AWWA-C302 (1995)

STD-AWWA C302-ENGL 1975 0783350 0504024 307

American Water Works Association

(Revision of ANSVAWWA C302-87) ANSIIAWWA C302-95

A W A STANDARD

FOR

REINFORCED CONCRETE PRESSURE PIPE, NONCYLINDER TYPE

Effective date: Nov. I, 1995. First edition approved by AWWA Board of Directors Sept. 4, 1951.

This edition approved Jan. 22, 1995. Approved by American National Standards Institute July 10, 1995.

AMERICAN WATER WORKS ASSOCIATION

6666 West Quincy Avenue, Denver, Colorado 80235

COPYRIGHT American Water Works AssociationLicensed by Information Handling ServicesCOPYRIGHT American Water Works AssociationLicensed by Information Handling Services

AW MIA Standard This document is an American Water Works Association (AWWA) standard. It is not a specification. AWWA standards describe minimum requirements and do not contain all of the engineering and administrative information normally contained in specifications. The AWWA standards usually contain options that must be evaluated by the user of the standard. Until each optional feature is specified by the user, the product or servi is not fully defined. AWWA publication of a standard does not constitute endorsement of any product or product type, nor does AWWA test, certify, or approve any product. The use of AWWA standards is entirely voluntary. AWWA standards are intended to represent a consensus of the water supply industry that the product described will provide satisfactory service. When AWWA revises or withdraws this standard, an official notice of action will be placed on the first page of the classified advertising section of Journal AWWA. The action becomes effective on the first day of the month following the month of Journal AWWA publication of the official notice.

American National Standard An American National Standard implies a consensus of those substantially concerned with its scope and provisions. An American National Standard is intended as a guide to aid the manufacturer, the consumer, and the general public. The existence of an American National Standard does not in any respect preclude anyone, whether that person has approved the standard or not, from manufacturing, marketing, purchasing, or using products, processes, or procedures not conforming to the standard. American National Standards are subject to periodic review, and users are cautioned to obtain the latest editions. Producers of goods made in conformity with an American National Stan- dard are encouraged to state on their own responsibility in advertising and promotional materials or on tags or labels that the goods are produced in conformity with particular American National Standards.

CAUTION NOTICE: The American National Standards Institute (ANSI) approval date on the fmnt cover of this standard indicates completion of the ANSI approval process. This American National Standard may be revised or withdrawn a t any time. ANSI procedures require that action be taken to reaffirm, revise, or withdraw this standard no later than five years from the date of publication. Purchasers of American National Standards may receive current information on all standards by calling or writing the American National Standards Institute, 11 W. 42nd St., New York, NY 10036; (212) 642-4900.

Copyright O 1995 by American Water Works Association Printed in USA


STD-AWWA C302-ENGL 1775 m 0783350 050402b 181 m

Committee Personnel The AWWA Standards subcommittee that reviewed and developed this stan-

dard had the following personnel at the time:

W.R. Brunzell, Chair H.H. Bardakjian R.P. Fuerst S.A. McKelvie A.W, Tremblay

The AWWA Standards Committee on Concrete Pressure Pipe, which reviewed and approved this standard, had the following personnel at the time of approval:

Lee B. Freese, Chair David P. Prosser, Secretary

Consumer Members

W.E. Bradbury, Lake Shastina Mutual Water Company, Weed, Calif. B.R. Bullert, St. Paul Water Utility, St. Paul, Mim. J.A. Economides, San Diego County Water Authority, San Diego, Calif. R.P. Fuerst, Bureau of Reclamation, Denver, Colo. W.M. Kremkau, Washington Suburban Sanitary Commission,

R.T. Menlove, Los Angeles Department of Water and Power,

D.A. Wiedyke, Detroit Water and Sewerage Department,

Laurel, Md.

Los Angeles, Calif.

Detroit, Mich.

General Interest Members

W.R. Brunzell, Brunzell Associates Ltd., Skokie, Ill. E.A. Cooney,* Whitman & Howard Inc., Wellesley, Mass. R.F. Dutting, Richard F. Dutting Associates, Pittsfield, Maine R.C. Edmunds, Jones Edmunds & Associates, Gainesville, Fla. W.D. Ensor, Gannett Fleming Inc., Newport News, Va. L.B. Freese, Freese & Nichols Inc., Fort Worth, Texas E.L. Haack, Alaimo Engineering Associates, Patterson, N.J. J.K. Haney, HDR Engineering Inc., Austin, Texas M.M. Hicks, Montgomery Watson Engineers, Walnut Creek, Calif. Conrad Hohener Jr.,t Boyle Engineering Corporation,

E m Kiilaspea, Consulting Engineer, Willowdale, Ont. R.Y. Konyalian, Boyle Engineering Corporation, Newport Beach, Calif. S.A. McKelvie, Parsons, Brinckerhoff, Gore & Storrie Inc.,

Newport Beach, Calif.

Glastonbury, Conn.

*Liaison, nonvoting TAlternate


ES. Ralph*, Standards Engineer Liaison, AWWA, Denver, Colo. R.C. Soren, Black & Veatch, Lake Oswego, Ore. Chris Sundberg, CHZM Hill, Bellevue, Wash.

Producer Members

H.H. Bardakjian, Ameron Concrete & Steel Pipe Systems, Rancho

Gerard Bizien, Hyprescon Inc., St. Eustache, Que. J.E. Forero, ICHSA, Mexico DF, Mexico K.L. Heasley, Cretex Pressure Pipe Inc., South Beloit, Ill. D.M. Macdonald, Lafarge Construction Materials Pressure Pipe

S.R. Malcolm, Vianini Pipe Inc., Somerville, N.J. R.I. Mueller, Giford Hill American Inc., Dallas, Texas Giorgi0 Napoletani,? Vianini Pipe Inc., Somerville, N.J. D.P. Prosser, American Concrete Pressure Pipe Association,

A.W. Tremblay, Price Brothers Company, Dayton, Ohio

Cucamonga, Calif.

Company, StoufXdle, Ont.

Vienna, Va.

*Liason, nonvoting

tAlternate

iv


STD-AWWA C302-ENGL L795 H 0783350 0504028 T 5 4

Contents

All AWWA standards follow t h geneml format indicated subsequently. Some variations from this f o r m t m y be found in a particular standurd.

SEC. PAGE SEC. PAGE

Foreword

I I .A I .B 1.c II III 1II.A

1II.B IV V

Introduction. .... .. .... .. .... ,. .. ...... .... .... .. .. vi Background . .. .. .. .... .. .... ,. .. ...... ...... .... .. vi History ... ...... .. ........ .. ....,. .. .... .. .... ........ vi Acceptance ......................................... vi Special Issues .................................. vii Use of This Standard ..................... vii Purchaser Options and

Alternatives ................................. mu Modification to Standard .............. mu Major Revisions ............................. viii Comments ......................................... ix

...

...

Standard

4.4 4.5 4.6 4.7

5 5.1

5.2 5.3

6 6.1 6.2 6.3

Materials ............................................ 5 Design ................................................. 8 Fabrication .... .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . 11 Fittings and Special Pipe ................ 14

Verification Inspection and Testing by

the Purchaser ................................ 16 Tests ................................................. 17 Testing of Pipe ................................. 17

1 General Tables 1.1 scope .............................................. ...a. 1

Delivery Marking ......................................... ... 18 Transportation.. .... .. .... ............ ...... ... 18 Affidavit of Compliance ................... 18

1.2 1.3

2

3

4 4.1 4.2

4.3

Purpose ............................................... 1 Application .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . 1

References. .... .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . 2 Definitions ....................................... 4 Requirements Permeation .. .. .. .. .. .. .. .. , . .. .. .. .. .. .. .. .. .. .. .. . 4 Drawings and Data to Be

Furnished by the Purchaser .......... 4 Data to Be Submitted by the

Manufacturer ................................... 5

1 Maximum Individual Pipe

2 Pipe Squareness Tolerance ............... 8 3 Internal Diameter Tolerance ............ 9 4 Minimum Wall Thickness

of Pipe ............................................ 10 5 Wall Thickness Tolerances ...... .. ..... 10

Length .............................................. 8

6 Minimum Thickness of Sheet or Plate for Fittings of Various Diameters ...................................... 15

V


Foreword This foreword is for information only and is not a part of AWWA C302.

I. Introduction I.A. Background. Reinforced concrete pressure pipe of the noncylinder type

has been used extensively since the turn of the century. This type of pipe is made with one or more cages of steel reinforcing bars or wire encased in concrete. The concrete is usually placed by vertical or centrifugal casting methods. Rubber gas- keted joints may have either steel or concrete bell and spigot surfaces. The pipe is manufactured in sizes ranging fiom 12 in. (300 mm) to more than 144 in. (3,660 m m ) in diameter and is generally made in 8-ft (2.5-m) through 24-R (7.5-m) laying lengths.

Reinforced concrete pressure pipe, noncylinder type, is designed for the specific combination of internal pressure and external load required for a project, in accordance with the procedures outlined in AWWA Manual M9, Concrete Pressure P i p e . This pipe is normally limited in working pressure to a maximum of 55 psi (380 Wal and is used for low-pressure transmission lines in irrigation, industrial, and domes- tic water supply systems, and other applications (see Sec. III).

Design criteria and examples along with installation recommendations and other related data pertaining to this pipe are covered in AWWA Manual M9

I.B. History. In April 1943, the AWWA Board of Directors authorized the preparation of "Tentative Emergency Specifications for Concrete Pressure Pipe." These tentative specifications, which covered several types of pipe in a single document, served a useful purpose during World War II, but are now obsolete and have been withdrawn.

The first edition of this standard was approved as tentative on Sept. 4, 1951, and made a standard on May 5, 1953. The second edition was made a standard on July 19, 1957. Substantial changes, including the addition of limiting stresses for combined loading design, were incorporated into the third edition, which was made a standard on Jan. 27, 1964,

The fourth edition, dated Jan. 28, 1974, included several sigmfhnt changes. Format and terminology were modified to generally conform to AWWA C301, Stan- dard for Prestressed Concrete Pressure Pipe, Steel-Cylinder Type, for Water and Other Liquids, and section titles were added. The scope of sizes was changed to include 12-in. (300-mm) through 144-in. (3,660-mm) pipe with certain length restric- tions as a function of diameter. Provisions for concrete admixtures were included along with modifications of curing parameters. Design requirements and reference appendixes were added.

The fifth edition, dated June 14, 1987, included general format changes and several minor technical revisions for aggregates. Provisions for pozzolanic materials as a cement replacement under controlled conditions were introduced. Maximum levels for soluble chloride ion (Cl-) content in the concrete mix were established. The criteria for curing the pipe were upgraded.

I.C. Acceptance. In May 1985, the US Environmental Protection Agency (USEPA) entered into a cooperative agreement with a consortium led by NSF Inter- national (NSF) to develop voluntary third-party consensus standards and a certifka- tion program for all direct and indirect drinking water additives. Other members of the original consortium included the American Water Works Association Research


STD-AWWA C302-ENGL 1975 0783350 0504030 b02 H

Foundation (AWWARF) and the Conference of State Health and Environmental Managers (COSHEM). The American Water Works Association (AWWA) and the Association of State Drinking Water Administrators (ASDWA) joined later.

In the United States, authority to regulate products for use in, or in contact with, drinking water rests with individual states.* Local agencies may choose to impose requirements more stringent than those required by the state. To evaluate the health effects of products and drinking water additives from such products, state and local agencies may use various references, including

1. An advisory program formerly administered by USEPA, Office of Drinking Water, discontinued on Apr. 7, 1990.

2. Specific policies of the state or local agency. 3. Two standards developed under the direction of NSF: ANSIt/NSF$ 60,

Drinking Water Treatment Chemicals - Health Effects, and ANSUNSF 61, Drink- ing Water System Components - Health Effects.

4. Other references, including AWWA standards, Food Chemicals Codex, Water Chemicals Codex, and other standards considered appropriate by the state or local agency.

Various certification organizations may be involved in certifying products in accordance with ANSINSF 61. Individual states or local agencies have authority to accept or accredit certification organizations within their jurisdiction. Accreditation of certification organizations may vary from jurisdiction to jurisdiction.

Appendix A, Toxicology Review and Evaluation Procedures, to ANSUNSF 61 does not stipulate a maximum allowable level (MAL) of a contaminant for substances not regulated by a USEPA final maximum contaminant level (MCL). The MALS of an unspecified list of unregulated contaminants are based on toxicity testing guidelines (noncarcinogens) and risk characterization methodology (carcino- gens). Use of Appendix A procedures may not always be identical, depending on the certifier.

AWWA C302 does not address additives requirements. Thus, users of this standard should consult the appropriate state or local agency having jurisdiction in oder to

1. Determine additives requirements, including applicable standards. 2. Determine the status of certifications by all parties offering to certify prod-

3. Determine current information on product certification. ucts for contact with or treatment of drinking water.

II. Special Issues. Special issues are addressed in AWWA Manual M9, Con- crete Pressure Pipe.

III. Use of This Standard. AWWA has no responsibility for the suitability or compatibility of the provisions of this standard to any intended application by any user. Accordingly, each user of this standard is responsible for determining that the standards provisions are suitable for and compatible with that users intended application.

*Persons in Canada, Mexico, and non-North American countries should contact the appropriate authority having jurisdiction.

?American National Standards Institute, 11 W. 42nd St., New York, NY 10036.

SNSF International, 3475 Plymouth M., Ann Arbor, MI 48106. Both publications available from National Academy of Sciences, 2102 Constitution Ave.

N.W., Washington, DC 20418.

vii


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STD-AWWA C302-ENGL L775 W 0783350 0504033 547 m

1II.A. Purchaser Options and Alternatives. The following items should be included in the purchaser's specifications:

1. Standard used - that is, AWWA C302, Standard for Reinforced Concrete Pressure Pipe, Noncylinder Type, of latest revision.

2. The working pressure, surge pressure, field test pressure, depth and weight of earth cover, trench bedding condition, and live load for which the pipe is to be designed (Sec. 4.2.2).

3. If detailed drawings and schedules are to be submitted for review (Sec. 4.3.1 and Sec. 4.7.1).

4. If manufacturer is not permitted to supply pipe from inventory (Sec. 4.3.1). 5. If a tabulated layout schedule will be required (Sec. 4.3.2). 6. Type of cement required if there is a preference (Sec. 4.4.1.1). 7. If submission of the type and amount of admixtures will be required

8. If submission of manufacturer's design calculations will be required

9. If either steel or concrete bell and spigot joint, or double spigot and sleeve

10. If the purchaser desires to inspect the material, pipe, and fittings at the

11. If any material or manufacturing test reports will be required (Sec. 5.1.2). 12. If steel test specimens will be required (Sec. 5.2.3). 13. If hydrostatic pressure testing of pipe at the manufacturer's yard will be

14. If an affidavit of compliance is required (Sec. 6.3). 1II.B. Modification to Standard. Any mod3cation to the provisions, definitions,

IV. Major Revisions. Major revisions made to the standard in this edition

(Sec. 4.4.5).

(Sec. 4.5.2).

joint of steel and concrete will be required (Sec. 4.5.3.1).

manufacturer's plant (Sec. 5.1.1).

required (Sec. 5.3.1).

or terminology in this standard must be provided in the purchaser's specifications.

include the following: 1. The format has been changed to reflect current AWWA standard style. 2. The acceptance clause (Sec. 1.C) and the definitions of parties (Sec. 3) have

3. Requirements for submitting samples of aggregates have been deleted (for-

4. A minimum yield strength of 30,000 psi (207 MPa) for cylinders for fittings

5. Minimum testing and measuring frequency for steel sheets alid coils is

6. A requirement for a minimum and maximum clear spacing between cir-

7. Table 4, Minimum Wall Thickness of Pipe, has been expanded to include

8. The requirements for rubber gaskets have been expanded to include

9. A qualification requirement for all welders and welding operators has been

10. A requirement for cage placement supports has been added (Sec. 4.6.3.1

11. A section and table on the design of fittings has been added (Sec. 4.7.2.1). 12. A requirement for test-equipment calibration has been added (Sec. 5.2.6).

been revised to approved wording.

mer Sec. 2.4).

steel is required (Sec. 4.4.6.1).

required (Sec. 4.4.6.2).

cumferential reinforcing members has been added (Sec. 4.5.2)

sizes 102 in. through 144 in. (2,590 mm through 3,660 mm).

splices, testing, and storage (Sec. 4.5.4).

added (Sec. 4.6.2).

and Sec. 4.6.3.2).


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STD-AWWA C302-ENGL 1775 = 0783350 0504032 485 M

13. Design procedures have been moved from the former appendix A of this standard to AWWA Manual M9.

V. Comments. If you have any comments or questions about this standard, please call the AWWA Standards Department, (303) 794-7711 ext. 2201, FAX (303) 795-1440, or write to the department at 6666 W. Quincy Ave., Denver, CO 80235.

ix


American Water Works Association

ANSllAWWA C302-95 (Revision of ANSI/AWWA C302-87)

AWWA STANDARD FOR

REINFORCED CONCRETE PRESSURE PIPE, NONCYLINDER TYPE

SECTION 1: GENERAL

Sec. 1.1 Scope This standard covers the manufacture of circumferentially reinforced concrete

pressure pipe, without a steel cylinder and not prestressed, in sizes from 12 to 144 in, (300 t o 3,660 m m ) inclusive and for working pressures not exceeding 55 psi (380 Wa) and working plus surge pressures not exceeding a total pressure of 65 psi (450 Wal. This type of pipe is designed for the internal pressure, external loads, and bedding conditions designated by the purchaser. Pipe of diameters larger than 144 in. (3,660 m m ) have been manufactured based on the concepts of this standard. This standard does not include requirements for design, handling, delivery, laying, field testing, or disinfection of pipe. See AWWA Manual M9, Concrete Pressure Pipe, for information on these topics.

1.1.1 Essential requirements. The pipe shall have the following principal fea- tures: a reinforcing cage or cages of steel rods, bars, wire, or fabric; a wall of concrete covering the reinforcing cage or cages inside and out; and a joint with a preformed rubber gasket or gaskets of rubber of circular cross section, so designed that the joint will be watertight under all conditions of service.

Sec. 1.2 Purpose The purpose of this standard is to provide purchasers, manufacturers, and con-

structors with the minimum requirements for reinforced concrete pressure pipe, noncylinder type, including fabrication and testing requirements.

Sec. 1.3 Application This standard can be referenced in specifications for purchasing and receiving

reinforced concrete pressure pipe, noncylinder type. This standard can be used as a

1


2 AWWA C302-95

guide for manufacturing this type of concrete pressure pipe. The stipulations of this standard only apply when this document has been referenced to reinforced concrete pressure pipe, noncylinder type.

SECTION 2: REFERENCES

This standard references the following documents. In their latest editions, they form a part of this standard to the extent specified within the standard. In any case of conflict, the requirements of this standard shall prevail.

AISI* - Steel Products Manual - 1010 through 1020 Steel Sheets and Coils and M1020 Steel Bars.

ASME? - Boiler and Pressure Vessel Code, Sec. IX ASTMS A27 - Standard Specification for Steel Castings, Carbon, for General

ASTM A36 - Standard Specification for Structural Steel. ASTM A82 - Standard Specification for Steel Wire, Plain, for Concrete

ASTM A185 - Standard Specification for Steel Welded Wire Fabric, Plain, for

ASTM A283- Standard Specification for Low and Intermediate Tensile

ASTM A285 - Standard Specification for Pressure Vessel Plates, Carbon

ASTM A496 - Standard Specification for Steel Wire, Deformed, for Concrete

ASTM A497 - Standard Specification for Steel Welded Wire Fabric,

ASTM A569 - Standard Specification for Steel, Carbon (0.15 Maximum, Per-

ASTM A570 - Standard Specification for Steel, Sheet and Strip, Carbon, Hot-

ASTM A575 - Standard Specification for Steel Bars, Carbon, Merchant Qual-

ASTM A576 - Standard Specification for Steel Bars, Carbon, Hot-Wrought,

ASTM A615 - Standard Specification for Deformed and Plain Billet-Steel

ASTM A635 - Standard Specification for Steel, Sheet and Strip, Heavy-Thick-

ASTM A659 - Standard Specification for Steel, Carbon (0.16 Maximum to

ASTM A663 - Standard Specification for Steel Bars, Carbon, Merchant Qual-

Application.

Reinforcement.

Concrete Reinforcement.

Strength Carbon Steel Plates.

Steel, Low- and Intermediate-Tensile Strength.

Reinforcement.

Deformed, for Concrete Reinforcement.

cent), Hot-Rolled Sheet and Strip Commercial Quality.

Rolled, Structural Quality.

ity, "Grades.

Special Quality.

Bars for Concrete Reinforcement.

ness Coils, Carbon, Hot-Rolled.

0.25 Maximum Percent), Hot-Rolled Sheet and Strip, Commercial Quality.

ity, Mechanical Properties.

*American Iron and Steel Institute, 1101 17th St. N.W., Washington, M= 20036. $American Society of Mechanical Engineers, 345 E. 47th St., New York, NY 10017. #American Society for Testing and Materials, 1916 Ra St., Philadelphia, PA 19103.


STD*AWWA C302-ENGL 1995 0783350 050L-1035 L94

REINFORCED CONCRETE PRESSURE PIPE 3

ASTM A675 - Standard Specification for Steel Bars, Carbon, Hot-Wrought,

ASTM A706 - Standard Specification for Low-Alloy Steel Deformed Bars for

ASTM A907 - Standard Specification for Steel, Sheet and Strip, Heavy Thick-

ASTM C29 - Standard Test Method for Unit Weight and Voids in Aggregate. ASTM C31 - Standard Practice for Making and Curing Concrete Test Speci-

ASTM C33 - Standard Specification for Concrete Aggregates. ASTM C39 - Standard Test Method for Compressive Strength of Cylindrical

ASTM C94 - Standard specification for Ready-Mixed Concrete. ASTM C127 - Standard Test Method for Specific Gravity and Absorption of

ASTM C128 - Standard Test Method for Specific Gravity and Absorption of

ASTM C 150 - Standard Specification for Portland Cement. ASTM C172 - Standard Practice for Sampling Freshly Mixed Concrete. ASTM C309 - Standard Specification for Liquid Membrane-Forming Com-

ASTM C494 - Standard Specification for Chemical Admixtures for Concrete. ASTM C618 - Standard Specification for Fly Ash and Raw or Calcined Natu-

ASTM D75 - Standard Practice for Sampling Aggregates. ASTM D297 - Standard Test Methods for Rubber Products - Chemical ASTM D395 - Standard Test Methods for Rubber Property - Compression

ASTM D412 - Standard Test Methods for Rubber Properties in Tension. ASTM D572 - Standard Test Method for Rubber-Deterioration by Heat and

ASTM D573- Standard Test Method for Rubber-Deterioration in an Air

ASTM D2240- Standard Test Method for Rubber Property- Durometer

ANSI*/AWSt D.1.1- Structural Welding Code, Steel. Concrete Pressure Pipe. AWWA Manual M9. AWWA, Denver, Colo. (1995). For pipe manufactured in Canada according to this standard, appropriate

material specifications issued by the Canadian Standards Association (CSA)S may be applicable.

Special Quality, Mechanical Properties.

Concrete Reinforcement.

ness Coils, Carbon, Hot-Rolled, Structural Quality.

mens in the Field.

Concrete Specimens.

Coarse Aggregate.

Fine Aggregate.

pounds for Curing Concrete.

ral Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete.

Analysis.

Set.

oxygen

Oven.

Hardness.

*American National Standards Institute, 11 W. 42nd St., New York, NY 10036. t h e r i c a n Welding Society Inc., 550 N.W. LeJeune Rd., Miami, FL 33126.

$Canadian Standards Association, 178 Rexdale Blvd., Rexdale, ON M9W 1R3.


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STD-AWWA C302-ENGL L995 0783350 050'403b O20

4 AWWA C302-95

SECTION 3: DEFINITIONS

The following definitions shall apply in this standard: 1. Approved: Having received the approval of the purchaser. 2. Constructor: The party that furnishes the work and materials for place-

3. Dead loads: The pipe weight, water weight, and all static loads, including

4. External loads: All live and dead loads applied to the outside of the pipe

5. Field test pressure: Maximum internal field test pressure for each part of

6. Live loads: All external transient loads applied to the outside of the pipe

7. Manufacturer: The party that manufactures, fabricates, or produces mate-

8. Normal operating conditions: Conditions due to working pressure and

9. Pipe diameter or size: The inside diameter of the pipe.

ment or installation.

earth loads, applied to the outside of the pipe after installation.

after installation

the pipeline.

during and after installation.

rials or products.

dead loads.

10. Purchaser: The person, company, or organization that purchases any materials or work to be performed.

11. Surge pressure: Internal pressure in excess of the working pressure caused by rapid changes in pipeline flow velocity.

12. Transient conditions: Conditions due to surge pressures or live loads that exceed normal operating conditions.

13. Working pressure: Maximum internal pressure for each pipe, or portion of the pipeline, established by the hydraulic gradient, exclusive of surge pressure, or the static pressure specified by the purchaser, whichever results in the greater pressure.

SECTION 4: REQUIREMENTS

Sec. 4.1 Permeation The selection of materials is critical for water service and distribution piping in

locations where there is likelihood the pipe will be exposed to significant concentra- tions of pollutants that are comprised of low molecular weight petroleum products or organic solvents or their vapors. Research has documented that pipe materials such as polyethylene, polybutylene, polyvinyl chloride, and asbestos cement; and elastom- ers, such as used in jointing gaskets and packing glands, may be subject to permeation by lower molecular weight organic solvents or petroleum products. If a water pipe must pass through such a contaminated area or an area subject to con- tamination, consult with the manufacturer regarding permeation of pipe walls, jointing materials, etc., before selecting materials for use in that area.

Sec. 4.2 Drawings and Data to Be Furnished by the Purchaser 4.2.1 Drawings. The purchaser shall furnish the constructor with drawings

and profiles showing (1) alignment and grades, (2) locations of all outlets,


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STD-AWWA C30E"ENGL L775 m 0783350 050q037 Tb7 m


connections and special appurtenances, (3) working, field test, and surge pressures for each portion of the pipeline, and (4) special details or shall otherwise provide the constructor with the information necessary for the design and manufacture of the pipe and fittings in accordance with this standard and with the specific requirements of the work for which the pipe is made. This information shall be furnished sufficiently in advance of scheduled installations to allow for subsequent pipe design and manufacture.

4.2.2 Design data. The purchaser shall speclfy or show on the drawings the working pressure, field test pressure, and transient conditions applicable to each portion of the pipeline. The external loading conditions and the method or methods of bedding and backfilling shall be specified.

4.2.3 Design responsibility. The purchaser or the purchaser's engineering representative is responsible for the overall concept and design of the pipeline project, including supporting structures. The manufacturer is responsible for furnishing pipe in accordance with the purchaseis criteria defined in Sec. 4.2.2.

Sec. 4.3 Data to Be Submitted by the Manufacturer 4.3.1 Detailed drawings and schedules. The manufacturer shall prepare draw-

ings and schedules showing full details of reinforcement, concrete, and joint dimensions for the pipe and fittings. These shall be submitted to the purchaser for approval when required in the purchaser's specifications. Pipe may be supplied from inventory, unless the purchaser specifies otherwise.

4.3.2 Tabulated layout schedule. When required, the data submitted by the manufacturer shall include a tabulated layout schedule, with reference to the sta- tioning and grade line shown on the drawings supplied by the purchaser. The schedule shall show pressure zones, each of which shall be designated by the applicable working pressure. The point of change from one zone to the next shall be clearly indicated by station number. The diameter of the pipe and area of circumferential steel reinforcement (per unit length of pipe wall) shall be referenced for each portion of the pipeline.

Sec. 4.4 Materials All materials furnished by the manufacturer shall be new and of the quality

4.4.1 Cement. 4.4.1.1 Type. Cement used in concrete and mortar shall conform t o ASTM

C150. Either type I or type II may be used, unless the purchaser specifies a particular type. Sampling and testing shall conform to the designated individual ASTM specifications. Unless otherwise specified, raw or calcined natural pozzolan or fly ash may be used as a cement replacement for the concrete. If pozzolanic materials are used, not less than 10 percent and not more than 20 percent of the cement, by weight, may be replaced by pozzolanic material. The pozzolanic material shall conform to ASTM (2618, except that loss on ignition shall not exceed 4 percent.

4.4.1.2 Inspection Satisfactory facilities shall be provided for identifying, inspecting, and sampling cement and pozzolan at the mill, warehouse, and site of pipe manufacture. The purchaser shall have the right to inspect the cement and pozzolan and obtain samples for testing at any of these points.

4.4.1.3 Storage. Cement and pozzolan shall be stored in a watertight, dry, well-ventilated structure.

specified.


S T D O A W W A C302-ENGL L775 0783350 0504038 7T3

6 AWWA C302-95

4.4.1.4 Unusable. Cement or pozzolan containing lumps shall be rejected and shall be removed immediately from the work site,

4.4.1.5 Temperature. If the temperature of the cement or pozzolan exceeds 150F (66'0, it shall be stored until cooled below that temperature.

4.4.2 Fine aggregate. Fine aggregate used in concrete and mortar shall consist of natural sand or sand prepared from the product obtained by crushing stone or gravel and shall comply with the requirements of ASTM C33. For the purpose of qualifying a source of aggregate to be used in the manufacture of pipe, the apparent specific gravity of fine aggregate, sampled in accordance with ASTM D75 and measured in accordance with ASTM C128, shall not be less than 2.6. Specific gravity measurements and all other mandatory tests listed in ASTM C33 shall be made at six-month intervals or whenever the source of fine aggregate is changed. Sieve analysis of fine aggregate shall be performed in accordance with ASTM C33 on a weekly basis. The provisions of Sec. 7.2 and Sec. 7.3 of ASTM C33 shall not apply.

4.4.3 Coarse aggregate. Coarse aggregate used in concrete shall consist of hard, durable particles of crushed stone or crushed or uncrushed gravel and shall conform to the requirements of ASTM C33. For the purpose of qualifying a source of aggregate to be used in the manufacture of pipe, the apparent specific gravity of coarse aggregate, sampled in accordance with ASTM D75 and measured in accordance with ASTM C127, shall not be less than 2.6. Specific gravity measurements and all other mandatory tests listed in ASTM C33 shall be made at six-month intervals, or whenever the source of coarse aggregate is changed. Sieve analysis of coarse aggregate shall be performed in accordance with ASTM C33 on a weekly basis, Coarse aggregate shall meet the deleterious substances requirements for class 3S, 3M, or 1N shown in Table 3 of ASTM C33 in the severe, moderate, and negligible weathering regions, respectively shown in Figure 1 of ASTM C33.

4.4.4 Water. The water used in concrete, cement mortar, and for curing pipe shall conform to the applicable requirements of ASTM C94. The water may be fresh or recycled concrete process water and shall be free from injurious amounts of oil, acid, strong alkalies, salts, and vegetable matter.

4.4.5 Admixtures. The concrete may contain a water-reducing, set-controlling admixture conforming to ASTM C494. No admixture shall contain injurious amounts of chlorides. Prior to the manufacture of pipe, the purchaser shall be advised of the type and amount of admixtures (if any), when required in the purchaser's specifications.

4.4.6 Steel for fittings. 4.4.6.1 General. The steel used in the manufacture of cylinders for fittings

shall have a minimum yield strength equal to or greater than twice the steel stress used at working pressure, but not less than 30,000 psi (207 m a ) .

4.4.6.2 Steel sheets and coils. Steel sheets and coils shall have a minimum elongation at rupture of 15 percent in a 2-in. (50-mm) gauge length and shall meet the requirements of ASTM A570, ASTM A569, or ASTM A907.

A sample from a minimum of one coil or bundle per heat shall be tested for yield strength, ultimate tensile strength, and elongation to verify compliance with the applicable standards. At the pipe manufacturer's option, these tests may be performed by either the pipe manufacturer or the steel supplier.

The thickness of each coil or one sheet of each bundle shall be checked by the pipe manufacturer for compliance with the applicable standards.

4.4.6.3 Steel plates. Steel plates for fittings shall conform to ASTM A283, ASTM A285, or ASTM A36.



4.4.6.4 Steel bars. Flat steel bars shall conform to ASTM A663, grade 55;

4.4.7 Steel reinforcement. 4.4.7.1 Bars. Steel-bar reinforcement shall conform to ASTM A615, except

that the carbon content shall not exceed 0.30 percent as shown by heat analysis, and the carbon equivalency shall be a maximum of 0.55 percent as determined by the criteria specified in ASTM A706.

4.4.7.2 Wire. Steel wire for reinforcement of concrete pipe shall conform to ASTM A82 or to ASTM A496. Wire used for ties may be annealed.

4.4.7.3 Wire fabric. Wire-fabric reinforcement for concrete pipe or for mortar coating and lining of fittings shall conform to ASTM A185 or ASTM A497.

4.4.8 Steel for joint rings. 4.4.8.1 General. The steel used in the manufacture of bell rings for pipe shall

have a minimum specified yield strength of 30,000 psi (207 MPa). The minimum specified yield stress of the steel used in the manufacture of bell rings for fittings shall be equal to or greater than twice the steel stress used at working pressure, but not less than 30,000 psi (207 MPa). All joint-ring steel shall have a minimum elongation of 20 percent in a 2-in. (50-mm) gauge length.

4.4.8.2 Steel sheet and strips. Steel sheet and strips used for bell rings shall meet the requirements of ASTM A570, ASTM A569, ASTM A659, or ASTM A907.

4.4.8.3 Steel plates and special sections. Special shapes for spigot joint rings and steel plate for bell rings shall conform to ASTM A!283, grade B or C; ASTM A575, grade M1012 or M1015; ASTM A663, grade 50; ASTM A576, grade 1012 or 1015; ASTM A635, grade 1012 or 1015; ASTM A675, grade 50; or ASTM A36.

4.4.9 Steel castings for fittings. Steel castings for fittings shall conform to ASTM A27, grade 70-36, normalized.

4.4.10 Rubber for gaskets. 4.4.10.1 General. The gasket shall have smooth surfaces free from pitting,

blisters, porosity, and other imperfections. The rubber compound shall contain not less than 50 percent by volume of synthetic polyisoprene or other synthetic rubber. The remainder of the compound shall consist of pulverized fillers free from rubber substitutes, reclaimed rubber, and deleterious substances. The compound shall meet the following physical requirements when tested in accordance with the indicated conditions and designated ASTM test methods.

4.4.10.2 Tensile strength. The tensile strength of the compound shall be at least 2,700 psi (18.6 MPa) for synthetic polyisoprene rubber gaskets and 2,000 psi (13.8 MPa) for other synthetic rubber gaskets when tested in accordance with ASTM D412.

4.4.10.3 Elongation at rupture. The elongation at rupture shall be at least 400 percent for synthetic polyisoprene rubber gaskets and 350 percent for other synthetic rubber gaskets when tested in accordance with ASTM D412.

4.4.10.4 Specific gravity. The specific gravity shall not vary more than k 0.05 within the range of 0.95 to 1.45 when tested in accordance with ASTM D297.

4.4.10.5 Compression set. The compression set, expressed as the percentage of the original deflection, shall not exceed 20 percent. The compression set determination shall be made in accordance with ASTM D395, method B, with aging for 22 h at 158F (70C), with the exception that the disk shall be a V2-in. (12.7-mm) thick section of the rubber gasket stock.

4.4.10.6 Tensile strength after aging. After being subjected to an accelerated aging test for 96 h in air at 158F (70C) in accordance with ASTM D573, or in a

ASTM A675, grade 60; ASTM A36; or AIS1 M1020.


~~ ~

I STD*AWWA C302-ENGL L775 0783350 05040110 551

8 AWWA C302-95

pressure chamber for 48 h at 158F (70C) in an oxygen atmosphere at 300 psi (2,070 kPa) in accordance with ASTM D572, the tensile strength of the compound shall be not less than 80 percent of the tensile strength before aging.

4.4.10.7 Hardness, The hardness shall be in the range of 35-50 for concrete spigots and 50-65 for steel spigots, determined using a Shore A durometer in accordance with ASTM D2240, with the exception of Sec. 6 of that standard. The determination shall be taken directly on the gasket.

Sec. 4.5 Design 4.5.1 General requirements. 4.5.1.1 Sizes. Pipe shall be hrnished with interior diameters from 12 to

144 in. (300 to 3,660 mm). 4.5.1.2 Laying lengths. In general, pipe shall have a minimum nominal laying

length of 8 ft (2.5 m), unless shorter lengths are required by weight or other consid- erations. The maximum lengths shall be as indicated in Table 1.

4.5.1.3 Out-of-roundness and end squareness. Adequate means shall be used as necessary to restrict the out-of-roundness of the finished pipe at any transverse section, measured as the difference between maximum and minimum diameters, to within 1.0 percent of the average of these diameters. Pipe ends shall be square with the centerline axis of the pipe within the tolerances stated in Table 2.

4.5.1.4 Diameter tolerances. Pipe shall be round, true, and have a smooth interior surface. The mean internal diameter of any portion of each piece shall not vary from the design diameter or size beyond those limits in Table 3.

Table 1 Maximum individual pipe length

Internal Size in. mm

Maximum Individual Pipe Length

f i m 12-18 inclusive 300-460 12 3.6 20-24 inclusive 5 10-6 10 16 4.8 27-30 inclusive 690-760 18 5.4 33-36 inclusive 840-910 20 6.1 39 and larger 990 24 7.5

Table 2 Pipe squareness tolerance

Internal Pipe Size in. mm

Squareness Tolerance in. mm

12-36 300-910 f v4 f 6 3!%120 990--3,050 f 3h f 10

132-144 3,350-3,660 k '/i! f 13 NOTE: The pipe squareness tolerances are not applicable for pipe sections containing designed beveled ends.



Table 3 Internal diameter tolerance

Internal Pipe Size Internal Diameter Tolerance in. mm in. mm

12-36 300-910 +v4 _ + 6 39-48 990-1,220 f 3/8 It 10 54-72 1,370-1,830 rt v2 f 13 278 21,980 + v4 f 19

4.5.1.5 Wall tolerances. The minimum design thickness of pipe wall for each size of pipe shall be as shown in Table 4. The thickness of walls shall be within the tolerances as shown in Table 5.

4.5.2 Reinforcement of pipe. The reinforcement of the pipe shall consist of one or more cages of welded steel hoops, helically wound steel bar or wire, or welded wire fabric properly spaced and supported with longitudinal reinforcing. The minimum clear spacing between the circumferential reinforcing members shall be 14/4 in. (30 mm) or 143 times the maximum aggregate size, whichever is greater. The maximum center-to-center spacing of circumferential reinforcing members shall be 2 in. (50 mm) for pipe with wall thicknesses less than 3 in. (75 mm). For pipe with wall thicknesses 3 in. (75 m m ) or greater, the maximum center-to-center spacing shall be three quarters of the wall thickness or 4 in. (100 mm), whichever is smaller. The manufacturer shall submit design calculations for approval before manufacturing any pipe if required in the purchaser's specifications.

4.5.3 Joints. 4.5.3.1 General. The constructor shall submit details of the joints to be fur-

nished. The joints shall be of the round rubber-gasket type, using either a steel or concrete bell-and-spigot joint design or a concrete and steel double spigot-and-sleeve joint design, unless the purchaser specifies a particular type. In either type, the joints shall be designed and fabricated so that when the pipe is laid and the joint completed, the gasket will be confined within a groove or by shoulders on the bell and spigot. The gasket contact surfaces in the joint shall not cause cutting of the rubber gasket during installation.

4.5.3.2 Joint design. The joint shall be watertight when tested at a hydrostatic pressure equal to 120 percent of the working pressure when in a fully deflected position. The joint shall be designed so that the gasket will not be required to sup- port the weight of the pipe.

4.5.3.3 Joints of concrete or concrete and steel. Joints formed entirely of concrete or that employ a steel sleeve shall be manufactured so that when the outer surface of the spigot and the inner surface of the bell or sleeve are in contact at a point on their periphery, the deformation in the stretched gasket shall not be less than 15 percent.

4.5.3.4 Steel joint rings. If the joints employ steel bell-and-spigot joint rings or a steel sleeve, the joint rings shall be designed and fabricated so that, when the pipe is laid and jointed, the joint will be self-centering. Each ring shall be formed by one or more pieces of steel, butt-welded together. Welds on gasket contact surfaces shall be smooth and flush with the adjacent surfaces. Prior to shipment, the exposed portions of the joint rings of the completed pipe shall be protected with a shop- applied, rust-inhibiting primer or metalized zinc coating.


S T D - A W W A ~ 3 0 2 - E N G L 1995 rn 07~3350 0 5 0 ~ 1 4 2 324 m

10 AWWA C302-95

Table 4 Minimum w a l l thickness of pipe

Internal Pipe Size in. mm

Minimum Wall Thickness*

in. mm

12 15 16 18 20

21 24 27 30 33

36 39 42 48 54

60 66 72 78 84

90 96

102 108 114

120 132 144

300 380 400 460 5 10

530 6 10 690 760 840

9 10 990

1,070 1,220 1,370

1,520 1,680 1,830 1,980 2,130

2,290 27440 2,590 2,740 2,900

3,050 3,350 3,660

~~ ~

2 51 2 51 2 '48 54 2 % 57 2 T8 60

2 T8 2 U2 2 5 4 2 34 2 7 8

3 3 % 3 '42 4 4 U2

5 5 '42 6 6 '42 7

7 '42 8 8 U2 9 9 '42

10 11 12

60 64 67 70 73

76 83 89

102 1 14

127 140 152 165 178

19 1 203 2 16

241

254 279 305

229 .

*Minimum wall thicknesses may not be adequate under some conditions of internal pressure or combined loads (refer to AWWA Manual Mg).

Table 5 Wall thickness tolerances

Internal Pipe Size Range in. mm

Wall Thickness Tolerance in. mm

12-36 300-9 10 39-48 990-1,220 54-72 1,370-1,830 278 21,980

-U8 -3

4 4 -6 -3/8 -10

-v16 -5


STD-AWWA C302-ENGL L995 0783350 0501rOLI3 2b0 ~~


4.5.3.4.1 Dimensions and tolerances. Steel joint rings shall be expanded by a press beyond their elastic limits so they are accurately sized. On the finished pipe, the circumference of the inside bell ring contact surface shall not exceed the circumference of the outside spigot ring contact surface by more than 3/16 in. (4.8 mm) for gaskets 2V32 in. (16.7 mm) in diameter or less and ?4 in. (6.4 m m ) for larger gaskets. For pipe diameters 48 in. (1,220 mm) and smaller, the maximum out-of-roundness of either contact surface shall not exceed 3/16 in. (4.8 mm) or 0.7 percent of the average of the maximum and minimum diameters, whichever is greater. The joint ring out- of-roundness for 54-in. (1,370-mm) and larger pipe shall not exceed 0.5 percent of the average of the maximum and minimum diameters or V2 in. (12.7 mm), whichever is less. The minimum thickness of the completed bell rings shall be 3/16 in. (4.8 mm) for 36-in. (910-mm) and smaller pipe and V4 in. (6.4 m m ) for pipe larger than 36 in. (910 mm). The rings shall conform to the details submitted by the manufacturer and shall be acceptable to the purchaser. The joint rings shall be designed so that, when the pipe is laid and the joint completed, the gasket will be enclosed on all four sides and confined under compression adequate to ensure watertightness under the conditions of service. Burrs and sharp edges on the joint ring surfaces contacting the gasket shall be smoothed or blunted.

4.5.4 Rubber gaskets. 4.5.4.1 General. Joints shall be sealed with a continuous solid-ring rubber gas-

ket having a circular cross section with a diametral tolerance of f Vi4 in. (0.40 mm). Gaskets shall be of sufficient volume to fill the recess provided when the pipe joint is assembled, so that the gasket will be compressed to form a pressuretight seal. The gasket shall be the sole element depended upon to make the joint watertight.

4.5.4.2 Splices. A maximum of two splices in each gasket shall be permitted provided the length of gasket between splices is at least 24 in. (610 mm).

4.5.4.3 Testing of splices. Each splice in a completed gasket shall be checked by stretching the gasket to at least twice the original length of the gasket. Each stretched splice shall be visually checked by rotating 360". Splices showing visible separation or cracks shall be rejected.

4.5.4.4 Gasket storage. All gaskets shall be stored in a location that will mini- mize gasket exposure to moisture and high temperature. All gaskets shall be protected from the direct rays of the sun. Gaskets shall not show any surf'ace craz- ing, cracking, or other evidence of deterioration.

Sec. 4.6 Fabrication 4.6.1 Workmumhip. All work shall be performed in a thorough, professional

manner by workers skilled in their various trades. When a lower limit or minimum dimension is given herein for a steel component, the minus tolerance (as stated in the applicable ASTM specification) shall be applied to define the true lower limit or dimension.

4.6.2 Welder qualifiution. All welding operators shall be qualified under ANSVAWS D1.l Structural Welding Code - Steel; or under Sec. IX of the ASME Boiler and Pressure Vessel Code for welding P-No. 1 (carbon or low-alloy) steels. For the purpose of this standard, welders and welding operators qualified under Sec. IX of the ASME Boiler and Pressure Vessel Code to weld P-No. 1 steels shall be deemed qualified to weld any combination of steels listed in Sec. 4.4.6 through Sec. 4.4.9 of this standard. Each welding operator shall have certified or recertified within the past three years.


STD-AWWA C302-ENGL L775 m 0783350 0509049 LT7 m

12 AWWA C302-95

4.6.3 Fabrication of reinforcement cage. 4.6.3.1 Circumferential reinforcement. The circumferential reinforcement shall

be steel bar or wire in helical or hoop form, or welded wire fabric shaped and lap welded or butt-welded into cages. The quality of the welds and welding procedures shall be assured by testing a representative number of butt or lap welds to a test stress of 40,000 psi (276 ma) . Spacer bars, chairs, or other methods may be provided to maintain the circumferential reinforcement in proper position within the forms during the placement and consolidation of the concrete. The positioners may extend to the finished concrete surfaces of the pipe.

4.6.3.2 Longitudinal reinforcement. The circumferential reinforcement in cages shall be accurately spaced and rigidly assembled by means of longitudinal bars securely attached so that the cage is maintained in proper shape and position during the casting of the pipe. Longitudinal reinforcement shall be uniformly spaced around each cage and shall consist of at least four bars. Additional bars shall be provided as necessary so that circumferential spacing between bars does not exceed 42 in. (1,070 mm). Longitudinal bars may extend to either or both ends of the pipe unit to form supports for holding the circumferential reinforcement in proper position

4.6.3.3 Placement. Reinforcement shall be placed so that the minimum distance between the circumferential reinforcement and the surface of the pipe shall be 1 in. (25 mm) when the wall thickness exceeds 3 in (75 mm); otherwise, the minimum distance shall be 3/4 in. (19 mm).

4.6.3.4 Cleaning steel surfaces. Before the concrete is placed, steel surfaces shall be cleaned to remove loose or other foreign matter that could interfere with the bonding of the concrete.

4.6.4 Concrete for pipe. 4.6.4.1 General. The concrete in the pipe may be placed by the centrifugal

method, by the vertical casting method, or by other approved methods. 4.6.4.2 Proportioning. The proportions of cement, fine aggregate, coarse aggre-

gate, and water used in concrete for pipe shall be determined and controlled as the work proceeds to obtain homogeneous, workable concrete of specified strength in the wall of the pipe and a minimum of defects in the surface of the pipe. At the time of use, all aggregates shall be free of frozen material. The proportions shall be those that will give the best overall results with the particular materials and method of placement used for the work. A minimum of 560 lb (254 kg) of cement shall be used for each cubic yard (0.76 m3> of concrete. A percentage of the cement, by weight, may be replaced with pozzolanic materials in accordance with Sec. 4.4.1.1. The water-cement ratio shall be such as to ensure that the concrete will meet the strength requirements, but in no case shall it exceed 0.5. The water-soluble chloride ion (Cl-) content of the concrete mix, expressed as a percentage of the weight of cement, shall not exceed 0.15 percent.

4.6.4.3 Measurements of materials. Cement shall be measured by weight. Water for mixing shall be measured by volume or by weight. Concrete aggregates for each batch shall be measured separately by weighing. The proportions of aggregates shall be computed on the saturated, surface-dry basis, and the water-cement ratio shall be exclusive of water within the aggregates and absorbed by them. The equiva- lent unit weights for both fine and coarse aggregates shall be determined in accordance with ASTM C29. The equipment and devices for weighing and measuring shall at all times be accurate within 1 percent.



4.6.4.4 Mixing. Mixing time shall be consistent with the types of materials, admixtures, and mixer being used. Transit mixing shall not be used except by writ- ten authorization and under Specified requirements of the purchaser. The temperature of the mix shall be not less than 40F (4C) at the time of placemen',. The temperature of the mix for vertically cast pipe shall not exceed 90F (32C) at the time of placement, unless the recommendations contained in Hot Weather Con- creting, as reported by ACI* Committee 305, are applied to control the effect of temperature on the quality of the concrete. The temperature of the mix for centrifugally cast pipe shall not exceed 100F (38C) at the time of placement.

4.6.4.5 Concrete test cylinders. A set of at least two standard test cylinders, 6 in. (150 mm) in diameter by 12 in. (300 mm) in length, shall be made each day from the mixed concrete of each mix design placed that day. No fewer than two test cylinders shall be made per 50 yd3 (38 m3) of concrete for each mix design placed in a day, or two test cylinders per pipe, whichever requires the fewer cylinders, with the exception that no more than six cylinders per day per mix shall be required to verify the concrete strength requirements in Sec. 4.6.4.8. The concrete shall be Sam- pled in accordance with ASTM C172. Test cylinders shall be made in conformance with ASTM C31. The curing methods for the test cylinders shall be the same as for the pipe.

4.6.4.6 Centrifugal test cylinders. Centrifugally cast test cylinders may be substituted for standard test cylinders, at the option of the manufacturer, when the centrifugal method is used for making the pipe. Test cylinders shall be centrifugally cast in 6-in. (150-mm) diameter by 12-in. (300-mm) long steel molds spun about their longitudinal axes, at a speed that will simulate the compaction of concrete in the pipe, to produce a spun-cylinder wall thickness of about 2 in. (50 mm). The curing of the test cylinders shall be the same as for the pipe. The net concrete area of the hollow cylinder shall be used to determine its compressive strength.

4.6.4.7 Testing cylinders. All test cylinders shall be tested in accordance with ASTM C39 by an approved testing laboratory, unless the manufacturer has approved testing facilities at the work site.

4.6.4.8 Strength of concrete. The design strength of concrete shall be not less than 4,500 psi (31,000 kPa). Concrete test cylinders, as defined in Sec. 4.6.4.5, shall attain a minimum compressive strength of 4,500 psi (31,000 Wa) in 28 days. Cen- trifugal test cylinders, as defined in Sec. 4.6.4.6, shall attain a minimum compressive strength of 6,000 psi (41,400 kPa) in 28 days. To conform to the requirements of this section, the average of any 10 consecutive strength tests of cylinders representing each type of concrete shall be equal to or greater than the specified strength, and not more than 20 percent of the strength tests shall have values less than the specified strength. Damaged cylinders shall not be tested. No individual strength test shall be more than 10 percent below the specified strength. Pipe made from concrete that does not meet the strength tests in accordance with the foregoing shall be subject to rejection.

4.6.5 Curing of pipe. 4.6.5.1 General. Pipe shall be cured as specified in this section to obtain con-

crete strengths specified in Sec. 4.6.4.8. Unless otherwise specifically permitted, the pipe shall be cured by the accelerated curing method described in Sec. 4.6.5.2, by the water curing method described in Sec. 4.6.5.3, or the combination curing method

*American Concrete Institute, 22400 W. Seven Mile Rd., Detroit, MI 48219.


~

STD-AWWA C30L"ENGL L775 E 0783350 0501104b T 7 T

14 AWWA C302-95

described in Sec. 4.6.5.4. Water curing, however, may only be used if the minimum ambient temperature exceeds 40F (4C).

4.6.5.2 Accelerated curing. The pipe shall be placed in a curing facility or otherwise covered by a suitable enclosure that will allow proper circulation of air or steam. Within 1 h of final placement of concrete in each enclosure, any exposed concrete, including the surfaces at the top of vertically cast pipe, shall be kept moist continuously, either by maintaining a moist environment surrounding the entire pipe at a relative humidity of not less than 85 percent, or by the presence of free water in contact with the exposed surfaces, The ambient temperature within the enclosure shall not be less than 40F (4C). The ambient temperature shall be increased at a rate not to exceed 40F (22C) per hour, but shall not be raised above 95F (35C) by the introduction of heat before 4 h after final placement of concrete in that enclosure. After the 4-h delay period, the ambient temperature shall be maintained at a temperature between 90 and 125F (32 and 52C) for a minimum period of 12 h (including the delay period), except for the time required to remove the forms or end rings. The forms shall not be removed until the concrete has attained a strength sufEcient to resist damage during the form-removal operation, but in no case shall the forms be removed until 6 h after the completion of concrete placement. The total cure, consisting of the delay period, the accelerated cure, and the ambient-air cure, shall be sufficient to produce the concrete strength specified in Sec. 4.6.4.8.

4.6.5.3 Water curing. Water curing shall begin as soon as the concrete has set sufficiently to prevent damage to the exposed concrete surfaces. All exposed concrete surfaces shall then be kept moist by intermittent or continuous water spraying throughout the water-curing period. Forms shall not be removed until the concrete has attained a strength sufficient to resist damage during the form-removal operation, but in no case shall the forms be removed until 12 h after the completion of concrete placement. The total cure, consisting of the water cure and the ambient-air cure, shall be sufficient to produce the concrete strength specified in Sec. 4.6.4.8.

4.6.5.4 Combination curing. Curing of pipe may consist of any combination of accelerated curing and water curing that will produce the concrete strengths specified in Sec. 4.6.4.8, except that only a single method of curing shall be used before removing the forms.

4.6.6 Repair of Concrete. Defective concrete shall be removed to the extent of the defect. Concrete used for repairs shall have the same proportions as specified in Sec. 4.6.4.2. Repairs shall be cured as specified in Sec. 4.6.5, as applicable, or by prompt application of a clear or pigmented curing compound conforming t o ASTM C309. The curing compound used on the pipe interior shall be suitable for potable water service. Repaired pipe shall not be shipped until completion of curing or for a minimum period of 12 h following the application of the curing compound. Other materials and methods of repair may be proposed by the manufacturer, all subject to the approval of the purchaser.

Sec. 4.7 Fittings and Special Pipe 4.7.1 General. Fittings and special pipe shall include closures, adapters, con-

nections to main-line valves, bends, tees, wyes, reducers, restrained-joint pipe, beveled pipe, short pipe, and pipe with outlets required for branches, manholes, air valves, and blowoffs, as specified.


STD-AWWA C302-ENGL 1775 0783350 05040Lt7 70b


Fittings shall be fabricated of welded steel sheet or plate, and shall be lined and coated with cement mortar. The mortar coating and lining shall be reinforced with wire fabric as set forth in Sec. 4.7.2.2. Fittings shall conform to the details furnished by the purchaser or, if required, to the details furnished by the manufar- turer and approved by the purchaser.

4.7.2 Fittings. 4.7.2.1 Design. The circumferential steel stress used in the design of fittings

shall not exceed 16,500 psi (114 MPa) when the fitting is subjected to the working pressure as defined in Sec. 3, item 13. If the centerline radius of a bend is less than 2% times the inside diameter of the pipe, the plate thickness, based on the maximum circumferential stress of 16,500 psi (114 MPa), shall be increased to account for the stress concentration on the inside radius of the bend. The minimum steel sheet or plate thickness shall be as shown in Table 6 when supplemental structural steel reinforcement is not used. Openings in fittings shall be reinforced by collars, wrappers, or crotch plates if required by the design. Stiffener rings may be used to increase the stiffness of fittings. Manufacturer's designs may use supplemental external reinforcing cages.

4.7.2.2 Steel fabrication. The steel for the fabricated fittings shall be cut, shaped, and welded so that the finished fittings shall have the required shape and interior dimensions. Butt welding, lap welding, or offset lap welding shall be used. The sheets shall be closely fitted before welding and shall be f i d y held during welding. The welds shall be inspected, and the completed steel shape shall be tested for tightness by the dye-penetrant or other approved method. Welds that were pre- viously hydrostatically tested need not be dye tested.

4.7.2.3 Mortar reinforcement. Fittings shall have wire fabric reinforcement applied to the interior and exterior surfaces. The fabric shall have a maximum spacing of 2 in. by 4 in. (50 mm by 100 mm) and shall be a minimum W0.9 welded wire fabric. The fabric shall be held approximately 318 in. (10 mm) from the surfaces of the steel plate or within the middle third of the lining thickness for mortar less than 3 4 in. (19 mm) in thickness. Wire fabric reinforcement will not be required for concrete or mortar linings that are centrifugally placed.

4.7.2.4 Lining and coating. Steel plate fittings shall be lined and coated with mortar or other protective coating material when mortaring is not feasible. Mortar lining shall be of a thickness compatible with the pipe interior, but under no

Table 6 Minimum thickness of sheet or plate for fittings of various diameters

Range of Fittings Diamete? in. mm

Minimum Thickness of Sheet or Plate in. mm

12-2 1 300-530 24-36 6 10-9 10 39-48 990-1,220 5 1-63 1,300-1,600 66-75 1,680-1,910 78-84 1,980-2,130 87-96 2,210-2,440

O. 1345 3.4 0.1793 4.6 0.250 6.4 0.3125 7.9 0.375 9.5 0.4375 11.1 0.500 12.7

*For fittings larger than 96 in. (2,440 mm) in diameter, minimum plate thickness shall be subject to approval by ~ ~~~~~ ~~

purchaser.


16 AWWA C302-95

conditions shall the mortar lining be less than 3/8 in. (9.5 mm) thick. The exterior mortar coating shall be at least 1 in. (25 mm) thick. Immediately before applying the mortar lining or coating, all loose mill scale, excessive rust, oil, grease, and other foreign substances shall be removed from all steel surfaces t o which the mortar is to be applied. The mortar shall contain not less than one part cement to three parts fine aggregate of a grading suitable for the method of application used.

4.7.2.5 Curing. At the manufacturer's option, fittings shall be cured in accordance with Sec. 4.6.5 or by prompt application of a curing compound conforming to ASTM C309. The curing compound used on the interior shall be suitable for potable water service.

4.7.3 Curves, bends, and closures. Long-radius curves and small angular changes in pipe alignment shall be formed by deflecting joints, straight pipe with beveled ends, bevel adapters, or a combination of these. Pipe ends may be beveled up t o 5". Short-radius curves and closures shall be formed by fittings. The deflection angle between adjacent segments of a bend shall be not greater than 22%". Adja- cent segments shall be joined by lap or butt welding.

4.7.4 Outlets and connections on pipe. Openings for manholes and connections for air valves, blowoffs, and other branches may be built into the walls of the pipe at the locations required by the purchaser. Wall openings in pipe shall be reinforced with collars, wrappers, or other approved means. The interior and exterior surfaces of steel connections shall be lined and coated with mortar or other protective coating material when mortaring is not feasible.

SECTION 5: VERIFICATION

Sec. 5.1 Inspection and Testing by the Purchaser 5.1.1 Znspection at manufacturer's plant. If inspection of the materials, pipe,

and fittings at the manufacturer's plant is desired, the purchaser shall specify the conditions under which the inspection shall be made. During inspection, the purchaser or the purchaser's representative shall have free access to those parts of the manufacturer's plant that are necessary to assure compliance with this standard. The manufacturer shall make available for the purchaser's use gauges that are necessary for inspection. The manufacturer shall provide the purchaser with assistance as necessary for handling pipe and fittings.

5.1.2 Inspection of test reports. If required in the purchaser's specifications, any of the reports of materials and manufacturing tests (under Sec. 4.4 and Sec. 5.2) shall be submitted to the purchaser.

5.1.3 Responsibility. Inspection by the purchaser or failure of the purchaser to provide inspection shall not relieve the constructor or the manufacturer of the responsibility to furnish materials and to perform work in accordance with this standard.

5.1.4 Tests. Tests under Sec. 4.4 and Sec. 5.2 that the purchaser makes on material samples, shall be conducted without delay. If any sample fails t o meet the requirements, the manufacturer shall be notified immediately. Material affected by the test results shall be set aside pending final disposition.

5.1.5 Rejection. Material, fabricated parts, and pipe that are discovered to be defective or that do not conform to the requirements of this standard will be subject


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STD-AWWA C302-ENGL 1775 0783350 0504047 787


t o rejection. Rejected material and pipe shall be removed from the work site within a reasonable period of time.

Sec. 5.2 Tests 5.2.1 Concrete. Samples of the mixed concrete shall be taken for making com-

pression test cylinders as specified under Sec. 4.6.4.5 and Sec. 4.6.4.6. 5.2.2 Steel. Applicable physical and chemical test reports on all steel used in

the manufacture of the pipe, including joint rings and reinforcing bars, shall be obtained by the manufacturer. These test reports are designated in the applicable material standards referenced in Sec. 4.4. At the manufacturer's option, these may be mill test reports or the pipe manufacturer's test reports.

5.2.3 Steel specimens. If required in the purchaser's specifications, the manufacturer shall provide the purchaser test specimens cut from each shipment of steel on all steel used in the manufacture of the pipe, including joint rings and reinforcing, a t a frequency specified by the purchaser.

5.2.4 Rubber for gaskets. Test reports showing the physical properties of rubber used in the gaskets, as specified in Sec. 4.4.10, shall be obtained by the manufacturer.

5.2.5 Welds in reinforcement. Samples of welds in reinforcing rods or bars shall be tested for conformance with Sec. 4.6.3 if required in the purchaser's specifications.

5.2.6 Calibration of test equipment. All instrument gauges and other testing and measuring equipment used in activities affecting quality shall be of proper range, type, and accuracy to verify conformance with specified requirements. Proce- dures shall be in effect to ensure that they are calibrated and certified at no longer than annual intervals. Calibration shall be against measurement standards that have known relationship to National Standards, when such exist. Gauges must be calibrated and certified for the piece of equipment of which they are a part.

Sec. 5.3 Testing of Pipe 5.3.1 General. Internal pressure tests of pipe at the manufacturer's yard will

not be required unless they are specifically ordered by the purchaser, as provided for in the purchaser's specifications. The number of tests, type of tests, and specific conditions of acceptance or rejection shall be as specified by the purchaser. Follow- ing are suggested procedures for hydrostatic pressure tests on fully cured and surface-dry pipe.

5.3.2 Hydrostatic pressure tests. Hydrostatic pressure tests on pipe and joints may be made together. The test section shall have suitable bulkheads attached to the ends and shall be filled with water and permitted to stand under a pressure up to working pressure for a period not exceeding two weeks. The pressure shall be gradually increased until it reaches 120 percent of the working pressure for which the pipe is designed. It shall be kept under the test pressure for at least 20 min without cracking, and no measurable leakage shall develop during the test period. Damp spots or water drops developing on the surface of the pipe and that remain on the surface shall not be considered as leakage and cause for rejection. Those drops that drip from the pipe and can be measured will be considered as leakage and cause for rejection. However, if this leakage can be proven to seal and dry on retest- ing, then the pipe shall be considered acceptable. The joint shall show no leakage at the test pressure.


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STD-AWWA C302-ENGL L995 0783350 0509050 9TO

18 AWWA C302-95

SECTION 6: DELIVERY

Sec. 6.1 Marking Each length of straight and special pipe and each fitting shall be plainly

marked inside, on the bell or spigot end. The markings shall include either the pressure for which the pipe or fitting is designed or the area of circumferential reinforcement per unit length of pipe wall. Special marks of identification, sufficient to show the proper location of the pipe or fitting in the line by reference to layout drawings and schedules specified under Sec. 4.3.2, shall be placed on the pipe if a tabulated layout schedule is required in the purchaser's specifications. All beveled pipe shall be marked with the amount of the bevel, and the point of maximum pipe length shall be marked on the beveled end. If elliptical reinforcement is used, the minor axis of the reinforcement shall be identified. Markings shall be made on the pipe with a waterproof marking material.

Sec. 6.2 Transportation

concrete pipe. Refer to AWWA Manual M9 for information on transportation of reinforced

Sec. 6.3 Affidavit of Compliance The purchaser may require an aff--davit from the manufacturer that the pipe

and fittings furnished under the purchaser's specifications comply with all applicable provisions of this standard.


1 P-8.5M-43302-11/95-RM Printed on recycled paper.

i COPYRIGHT American Water Works AssociationLicensed by Information Handling ServicesCOPYRIGHT American Water Works AssociationLicensed by Information Handling Services

Documents

AWWA-C302 (1995)