (POLYETHYLENE) PLASTIC PIPES

a. Materials

1. General -‐ The pipes shall be manufactured from polyethylene containing only

those antioxidants, UV stabilizers and pigments necessary for the manufacture of
pipes conforming to this specification and for its end use, including weldability
when it is possible. The pipes for drinking water shall be either black or blue or
black with blue stripes. For black pipes, the carbon black contentin the compound
shall be (2.25:+/-‐ 0.25)% by mass, when measured in accordance with ISO 6964.
The use of the color blue or black with blue stripes shall be specified in
accordance with national requirements. The material for the stripes shall be of
the same type of resin as used inthe base compound for the pipe.

2. Dispersion of Pigments in Compounds - ‐ When determined in accordance with

ISO IS0, the 11420 dispersion of the carbon black shall be equal to or less than
grade 3. When determined in accordance with ISO 13949, the dispersion of blue
pigments shall be equal to or less than grade 3.

3. Thermal Stability -‐ When determined in accordance with ISO/TR 10337, the

induction time for materials PE 63, PE 80, and PE 100 shall be either least 20
minutes when tested at 200 oC or an equivalent period when tested at 210 oC,
provided the equivalence is supported by a clear correlation between results
obtained at 200oC or 201oC, respectively. In cases of dispute, the test
temperature shall be 200oC.

4. Reworked material -‐ Clean reworked material generated from a manufacturer's

own production of pipe in accordance with this specification may be used if it is
derived from the same resin as used for the relevant production.

b. Effect on water quality -‐ When used under conditions for which they are designed,
materials in contact with or likely to come into contact with drinking water shall not
constitute a toxic hazard, shall not support microbial growth and shall not give rise to
unpleasant taste or odor, cloudiness or discoloration of the water.

The concentrations of substances, chemicals and biological agents leached from

materials in contact with drinking water, and measurements of the relevant
organoleptic physical parameters, shall not exceed the maximum values
recommended by the World Health Organization in its publication Guidelines for
Drinking Water Quality, Volume I Recommendations, or as required by the ECG
Council Directive of July 1980 on the quality of water intended for human
consumption, whichever is the more stringent in each case. Conformance to this
provision shall be certified by a testing institute accredited by the Bureau of Product
Standards.

c. Designation and classification -‐ The compound shall be designated by the material

type (e.g. PE 80) conforming to the applicable level of minimum required strength
(MRS) specified as follows:

60 | Technical Specifications
 Designation of MRS at 50 yrs and Maximum allowable
Materials o
20 C, Mpa hydrostatic design
stress, Mpa
PE 100 10 8
PE 80 8 6.3
PE 63 6.3 5

when the lower confidence limitδLCL for the compound is determined in accordance
with ISO/TR 9080 and this δLCL is classified in accordance with ISO 12162 to obtain
the MRS.

d. Melt flow rate and density-‐ When measured In accordance with ISO 1133, the_
melt flow rate shall conform to the following conditions:
1. The melt flow rate of the compound shall not deviate by more than +/-‐ 30%
from the value specified by the manufacturer.
2. The change in MFR caused by processing, i.e. the difference between the
measured value for material from the pipe and the measured value for the
compound, shall not be more than 25%.

e. Geometrical Characteristics

1. The dimensions of pipes shall be measured in accordance with ISO 3126.

2. Nominal outside diameters shall conform to ISO 161-‐1. The selected
outside diameters and the wall thickness in accordance with the
selectednominal pressures are given as follows:

For polyethylene pipes PE 100 (PE 3408) with design stress δs of 8Mpa

Nominal outside S8/SDR 17 / PN 10 Nominal Wall Thickness, mm

S6.3/SDR 13.6 /
Diameter dn mm S5/SDR11/PN 16
PN12.5
20 2.3
-‐ -‐

25 2.3
-‐ -‐

32 2.3 2.4 3.0

50 3.0 3.7 4.6
63 3.7 4.7 5.8
75 4.5 5.6 6.8

61 | Technical Specifications
 For polyethylene pipes PE80 (PE 2406) with design stress δs of 6.3 Mpa

Nominal Nominal Wall Thickness, mm

outside S10/SDR 21 S8/SDR 17 S6.3/SDR13.6 S5/SDR 11 S4/SDR 9
Diameter dn
PN6 PN8 PN 10 PN12.5 PN16
mm
20 2.3
-‐ -‐ -‐ -‐

25 2.3 2.8
-‐ -‐ -‐

32 2.3 2.4 3.0 3.6

-‐

50 2.4 3.0 3.7 4.6 5.6

63 3.0 3.8 4.7 5.8 7.1
75 3.6 4.5 5.6 6.8 8.4
For polyethylene pipes PE 63 with design stressδs of 5 Mpa

Nominal Nominal Wall Thickness, mm

outside S16 S12.5 S 8.3 S8 S 6.3 S5 S4 S 3.2
Diameter SDR 33 SDR 26 SDR SDR 17 SDR SDR 11 SDR 9 SDR 7.4
dn mm PN 3.2 PN 4 17.6 PN 6.3 13.6 PN 10 PN PN 16
PN 6 PN 8 12.5
20 2.3 2.3 2.3 2.8
-‐ -‐ -‐ -‐

25 2.3 2.3 2.3 2.3 2.8 3.5

-‐ -‐

32 2.3 2.3 2.4 2.9 3.6 4.4

-‐ -‐

50 2.3 2.9 3.0 3.7 4.6 5.6 6.9

-‐

63 2.3 2.5 3.6 3.8 4.7 5.8 7.1 8.6

75 2.3 2.9 4.3 4.5 5.6 6.8 8.4 10.3

1. The tolerances on the outside diameters shall be in accordance with ISO

11922-‐1, Grade A for normal tolerance (NT) pipes, and Grade B for close
tolerance (CT) pipes.

2. Nominal wall thickness en shall be in accordance with ISO 4065. The

tolerance on the minimum wall thicknesses (ey, min) permitted at any
point shall conform to ISO 11922-‐1, i.e. Grade T for ey, min </= 16 mm
and Grade U for ey, min >/=16mm.

3. The ovality of pipes at the manufacturer after extrusion but prior to

coiling shall conform toISO11922-‐1, specifically Grade N for PE63--
‐ ,PE80,andPE100.

4. The minimum diameter of a drum ofcoiled pipe shall be 18 xdn and in any
case, such that kinking of the pipe is prevented.

5. The length of straight pipes and coils shall not be less than that agreed
between the supplier and user.

62 | Technical Specifications
f. Mechanical Properties

1. Hydrostatic Strength -‐ When tested in accordance with ISO 1167, the pipes
shall conform to the following requirements:

100h @ 20oC Test Stress, 1000h @ 30oC

Pipe Material Mpa
165h @ 80oC
PE 100 12.4 5.5 5.0
PE 80 9.0 4.6 4.0
PE 63 8.0 3.5 3.2

2. Retest in cases of failure at 80°C – A brittle fracture in less than 165h shall
constitute a failure. If, in the 165h test, a test piece fails in a ductile mode in less
than 165h, a retest shall be performed at a lower stress. The new stress, and the
new minimum failure time, shall be selected from the line through the
stress/time points given below:

PE 63 PE 80 PE 100
Stress Minimum Stress Minimum Stress Minimum
Failure Failure Failure
Mpa Time, Mpa Time, Mpa Time,
h h h
3.5 165 4.6 165 5.5 165
3.4 285 4.5 219 5.4 233
3.3 538 4.4 283 5.3 332
3.2 1000 4.3 394 5.2 476
4.2 533 5.1 688
4.1 727 5.0 1000
4.0 1000

g. Physical Characteristics

1. Thermal stability of pipes manufactured from PE 63, PE 80 and PE 100- ‐ When

determined in accordance with ISO/TR 10837, the induction time for test
specimens taken from pipes manufactured from PE 63, PE 80 and PE 100 shall be
either at least 20 minutes when tested at 200°C, or an equivalent period when
tested at 210°C, provided the equivalence is supported by a clear correlation
between results obtained at 200°C or 210°C, respectively. The test specimens
shall be taken from the inside surface of the pipe.

2. Longitudinal Reversion -‐ The value of the longitudinal reversion shall not be

greater than 3%, when determined in accordance with ISO 2505- ‐1, method A or
B, using 110°C±2°C for PE 63, PE 80 and PE 100, and the test time given in ISO
2505-‐2 For pipes with an outside diameter greater than 200 mm, longitudinally
cut segments may be used.

63 | Technical Specifications
 3. Weathering of non-‐black pipes -‐ To determine the effects of weathering, pipes shall be
exposed to outdoor conditions in accordance with the procedures
adopted by the Bureau off Product Standards and described in ISO 4607. After
2
exposure to a total solar energy of at least 3.5 GJ/M the pipe shall
conform to the following requirements:
-‐ Hydrostatic strength, when determined with f.1 at 80oC for at least 165h,

shall be the minimum required.

-‐ The elongation at break, when determined in accordance with ISO 6259- ‐1
and ISO 6259-‐3, shall not be less than 350%;
-‐ Tile induction time, when measured in accordance with ISO/TR 10837 using
a test specimen taken from the outside surface of the pipe, shall be at least
10 minutes at 200°C.

h. Fusion compatibility– If pipes manufactured from PE 63, PE 80 or PE 100 are to be

joined by butt fusion or using electro fusion fittings mixing different pipe materials,
the joints shall conform to the requirements specified in f.1 (80°C/165h). Compounds
designated PE 63, PE 80 or PE 100 having a melt flow rate MFR (190°C/5kg) within the
range 0.2g/10 min to 1.3g/10 min shall be considered compatible for fusion to each
other.

i. Marking – All pipes shall be indelibly marked at maximum interval of 1.0m. The
marking shall indicate at least the following information:
-‐
The manufacturer’s name and/or trademarks
-‐
the Bureau of Product Standards “Q”check mark
-‐
the number of this PNS standard
-‐
the dimensions (nominal outside diameter x normal wall thickness) the
outside diameter tolerance (A or B)
-‐
the designation of the pipe material (e.g. PE 100, PE 80, PE 63) the nominal
pressure (PN)
-‐
the pipe series (S or SDR)
-‐
the production period (date or code)
-‐
the number of the national standard
-‐
the words "potable water" have to be included if the pipe is intended for
drinking water
-‐
other markings that may be specified by the owner

j. Sampling and Testing Schedule – The manufacturer shall adhere to the following
sampling and testing schedule as specified by PNS ISO 4427: 2002 Annex 8 as follows:

Requirements Minimum Frequency per Extruder

General Requirements
1. Diameter and wall thickness Per roll/hourly
2. Length Every 8 hours
3. Appearance Every 8 hours

64 | Technical Specifications
 Type Test
1. Material Every 6 months or every change of
material brand / pipe
2. Carbon Black -‐do-‐
3. Weathering & Thermal Stability -‐do-‐
4. Effect of Material on Water -‐do-‐
Quality
5. Density -‐do-‐
6. Melt Flow Rate -‐do-‐
MRS Test

10,000 hr test for master batches Every change of material Supplier /

Brand
Hydrostatic Strength

1. 100hr test Every 6 months or change in materal

brand
2. 165hr test -‐do-‐
3. 1000hr test -‐do-‐
Quality Control Test

Longitudinal Reversion Every 8 hours

6.5 SERVICE LINES

a. Materials

The service line piping 50mm and smaller shall be made of polyethylene tubing as
specified herein and sizes shown on the Drawings. Service piping having diameters
larger than 50 mm (2”) shall be constructed of the same materials approved for
water mains of similar sizes.

Small tubing-‐size service lines shall have plastic or brass fittings using compression
type connections with compressive force applied on the outside surface of the
tubing. However, stainless steel or brass inserts may be utilized for bigger sizes.

Plastic fittings shall be injection-‐molded, compression type and suitable for use with
Polybutylene (PB) or Polyethylene (PE) tubings conforming in dimensions and
tolerances to ISO 161/I and ISO 3607, respectively.

Plastic service connection fittings shall be molded from Acrylonitrile- ‐Butadiene-‐

Syrene (ABS), Polypropylene (PP), Polyvinyl Chloride (PVC), Polyethylene (PE) or
other suitable materials. The compounds used in the manufacture of plastic fittings
shall be virgin and shall be made from non-‐toxic materials and shall be certified as

65 | Technical Specifications
 suitable for potable water by the Food and Drugs Administration (FDA) or any
accredited testing laboratories.

All plastic fittings shall meet the requirements of the National Testing Laboratories
for Potable Water and shall be designed to hold a working pressure of 1.1 MPa and
resist a minimum pull-‐out force of 20 kg.

Brass service connection fillings shall be manufactured according to AWWA Standard

C-‐ 800 "Threads for Underground Service Line Fittings" and shall be similar in quality
to those manufactured by Mueller Co., Decatur, Ill., U.S.A.; James Jones Co., El
Monte, California, U.S.A.; or Ford Meter Box Company, Inc., Wabush, Indiana, U.S.A.

The fillings shall be clearly and neatly finished and free fromburrs or other defects
likely to damage or score the pipe, and the bore shall be free from irregularities which
restrict the free flow of fluid. The internal and external surfaces of fittings shall be
clean and free from grooves, pinholes, or other defects likely to affect the
performance and service of the system.

The fittings shall be designated by the sizes of the connecting pipes/tubings.

Where saddles are required, as shown on the Drawings, they shall conform with the
provisions of Clause 6.12.

Welded outlets on steel pipe shall be insulated from brass fittings with nylon
bushings approved by the Engineer.

b. Testing and Acceptance

Inspection and testing of plastic fittings shall be done by the manufacturer in

accordance with ASTM 2146; D 1598 and D 1599 for PP, ASTM 2581 and D 2666 for
PB, ASTM D2239 for PE, and AWWA C900 for PVC as fitting materials. For materials
other than those mentioned, manufacturer shall provide the specificexisting ASTM,
AWWA, ISO, PSA or other internationally accepted standards used to Identify
procedures by which test can be conducted and results can be evaluated.

All plastic fittings shall he free of cracks or other injurious defects and shall be
smooth and clean before inspection.

For every 100 pieces of any size of fittings, at least three pieces shall chosen at
random and subjected to a pressure of 1.1 MPa at 23 oC. If any sample tested cracks
or leaks, the lot represented will be rejected.

c. Installation

All workmanship shall be in accordance with the manufacturer's recommendations

and approved by the Engineer. Service taps for plastic service lines shall be made
between 45 degrees to 90 degrees from the top of the pipe, and the tubing shall be

66 | Technical Specifications
 laid in a serpentine fashion along the service trench bottom to resist pull- ‐out.
Galvanized steel pipe for service lines shall be installed only where specifically shown
on the standard drawings. Galvanized steel pipe and PVC tape shall be in accordance
with Clause 6.3.

Where service lines are located under the roadbeds or in stony or rocky ground, sand
bedding shall be provided. The sand bedding shall be of adequate thickness to
provide a depth of cover of 0.15 m.

Unless otherwise directed, all service lines shall beinstalled prior to the hydrostatic
test of the water main, and they shall be tested with pressure test of the water main.
Each stopcock valve shall be operated to thoroughly flush the service and remove any
accumulated air present prior to the hydrostatictest.

6.5 SERVICE SADDLE

a. Materials

Where saddles are required as shown on the Drawings, they shall be constructed of
one or a combination of the following materials and complying with the requirements
as hereunder indicated.

1. Brass

Leaded red brass, copper alloy with commercial designation 85-‐5-‐5-‐5 in

accordance with ASTM B584, UNS No. 83000.

2. Bronze

Silicon bronze in accordance with ASTM 8584, UNS No. 87200

3. Ductile Iron

Grade 60-‐40-‐18 in accordance with ASTM A536

4. Cast Iron

Gray iron in accordance with ASTM A48, Class 30

5. Plastics

Acrylonitrile-‐Butadiene-‐Syrene (ABS), Polypropylene (PP), Polyvinyl Chloride (PVC),

Polyethylene (PE) or other suitable materials

All the materials used in the manufacture of clampsshall meet the requirements of
applicable ASTM, AWWA, ISO or other internationally accepted standard
specification.

67 | Technical Specifications
 b. Manufacture

Service saddles shall be supplied either with:

1. Clamp or single strap of at least 50 mm (2 in.) wide, bolted on each side, or

bolted one side and hinged on the other side. Bolts and nuts shall be 18- ‐8
stainless steel, brass or bronze as specified above.

2. Double or single strap, as shown on the Drawings, each with a width not less than
20 mm (3/4 in.).

3. Straps or clamps shall be made of any of the materials listed aboveor of 18-‐8
stainless steel.

All parts of the service saddle including the clamp or strap shall comply with the
following minimum thickness requirements:

Pipe Nominal Diameter Thickness

50mm 8mm
100mm 8mm
150mm 10mm
200mm 12mm
250mm 15mm

Saddles shall be shaped to the various outside pipe diameters to which they are to be
fitted and shall be provided with an approvedresilient neoprene rubber gasket with a
minimum bearing width of 12 mm (1/2 in.).

The tapping thread shall be at least 30 mm deep and drilled in accordance with iron
pipe (I.P.) thread dimensions.

4. Shop drawings for plastic service saddle shall be first submitted for approval
prior to manufacture.

6.6 MECHANICAL-‐TYPE COUPLINGS

Mechanical-‐type couplings shall be designed for a water working pressure not less
than the design pressure of the pipe on which they are to be installed, and shall be
equipped with Grade H rubber gaskets. Couplings shall be Gustin- ‐Bacon or Victaulic
Style 44 when pipe ends are banded, and Gustin- ‐Bacon or Victaulic Style 77 when
pipe ends are grooved

SLEEVE-‐TYPE COUPLINGS

Sleeve-‐type couplings shall he provided where shown and shall be Smith- ‐Blair,
Style 411 or Style 412, equivalent styles manufactured by Dresser, or approved
substitute.

68 | Technical Specifications
 Couplings shall be of steel with steel bolts, without pipe stop, .1nd shall be of sizes to
fit the pipe and fitting shown. The middle ring shall be not less than 6 mm (1/4 in.) in
thickness and shall be 125 to 175 mm (5 in. to 7 in.) long forstandard steel couplings
and 400mm (16 in.) long-‐sleeved couplings. Bolts for exposed couplings shall be hot
dip galvanized. Buried bolts and sleeved couplings shal be coated in accordance with
Clause 10.13) (c) (3) (gg). Paints and Coatings.

6.7 GASKET AND BOLTS

a. Except as otherwise provided, gaskets for flanged joints shall be 1.5mm (1/16 in.)
thick laminated asbestos fiber.

b. Wherever blind flanges are shown, the gaskets shall consist of 3mm (1/8 in.) thick
cloth-‐ inserted rubber sheet which shall be cemented to the surface of the blind
flange.

6.8 PRESSURE GAGES

Pressure gages shall have 89 mm (3- ‐1/2 in.) dials, 6 mm (1/4 in.) threaded connections
and shut-‐off cocks. Gages shall be calibrated to read 1.0 MPa (150 psi), unless otherwise
shown on the Drawings. The pressure element of the gage shall be protected against
excessive pulsations and surges by an external pressure snubber.

6.9 CONCRETE DRAIN PIPES

The Contractor shall furnish and install drain pipes where shown on the Drawings.
Concrete drain pipes shall conform with the Standard Specifications for Concrete Drain
Pipes of the Department of Public Works and Highways.

6.10 STEEL CASING

The Contractor shall furnish and install steel casing where shown on the Drawings. Steel
casings shall be of welded steel pipe of the diameters and plate thickness shown. Joints
In steel casings may be either butt-‐welded; lap welded, or welded using butt straps. No
protective coating need be applied to casings. Casings shall be installed as required in
accordance with details as shown, and subject to the approval of the agency having
jurisdiction.

6.11 WARNING TAPE

a. Material

The Contractor shall furnish and install for each pipe above or equal to 50 mm an
Alu-‐Foil warning/detection tape (minimum width is 5 cm) (2") with the words
"Attention Water Main" marked in a continuous manner.

6.12 Installation

69 | Technical Specifications
The tape shall be laid flat on top of an intermediate layer of backfill, after compaction of
same and prior to backfilling and compacting, the final top layer. The depth of laying the
tape will therefore be about 0.30 m (1 foot) from the finish surface or at about:
-‐
0.45m from top of pipes with sizes equal to or under 250 mm diameter
except for Asbestos Cement Pipes.
-‐
0.60m above the top of pipes with sizes equal to or larger than 300 mm
diameter.

70 | Technical Specifications
 7 – VALVES

7.1 GENERAL

a. The Contractor shall furnish and install all valves as specified herein and as shown on
the Drawings. All valves shall be new and of current manufacture.

b. Flanged valves may be plain faced with serratedgasket surface or raised. Flanges of
valves for water working pressure of 1.2 MPa (175 psi) or less shall be faced and
drilled to 125-‐lb American Standard dimensions; flanges of valves for water working
pressures greater than 1 .2 MPa (175 psi) shall be faced and drilled to 250- ‐lb
American Standard dimensions.

c. Each valve body shall be tested under a test pressure equal to twice its design water
working pressure.

d. All valves shall be provided with an exterior protective coating in accordance with the
provisions of Clause 10 -‐ Painting and Coatings.

e. When the operating nut of a buried valve is located more than 1.5 metres (5 ft) below
the ground surface, the Contractor shall provide and install in the valve box a stem
extension. The bottom of the extension shall be securely fastened to the operating
nut of the valve, and the top of the extension shall be centered in the valve box.

f. The Contractor shall furnish a minimum of six (6) tee- ‐handle valve keys. of variable
lengths sufficient to permit operation of all buried valves regardless of depth, by
operators of average height working in normal position. Where the number of valves
to be provided exceeds thirty (30) units, the Contractor shall provide one (1) valve
key for every five (5) additional valves or a fraction thereof.

g. Operating nut shall turn counter-‐clock-‐wise to open.

h. Shop drawings for all valves shall be furnished in accordancewith Clause ___ -‐ Shop
Drawings.

7.2 GATE VALVES

a. Valves
This Clause applies to gate valves 50 mm (2 in.) through 300 mm (12 in.) in size. All
valves shall conform with the "Standard for Resilient Seated Gate Valves" (AWWA
C509). Gate valves where the pipeline design pressure is 1.0 MPa (150 psi) or less
shall be designed for a minimum water working pressure of 1.0 MPa (150 psi) and
shall be cast iron bodied, with resilient seats applied to the body or gate. Discs shall
be cast iron with bronze disc rings, and the seat ring shall be bronze and replaceable.
The valve shall be non-‐rising stem with a minimum of two "O" ring

71 | Technical Specifications
 seals (at least one above the stem collar), or rising stem when shown on the
Drawings. The valves shall have a 50 mm (2 in.) square operating nut with a cast
arrow showing direction in which the nut is to be turned to open the valve. Valves
shall be constructed to permit the replacement of the "O" rings above the stem collar
under full working water pressure with the valves in the full open position. The valves
shall be coated in accordancewith Division 27 -‐ Painting and Coatings.
b. Testing Requirements
1. Shell Test
A hydrostatic lest pressure equal to twice the rated working pressure of the
valve shall be applied to the body with the gate in the open position . The test
shall show no leakage through the metal, flanged joints, or stem seals.
2. Seat Test
A test shall be made at rated working pressure to prove the sealing ability of each
valve from both directions of flow. The lest shall show no leakage through the
metal, pressure-‐containing joints, or past the seat.
3. Hydrostatic Test
One prototype valve of each size and class of a manufacturer's design shall be
hydrostatically tested with twice the specified rated pressure applied to one side
of the gate and zero pressure on the other side. The tes is to be made in each
direction across the gate. Under this hydrostatic test, the manufacturer may
make special provisions to prevent leakage past the seats. No part of the valve or
gate shall be permanently deformed by the test.
4. Torque Test
A prototype of each size should be over torqued in the closed and open positions
to demonstrate no distortion of the valve stem or damage to the resilient seat as
evidenced by failure to seal at rated pressure. The applied torque shall be 250 ft--
‐lb for 3 and 4 NRS valves, and 350 ft- ‐lb for 6, 8, 10, and 12 NRS valves (1.0 ft- ‐lb
= 0,736 Newton-‐metre = 0.66kg.m)
5. Leakage Test
Two prototype valves of each size chosen by the quality control inspector to
represent the extremes of seal compression shall be fully opened and closed to a
seal for 500 complete cycles with sufficient flow that the valve is at 200 psi
pressure differential at the point of opening and closing. The valves shall be drop
tight under rated pressure differential applied alternately to each side of the gate
after completion of the tests.
6. Pressure Test
One prototype of each valve size shall be tested to 500 psi with the closure
member in the open position. There shall be no rupture or cracking of the valve
body, valve bonnet, or seal plate. Leakage at pressure-‐containing joints shall not
be a cause for failure of the test.

72 | Technical Specifications
7.3 AIR-‐VACUUM AND AIR RELEASE VALVES
Air vacuum and air release valves shall have threaded connections. The bodies shall
be of high-‐strength cast iron, and the float shall be of stainless steel. Float guides,
bushings, lever pens and all other internal parts shall be constructed of stainless steel
or bronze. Seat washers and gasket shall be of a material insuring water-‐ tightness
with a minimum of maintenance. Valves shall be designed for a water working
pressure of not less than 1.0 MPa (150 psi). All valves shall be designed to
automatically operate so that they will: (a) positively open under atmospheric
pressure (as water drains from the body of the valve, it will allow air to flowntoi the
pipe while it is being emptied); (b) positively close as water, under low head, fills the
body of the valve; (c) not blow-‐shut under high velocity air discharge; and (d) permit
the escape of accumulated air under pressure while the pipe is in operation.

7.4 AIR VACUUM VALVES

Air vacuum valves of sizes up to and including 75 mm (3- ‐in.) in diameter shall have
threaded connections except where otherwise shown on the drawings. The bodies
shall be high strength cast iron, and the float shall be of stainless steel. All internal
parts such as float guides, bushing and baffle retaining screws, etc., shall be either
stainless steel or bronze. Seat washers and gaskets shall be of a material insuring
water tightness with a minimum of maintenance. Valves shall be designed for a
water working pressure of not less than 1.0MPa (150 psi).

7.5 AIR RELEASE VALVES

Air release valves up to and including 75 mm (3 in.) in diameter shall have threaded
connections, except where otherwise shown on the drawings, and shall be designed
for a water working pressure of 1.0 MPa (150 psi). The body shall be of high strength
cast iron and the float shall be of stainless steel. All internal parts, except the seat,
shall be of stainless steel or bronze. The seat shall be of material insuring water
tightness with a minimum of maintenance. The valve shall be designed to
automatically permit the escape of accumulated air under pressure while the pipe is
in operation. The valves shall be either direct or lever operating.

7.6 FLOAT VALVES

Float valves shall be as shown on the plans.

7.7 MISCELLANEOUS SMALL VALVES

Valves 50mm (2in.) and smaller, unless otherwise shown, shall be all bronze or brass
with threaded connections designed for a water working pressure not less than 1.0
MPa (150 psi). Material specifications for brass valves shall have a commercial
designation of 85-‐5-‐5-‐5 in accordance with ASTM 8584, UNS No. 83000.
Valves for service connections shall be ball valve type with lockwing.

73 | Technical Specifications
7.8 PLUG VALVES
Plug valves shall be lubricated 50mm (2in.) semi- ‐steel straightway valves with a
working pressure of 175 lb. The valves shall be wrench- ‐operated, two-‐bolt cover
type with screwed ends. A complete locking device assembly shall be provided for
each valve where indicated on the Drawings.

7.9 PRESSURE REDUCING VALVES

The pressure reducing valve shall be of the diaphragm type equipped with a pilot
spring to provide a range of downstream pressure settings. The pressure reducing
valve shall be designed for a minimum water working pressure of 1.0 MPa (150 psi)
and shall be factory tested under a hydrostatic pressure of at least 2.0 MPa (300 psi).
The valve body and cover shall be cast Iron meeting the requirements of ASTM A48.
The valve shall have flanged ends, and the valve disc shall be non- ‐metallic and
renewable. The main valve trim shall be of bronze as specified in ASTM specification
B62, and the valve seal shall be replaceable. The pilot control system shall be of brass
with type 18-‐8 stainless steel trim. The diaphragm shall be of heavily reinforced
synthetic rubber and shall be fully supported by the valve body. The valve shall be
coated as required in Clause 10 -‐ Painting and Coating.

7.10 PRESSURE RELIEF VALVES

The pressure relief valve shall be of the diaphragm type. The disc shall be non-‐
metallic and renewable, and the valve seat shall be replaceable. The main valve trim
shall be of bronze conforming with ASTM Specification B62. The pilot control shall be
fully supported by the valve body. Tile valve shall be coatedin accordance with
Clause 10–Painting and Coating.

74 | Technical Specifications
 8 -‐ PRESSURE AND LEAKAGE TESTING AND DISINFECTING

8.1 GENERAL
The Contractor shall furnish all equipment, labor and materials, including taps, valves
and bulkheads as required and exclusive of water and water meter for testing and
proper disinfection of the pipelines and reservoir. The water and any water meter used
for testing shall be furnished by the Owner, but the Contractor shall provide the facilities
necessary to convey the water from the Owner- ‐designated source to the points of use.
All testing and chlorinating operations shall be done in the presence of the Engineer.

8.2 PIPELINE TESTING

All pipelines shall be thoroughly flushed out with water prior to testing. The Contractor
shall test the pipeline in sections prior to permanent resurfacing after the trench is
backfilled, but with joints exposed for examination except in heavily travelled roadways.
Maximum length of test sections shall be 500 metres for distribution mains and 1,000
metres for transmission mains unless otherwise approved by the Engineer. Where test
sections are approved, which exceed the above maximum lengths, the allowable
leakage for the lengths in excess of the maximum allowable shall be reduced by fifty
percent (50%). The pipeline shall not be filled withwater until the following curing
periods have elapsed.

Description Minimum Allowable Time

1. Cement Mortar Linings 14 days

2. Cement Mortar at Joints 8 hours

3. Concrete Thrust Blocks

a. Standard Cement 7 days

b. High early strength 36 hours
cement

The pipeline shall be prepared for testing by closing valves when available, or by
placing temporary bulkheads in the pipe and filling the line slowly with water. During
the filling of the pipe and before the application of the specified test pressure, all air
shall be expelled from the pipeline. To accomplish this, taps shall be made, if
necessary, at points of highest elevation and after completion of the test; and taps
shall be tightly plugged unless otherwise-‐specified. After the line or section thereof
has been completely filled, it shall be allowed to stand under a slight pressure for a
minimum of forty-‐eight (48) hours to allow the escape of air from any air pockets
and to allow the pipe or mortar lining to absorb as much water as possible.

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 During this period, all exposed pipes, fittings, valves, joints and couplings shall be
examined for leaks. If found to be cracked or defective, these shall be removed and
replaced by the Contractor with sound material at his own expense. The pipeline
shall then be refilled and all bulkheads, joints and connections shall be examined for
leaks. If any are found, these shall be stopped. The test shall consist of holding the
test pressure on each section of the line for a period of two (2) hours. The test
pressure at the lowest point shall be 690 Kpa or 1.0 MPa according to the class of
pipe installed, class 100 or class 150, and as approved by the Engineer. Pressure
gauges shall also be provided at all ends of the section tested. The water necessary to
maintain the pressure shall be measured through a meter or by other means
satisfactory to the Engineer. The leakage shall be considered the amount of water
metering the pipeline during the two- ‐hour test period. The allowable leakage for
cast iron pipe or ductile pipe shall not exceed the values listed in Table 3 of the
AWWA Standard for installation of Cast Iron Water Main (AWWA C600). All other
types of pipes shall have an allowable leakage not exceeding 1.85l/mm of diameter
of pipe per kilometer per day. Should any test of a section of pipeline disclose joint
leakage greater than that permitted, the contractor shall, at his own expense, locate
and repair or replace the defective pipe, fitting, joint, coupling or other
appurtenance. The test shall be repeated until the leakage is within the permitted
allowance.
Closure pieces between newly installed and existing mains shall be tested after the
pipe has passed the pressure and leakage test specified above. The test shall include
subjecting the joint to a pressure of 345 KPa (50 psi) for a period of five (5) minutes
and visually checking for leakage. All visible leaks shall be repaired by the Contractor
at no expense to the Owner.

8.3 PIPELINE DISINFECTING

Before being placed in service, and before certification of completion by the
Engineer, all new domestic water mains or extension to existing systems, or valved
section of such extension or any replacement in the existing water system shall be
disinfected with chlorine in accordance with AWWA Standard C601 "Standard for
Disinfecting Water Mains." Disinfection shall be completed not more than three (3)
days prior to placing the pipeline into service unless otherwise approved by the
Engineer and care shall be taken to prevent recontamination of the pipeline. A
bacteriological test shall be taken, at the expense of theOwner, prior to acceptance
of the pipeline disinfected.
The amount and concentration of chlorine solution applied shall be such as to
provide a dosage of not more than fifty miligrams per litre (50 mg/L) and shall be
introduced into the lines as directed by the Engineer. After a contact period of
twenty-‐four hours, the chlorine residual of samples taken at service connections or
sampling points along the entire length of the pipelines shall not be less than
twenty-‐five milligrams per litre (25 mg/L) as determined by the Engineer. The
system shall then be flushed with clear water until the residual chlorine is not greater
than 0.75 mg/L but not less than 0.20 mg/L. All valves and appurtenances in the
pipeline being disinfected shall be operated several times during the chlorine contact
periods.

76 | Technical Specifications
 The preferred point of application of the chlorinating agent is at the beginning of the
pipeline extension or any valved section and through a corporation stop inserted on
the top of the laid pipes.
Should the initial treatment fail to result in the conditions stipulated above, the
chlorination procedures shall be repeated until satisfactory results are obtained,
Where connections are to be made to existing water mains, HTH shall be added at
points of interconnections as directed by the Engineer.

8.4 TESTING AND DISINFECTION OF RESERVOIR AND APP.URTENANT PIPING

a. General
The operation of testing and disinfecting the reservoir shall be combined.Any leaks
found after the reservoir is filled shall be repaired and the disinfection procedures
repeated to the satisfaction of the Engineer.
b. Cleaning
Prior to disinfecting the reservoir shall be thoroughly cleaned by hosing down with a
high-‐pressure hose and nozzle of sufficient size to deliver a minimum flow of 3.15
LPS (50 gpm).
c. Testing of Steel Reservoir
The steel reservoir shall be tested prior to the application of protectivecoatings by
filling the reservoir with water to the elevation of the overflow. The reservoir shall
show no leaks at the end of a 24- ‐hour test period. Any leaks shall be repaired by
welding. The reservoir shall be retested and repaired until no leaks occur.
d. Disinfecting
A strong chlorine solution (200 mg per litre) shall besprayed on all interior surfaces of
the reservoir. Following this, the reservoir shall be partially filled with water to a
minimum depth of approximately 30 cm (1.0 ft). During the filling operation, a
chlorine water mixture shall be injected by means of asolution- ‐feed chlorinating
device. The dosage applied to the water shall be sufficient lo give a chlorine residual
of al least 50 mg per litre upon completion of the partial filling operation. Precaution
shall be taken to prevent the strong chlorine solution from flowing back into the lines
supplying the water.
After the partial filling has been completed, sufficient water shall be drained from the
lower ends of the appurtenant piping to insure filling the lines with the heavily
chlorinated water.
Disinfection of the steel reservoir shall be done after protective coatings have been
applied to the inside surfaces of the reservoir. The reservoirs andconnecting fines
thereto shall be thoroughly disinfected with chlorine before being placed in
operation.
e. Retention Period
Chlorinated water shall be retained in the reservoir and in the appurtenant piping long
enough to destroy all non-‐spore-‐forming bacteria and, in any event, for at least

77 | Technical Specifications
twenty-‐ four (24) hours. After the chlorine- ‐treated water has been retained for the
required time, the chlorine residual in the reservoir and in the lines shall be at least
25 mg per litre. All valves shall be operated while the lines are filledwith the heavily
chlorinated water.
f. Final Filling of Reservoir
After the chlorine residual has been in accordance with Clause (d), the water level in
the reservoir shall be raised uniformly to approximately 30 cm (1 ft.) below the
overflow level by the addition of potable water. Before final filling is commenced, the
quantity of heavily chlorinated water remaining in the reservoir after filling the piping
shall be sufficient when the water level is raised to its final elevation to produce a
chlorine residual of between 1 mg per litre and 2 mg per litre. After the reservoir has
been filled, the strength of the chlorinated water in thereservoir shall be determined
by the Engineer. If the chlorine residual is less than 1 mg per litre, an additional
dosage shall be applied to the water in the reservoir. If the chlorine residual is greater
than 2 mg per litre in the reservoir, the reservoir shall be partially emptied and
additional potable water added.
In no case shall water be released through the drain lines prior to the expiration of
the required retention period.
g. Leakage Allowance of Concrete Reservoir
After the reservoir has been filled continuously for a period of thirty (30) days, if
leakage is such that the water surface drops more than 5.10 cm (2 in) in a 30 day
period, the Contractor shall empty to permit close examination for evidence of any
cracking or other conditions that might be responsible for the leakage. Any crack
shall be “vee’d” and sealed with rubber sealant in accordance with Clause 8.13 (b).
Any evidence of leakage through the joints shall be repaired tothe satisfaction of the
Engineer. Following these operations, the Contractor shall again sterilize the
reservoir in accordance with this Clause, exclusive of the sprayingoperation.

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 9 – SURFACE RESTORATION AND PAVING

9.1 GENERAL

The Contractor shall furnish all materials, labor, plant, and equipment for the removal of
all pavement, sidewalks, curbs and gutters, fences, poles, driveways, walks, other
property, and surface structures that are necessary for the proper prosecution of the
work, but only upon approval of the parties having jurisdiction thereof and of the
Engineer. Unless otherwise shown, the Contractor shall restore at his own expense all
property removed or destroyed by his operation at least equal to conditions prior to
work under this Contract or to the satisfaction of the property owner:

9.2 REMOVAL OF EXISTING PAVEMENT

a. In cutting or breaking up street surfacing required for the performance of the work,
the Contractor shall not use equipment which will damage the adjacent pavement.
All concrete pavement surfaces to be removed shall be scored with concrete sawing
equipment; provided, that any Portland cement concrete based under an asphaltic
mix surface will not be required to be scored by sawing. Asphaltic- ‐concrete
pavement shall be removed to dean straight lines.

The Contractor shall remove the pavement and road surfaces as part of the trench
excavation, and the amount removed shall not exceed the maximum width of trench
for pipelines as indicated on the Drawings, unless otherwise ordered in writing by the
Engineer.

The width and length of the pavement area required to be removed for the
installation of valves, valve chambers, spirals, or other structures shall not exceed the
maximum linear dimensions of such structures by more than 0.30 metres on each
side.

The width of the pavement area required to be removed for the installation of
service connections shall not exceed the maximum width as shown on the Drawings.

b. Concrete sidewalks, curbs, and gutters required to be removed in connection with

performing the work under the Contract shall be cut to the nearest score marks and
shall be replaced with the same kind or better material by.the Contractor in
conformance with the latest specifications, rules, and regulations, and subject to the
inspection and approval of the agency having jurisdiction.

9.3 RESTORATION OF DAMAGED SURFACE AND PROPERTY

Except where shown on the drawings or otherwise specified, any pavement, trees,
shrubbery, fences, poles or other property and surface structures which have been
damaged, removed, or disturbed by the Contractor, whether deliberately or through
failure to carry out the requirements of the Contract Documents, municipal

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 ordinances, or the specific directions of the Engineer, or through failure to employ usual
and reasonable safeguards shall be replaced or repaired at the expense of the
Contractor.

9.4 REPLACEMENT OF SURFACE STRUCTURE AND PRIVATE PROPERTY

Except where shown on the drawings, the Contractor shall restore all private property
and surface structures removed or disturbed as a part of the work to a condition equal
to that before the work began. He shall also furnish all labor and materials incidental
thereto at his own expense. No payment shall be allowed for dirt road restoration.

9.5 TEMPORARY RESURFACING AND REPAVING

Immediately upon completion of backfilling of the trench or excavation in paved roads,

the Contractor shall place a temporary pavement, at least 40mm in thickness, over all
disturbed areas of the streets, paved driveways, alleys, and other travelled places where
the original surface has been disturbed by his operation. The temporary pavement shall
be of a character satisfactory in all respects and safe forpublic travel. The temporary
surfacing may consist of compacting broken stone at such depth as is necessary to
withstand the traffic to which it is subjected. The broken stone shall be surfaced with
"cold patch" or, if approved, sufficient sand, soil, or other materials shall be spread to
hold the stone in place and prevent raveling. As fill settles, new stone and binder must
be added and compacted. The surface of all temporary repaving shall conform to the
street grades. Mounding up of the material over the trench and covering the same with
loose broken stone will not be considered as a compliance with the above requirements.
The temporary re-‐pavement shall be placed and maintained by the Contractor at his
own expense until permanent surfacing is completed. The Contractor shall immediately
remove and replace in a satisfactory condition any and all such pavement as shall
become unsatisfactory and not in accordance with the terms and intent of the
specifications. Upon completion of substantial parts of the project but not before the
pipeline has been tested, the temporary resurfacing shall be replaced with permanent
resurfacing.

9.6 PAVING

a. General

Paving materials and methods of construction shall be in accordance with referenced

sections of the latest edition of the Standard Specifications of the Department of
Public Works and Highways, Republic of the Philippines. Thickness and extent of base
course, paving course and other construction details shall be as shown on the
drawings. All provisions contained in the referenced Standard Specification involving
"measurement" and "payment" are not applicable to work performed under this
Contract.

b. Borrow

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 When sufficient suitable material is not available from the roadway excavations,
additional "borrow" materials shall be obtained from other sources. This "borrow"
material shall be in accordance with Item 107 of the referenced Standard
Specification.

c. Sub-‐grade Preparation

This item shall consist of the preparation and conditioning of the sub- ‐grade to the
full width of the roadbed in accordance with Item 112 of the referenced Standard
Specifications and in conformity with the lines, grades, and cross- ‐ sections shown on
the plans. ThisClause supersedes applicable Clauses in Clause 7.

d. Aggregate Base Course

This item shall consist of a foundation for the surface course, composed of gravel or
crushed stone and filler materials in accordance with Item 200 of the referenced
Standard Specifications. Grading shall be as indicated in Table 200- ‐1. This shall be
applied to the gravel roadway and parking area.

e. Bituminous Concrete Surface Course

This item shall consist of a pavement composed of bituminous concrete on prepared

base in accordance with Item 310of the referenced Standard Specification.

f. Portland Cement Concrete Pavement

This item shall consist of a pavement composed of Portland Cement concrete on a

prepared base in accordance with Item 316 of the referenced Specifications.

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 10 – PAINTINGS AND COATINGS

10.1 GENERAL

The work included in this Clause consists of the furnishing of all labor, materials,
apparatus, scaffolding, and all appurtenant work in connection with painting and
coating in accordance with these Specifications. Any subcontractor for painting and
coating shall be approved by the Engineer.

10.2 SCOPE

The following surfaces are to be painted, except where otherwise specified or shown:

a. above ground piping and other metal surfaces

b. all submerged metal surfaces
c. all exposed concrete excluding concrete reservoirs
d. all structural and miscellaneous steel
e. all equipment furnished without factory finished surfaces
f. all exposed steel mullions·∙, tubular frames, door frames, steel sash, and
metal windows
g. all sheet metal and ferrous metal trim
h. all buildings, interior and exterior
i. all exposed concrete block masonry
j. all plain and corrugated G.I. sheets
k. steel tank shell exterior and interior surfaces

The following surfaces are not to be painted:

a. Ferrous metals having approved plating or factory applied final paint finishes;
b. Non-‐ferrous metals; unless otherwise noted or indicated; galvanized metal shall not
be considered a non-‐ferrous metal; and
c. Equipment with factory finished surface unless otherwise noted.

In no case shall any concrete, wood, metal, or any other surface requiring protection be
left unpainted even though not specifically defined herein.

10.3 RIGHT OF REJECTION

No exterior painting or interior finishing shall be done under conditions which may
jeopardize the appearance or quality of the painting or finishing in any way. The Engineer
shall have the right to reject all material or work that is unsatisfactory, and require the
replacement of either or both at the expense of the Contractor.

10.4 PROTECTION OF THE WORK

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The Contractor shall take the necessary steps to protect thework of others during the time
his work is in progress. The Contractor shall be responsible for any and all damage to the
work. Paint shall be applied only during period of favorable weather.

10.5 WORKMANSHIP

All work shall be first class and in accordance with best standard practices of the
trade.

The Contractor shall examine carefully all surfaces to be painted and, before beginning
any of his work, shall see that the work of other trades has been left or installed in
workmanlike condition to receive paint.

Metal surfaces shall be clean and free from mil scale, rust, grease, oil, or any other
substances which could affect the quality of the painting.

Each coat of paint shall be applied at proper consistency and brushed evenly, free of
brush marks, sags, runs, and with no evidence of poor workmanship. Care shall be
exercised to avoid lapping of paint on glass or hardware. Paint shall be sharply cut to
lines and finished paint surfaces shall be free from defects or blemishes.

Protective covering shall be used to protect floors, fixtures, and equipment. Care shall
be exercised to prevent paint from being spattered onto surfaces which are not to be
painted. Surfaces from which such paint cannot be removed satisfactorily shall be
painted or repainted, as required, to produce a finish satisfactory to the Engineer.

No painting shall be done under conditions of weather, moisture, or temperature

unsuited to good work, nor until previous coat is hard and dry.

All painting materials shall be used in strict accordance with manufacturer's directions,
spread or flowed on smoothly with proper film thickness and without runs, sags, or
other defects.

10.6 STORAGE OF MATERIALS

The Contractor shall store all painting materials and equipment not in immediate use in
a room approved by the Engineer for that purpose. The receiving and opening of all
paint materials and mixing shall be done in this room.

Necessary precautions shall be taken to prevent fire. Rags, waste, etc., soiled with paint
shall be removed from the premises at the end of each day's work,or stored in metal
containers with metal covers.

10.7 PREPARATION OF PAINT

Paint containers shall be delivered to the job site in the manufacturer's unopened
containers and shall be opened only when required for use. Paint shall be mixed only in
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 the designated room or space in the presence of Owner's representative. Paint shall be
thoroughly stirred or agitated to a uniformly smooth consistency suitable for proper
application. Unless otherwise specified or approved, no materials shall be reduced,
changed, or used except in accordance with manufacturer's label or tag on the
container. In all cases, paint shall be prepared and handled in a manner to prevent
deterioration and inclusion of foreign matter.

10.8 PAINT TO BE PROVIDED TO OWNER

The Contractor shall leave on the job site a minimum of four (4) litres (1 gal.) of each
type and color of finish paint used in the project. Each gallon shall be properly labeled
for identification.

10.9 CLEAN UP

Upon completion of his work, the Contractor shall remove all surplus materials. All paint
spills shall be removed and the entire premises shall be free from rubbish, debris, etc.,
caused by his work. He shall presentthe work clean and free from blemish so that it is
acceptable in every way. All glass shall be cleaned of paint spots and polished, and the
job made ready for occupancy by the Owner

10.10 MATERIALS

a. Materials

The Contractor may substitute either paint materials for those specified in Clause
14.13 provided he first received written approval from the Engineer stating that said
proposed substituted materials are equal to that specified and are approved for use.
The painting material shall be delivered to the job site in original containers properly
labeled without evidence of tampering, substitution of contents, or of deterioration.
A complete list of material proposed for use shall be submitted for Engineer’s
approval.

b. Colors and Samples

All finish colors shall be as selected by the Owner. In multi- ‐coat work using color
pigmented paints, each coat shall have sufficient variation of color to easily
distinguish it from preceding coat. Using specified or approved materials, three (3)
sample panels of each finish, including all coats thereof shall be prepared and
submitted for the Owner's approval. Completed work shall match approved colors
and samples.

10.11 PREPARATION OF SURFACES

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a. General

Except as otherwise specified, surfaces to be painted shall be clean, smooth, and dry.
The Contractor shall report to the Engineer in writing any surface which cannot be
properly prepared for painting. If work is commenced before defects have been
reported and corrected, any unsatisfactory finish shall be rectified by the Contractor
at no cost to the Owner.

b. Concrete and Masonry

All concrete and masonry surface shall cure thirty (30) days prior to painting. Dirt,
dust, oil, grease, efflorescence, and other deleterious matter shall be removed and
surface roughened when necessary to insure good paint adhesion. The method of
surface preparation shall be left to the discretion of the Contractor, provided results
obtained are satisfactory to the Engineer. Before application of resin emulsion paint,
surfaces shall be prepared in accordance with manufacturer's directions. Before
application of oil base or latex paints, surfaces shall be tested for presence of alkali. If
alkali is present, surface shall be neutralized as recommended by the manufacturer
of the paint materials to be applied.

c. Plaster

Dirt, dust, loose plaster, and other deleterious matter which wouldprevent good
paint adhesion shall be removed. All holes, cracks, and depressions shall be neatly
filled with patching plaster mixed and applied to match the existing plaster. Patches
shall be sanded flush and smooth and properly sealed before applying prime coat.
After priming surfaces, suction spots shall be touched up with additional prime coat
material until surfaces evidence a uniform coating.

Enamel undercoats on smooth plaster shall be sandpapered by hand (with No.00

sandpaper) and dusted clean before applying the succeeding coat.

d. Metal

Dirt, scale, and rust shall be removed by scrapping, wire brushing, and sanding or
sandblasting as required. Mill scales shall be completely removed from fabricated
parts of the new elevated steel tank either in the shops or in the field. Mill scales can
be can be removed in the shop either by cleaning or pickling. In such case, the steel
must be painted before rusting or surface soiling occurs with zinc, dust, phenolic
primers to effect proper adhesion of the first field coat. If mill scales are removed in
the field prior to welding, all welded joints should be cleared of slag and weld spatter
by using either by nozzle or with spot blasting equipment. Where

85 | Technical Specifications
 blasting is not available, grinding, sanding or brushing may be used provided
satisfactory degree of cleaning is obtained.

Oil and grease shall be removed with mineral spiritsor appropriate solvent. Before
painting, ferrous metal surfaces, including galvanized ferrous metal surfaces, shall be
pretreated with approved phosphoric acid etching cleaner in accordance with
manufacturer's direction to produce a chemically clean surface. Unless already
performed in accordance with specifications of other sections, abrasions and bare
spots in shop prime coatings shall be touched up with metal primer matching shop
coatings. Enamel undercoats shall be sandpapered by hand (with No. 00 sandpaper)
and dusted clean before applying succeeding coats.

e. Woodwork

Unless already properly sanded, woodwork shall be sandpapered smooth by hand.

Before priming surfaces, knots, pitch pockets and sap streaks shall be thoroughly
cleaned of residue and touched up with shellac varnish coaling. After priming
surface, nail holes, cracks and depressions shall be neatly filled with putty or other
approved filler, colored to match required finish. Enamel undercoats shall be sanded
by hand (with No.00 sandpaper) and dusted clean before applying succeeding coat.

10.12 APPLICATION OF PAINT

a. General

All painting and finishing shall be performed by skiled craftsmen. Each coat of paint
shall be applied at proper consistency, evenly, and free of laps, sags, and runs and
cut sharply to required lines. Except as otherwise specified or required, paint shall be
applied only under dry and dust- ‐free conditions that will insure properly finished
surfaces, free of defects and blemishes. Paint shall not be applied when temperature
is likely to be above 32°c (90°F). Sufficient time shall be allowed between coats to
insure proper drying. All primer and intermediate coats shall be unscarred and
completely integral at lime of application of each succeeding coat. The Engineer shall
be notified when each coal has been applied and is ready for inspection. Until each
coat is inspected and approved by Engineer, no succeeding coats shall be applied.
Whenever two coats of a dark- ‐colored paint are specified, the first coal shall contain
sufficient powdered aluminum to act as an indicator for proper coverage when
applying the second coat.

b. Methods of Application

86 | Technical Specifications
 Except as otherwise specified or when, in the opinion of the Engineer, a particular
method would produce unsatisfactory results, paint maybe applied by brush, spray,
or other application method at the option of the Contractor.

c. Priming and Back Painting

1. Priming

Before installation, all surfaces of millwork which are to be painted shall be

primed, giving particular attention to sealing of cross- ‐grained surfaces. ln all
cases, all work shall be primed as soon as possible after delivery to buildings,
before or after installation, as required, or, in case of prefabricated items at
fabricator's shop or mill before shipment, if practicable. Except as otherwise
specified, priming shall consist of first coat hereinafter specified under Clause
10.12 -‐ Painting Systems.

2. Back Painting
Woodwork millwork, and casework to be installed against concrete, masonry, or
plaster shall be back painted with one coat of exterior oil paint.

87 | Technical Specifications
 11 – SECURITY FENCING
11.1 GENERAL

The Contractor shall furnish and install the fencing as shown and specified. Fencing shall
be topped with three (3) lines of barbed wire unless otherwise shown. Fencing shall be
1.83m (6 ft) high unless otherwise shown.

11.2 CHAIN LINK FENCE

a. Materials
1. Fabric shall be 63.5 mm (2-‐1/2 in.) diamond, type A, No. 11 gage wire.

2. Fabric ties shall be No. 9 gage galvanized steel wire, spaced 0.35m (14 in.) apart
on posts and 0.61m (2 ft.) aparton rails. Aluminum ties will not be permitted. A
continuous No. 7 gage galvanized steel wire shall be interlaced with the fabric
along the extreme bottom of the fence, and shall be pulled taut.

3. Line posts shall be standard weight 63.0 mm (2-‐1/2 in.) OD pipe, 5.44 kg per
metre (3.65 lb per foot).

4. End and corner posts shall be 76.0 mm (3 in.) OD pipe, 8.63 kg per metre (5.79
lb per foot).

5. Gate posts shall be 102 mm (4 in.) OD pipe, 13.56 kg per metre (9.1 lb per foot).

6. Top rail and braces shall be 41.3 mm (1-‐5/8 in.) OD pipe, 3.38 kg per metre
(2.27 lb per foot).

7. Nuts, bolts, and screws shall be of galvanized steel, minimum size 9.5 mm (3/8
in.)

8. Swing gate frames, if any, shall be constructed of pipe at least as heavy as the
top rails for the fence and shall be fabricated by welding. Each gate lead shall be
provided with at least one diagonal brace. Frames shall be galvanized after
fabrication. Galvanized malleable iron fittings for latching the gate shall be
provided. Fabric shall match the fabric used in fence. Each, pair of gates shall be
provided with heavy drop rod latch assembly with a locking device for a padlock.

9. Concrete shall have minimum compressive strength of 13.8 Mpa (2000 psi) at
the age of twenty-‐eight (28) days.

88 | Technical Specifications
 b. Installation

1. Post shall be set plumb and shall be centered inconcrete encasement. The top
surfaces of the concrete encasement shall be sloped outward to shed water and
shall have a neat appearance. Line posts shall be spaced not more than 3.0 m (10
ft.) apart and shall be set in the ground to a depth of 0.91 m (3 ft.). Post shall be
set in concrete bases not less than 0.30 m (12 in.) in diameter.

2. Bracing shall be provided at all end, gate and corner posts, the latter in both
directions. Horizontal brace rails shall be set midway between top rail and
ground running from the corner end and or gate post to 1 st line post. Diagonal
tension members shall connect tautly between posts below horizontal braces.

3. Any galvanized coating damaged during construction of the fencing shall be

repaired by application of molten Galva-‐Weld, or approved equal.

11.3 BARBED WIRE

Barbed wire shall be 2-‐strand, 4 point, No. 12-‐1/2 gage galvanized steel wire with 14
gage barbs spaced at 13 cm on centers.

11.4 CONCRETE HOLLOW BLOCKS

a. Materials

When part of fence is made of CHB, it shall be of 100 mm (4") CHB unless shown
otherwise on the Drawings. Masonry works shall conform with the requirement of
Clause 19 -‐ Concrete Masonry.

b. Columns

Gate columns and fence columns sizes and details shall be as shown on the
Drawings. Concrete works shall conform with the requirement of Clause 4 -‐
Reinforced Concrete.

c. Gates and Frames

Gates and frames shall be fabricated and of sizes indicated on the Drawings and
shall be of the quality and workmanship acceptable to the Engineer. The Contractor
shall guarantee the gates and frames against any defect due to fabrication and
installation. Before fabrication of the gate and frames, the inside surfaces shall be
shop painted with one coat of an approved rust-‐inhibitive

89 | Technical Specifications
 synthetic primer. Fabric shall be the same as specified above and welded evenly
throughout the frame. The Contractor shall provide all necessary hardware which
shall conform with the requirements Clause 5 -‐ Steel and Miscellaneous metal
work.

d. Installation

The Contractor shall erect the fence as shown on the Drawings so that the finished
fence is plumb, taut, true to line and grade, and complete in all details. The
Contractor shall stake down fence where required. Columns shall be spaced and
constructed as shown on the Drawings.

11.5 SHOP DRAWINGS

The Contractor shall submit, for the Engineer's approval, complete shop drawings which
shall include all details requested by the Engineer. The Engineer shall approve these
drawings before installation.

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91 | Technical Specifications
 12 – ELECTRO-‐MECHANICAL EQUIPMENT
12.1 GENERAL

a. The Contractor shall furnish, deliver, install, test and commission at site all
mechanical/electrical equipment specified herein. He shall provide the necessary
supervision, tools, materials, supplies and appurtenances for the proper installation,
testing and operation of the completely assembled equipment.

b. All equipment furnished and installed shall be brand new and non- ‐obsolete (at most
three years’ ex-‐stock), unused and guaranteed from defects in material, design
and/or workmanship. Importation papers of ex- ‐stock equipment shall be submitted.
No equipment or material shall be delivered for installation on site prior to the
return of acceptable shop drawings submitted by the Contractor in accordance with
Clause 2. The Contractor shall submit, together with the shop drawings, a
certification of the availability of spare parts and service locally in case of system
breakdown for a period of five (5) years.

c. The work under this Contract shall be done in accordance with the requirements of
the latest edition of the Philippine Electrical Code, the rules, regulations and
requirements of electrical and telephone utilities as far as their permanent services
are concerned, and the government ordinances enforced in the locality. In case of
conflict with these specifications or the drawings, the preceding clause shall govern.

d. The Contractor shall be responsible for securing all necessary permits from the
appropriate government authorities at his own expense both for the electrical and
mechanical construction and for the operation of the system upon completion of the
work. The Contractor shall furnish the Owner with the approved Certificate of Final
Electrical and Mechanical Inspection.

e. All electrical equipment, materials and components shall be as specified unless

specifically exempted, in which case they shall be the best of their respective kind.
Samples of material to be supplied shall be submitted for approval when required by
the Engineer. All electrical equipment and materials shall bear the manufacturer's
inspection label, unless exception to this requirement is inherent to a particular item.

f. The Contractor shall coordinate and work with all the other parties with whose
apparatus he shall connect part/s of the work required herein. The Contractorshall
prepare drawings or details of the equipment he supplied, location of sleeves,
conduits and supports that may be required by other trades and shall furnish the
Owner with at least five (5) copies of these drawings, for the information of all
parties concerned. The approval of such drawings shall not relieve the Contractor in
any way from the responsibility of properly locating and/or coordinating his work
with those of other parties involved.

92 | Technical Specifications
g. The minimum efficiencies specified herein are the minimum laboratory efficiencies
for a completely staged unit. The Contractor shall furnish copies of certified non- ‐
witnessed performance test for the imported equipment. In the absence of such
certification and for locally-‐manufactured/assembled equipment, a local laboratory
testing shall be conducted on the equipment in the presence of authorized
representatives. In no case shall the Contractor be allowed to deliver and install the
unit until a satisfactory laboratory test is attained. The cost of making the test shall
be borne entirely by the Contractor.

h. The contractor shall be responsible for all components, and for satisfactory
installation and operation of the completely assembled unit, including the motors,
motor controllers and pumps.

i. The equipment and installation shall be guaranteed for a period of at least one (1)
year of operation. The Contractor shall furnish and replace, without cost to the
Owner, any equipment or part that is defective or shows undue wear within one (1)
year after acceptance of the contract work. A warranty certificate shall be issued to
the Owner, effectivity date of which shall start on the same day until has/have been
accepted. A duplicate copy of the same shall be furnished to the Engineer. All
incidental expenses relative to the warranty work shall be borne entirely by the
Contractor.

j. All mechanical and electrical equipment shall be tested to the satisfaction of the
Engineer before any facility is put into operation. Tests shall be made to determine
whether the equipment has been properly assembled, aligned, adjusted and
connected. Any changes, adjustments or replacements required to make the
equipment operate as specified shall be carried out by the Contractor as part of the
work. In addition to the mentioned testing conditions, the following field test
requirements should be considered for electrical equipment, materials and
components.

1. System Test -‐ Each panel board shall be tested with the power equipment
connected, circuit breakers closed and all loads and fixtures permanently
connected for their intended operation for a minimum of 24 hours continuous
operation in the presence of the Engineer, at the expense of the Contractor. The
entire installation shall be free from any ground fault and from any short circuit.
In no case shall the insulation resistance be less than that allowed by PEC
regulations for Electrical Equipment of Buildings and/or manufacturers'
recommendations. Failures shall be corrected in a manner satisfactory to the
Engineer.

2. Performance Test and Equipment Setting - ‐ It shall be the responsibility of the

Contractor to tests the entire electrical system for the proper equipment
operation. Setting of all protective relays, pilot devices, and auxiliary systems
shall conform with the operating requirements of the Installations. The
Contractor shall turn over the entire electrical installation in a satisfactory
working condition.

93 | Technical Specifications
k. Upon completion of the contract work, the Contractor shall arrange that a field-‐
testing be conducted on the electro- ‐mechanical equipment by the Engineers/s in his
presence. The test shall be made to show that the installed equipment satisfies its
specifications and operational requirements. The contract work will not be accepted
and final payment will not be recommended until satisfactory test has been made. In
the event of failure of the equipment to meet the guaranteed efficiencies or to
operate to the Engineer's satisfaction during the first official field test, the Contractor
shall make such modifications and repairs and shall receive no additional
compensation therefore. Failure of the equipment to meet the contract
requirements in three (3) official field tests shall be a ground for rejection. Expenses
to be incurred, including the travel expenses of Engineers, during the second and last
official field test shall be charged to the Contractor. The test run shall be made within
thirty (30) days upon receipt of the Contractor's request for such testing. Provided,
however, that if the Engineer fail to make tile test within the said period, the field
test shall not further delay the acceptance of the work.

Above field test shall be made only after the Contractor has furnished the Engineer/s
a copy of satisfactory results of his initial or preliminary; tests on the equipment as
part of his work and without cost to the Owner.

During the testing of the equipment, the Contractor shall arrangeto have available
qualified persons who shall instruct the plant personnel in the operation and care
thereof. Only after all the equipment has been tested and adjusted shall the new
facilities be put into operation. Acceptance testing of equipment shall not include
initial start-‐up and adjustment of equipment. All equipment shall be tested for
proper operation and undergo initial adjustment prior to acceptance.

l. Before the acceptance of the work, Contractor shall furnish, for each piece of
equipment supplied, two (2) complete bound sets giving information listed below (in
English Language):

1. Clear and concise instruction for the operation, adjustment and lubrication and
other maintenance of the equipment.

2. Parts list of the equipment with catalog numbers and other data necessary for
ordering replacement parts in the future.

3. All equipment furnished under these Specifications shall comply with al

applicable mandatory safety codes.

4. Where materials of construction are not specified, the Supplier shall use first class
commercial grades best suited for the particular use for which they are
employed.

5. The Contractor shall employ licensed Mechanical and/or Electrical Engineer/s to

supervise the mechanical and/or electrical works as required by Republic Act No.
8495, known as the PhilippineMechanical Engineering Law and Republic Act No.
7920 known as the New Electrical Engineering Law.

94 | Technical Specifications
12.2 MECHANICAL EQUIPMENT

a. Scope of Work

The Contractor shall furnish, deliver, install, test and commission in accordance with
these Specifications and drawings submersible/vertical/horizontal centrifugal pump
and motor set, complete with motors controller, discharge elbow/head, discharge
piping with valves and fittings; standby diesel generating set/industrial type, diesel
engine complete with combination right angle gear drive, chlorinating equipment
and other appurtenances as specified herein and shown on the drawings.

b. Submersible Pump

1. Operating Requirements -‐ The pumps shall meet the following

operating requirements:

Descriptions
i. Number of units
ii. Minimum capacity at design head, L/S
iii. Design head, TDM, m
iv. Minimum pump laboratory efficiency at design head exclusive of pump
column friction, Percent
v. Nominal size of column pipe, mm
vi. Length of column pipe (from bottom of discharge elbow lo top of bowl
assembly), m
vii. Design speed, rpm
viii. Maximum diameter of motor/pump bowl including cable guard, mm
ix. Length of submersible cable, m
x. Maximum Motor Horse power, HP

There shall be no point within the operating range of the pump wherein the
required horsepower exceeds the rated motor horsepower. Inaddition to the
above requirements, the design point shall be located within the best efficiency
range of the pump. Efficiency range shall be within the - ‐5% of the pump’s peak
efficiency.

2. Pump Construction

i. Pump Element -‐ The impellers shall be of the semi- ‐open or enclosed type,
constructed of bronze or stainless steel, accurately fitted, smoothly finished,
and dynamically balanced at normal pump speeds. Impellers constructed of
thermoplastic material may be used only when the computed down thrust at
design condition is less than 2000 lbs., with a motor rating not to exceed 5
HP. They shall have removable wearing rings and lateral seal rings mounted
on their companion cases. The bowl cases shall be constructed of closed
grained cast iron or stainless steel. Cast iron bowls shall be provided with
non-‐toxic epoxy or glass enamel lining. Pump bearings shall be at least

95 | Technical Specifications
 2-‐1/2 times the diameter of the shaft. The pump shaft shall be of type 416
stainless steel.

ii. Column Pipe -‐ The column pipe for the deepwell pump shall be seamless
black iron not lighter than schedule 40, furnished in 3.0 metres (10 ft)
maximum length, and shall be connected with threaded couplings. The pump
suction shall include a stainless steel strainer. The inlet area shall be equal to
at least five (5) times the impeller inlet area. A non- ‐leak check valve shall be
provided and installed at the top portion of the bowl assembly.

iii. The pump shall have a nameplate showing the serial number of the
equipment and the name of the manufacturer. The nameplate shall show the
capacity in liters per second, TDH in metres and rated speed in revolutions
per minute. Such other information as the manufacturer may consider
necessary for complete identification shall be shown on the plate. The
nameplate of the distributing agent shall not be acceptable. The nameplate
shall be securely fastened to the equipment in a location affording easy
viewing.

3. Motor -‐ The motor shall be of squirrel cage, submersible induction type,

rewindable/non-‐rewindable , rated at ____ (480V/240), ____ phase (1/3),
3500rpm, 60 hertz AC. The motor shall be designed for continuous duty
operation and shall have a minimum service factor of 1.15. The motor shall be
water-‐filled and shall incorporate a mechanical seal to restrict foreign matter
from entering the motor. The thrust bearings shall be of ample capacity to carry
the weight of all rotating parts plus the hydraulic thrust and shall be an ntegrali
·∙ art of the driver. It shall be equipped with expansion diaphragm to
compensate for filling water expansion/contraction due to temperature changes.
ft shall be fitted with a permanent non- ‐corrosive nameplate on which all NEMA
standard motor data shall be stamped or engraved in English/Metric. A duplicate
of the plate shall be attached to the discharge elbow to afford ready
identification of the installed submersible motor.

c. Vertical Turbine Pump

1. Operating Requirements -‐ The pumps shall meet the following

operating requirements:

Descriptions:

i. Number of units
ii. Minimum capacity at design head, L/S
iii. Design head, TDH, M
iv. Minimum pump laboratory efficiency at design head exclusive of
pump column friction, percent
v. Nominal size of column, pipe, mm
vi. Length of column pipe (from bottom to top of bowl assembly), M
vii. Design speed, RPM

96 | Technical Specifications
 viii. Maximum bowl diameter, mm
ix. Maximum Motor Horse power, HP

There shall be no point within the operating range of the pump wherein the
required horsepower exceeds the rated motor horsepower. In addition to
the above requirements, the design point shall be located within the best
efficiency range of the pump. Efficiency range shall be within the- ‐5% of the
pump's peak efficiency (0.05 x PPE).

2. Pump Construction

i. Pump Element -‐ The impellers shall be of the semi- ‐open or

enclosed type, constructed of bronze, accurately fitted, smoothly
finished, and dynamically balanced at normal pump speeds. They
shall have removable bronze wearing rings and lateral seal rings
mounted on their companion cases. The bowl cases shall be
constructed of closed-‐grained cast iron with non- ‐toxic epoxy or
glass enamel lining. Pump bearings shall be bronze and synthetic
rubber combination·∙ type, which shall be removable. Pump
bearings shall be at least 2- ‐ 1/2 times the diameter of the shaft. The
pump shaft shall be of type 416 stainless steel.

ii. Column Pipe and Line Shaft -‐ The column pipe for the vertical
turbine pump shall not be lighter than schedule 40 seamless steel
pipe, furnished in 3.0 metres (1O ft) maximum length, and shall be
connected with threaded couplings. The joints shall be butted to
insure perfect column alignment after assembling. The shaft shall be
furnished in interchangeable section not over three (3) metres (10 ft)
in length. It shall be coupled with extra- ‐strong threaded coupling
machined from solid steel bar and shall have a diameter capable of
transmitting the required power carrying the necessary weight and
thrust without vibration. The line shaft shall be type 416 stainless
steel. The vertical turbine pump shall be provided with stainless steel
cone type strainer which shall have a net inlet opening area of not
less than three (3) times the cross-‐sectional area of the suction pipe.

iii. Headshaft -‐ The headshaft to be provided wit-‐h the pump

assembly shall be designed to include adjusting nut and locknut and
shall be type 416 stainless steel.·∙

iv. Discharge Head -‐ The discharge head shall be of the above surface
type of either cast iron or steel and shall include a 16 mm (5/8") thick
sole plate to be grouted in place after the pump has been aligned.
The well shall be sealed using rubber gasket between the discharge
head and the sole plate as shown on the drawings. The discharge
flanges shall be sized as specified and shall meet the requirements of
ANSI specifications B16-‐5. The stuffing box shall be

97 | Technical Specifications
 constructed with bronze bearing or bushing below the packing and
shall be readily accessible.

The stuffing box leakage can be collected and drawn off through a
pipe connected to the discharge head.

v. The pump shall have a nameplate showing the serial number of the
equipment and the name of the manufacturer. The nameplate shall
show the capacity in litres per second, TDH in metres and rated
speed in revolutions per minute. Such other information as the
manufacturer may consider necessary for complete identification
shall be shown on the plate. The nameplate of the distributing agent
shall not be acceptable. The nameplate shall be securely fastened to
the equipment in a location affording easy viewing.

3. Motor – The contractor shall provide and install a vertical hollow shaft motor in
the proposed pumping station as shown on the drawings. The motor shall be
rated as per operating requirements schedule and shall be of the squirrel cage,
induction type with non-‐reversing ratchet mechanism, rated at ________
(460/230) volts, _______ 1/3 phase, 1800 rpm, 60 HZ AC with 1.15 service
factor. The motor shall be NEMA design B with drip- ‐proof enclosure. Motor
shall have Class B or Class F insulation with temperature rise as specified by
NEMA standard for class of insulation used. It shall be fitted with a permanent
non-‐ corrosive nameplate in which all NEMA standard motor data are
stamped/engraved in English and Metric units.

d. Horizontal Centrifugal Pump

1. General -‐ The horizontal centrifugal pump shall be used to pump water from the
impounding reservoir to the distribution system, and shall be of the split case,
end suction or multi-‐stage horizontal type as required.

2. Operating Requirements -‐ The pumps shall meet the following

operating requirements:

Descriptions:

i. Number of units
ii. Minimum capacity at design head, Us
iii. Design head, TOH, m
iv. Minimum pump laboratory efficiency at design head exclusive of pump
column friction, percent
v. Nominal size of column pipe, mm
vi. Required Net Positive Suction Head, m
vii. Location of pump suction strainer, m
viii. Design speed, rpm
ix. Maximum Motor Horsepower, HP

98 | Technical Specifications
 There shall be no point within the operating range of the pump wherein the
required horsepower exceeds the rated motor horsepower. In addition to
the above requirements, the design point shall be located within the best
efficiency range of the pump. Efficiency range shall be within the- ‐5% of the
pump's peak efficiency (0.05 x PPE).

3. Pump Construction -‐ The pump shall be (specify type) consisting mainly of

casing, impeller shaft. The pump and motor shall be directly coupled (specify if
chained coupled or direct coupled) horizontally and shall be firmly mounted on
a common bed. The pump shall be designed to operate safely at all times
without cavitation at any actual head in the operating range. ·∙

i. Casing -‐ The casing shall be cast iron or stainless steel designed to

withstand internal pressure vibration. Cast Iron bowls shall be provided
with non-‐toxic epoxy or glass enamel lining.

ii. Impellers – The impellers shall be enclosed type of bronze or stainless steel
accurately fitted, smoothly finished and dynamically balanced at normal
pump speeds.

iii. Pump Shaft – The shaft shall be designed to have adequate diameter
considering the power transmission, pump thrust, critical velocity and
deflection and shall be precisely fabricated and finished. The pump shall be
manufactured of stainless steel and shall be provided with bronze or
stainless sleeves that are easily replaceable.

iv. Accessories -‐ The motor shall be mounted on a common base plate

complete with all related accessories for a completely assembled unit. Each
pump shall be equipped with shaft coupling, air release valve/air bleeder,
pressure gauge and vacuum gauge.

v. Motor -‐ The motor shall be squirrel cage, induction type, rated ______
(460/230) volts, ______ (1/3) phase, 3600 rpm/1800 rpm, 60 HZ AC with
1.15 minimum service factor. The motor shall be either a NEMA design B, or
JEC B or its equivalent with drip- ‐proof enclosure. Motor shall be of class B
or Class F insulation with temperature rise as specified by NEMA standards
for class of insulation used. It shall be fitted with permanent non- ‐corrosive
nameplate on which all standard data shall be stamped/engraved in English.

e. Chlorinating Equipment

1. Gas Chlorinating Equipment

i. General -‐ The equipment to be furnished shall be _____ unit/s of vacuum- ‐

operated gas chlorinator/pressure feed type gas chlorinator assembly with
pipings and installation details as shown on the drawings and specified
herein.

99 | Technical Specifications
ii. (a) Vacuum-‐operated Gas Chlorinator

1) The chlorinator shall be of the vacuum operated type with a rated

capacity of ______ pounds of chlorine per day (PPD) and shall operate
over 20.1 range with an accuracy of 4% over the specified range. The unit
shall be mounted directly on a 150 pound/one (1) ton chlorine cylinder
by means of positive yoke type gasketed connection. The vacuum
operated chlorinator shall operate satisfactorily over the specified feed
range against the maximum back pressure of ___ psi. The vacuum
operated gas chlorinator shall be similar to Advance Model 480/201 or
approved equal.

2) The chlorinator shall be provided with the following

a. Vacuum regulating valves to isolate gas under pressure from the

control system should there be a loss of vacuum.

b. Diaphragm actuated pressure relief valve to prevent thebuildup of

pressure within the gas control system.

c. Gravity actuated indicator directly connected to the main control

diaphragm to provide visual signal when the chlorine supply is
exhausted or interrupted.

d. An Ejector-‐diffuser assembly to receive all chlorine and ejector

water and discharge the resulting solution at the point of
application. The diffuser shall be of the spray type and shall: be
equipped with check valve to prevent the water from backing up
into the chlorinator.

e. Accessories -‐ the chlorinator assembly shall be provided with

the following:

10 ft. -‐ ¾" ejector supply hose

25 ft. -‐ 3/8" vent and vacuum tubing
60 pcs lead gaskets
2 pcs -‐ ¾" hose clamps

3) Booster Pump for Chlorinating Equipment

(i) General -‐ The Contractor/Supplier shall furnish and install one (1)
booster pump at the proposed pump station complete with necessary
steel base as shown on the drawings andspecified herein.

(ii) Operational and Dimensional Requirements -‐ The pump shall be

used for boosting the pressure of the water from the well discharge line
to provide pressure and supply for the chlorine solution ejector. The

100 | Technical Specifications

pump shall be capable of sustaining the pressure and capacity required
by the ejector-‐ diffuser assembly supplied with the chlorinator.

(iii) Pump Construction -‐ The pump shall be of high head, low capacity,
centrifugal, end-‐suction type that should satisfy the operational
requirements of the system chlorine ejector supplied herewith. It shall
be close-‐coupled, factory aligned to a heavy duty motor and mounted
together on a common steel or cast-‐iron base. The suction and
discharge connections shall be cast integral with the casing. The casing
and bearing housings shall be of 30,000 pound tensile cast- ‐iron. Pump
impellers shall be of enclosed type constructed of bronze, stainless steel
or thermoplastic or any other materials suited for the particular
application, mechanically and hydraulically balanced, securely fastened
to the shaft with keys, taper bushings and locknuts. The motor shall have
a horsepower (Hp) rating as specified in the contract documents, 230v,
(1/3) phase, 60 Hz, 3450/1750 RPM and with minimum service factor of
1.15. The motor shall be interconnected with the well pump motor
control so that they will start and stop simultaneously.

(4) Motor Control for Booster Pump -‐ The motor controller shall be of
the full voltage magnetic starter type with circuit breaker, overload
protective device and on/off buttons suited for the booster pump to be
supplied.

ii (b) Pressure Feed Type Gas Chlorinator

The pressure feed type gas chlorinator shall only be used for application
where there is either no electricity to run a booster pump or no
pressurized water supply offering a sufficient differential for vacuum
operation and shall be operated by the inside pressure of the chlorine
cylinder. Back pressure at the point of application shall not exceed 10 psi.

The direct cylinder mounted pressure feed type chlorinator shall be

similar to Advance Model 611 or approved equal. The unit shall be
provided with a cylinder mounted pressure regulator, with gas flow
meter, rate valve, relief valve and gas filter assembly. An emergency
relief valve in the chlorinator shall continuously prevent excessive
pressure build-‐up within the entire system. A manual exhaust valve,
installed in the pressure line between the chlorinator and the check
valve, shall be used to exhaust pressure from the system, prior to
removing the chlorinator from the cylinder valve. The unit shall be
provided with a check valve/diffuser assembly with porous stone diffuser
or with fine hole spray diffuser.

The check diffuser assembly shall be submerged at least one meter to a

maximum 0f 7 meters below water level and the maximum feed
distance shall not exceed 8 meters.

101 | Technical Specifications

 iii. Chlorine Gas Cylinder -‐ The chlorinator shall be provided with three (3) 68
kg (150 lb) cylinders/one (1) ton container of chlorine gas.

iv. Chlorine Test Kit -‐ The test kit shall be of colorimetric type and the residual
chlorine shall be determined by a simple visual comparison between
permanent color standards of known value and sample color. The test kit
shall be capable of analyzing for total chlorine using orthotolidine solution
method. The unit shall have a range of 0- ‐5 mil or ppm with increments of
0.1 mg/L or ppm. Orthotolidine solution shall be provided with the test kit.

v. Chlorine Gas Mask -‐The Contractor/Supplier shall furnish one canister type
gas mask with full face lens for the proposed pumping station complete with
canister suitable for working condition for short periodsof time in the
presence of less than one percent (1%) chlorine concentration. The mask
shall be provided with carrying case, manufacturer's instruction manual,
two (2) extra canisters and shall be of the type recommended by the
Chlorine Institute Standard.

2. Hypochlorination Equipment

i. General -‐ The hypochlorite feed pump shall be of the positive

displacement type with all parts constructed of materials non- ‐corrosive to
wet chlorine service.

ii. Capacity -‐ The feed pump shall have a maximum operating capacity in
gal/day (gpd) of hypochlorite solution, as specified in the contract
documents and shall be equipped with manually operated knob control
mounted on top of the pump suitable for the above maximum feed rate. A
feed indicator shall permit visual monitor of fluid rate at any lime.

iii. Operation -‐ The rate of hypochlorite solution feed shall be set manually
and shall remain constant until manually changed. Feed rate adjustment
shall be permitted while the unit is in operation. The hypochlorite feed
pump shall be rated 230 VAC, single phase and 60Hz.

iv. Standard Accessories -‐ The hypochlorinator shall be supplied with

lubricating oil, suction and discharge tubing with appropriate fittings, anti-‐
siphon valve, foot valve, strainer, check valve with pipe fittings for injection
into the water main, plastic solution tank with cover to hold___ gallons of
hypochlorite solution and plastic measuring cup.

v. Powder Chlorine -‐ The unit shall be provided with ____ drums (45 kg) of
calcium hypochlorite powder with 70% available chlorine.

vi. Chlorine Test Kit -‐ The test kit shall be of colorimetric type and the residual
chlorine shall be determined by a simple visual comparison between
permanent color standard of known value and sample color. The test kit

102 | Technical Specifications

 shall be capable of analyzing for total chlorine using, orthotolidine solution
method. The unit shall have a range of 0- ‐5 mil or ppm with increments of
0.1 mg/L or ppm. Orthotolidine solution shall be provided with the test kit.

3. Flowmeter/Totalizer

i. The Contractor shall furnish and install.in accordance with these

specifications, flowmeter / totalizer with compatible steel ring flange,
bolts, nuts and gasket and necessary appurtenances.

ii. A test run will be conducted in the presence of the Engineer, Owner and
the Contractor. In the event of the failure of the flowmeter / totalizer to
operate to meet specifications. The supplier shall replace the unitand
shall receive no additional compensation thereof. For the purpose of
payment, the work will not be accepted until the test has been made to
the satisfaction of the Owner and the Engineer.

iii. The flowmeter shall be magnetic drive, propeller type and shal be
furnished with integral cast body grained high tensile cast iron faced and
drilled with ANSI flanged ends, and shall be designed and manufactured
according to ISO 4064/1-‐ 1977, with a nominal working pressure of 150
psi and shall be furnished with non- ‐ corrosive, non-‐toxic liners which
shall have straightening vanes. The flowmeter shall be suitable for
nominal flows for the required capacity and shall register within two
percent (2%) of true flows at all flows within 1he rated range. The
register drive shall be completely isolated from the water pressure by an
O ring sealed bronze housing. The propeller drive shall be magnetically
coupled to the register drive by use of permanent type ceramic magnet.
The propeller shall be fabricated of thermoplastic material resistant to
normal water corrosion. The meter shall be furnished with a six- ‐digit
straight reading type of totalizer indicating flows in cubic metre and a dial
or flow rate indicator in cubic metre per hour (m 3/hr) with graduations
from 0 to 360 m3/hr.

iv. The flowmeter shall be fitted with a permanent non-‐corrosive

nameplate on which all relevant data shall be stamped or engraved.
Data shall include but not be limited to the following:

° Name of Manufacturer
° Nominal Flow (Qn) in m3/hr
° Year of Manufacture and Serial Number
° Indicator of Flow Direction
° Working Pressure in bar

All flow measurements shall be in accordance with ISO 4006.

103 | Technical Specifications

 13 – WATER METERS
13.1 GENERAL

These specifications cover the requirements of water meters of various metrological

classes which can withstand permanent flow rates from 0.5 m 3/h to 20 m3/h, maximum
admissible working pressure equal to or greater than 10 bars and a maximum
admissible temperature of 30 degrees Centigrade.

The water meter shall conform to the requirements of ISO 4064 Part 1: Measurement of
Water Flow in Closed conduits- ‐Meters for Cold Potable Water, subject to the following
additional requirements.

13.2 METER BODY

The meter body (or casing) shall be brand new, manufactured from copper alloy
containing not less than 75% copper; or a copper alloy containing not less than 57%
copper, with an anti-‐ corrosion treatment. Meter bodies shall be smoothly finished and
free from defects. Bodies which have been repaired are not acceptable. All coatings
shall be free from defects of any kind. Meter bodies shall have a common inlet- ‐outlet
axis and shall be suitable for horizontal installation.

All external fasteners and seals shall be designed for easy disassembly, after a lengthy
in-‐service use, without the need for special tools or equipment.

13.3 MEASURING CHAMBER ASSEMBLY

The measuring chamber of the meter shall be a self- ‐contained unit manufactured
either in copper alloy containing not less than 85% copper with suitable amounts of tin,
lead and zinc, or in a suitable synthetic polymer, that will withstand all normal
conditions of operation without change in form or dimension. It shall be firmly seated
and easily removed, and be secured so that the meter's accuracy will not be adversely
affected by any distortion of the meter body.

Rotors shall be smoothly finished, of vulcanized hard rubber or suitable synthetic

polymer having sufficient rigidity and strength to operate at the rated capacity of the
meter. Rotor spindles, thrust rollers and thrust roller bearings shall be made of phosphor
bronze, stainless steel, nickel alloys or suitable synthetic polymer.

The movement of the measuring element (rotor) shall be transmitted to the register
magnet by means of a permanent driver magnet on the upper end of theelement's
spindle. The magnet shall be of suitable non- ‐corrosive, magnetic material. The
magnetic coupling shall be protected from external magnetic fields of 1,500 gauss by
suitable shielding.

13.4 REGISTER

104 | Technical Specifications

 Register compartments shall be self-‐contained and hermetically sealed. Register
compartments that rely upon a compressed gasket for the hermetical sealing and which
can be opened to repair the gear train, shall include an approved desiccant capsule. Lock
and side gears shall be securely fastened to the number wheel discs and hubs. Tumbler
pinions shall mesh accurately with the lock and side gears of the adjacent wheels at the
turnover points. Frames, shafts, gears and pinions shall be made of suitable non-‐
corroding materials.

13.5 DIAL LENS

The lens covering register dial shall be securely fastened to achieve hemetical sealing
and shall be of clear tempered glass of 5 mm minimum thickness (or of suitable
synthetic polymer which shall of be of high impact ultra violet stabilized polycarbonate
resin film of clear transparency. Dial lenses shall be resistant to impact and abrasion.
Impact resistance shall be taken as the capability to resist the impact of a 12mm
diameter steel dropped from a height of one (1) meter without sustaining any evident
damage. Abrasion resistance shall be taken as the capability to resist permanent scratch
marks using a material not harder than a Philippine one peso coin. Meter dial lenses
shall be held in place by a hinged lid or similar holding device of suitable synthetic
polymer.

13.6 REGISTER BOX RING (BONNET) AND LID

Register box ring and lid shall be of the same material composition as the meter body
or of suitable synthetic polymer.

13.7 METER COUPLING (TAILPIECES)

Each meter shall be provided with a pair of tailpieces. Tailpieces shall be of the same
material composition as the meter body.

The end of the tailpiece joining the meter spud shall have a shoulder and shall be
provided with gasket. The opposite end of the tailpiece shall have external tapered right
hand pipe threads in accordance with ISO recommendation R7.

The length of the tailpieces shall be such that the overalllength of the assembly (meter
length-‐ face to face of spuds-‐plus length of two (2) tailpieces) shall be as follows:

Meter Designation Overall Length of Assembly

1.5 m3 & 2.5 m3 311 mm
3.5 m3 356mm
6 m3 & 10 m3 406 mm

13.8 COUPLING NUTS AND GASKETS

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 Coupling nuts for joining the body spuds and tailpieces shall be of the same material
composition as the meter body and shall have internal parallel pipe threads compatible
with the meter spud threading. The couplingnuts shall have sealing wire holes of not
less than 3mm diameter.

Coupling gaskets shall be made of paraffined leather, rubber composition fiber, or of

suitable synthetic polymer.

13.9 SEALING

Each meter shall be supplied with 2.5 mm diameter copper wire and other suitable type
of seal system to discourage unauthorized opening or removal of the meter and also lo
indicate if such unauthorized act has been made. All elements of the sealing system
including length of wire. location of wire holes, etc., shall be suitable for covering all
possible means of tempering in particular, disturbance of the coupling nuts of the
accuracy adjustment device, if there is any; and of the register assembly. The seal shall
be blank and suitable for sealing by a compression tool. The sealing elements shall be
provided in such a way that after sealing, both before and after the water meter has
been correctly installed, there is no possibility of altering or dismantling the meter
without damaging the sealing elements.

13.10 PRESSURE LOSS

The maximum pressure loss shall be 1bar over the entire flow range.

13.11 TEST METHODS AND EQUIPMENT

The methods and means to be employed in determining the compliance of water

meters shall be in accordance with ISO 4064/3 (Test Methods and Equipment).

13.12 WARRANTY

All meters shall be guaranteed against defects in workmanship and materials for a
period of one (1) year from the date of acceptance. Defective meters or parts discovered
within this period shall be replaced without charge upon their return tothe
manufacturer/supplier. This warranty shall not apply if the meter has been modified by
using replacement parts not made by the manufacturer of the meter or if it has been
exposed to service conditions exceeding those of normal operating conditions.

The manufacturer also guarantees that replacements (whole meter), replacement parts
and service shall be made available within thirty (30) calendar days from notice during a
period of at least five (5) years from date of acceptance.

13.13 ACCREDITATION

The accreditation process shall be as follows:

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a. The water meter manufacturer shall have ISO 9000 and ISO 9001 certifications.

b. A sample meter, preferably a cut-‐away sample, together with the manufacturer's

technical brochures re: the meter is evaluated as to conformance with the
requirements of these specifications.

c. If it does, the following tests may be conducted on five (5) new sealed samples:

1. Initial accuracy test

2. Pressure tightness test (static test)
3. Head loss test
4. Accelerated endurance tests
5. Final accuracy test

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