Designation: C 361 – 08

Standard Specification for

Reinforced Concrete Low-Head Pressure Pipe1
This standard is issued under the fixed designation C 361; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A
superscript epsilon (´) indicates an editorial change since the last revision or reapproval.
This standard has been approved for use by agencies of the Department of Defense.

1. Scope Wrought, Special Quality, Mechanical Properties

1.1 This specification covers reinforced concrete pipe in- A 706/A 706M Specification for Low-Alloy Steel De-
tended to be used for the construction of pressure pipelines formed and Plain Bars for Concrete Reinforcement
with low internal hydrostatic heads generally not exceeding A 1008/A 1008M Specification for Steel, Sheet, Cold-
125 ft. Rolled, Carbon, Structural, High-Strength Low-Alloy,
1.2 This specification is the inch-pound companion to High-Strength Low-Alloy with Improved Formability, So-
Specification C 361; therefore, no SI equivalents are presented lution Hardened, and Bake Hardenable
in the specification. A 1011/A 1011M Specification for Steel, Sheet and Strip,
Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy,
NOTE 1—Field tests on completed portions of the pipeline are not High-Strength Low-Alloy with Improved Formability, and
covered by this specification for the manufacture of the pipe but should be
Ultra-High Strength
included in specifications for pipe laying.
C 31/C 31M Practice for Making and Curing Concrete Test
2. Referenced Documents Specimens in the Field
2.1 ASTM Standards:2 C 33 Specification for Concrete Aggregates
A 27/A 27M Specification for Steel Castings, Carbon, for C 39/C 39M Test Method for Compressive Strength of Cy-
General Application lindrical Concrete Specimens
A 36/A 36M Specification for Carbon Structural Steel C 150 Specification for Portland Cement
A 82/A 82M Specification for Steel Wire, Plain, for Con- C 260 Specification for Air-Entraining Admixtures for Con-
crete Reinforcement crete
A 185/A 185M Specification for Steel Welded Wire Rein- C 309 Specification for Liquid Membrane-Forming Com-
forcement, Plain, for Concrete pounds for Curing Concrete
A 283/A 283M Specification for Low and Intermediate C 497M Test Methods for Concrete Pipe, Manhole Sec-
Tensile Strength Carbon Steel Plates tions, or Tile [Metric]
A 496/A 496M Specification for Steel Wire, Deformed, for C 595 Specification for Blended Hydraulic Cements
Concrete Reinforcement C 618 Specification for Coal Fly Ash and Raw or Calcined
A 497/A 497M Specification for Steel Welded Wire Rein- Natural Pozzolan for Use in Concrete
forcement, Deformed, for Concrete C 822 Terminology Relating to Concrete Pipe and Related
A 575 Specification for Steel Bars, Carbon, Merchant Qual- Products
ity, M-Grades C 1619 Specification for Elastomeric Seals for Joining Con-
A 576 Specification for Steel Bars, Carbon, Hot-Wrought, crete Structures
Special Quality D 698 Test Methods for Laboratory Compaction Character-
A 615/A 615M Specification for Deformed and Plain istics of Soil Using Standard Effort (12 400 ft-lbf/ft3(600
Carbon-Steel Bars for Concrete Reinforcement kN-m/m3))
A 675/A 675M Specification for Steel Bars, Carbon, Hot- D 4253 Test Methods for Maximum Index Density and Unit
Weight of Soils Using a Vibratory Table
D 4254 Test Methods for Minimum Index Density and Unit
1
This specification is under the jurisdiction of ASTM Committee C13 on
Weight of Soils and Calculation of Relative Density
Concrete Pipe and is the direct responsibility of Subcommittee C13.04 on Low Head 2.2 Other Standards:
Pressure Pipe. ACI Code 318 Standard Building Code Requirements for
Current edition approved Dec. 1, 2008. Published December 2008. Originally Reinforced Concrete3
approved in 1955. Last previous edition approved in 2005 as C 361 – 05´1.
2
For referenced ASTM standards, visit the ASTM website, www.astm.org, or
contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM
3
Standards volume information, refer to the standard’s Document Summary page on Available from American Concrete Institute (ACI), P.O. Box 9094, Farmington
the ASTM website. Hills, MI 48333-9094, http://www.concrete.org.

Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.

Copyright by ASTM Int'l (all rights reserved); Thu Apr 16 06:22:15 EDT 2009 1
Downloaded/printed by
Laurentian University pursuant to License Agreement. No further reproductions authorized.
 C 361 – 08
AISI-C 10124 6.2.3.4 A combination of portland cement and fly ash or
pozzolan, wherein the proportion of fly ash or pozzolan is
3. Terminology between 5 and 20 % by weight of total cementitious material
3.1 Definitions—For definitions of terms relating to con- (portland cement plus fly ash or pozzolan).
crete pipe, see Terminology C 822. 6.3 Aggregates—Aggregates shall conform to Specification
C 33, except that the requirements for grading are waived.
4. Classification 6.4 Admixtures—Admixtures, except for air-entraining
4.1 Pipe manufactured according to this specification shall agents, shall not be added to the concrete unless permitted by
be for hydrostatic heads of 25, 50, 75, 100, and 125 ft measured the owner. At the option of the manufacturer, or if specified by
to the centerline of the pipe. Designs are provided in Table 1 the owner, the concrete in precast concrete pipe placed by the
for the above hydrostatic heads combined with external load- cast-and-vibrated method shall contain an air-entraining agent
ings of 5, 10, 15, and 20 ft (designated A, B, C, and D in Table conforming to Specification C 260. The amount of air-
1) of earth cover over the top of the pipe under specific entraining agent used shall be such as will affect the entrain-
installation conditions. The specific installation conditions are ment of not more than 3 % air by volume of concrete as
covered in Appendix X1. Where the hydrostatic head, external discharged from the mixer.
loadings, and installation conditions vary from those given in 6.5 Steel Reinforcement—Reinforcement shall consist of
Table 1 and Appendix X1, detailed design calculations shall be wire conforming to Specification A 82/A 82M, Specification
made. The design criteria for Table 1 are presented in Appendix A 496/A 496M, or of wire reinforcement conforming to Speci-
X2. fication A 185/A 185M or Specification A 497/A 497M, or of
bars of Grades 40 or 60 steel conforming to Specification
5. Basis of Acceptance A 615/A 615M or of Grade 40 steel conforming to Specifica-
5.1 Acceptability of the pipe in all diameters and classes tion A 36/A 36M, or Grade 60 steel conforming to Specifica-
shall be determined by the results of such material tests as are tion A 706/A 706M.
required in 6.2 through 6.9 by crushing tests on cured concrete 6.6 Steel for Joint Rings:
cylinders, by hydrostatic pressure tests on units of the pipe, by 6.6.1 Steel strips for bell rings less than 1⁄4 in. thick shall
joint leakage tests, and by inspection during or after manufac- conform to Grade SS30 of Specification A 1011/A 1011M or
ture to determine whether the pipe conforms to this specifica- Grade Designation 1012 of Specification A 575. Steel that
tion as to design and freedom from defects. meets the requirements of AISI-C1012 for chemical compo-
5.2 Age for Acceptance—Pipe shall be considered ready for nents will be acceptable provided it conforms to Grade SS30 of
acceptance when they conform to the requirements, as indi- Specification A 1011/A 1011M in other respects.
cated by the specified tests. 6.6.2 Steel plate for bell rings 1⁄4 in. or more in thickness and
special shapes for spigot joint rings shall conform to Specifi-
6. Materials
cation A 36/A 36M, or to Grade A of Specification A 283/
6.1 Reinforced Concrete—The reinforced concrete shall A 283M, or to Grade Designation 1012 of Specification A 576,
consist of portland cement, mineral aggregates, and water, in or to Grade 50 of Specification A 675/A 675M. Steel that
which steel has been embedded in such a manner that the steel meets the requirements of AISI-C1012 for chemical compo-
and concrete act together. Fly ash or pozzolan is not prohibited nents will be acceptable provided it conforms to Specification
when used as a partial cement replacement; see 9.1. A 36/A 36M or to Specification A 283/A 283 Min other re-
6.2 Cementitious Materials: spects.
6.2.1 Cement: 6.7 Steel Castings for Fittings—Steel castings for fittings
6.2.1.1 Portland Cement—Portland cement shall conform shall conform to Grade 70-36, Normalized, of Specification
to the requirements of Specification C 150. A 27/A 27M.
6.2.1.2 Blended Hydraulic Cement—Blended cement shall 6.8 Steel Plates and Sheets for Specials and Fittings—
conform to the requirements of Specification C 595 for Type IS Steel plates for specials and fittings shall conform to Specifi-
portland blast furnace slag cement or Type IP portland poz- cation A 36/A 36M or to Grade B or C of Specification
zolan cement, except that the pozzolan constituent in the Type A 283/A 283M or Grade SS30 or SS33 of Specification
IP portland pozzolan cement shall not exceed 20 % by weight. A 1011/A 1011M or Grade SS30 of Specification A 1008/
6.2.2 Fly Ash or Pozzolan—Fly ash or pozzolan shall A 1008M.
conform to the requirements of Specification C 618.
6.9 Rubber Gaskets:
6.2.3 Allowable Cementitious Materials—The combination
6.9.1 Composition and Properties—All rubber gaskets shall
of cementitious materials used in the concrete shall be one of
comply with Specification C 1619 in terms of material and
the following:
manufacture. The gaskets shall be of a solid circular cross
6.2.3.1 Portland cement only,
section and shall be extruded or molded to the specified size
6.2.3.2 Portland blast furnace slag cement only, or
within a diametrical tolerance of 61⁄64 in. or 61.5 % of the
6.2.3.3 Portland pozzolan cement only.
diameter, whichever is larger.
6.9.1.1 Standard Gasket Requirements—All rubber gaskets
4
Available from American Iron and Steel Institute (AISI), 1140 Connecticut shall meet the dimensions, tolerances, and physical require-
Ave., NW, Suite 705, Washington, DC 20036, http://www.steel.org. ments of Specification C 1619, Class A.

Copyright by ASTM Int'l (all rights reserved); Thu Apr 16 06:22:15 EDT 2009 2
Downloaded/printed by
Laurentian University pursuant to License Agreement. No further reproductions authorized.
 C 361 – 08
6.9.1.2 Oil Resistant Gasket Requirements—All rubber gas- be reinforced with either two separate cages or a single
kets shall meet the dimensions, tolerances, and physical elliptical cage of steel as provided in Table 1, except that for
requirements of Specification C 1619, Class B. pipe sizes 36 in. and less with wall thicknesses equal to or
6.9.1.3 Durometer Hardness—The shore durometer hard- greater than 31⁄4 in., a single circular cage is not prohibited if
ness shall be in the range of from 35 to 50 for concrete spigots the steel area is equal to or greater than the least area shown for
and 35 to 65 for steel spigots where the range includes the a single circular cage for that particular class of pipe. The areas
allowable variation 65 from the manufacturer’s specified of circumferential reinforcement shown in Table 1 are the
hardness provided the actual hardness is within the limits of 35 design requirements for each of the wall thicknesses shown in
to 65. the table. Where single-cage circular reinforcement is used, the
6.10 Gasket Lubricants: center-line of the reinforcement shall be placed from 40 to
6.10.1 Where the joint design utilizing a rubber gasket 50 % of the wall thickness from the inner surface of the pipe,
dictates the use of a lubricant to facilitate assembly, the provided that the minimum concrete cover specified below
lubricant composition shall have no detrimental effect on the shall be maintained. Where two separated circular cages of
performance of the gasket and joint due to prolonged exposure. reinforcement are used, the inner and outer cages shall be
6.10.2 Storage—The lubricant shall be stored in accordance placed so that the concrete cover, measured radially, over the
with the lubricant manufacturer’s recommended temperature circumferential reinforcement will be as follows:
range. Pipe Diameter, in. Minimum Cover, in. Maximum Cover, in.
6.10.3 Certification—When requested by the owner, the 45 and less 3⁄ 4 1
48 through 60 3⁄ 4 1 1 ⁄8
manufacturer shall furnish written certification that the joint 63 through 69 3⁄ 4 1 1 ⁄4
lubricant conforms to all requirements of this specification for 72 through 108 1 11⁄2
the specific gaskets supplied.
6.10.4 Marking—The following information shall be 7.4.1 These limits on minimum and maximum cover are
clearly marked on each container of lubricant. applicable to elliptical steel at the horizontal and vertical axes
6.10.4.1 Name of lubricant manufacturer. of the pipe. The circumferential reinforcement at each end of
6.10.4.2 Usable temperature range for application and stor- the pipe unit shall consist of one complete coil or ring in which
age. the end is lapped or welded as prescribed in 7.6. The clear
6.10.4.3 Shelf life. distance of the end coil or ring shall not be less than 1⁄2 in. or
6.10.4.4 Lot or batch number. more than 1 in. from the end of the pipe unit, except this
requirement does not apply to the inner layer of circumferential
7. Design reinforcement in joints utilizing steel bell and spigot rings,
7.1 Design Tables—The diameter, wall thickness, compres- provided that the clear distance restrictions will not apply for a
sive strength of the concrete, and the area of circumferential distance of 20 bar diameters measured circumferentially from
reinforcement shall be as prescribed for the classes of com- the end of the lap or weld.
bined hydrostatic head and external loading given in Table 1 7.4.2 A cage of circumferential reinforcement with Table 1
subject to the provisions of 7.2, 7.4, 7.5, 10.3, 11.1, 11.2, and areas greater than 0.45 in.2/linear ft of pipe shall be composed
11.5. of one or two layers of reinforcement, and cage areas greater
7.2 Modified and Special Design—Manufacturers shall sub- than 0.90 in.2/linear ft of pipe shall be composed of one, two,
mit to the owner, for approval prior to manufacture, detailed or three layers. The layers shall not be separated by more than
designs for loading or installation conditions other than those the thickness of one longitudinal plus 1⁄4 in. The layers shall be
shown in Table 1. Such pipe must meet all of the tests and fastened together to form a single rigid cage. Where inner and
performance requirements specified by the owner in accor- outer cages are used, the minimum clear spacing between the
dance with Section 5. two cage systems shall be 0.25 times the wall thickness. All
7.3 Laying Lengths—The maximum laying lengths of pipe other specification requirements such as laps, welds, concrete
units that will be acceptable are as follows and are subject to cover, and tolerances of placement in the wall of the pipe, etc.,
the provisions of 11.4: shall apply to this method for fabrication of a cage of
Internal Diameter of Pipe, in. Maximum Laying Length of Pipe, ft reinforcement.
12 to 15 12 7.5 Longitudinal Reinforcement—Each layer of circumfer-
18 14
21 to 24 16
ential reinforcement shall be assembled into a rigid cage
27 to 30 18 supported by longitudinal bars that extend the full length of the
33 to 36 20 pipe. The minimum concrete cover for longitudinal steel shall
39 and larger 24
be 1⁄2 in. except that the longitudinal bars or rods are not
7.4 Placement of Reinforcement—The circumferential rein- prohibited from extending to either or both ends of the pipe
forcement shall be a single-cage circular, double-cage circular, unit to form supports for holding the circumferential cage in
or elliptical cage as shown in Table 1. Elliptical reinforcement proper position. Not less than four longitudinal bars at approxi-
will be permitted for 25 and 50-ft head classes only and only mately equal spacing shall be provided for each cage, and
in pipe 18 to 72 in. in diameter, inclusive. All pipe with a wall additional bars shall be provided as necessary so that the
thickness of less than 31⁄4 in. shall be reinforced with either a circumferential spacing between longitudinal bars used in the
circular cage or a single elliptical cage of steel as provided in barrel of the pipe shall not exceed 42 in. in any cage. Where the
Table 1. All pipe with wall thickness of 31⁄4 in. and greater shall pipe joint construction requires the use of a bell, the minimum

Copyright by ASTM Int'l (all rights reserved); Thu Apr 16 06:22:15 EDT 2009 3
Downloaded/printed by
Laurentian University pursuant to License Agreement. No further reproductions authorized.
 C 361 – 08
number of longitudinal bars shall be provided in the bell and than 1 in. away from the edge of the gasket. The spigot ring
shall be continuous bars or spliced to the main longitudinal shall be formed from a specially shaped section of steel with a
bars. The circumferential bars of each cage shall be spaced and groove of suitable dimensions to contain a circular rubber
supported by welding or tying each hoop to the longitudinal gasket. The difference in circumference of the inside of the bell
bars. Spacer bars, chairs, or other methods shall be provided to ring and the outside of the spigot ring shall not exceed 3⁄16 in.
maintain the reinforcement cage or cages in proper position for gaskets of 21⁄32-in. diameter or less, and 1⁄4 in. for gaskets
within the forms during the placement and consolidation of the greater than 21⁄32-in. diameter.
concrete. The spacer bars or chairs are not prohibited from 8.4 In pipe utilizing bell-and-spigot joints, the joint shall be
extending to the finished concrete surfaces of the pipe. designed and manufactured so that the spigot and gasket will
7.6 Laps, Welds, and Spacing—If the splices are not readily enter the bell of the pipe. In all-concrete joints the
welded, the reinforcement shall be lapped not less than 20 manufacturer shall provide sufficient reinforcement in the bell
diameters for deformed bars and deformed cold-worked wire, to resist the hydrostatic, hydrodynamic, and gasket pressures.
and 40 diameters for plain bars and cold-drawn wire. In The shape and dimensions of the joint shall be such as to
addition, where lapped cages of welded wire reinforcement are provide the minimum requirements given in 8.4.1 through
used without welding, the lap shall contain a longitudinal wire. 8.4.8.
Lapped or butt welded splices shall develop a tensile strength
8.4.1 For design pressures greater than 25 feet-head, the
of not less than 40 000 psi based on the nominal cross-
rubber gaskets shall be solid gaskets of circular cross section.
sectional area of the bar or wire. Lapped welds shall have a
For design pressures less than or equal to 25 feet-head, the
minimum lap of 2 in. The spacing center-to-center of adjacent
gaskets shall be solid gaskets of circular or non-circular
rings of circumferential reinforcement in a cage shall not
cross-section. All gaskets shall be confined in an annular space
exceed 4 in. The continuity of the circumferential reinforcing
formed by shoulders on the bell and spigot or in a groove in the
steel shall not be destroyed during the manufacture of the pipe.
spigot of the pipe so that movement of the pipe or hydrostatic
8. Joints and hydrodynamic pressure cannot displace the gasket. When
8.1 Joints shall utilize steel joint rings, steel bells and the joint is assembled, the gasket shall be compressed to form
concrete spigots, or be formed entirely of concrete. Joint a watertight seal.
assemblies shall be so formed and accurately manufactured 8.4.2 In joints that utilize spigot grooves, the volume of the
that when the pipes are drawn together the pipe shall form a annular space provided for the gasket, with the engaged joint at
continuous watertight conduit with a smooth and uniform normal joint closure in concentric position, and neglecting
interior surface and shall provide for slight movements of any ellipticity of the bell and spigot, shall be not less than the
pipe unit in the pipeline due to expansion, contraction, settle- design volume of the gasket furnished. The cross-sectional area
ment, or lateral displacement. The rubber gasket shall be the of the annular space shall be calculated for minimum bell
sole element of the joint depended upon to provide watertight- diameter, maximum spigot diameter, minimum width of
ness. The joint shall be so designed that the gaskets will not be groove at surface of spigot, and minimum depth of groove. The
required to support the weight of the pipe, but will keep the volume of the annular space shall be calculated considering the
joint tight under all normal conditions of service. The ends of centroid of the cross-sectional area to be at the midpoint
the pipe shall be in planes at right angles to the longitudinal between the inside bell surface and the surface of the groove on
centerline of the pipe, except where bevel-end pipe for deflec- which the gasket is seated at the centerline of the groove.
tions up to 5° is specified or indicated for bends. 8.4.3 In joints that utilize spigot grooves, if the average
8.2 Joints utilizing collars instead of bells cast as an integral volume of the gasket furnished is less than 75 % of the volume
part with the pipe barrel shall comply with the requirements for of the annular space in which the gasket is to be contained with
bell-and-spigot joints given in 8.4.1 through 8.4.8. The collar the engaged joint at normal joint closure in concentric position,
shall be flared at each end to facilitate entrance of the gasket the gasket shall not be stretched more than 20 % of its
when closing the joint. The straight section between the flares unstretched length when seated on the spigot or not more than
at either end shall be a true cylinder of such length that at the 30 % if the design volume of the gasket is 75 % or more of the
position of normal joint closure, the parallel surfaces upon volume of the annular space. For determining the volume of
which the gasket bears during closure will extend not less than the annular space, the cross-sectional area of the annular space
3⁄4 in. away from the edges of the gasket. Each end of the pipe shall be calculated for average bell diameter, average spigot
shall have a groove formed on its outer surface of suitable diameter, average width of groove at surface of spigot, and
dimensions to contain a circular rubber gasket. average depth of groove. The volume of the annular space shall
8.3 Joints utilizing steel bell-and-spigot rings shall comply be calculated considering the centroid of the cross-sectional
with the requirements for bell-and-spigot joints given in 8.4.1, area to be at the midpoint between the inside bell surface and
8.4.3, and 8.4.5. The bell ring shall have a minimum thickness the surface of the groove on which the gasket is seated at the
of 3⁄16 in. and width sufficient to provide for adequate embed- centerline of the groove. It is further specified that when the
ment in the pipe. It shall be flared at one end and is not design volume of the gasket is less than 75 % of the volume of
prohibited from being tapered at the other end. The remainder the annular space, as calculated above, the gasket shall be of
of the bell ring shall be a true cylinder of such length that at the such diameter that when the outer surface of the spigot and the
position of normal joint closure, the parallel surface upon inner surface of the bell come into contact at some point in
which the gasket bears during the closure will extend not less their periphery, the deformation in the gasket shall not exceed

Copyright by ASTM Int'l (all rights reserved); Thu Apr 16 06:22:15 EDT 2009 4
Downloaded/printed by
Laurentian University pursuant to License Agreement. No further reproductions authorized.
 C 361 – 08
50 % at the point of contact nor be less than 15 % at any point. 8.5 Alternative Joint Designs—It is not prohibited for the
If the design volume of the gasket is 75 % or more of the manufacturer to submit to the owner, detailed designs for joints
volume of the annular space, the deformation of the gasket, as and gaskets other than those described in Section 8. Design
prescribed above, shall not exceed 50 % nor be less than 15 %. submissions shall include joint geometry, tolerances, gasket
When determining the maximum percent deformation of the characteristics, proposed plant tests, gasket splice bend tests,
gasket, the maximum groove width, the minimum depth of and such other information as required by the owner to
groove, and the stretched gasket diameter shall be used and evaluate the joint design for field performance. Joints and
calculations made at the centerline of the groove. When gaskets of alternate joint designs shall meet all test require-
determining the minimum percent deformation of the gasket, ments of this specification and shall maintain at least 15 %
the minimum groove width, the maximum bell diameter, the deformation of the rubber gasket when out-of-roundness and
minimum spigot diameter, the maximum depth of groove, and off-center position of the joint is considered. Alternative joint
the stretched gasket diameter shall be used and calculations designs shall be acceptable provided the designs are approved
made at the centerline of the groove. For gasket deformation by the owner prior to manufacture and provided the test pipe
calculations, stretched gasket diameter shall be determined as comply with the specified tests.
being the design diameter of the gasket divided by the square
root of (1 + x) where x equals the design percent of gasket 9. Materials and Manufacture
stretch divided by 100.
8.4.4 In joints that utilize shoulders on the bell and spigot to 9.1 Concrete Mixture—The aggregates shall be graded,
confine the gasket, the gasket shall not be stretched more than proportioned, and thoroughly mixed in a batch mixer with the
20 % of its unstretched length when seated on the spigot. It is proportions of cementitious materials and water that will
further specified that the gasket shall be of such diameter that produce a workable, uniform, homogeneous concrete mixture
when the outer surface of the spigot and the inner surface of the of such quality that the pipe will conform to the test and design
bell come into contact at some point in their periphery, the requirements of this specification. Batching shall be accom-
deformation in the gasket shall not exceed 50 % at the point of plished by weighing. If the concrete materials are weighed
contact nor be less than 15 % at any point. When determining accumulatively, the cementitious materials shall be weighed
the maximum percent deformation of the gasket, the minimum before the other ingredients. Cementitious materials shall be as
depth of shoulders and the stretched gasket diameter shall be specified in 6.2 and shall be added to the mix in a proportion
used. When determining the minimum percent deformation of not less than 564 lb/yd 3.
the gasket, the maximum depth of shoulders, the maximum bell 9.1.1 Placement of Concrete—The transporting and place-
diameter, the minimum spigot diameter, and the stretched ment of concrete shall be by methods that will prevent
gasket diameter shall be used. For gasket deformation calcu- separation of the concrete materials and the displacement of the
lations, the stretched diameter shall be determined as described reinforcement steel from its proper position in the form.
for joints that utilize spigot grooves. 9.2 Curing of Pipe—The method and extent of curing shall
8.4.5 Each gasket shall be manufactured to provide the be established by testing not less than five cylinders cured in
volume of rubber required by the pipe manufacturer’s joint the same manner as the pipe until they have attained an average
design with a tolerance of 63 % for gaskets up to and strength of 3600 psi. After a satisfactory curing method and
including 1⁄2 in. in diameter and 61 % for gaskets of 1-in. period have been established, they shall not be changed
diameter and larger. The allowable percentage tolerance shall without approval of the owner. If required by the owner, each
vary linearly between 63 % and 61 % for gasket diameters day’s run of pipe shall be cured until a companionate test
between 1⁄2 and 1 in. cylinder cured in the same manner as the pipe has attained a
8.4.6 The tolerances permitted in the construction of the strength of 3600 psi. Pipe shall be protected from temperatures
joint shall be those stated in the pipe manufacturer’s design as below 40°F from the time the concrete is placed until the
approved. curing period is completed. Curing shall be by any method or
8.4.7 The taper on all surfaces of the bells and spigots, on combination of methods described below or by any other
which the rubber gasket bears during closure of the joint and at method approved by the owner.
any degree of partial closure, except within the gasket groove, 9.2.1 Steam Curing—After the pipe has been cast, it shall be
shall form an angle of not more than 2° with the longitudinal placed in an enclosure of such nature as to protect the pipe
axis of the pipe. The joint shall be so designed and manufac- from outside drafts and to allow full circulation of saturated
tured that at the position of normal joint closure, the parallel vapor around the inside and outside of the pipe. The rise in the
surfaces upon which the gasket bears during closure will ambient temperature shall not exceed 40°F in any 1 h; nor shall
extend not less than 3⁄4 in. away from the edges of the gasket. the ambient temperature exceed 100°F during the 2 h imme-
8.4.8 The surfaces of the bell and spigot in contact with the diately following concrete placement. At no time shall the
gasket, and adjacent surfaces that come in contact with the ambient temperature exceed 150°F. Following the periods of
gasket within a joint movement range, shall be free from steam curing, the pipe shall be protected from rapid drops in
airholes, chipped or spalled concrete, laitance, or other defects. temperature which are capable of injuring the pipe.
The inside surface of the bell adjacent to the bell face shall be 9.2.2 Water Curing—Concrete in pipe shall be water-cured
flared to facilitate joining the pipe sections without damaging by any method that will keep the pipe moist during the curing
or displacing the gasket. period.

Copyright by ASTM Int'l (all rights reserved); Thu Apr 16 06:22:15 EDT 2009 5
Downloaded/printed by
Laurentian University pursuant to License Agreement. No further reproductions authorized.
 C 361 – 08
9.2.3 Membrane Curing—The sealing compound used for Practice C 31, except it is not prohibited that cylinders be
membrane curing shall conform to the requirements of Speci- prepared by methods comparable to those used to consolidate
fication C 309. The pipe surfaces shall be kept moist prior to and cure concrete in the actual pipe manufactured, or for
application of the compound, and at the time of application the concrete of a consistency too stiff for compaction by rodding or
surfaces shall be moist and the temperature of the concrete internal vibration, the alternative method described in the
shall be within 10°F of the atmospheric temperature. If the cylinder strength test method section of Test Methods C 497
membrane is damaged, it shall be repaired immediately with shall be used.
additional compound. 10.3.3 Compression Test Requirements— The average 28-
10. Physical Properties day compressive strength of all cylinders tested shall be equal
to or greater than the design strength of the concrete. Not more
10.1 Test Specimens—The specified number of pipe re- than 10 % of the cylinders tested shall fall below the design
quired for the tests shall be furnished without charge by the strength. In no case shall any cylinder tested fall below 80 % of
manufacturer and shall be selected at random by the owner, and the specified design strength. These compressive strength
shall be pipe that would not otherwise be rejected under this requirements refer to standard 6 by 12-in. concrete test
specification. The selection shall be made at the point or points cylinders. Where the strength of 6 by 12-in. concrete test
designated by the owner when placing the order. Pipe units that cylinders exceeds the capacity of the normal field testing
satisfactorily pass the required tests shall be acceptable for use. machine (200 000 lbf), 3 by 6-in. test cylinders will be
10.2 Number and Type of Test Required for Various Delivery permitted with correction for size of cylinder.
Schedules:
10.4 Hydrostatic Tests:
10.2.1 Preliminary Tests for Extended Delivery
Schedules—An owner of pipe, whose needs require shipments 10.4.1 Hydrostatic Testing of Pipe—Hydrostatic tests on
at intervals over extended periods of time, shall be entitled to pipe shall be made in accordance with the provisions of Test
such tests, preliminary to delivery of pipe, as are required in Methods C 497. Before the test pressure is applied, the pipe
Section 5, of not more than three sections of pipe covering each shall be allowed, at the option of the manufacturer, to stand
size in which he is interested. The strength of concrete shall be under reduced pressure, but not for more than 48 h. Acceptance
determined from test cylinders made from the concrete used in hydrostatic tests shall be made to 120 % of the specified
making the pipe as provided in 10.3. internal working pressure for which the pipe is designed. The
10.2.2 Additional Tests for Extended Delivery Schedules— pipe shall withstand the percentage of working pressure
After the preliminary tests described in 10.2.1 an owner shall prescribed above for at least 20 min without cracking and with
be entitled to additional tests in such numbers and at such times no leakage appearing on the exterior surface. Moisture appear-
as he may deem necessary, provided that the total number of ing on the surface of the pipe in the form of patches or beads
pipe shall not exceed 1 % of each size and class of pipe adhering to the surface will not be considered as leakage.
manufactured in each test period, except that at least one Slow-forming beads of water that result in minor dripping
hydrostatic and joint leakage test shall be made for each size which can be proven to seal and dry up upon retesting under
and class. the prescribed test pressure will be considered acceptable.
10.2.3 Length of Test Period—For the purpose of testing the 10.4.2 Hydrostatic Testing of Rubber Gasket Joints—
pipe units, the length of the test period will be set at the number Hydrostatic pressure tests on joints shall be made on joints
of days the plant of the pipe manufacturer is normally operated assembled of two sections of pipe, properly connected in
in a calendar week. The test period will include any shutdown accordance with the joint design. Suitable bulkheads shall be
of the plant that does not exceed a 24-h period due to failure of provided with the pipe adjacent to and on either side of the
the plant or equipment. The length of the test period shall be joint, or the manufacturer shall bulkhead the outer ends of
reduced, at the discretion of the owner if there is a significant joined pipe sections and conduct hydrostatic tests on both the
change in the materials used in the pipe, in the mix proportions, pipe and pipe joint concurrently. No mortar or concrete
or in the production procedures or by numerous shutdowns of coatings, fillings, or packings shall be placed prior to water-
the plant due to failures of the plant or equipment. The length tightness tests. After the pipe sections are fitted together with
of the test period shall be increased at the discretion of the the rubber gasket or gaskets in place, the watertightness of the
owner when results of tests for successive periods indicate that joints shall be tested under hydrostatic heads of 120 % of the
the manufacturer’s operations are productive of uniformly pressure for which the pipe is designed, and there shall be no
acceptable pipe. water leakage through the rubber gasket joint. On completion
10.3 Concrete Strength: of the above straight alignment tests, the assembly shall be
10.3.1 Compressive Strength—Compression tests for satis- loaded to cause maximum joint annular space to occur. The
fying the design concrete strength shall be made on cured load shall be applied such that a minimum differential load
concrete cylinders. The concrete shall have a minimum com- across the non-bulkheaded joint of 150 lb per inch of diameter
pressive strength as specified in 10.3.3. Compression tests of is obtained or concrete to concrete contact occurs. The assem-
such cylinders shall be made in accordance with Test Method bly shall then be retested as set forth in 10.4.1 and 10.4.2.
C 39. 10.4.3 Retests of Pipe or Pipe Joints Not Meeting the
10.3.2 Number of Compression Tests—At least five standard Hydrostatic Test Requirements—In the event that a pipe or pipe
test cylinders shall be prepared from each day’s production of joint fails the required tests, the manufacturer shall have the
concrete. Test cylinders shall be prepared in conformance with right to test two other sections of the pipe selected by the owner

Copyright by ASTM Int'l (all rights reserved); Thu Apr 16 06:22:15 EDT 2009 6
Downloaded/printed by
Laurentian University pursuant to License Agreement. No further reproductions authorized.
 C 361 – 08
from the same period’s run from which the original was apportioned to the bell. Similarly, the maximum acceptable
selected. If these two pipe successfully pass the test, the spigot diameter on any pipe unit, measured diametrically, is
remainder of the pipe in that period’s run will be accepted. If defined to be the maximum design spigot diameter plus that
either of these pipe fails, the remainder in that period’s run will part of the “inspection” tolerance apportioned to the spigot.
not be accepted until each pipe has satisfactorily passed this
test. 12. Workmanship, Finish, and Appearence
10.5 Test Equipment—Every manufacturer furnishing pipe 12.1 Pipe shall be substantially free of fractures, excessive
under the specifications shall furnish all facilities and personnel surface crazing, pits, air holes, laitance, excessive brush marks,
necessary to carry out the tests described in this specification. and interior surface roughness.
11. Permissible Variations 13. Repairs
11.1 Internal Diameter—Variations of the internal diameter 13.1 Pipe shall be repaired if made necessary because of
of the pipe shall not exceed 61.5 % for pipe having internal imperfections in manufacture or damage during handling, and
diameters 12 to 24 in., inclusive, and 60.75 % or 3⁄8 in., will be considered acceptable if, in the opinion of the owner,
whichever is larger, for pipe having internal diameters over 24 the defects do not subject the pipe unit to rejection as specified
to 108 in., inclusive. In order to obtain continuity of the interior in Section 15, and the repairs are sound and properly finished
surfaces of the pipeline, the maximum offset at the joints shall and cured. Air holes in the gasket-bearing area shall be
not exceed 0.75 % of the internal diameter of the pipe. repaired. Such fillings shall be kept moist under wet burlap for
11.2 Wall Thickness—The wall thickness shall be not less at least 48 h. Hydrostatic testing of repaired pipe shall be
than that intended in the design by more than 5 % at any point. required if deemed necessary by the owner, and such testing
11.3 Length of Two Opposite Sides—Variations in laying shall be at no additional cost to the owner.
lengths (see L in Figs. 1 and Figs. 2 of Test Methods C 497) of
two opposite sides of pipe shall not be more than 1⁄8 in./ft of 14. Inspection
diameter, with a maximum of 5⁄8 in. in any length of pipe, 14.1 The quality of all materials, the process of manufac-
except where beveled-end pipe for laying on curves is specified ture, and the finished pipe shall be subject to inspection and
by the owner. approval by the owner.
11.4 Length of Pipe—The underrun or overrun in length of
a section of pipe shall not be more than 1⁄8 in./ft with a 15. Rejection
maximum of 1⁄2 in. in any length of pipe. 15.1 It is not prohibited for pipe to be subject to rejection on
11.5 Area of Reinforcements—The area of steel reinforce- account of failure to conform to any of the specification
ment shall be not less than 97 % of the design steel area of each requirements or on account of any of the following:
cage ring. Steel areas greater than those required in the design 15.1.1 Defects that indicate any imperfect mixing and
shall not be cause for rejection. molding not in compliance with 9.1,
11.6 The average diameter of any bell or spigot shall be 15.1.2 Surface defects indicating honeycombed or open
within the minimum and maximum limits used in Section 8 texture, and
(except 8.3 for design of the joint). The average diameter of a 15.1.3 Damaged ends where such damage would prevent
bell will be determined by taking the average of four equally making a satisfactory joint.
spaced diametric measurements. The average spigot diameter
will be determined by dividing the measured circumference by 16. Product Marking
3.1416. 16.1 The following shall be legibly marked on the interior
11.6.1 An additional tolerance referred to as “inspection” surface of the pipe:
tolerance is allowed during inspection of completed pipe units. 16.1.1 Specification designation, class, and size as indicated
This tolerance quantitatively is two times the minimum design in Table 1,
joint clearance. The minimum design joint clearance is one half 16.1.2 Date of manufacture,
of the difference between the maximum design spigot diameter 16.1.3 Name or trademark of the manufacturer, and
and the minimum design bell diameter. This “inspection” 16.1.4 One end of each section of pipe with elliptical
tolerance shall be apportioned to the bell and to the spigot in a reinforcement shall be clearly marked, during the process of
ratio elected by the manufacturer. This tolerance, when ap- manufacturing or immediately thereafter, on the inside and the
plied, defines the minimum acceptable bell diameter on any outside of opposite walls along the minor axes of the elliptical
pipe unit, measured diametrically, to be the minimum design reinforcing. Markings shall be indented on the pipe section or
bell diameter minus that part of the “inspection” tolerance painted thereon with waterproof paint.

Copyright by ASTM Int'l (all rights reserved); Thu Apr 16 06:22:15 EDT 2009 7
Downloaded/printed by
Laurentian University pursuant to License Agreement. No further reproductions authorized.
 TABLE 1 Design Requirements for Reinforced Concrete Low-Head Pressure PipeA [12 Through 108 in. Diameter], Concrete Design Strength 4500 psi
NOTE 1—See Appendix for specific installation conditions and design criteria conditions required in conjunction with the use of Table 1.
NOTE 2—Designations, A, B, C, and D, for class of pipe, denote 5, 10, 15, and 20 ft of earth cover over top of pipe. Figures 25, Figures 50, Figures 75, etc. for class of pipe, denote hydrostatic
pressure heads in feet measured to centerline of pipe.

Circumferential reinforcement, in.2/linear ft of pipeB

Internal Des-
ignated Dia, 12 15 18 21 24 27
in.
Type of
Reinforce- Circular Circular Circular Elliptical Circular Elliptical Circular Elliptical Circular Elliptical
ment
Wall
Thickness, 2 3 2 3 21⁄4 3 21 ⁄4 3 23⁄8 3 23⁄ 8 3 2 1⁄2 3 21⁄ 2 3 25⁄8 3 1⁄8 3 1⁄ 4 4 1⁄ 4 2 5 ⁄8 3 1⁄ 4
in.
Layers of
Reinforce- Single Single Single Single Single Single Single Single Single Single Single Single Single Single Single Single Single Single Inner Outer Inner Outer Single Single
ment
Class

C 361 – 08
A-25 0.07 0.06 0.10 0.08 0.12 0.11 0.12 0.12 0.15 0.13 0.14 0.14 0.18 0.16 0.16 0.16 0.21 0.19 0.13 0.09 0.11 0.07 0.18 0.18
8

B-25 0.10 0.08 0.14 0.11 0.18 0.15 0.16 0.12 0.23 0.19 0.20 0.14 0.29 0.25 0.23 0.18 0.35 0.30 0.20 0.11 0.15 0.08 0.27 0.20
C-25 0.13 0.09 0.19 0.14 0.25 0.19 0.22 0.14 0.32 0.26 0.27 0.19 0.40 0.33 0.32 0.24 0.49 0.41 0.27 0.14 0.20 0.09 0.39 0.27
D-25 0.16 0.11 0.25 0.17 0.32 0.24 0.28 0.17 0.42 0.33 0.37 0.23 0.54 0.43 0.44 0.30 ... 0.54 0.35 0.16 0.24 0.10 0.51 0.35

A-50 0.11 0.10 0.14 0.13 0.18 0.16 0.24 0.24 0.21 0.19 0.28 0.28 0.25 0.23 0.32 0.32 0.29 0.27 0.19 0.15 0.16 0.12 0.36 0.36
B-50 0.13 0.11 0.19 0.15 0.23 0.20 0.24 0.24 0.29 0.26 0.28 0.28 0.36 0.32 0.32 0.32 0.43 0.38 0.26 0.17 0.20 0.13 0.36 0.36
C-50 0.16 0.13 0.24 0.18 0.30 0.25 0.26 0.24 0.38 0.32 0.32 0.28 0.47 0.40 0.39 0.32 0.57 0.49 0.32 0.19 0.25 0.14 0.45 0.36
D-50 0.19 0.15 0.29 0.21 0.37 0.29 0.33 0.24 0.48 0.39 0.42 0.28 0.61 0.50 0.50 0.37 ... 0.61 0.41 0.22 0.29 0.15 0.58 0.41

A-75 0.17 0.17 0.21 0.21 0.26 0.26 ... ... 0.30 0.30 ... ... 0.34 0.34 ... ... 0.38 0.38 0.25 0.20 0.21 0.17 ... ...
B-75 0.17 0.17 0.23 0.21 0.29 0.26 ... ... 0.35 0.32 ... ... 0.43 0.39 ... ... 0.50 0.46 0.31 0.23 0.25 0.18 ... ...
C-75 0.20 0.17 0.28 0.23 0.35 0.30 ... ... 0.44 0.38 ... ... 0.54 0.47 ... ... 0.65 0.57 0.39 0.25 0.30 0.19 ... ...
D-75 0.23 0.18 0.34 0.26 0.43 0.35 ... ... 0.55 0.45 ... ... 0.68 0.57 ... ... ... 0.69 0.46 0.27 0.35 0.20 ... ...

A-100 0.25 0.25 0.32 0.32 0.38 0.38 ... ... 0.44 0.44 ... ... 0.50 0.50 ... ... 0.57 0.57 0.31 0.26 0.29 0.24 ... ...
B-100 0.25 0.25 0.32 0.32 0.38 0.38 ... ... 0.44 0.44 ... ... 0.50 0.50 ... ... 0.58 0.57 0.38 0.28 0.31 0.23 ... ...
C-100 0.25 0.25 0.32 0.32 0.41 0.38 ... ... 0.50 0.44 ... ... 0.61 0.55 ... ... 0.73 0.65 0.45 0.30 0.35 0.24 ... ...
D-100 0.26 0.25 0.38 0.32 0.48 0.40 ... ... 0.61 0.51 ... ... 0.75 0.64 ... ... ... 0.77 0.52 0.33 0.40 0.25 ... ...

A-125 0.32 0.32 0.39 0.39 0.47 0.47 ... ... 0.55 0.55 ... ... 0.63 0.63 ... ... 0.71 0.71 0.40 0.31 0.38 0.32 ... ...
B-125 0.32 0.32 0.39 0.39 0.47 0.47 ... ... 0.55 0.55 ... ... 0.63 0.63 ... ... 0.71 0.71 0.44 0.35 0.40 0.31 ... ...
C-125 0.32 0.32 0.39 0.39 0.47 0.47 ... ... 0.57 0.55 ... ... 0.68 0.63 ... ... 0.81 0.72 0.50 0.37 0.41 0.30 ... ...
...
D-125 0.32 0.32 0.42 0.39 0.53 0.47 ... ... 0.67 0.57 ... ... 0.82 0.71 ... ... ... 0.85 0.57 0.40 0.45 0.30 ...

Copyright by ASTM Int'l (all rights reserved); Thu Apr 16 06:22:15 EDT 2009
Downloaded/printed by
Laurentian University pursuant to License Agreement. No further reproductions authorized.
 TABLE 1 Continued
Circumferential reinforcement, in.2/linear ft of pipeB
Internal
Designated 30 33
Dia, in.
Type of
Reinforce- Circular Elliptical Circular Elliptical
ment
Wall
Thickness, 2 3⁄ 4 3 1⁄8 3 1⁄ 4 3 1⁄ 2 4 3⁄ 4 2 3 ⁄4 3 1⁄ 2 2 7 ⁄8 3 1 ⁄8 3 1 ⁄4 3 3⁄ 4 4 3 ⁄4 2 7⁄ 8 3 3⁄ 4
in.
Layers of
Reinforce- Single Single Inner Outer Inner Outer Inner Outer Single Single Single Single Inner Outer Inner Outer Inner Outer Single Single
ment
Class

A-25 0.24 0.23 0.16 0.10 0.15 0.10 0.12 0.08 0.20 0.20 0.28 0.26 0.18 0.12 0.16 0.11 0.13 0.09 0.22 0.22
B-25 0.41 0.37 0.25 0.14 0.22 0.13 0.17 0.09 0.31 0.22 0.48 0.44 0.29 0.17 0.25 0.14 0.19 0.10 0.36 0.25

C 361 – 08
C-25 0.60 0.51 0.33 0.17 0.30 0.15 0.21 0.10 0.45 0.30 ... 0.64 0.41 0.22 0.33 0.17 0.25 0.12 0.50 0.33
9

D-25 ... 0.69 0.43 0.21 0.39 0.19 0.26 0.11 0.59 0.39 ... ... 0.53 0.27 0.43 0.21 0.32 0.14 0.71 0.43

A-50 0.33 0.31 0.22 0.17 0.21 0.16 0.17 0.13 0.39 0.39 0.37 0.36 0.25 0.19 0.23 0.17 0.19 0.15 0.43 0.43
B-50 0.50 0.45 0.31 0.20 0.28 0.19 0.22 0.14 0.39 0.39 0.58 0.54 0.37 0.24 0.31 0.20 0.25 0.16 0.43 0.43
C-50 0.68 0.60 0.40 0.24 0.37 0.21 0.26 0.15 0.51 0.39 ... 0.73 0.48 0.28 0.40 0.24 0.32 0.18 0.57 0.43
D-50 ... 0.78 0.49 0.27 0.45 0.24 0.32 0.16 0.69 0.45 ... ... 0.62 0.33 0.49 0.27 0.37 0.20 0.78 0.49

A-75 0.42 0.42 0.28 0.23 0.27 0.22 0.23 0.19 ... ... 0.47 0.46 0.32 0.26 0.29 0.24 0.25 0.20 ... ...
B-75 0.59 0.54 0.38 0.26 0.35 0.25 0.27 0.20 ... ... 0.67 0.64 0.44 0.31 0.38 0.27 0.32 0.22 ... ...
C-75 0.77 0.69 0.46 0.30 0.43 0.27 0.32 0.20 ... ... ... 0.83 0.55 0.36 0.46 0.30 0.38 0.24 ... ...
D-75 ... 0.86 0.56 0.33 0.51 0.30 0.37 0.21 ... ... ... ... 0.69 0.41 0.55 0.33 0.43 0.25 ... ...

A-100 0.63 0.63 0.36 0.29 0.35 0.29 0.32 0.27 ... ... 0.69 0.60 0.40 0.33 0.39 0.31 0.35 0.29 ... ...
B-100 0.67 0.63 0.44 0.33 0.41 0.31 0.33 0.25 ... ... 0.77 0.73 0.51 0.39 0.45 0.33 0.38 0.29 ... ...
C-100 0.86 0.78 0.53 0.37 0.49 0.33 0.38 0.26 ... ... ... 0.93 0.63 0.43 0.53 0.37 0.44 0.30 ... ...
D-100 ... 0.95 0.64 0.41 0.57 0.37 0.43 0.27 ... ... ... ... 0.75 0.48 0.63 0.40 0.49 0.31 ... ...

A-125 0.78 0.78 0.43 0.36 0.44 0.35 0.42 0.36 ... ... 0.86 0.86 0.47 0.40 0.47 0.39 0.47 0.39 ... ...
B-125 0.78 0.78 0.51 0.40 0.48 0.38 0.44 0.34 ... ... 0.87 0.86 0.58 0.46 0.52 0.41 0.48 0.38 ... ...
C-125 0.95 0.86 0.59 0.43 0.55 0.40 0.45 0.33 ... ... ... 1.02 0.70 0.50 0.61 0.44 0.50 0.37 ... ...
...
D-125 ... 1.04 0.70 0.47 0.64 0.43 0.48 0.32 ... ... ... ... 0.82 0.55 0.70 0.47 0.55 0.38 ...

Copyright by ASTM Int'l (all rights reserved); Thu Apr 16 06:22:15 EDT 2009
Downloaded/printed by
Laurentian University pursuant to License Agreement. No further reproductions authorized.
 TABLE 1 Continued
Circumferential reinforcement, in.2/linear ft of pipeB
Internal
Designated 36 39C 42
Dia, in.
Type of
Reinforce- Circular Elliptical Circular Elliptical Circular Elliptical
ment
Wall
Thickness, 3 1 ⁄8 3 1⁄ 4 4 5 31 ⁄ 8 4 3 1⁄ 2 4 1⁄ 4 5 1⁄ 4 3 1⁄ 2 4 1⁄ 4 3 3⁄ 4 4 1 ⁄2 51⁄2 3 3 ⁄4 4 1⁄ 2
in.
Layers of
Reinforce- Single Inner Outer Inner Outer Inner Outer Single Single Inner Outer Inner Outer Inner Outer Single Single Inner Outer Inner Outer Inner Outer Single Single
ment
Class

A-25 0.31 0.21 0.14 0.17 0.12 0.15 0.10 0.24 0.24 0.22 0.15 0.19 0.13 0.16 0.11 0.26 0.26 0.24 0.16 0.20 0.14 0.17 0.12 0.28 0.28
B-25 0.53 0.36 0.20 0.27 0.15 0.22 0.12 0.38 0.27 0.38 0.22 0.29 0.17 0.24 0.13 0.38 0.29 0.40 0.23 0.31 0.18 0.26 0.14 0.40 0.31

C 361 – 08
C-25 ... 0.49 0.26 0.37 0.19 0.28 0.14 0.52 0.37 0.52 0.28 0.40 0.21 0.31 0.15 0.52 0.40 0.54 0.30 0.43 0.22 0.34 0.17 0.54 0.43
10

D-25 ... 0.67 0.33 0.46 0.23 0.35 0.16 0.72 0.46 0.70 0.36 0.50 0.25 0.39 0.18 0.70 0.50 0.73 0.38 0.54 0.27 0.43 0.20 0.73 0.54

A-50 0.41 0.29 0.22 0.24 0.19 0.21 0.16 0.47 0.47 0.30 0.23 0.26 0.20 0.23 0.18 0.51 0.51 0.32 0.24 0.28 0.21 0.25 0.19 0.55 0.55
B-50 0.64 0.43 0.28 0.35 0.22 0.29 0.18 0.47 0.47 0.45 0.29 0.37 0.24 0.31 0.20 0.51 0.51 0.48 0.31 0.40 0.26 0.33 0.22 0.55 0.55
C-50 ... 0.56 0.33 0.43 0.26 0.35 0.20 0.62 0.47 0.59 0.36 0.47 0.28 0.38 0.22 0.59 0.51 0.64 0.38 0.50 0.30 0.42 0.24 0.64 0.55
D-50 ... 0.74 0.41 0.53 0.29 0.41 0.22 0.80 0.53 0.77 0.43 0.57 0.32 0.46 0.24 0.77 0.57 0.81 0.46 0.63 0.35 0.50 0.27 0.81 0.63

A-75 0.52 0.37 0.29 0.31 0.26 0.28 0.22 ... ... 0.39 0.31 0.34 0.27 0.30 0.24 ... ... 0.41 0.33 0.36 0.29 0.33 0.26 ... ...
B-75 0.74 0.51 0.36 0.41 0.29 0.35 0.25 ... ... 0.53 0.38 0.45 0.31 0.38 0.27 ... ... 0.56 0.40 0.47 0.33 0.41 0.29 ... ...
C-75 ... 0.66 0.42 0.50 0.32 0.41 0.26 ... ... 0.69 0.44 0.54 0.36 0.45 0.29 ... ... 0.72 0.46 0.58 0.38 0.50 0.32 ... ...
D-75 ... 0.81 0.49 0.61 0.37 0.49 0.29 ... ... 0.84 0.51 0.66 0.40 0.53 0.32 ... ... 0.88 0.54 0.70 0.43 0.58 0.34 ... ...

A-100 0.75 0.45 0.38 0.42 0.34 0.38 0.32 ... ... 0.47 0.40 0.46 0.36 0.42 0.34 ... ... 0.50 0.42 0.49 0.40 0.45 0.37 ... ...
B-100 0.85 0.58 0.44 0.48 0.37 0.42 0.31 ... ... 0.63 0.46 0.52 0.39 0.45 0.34 ... ... 0.66 0.48 0.55 0.42 0.48 0.37 ... ...
C-100 ... 0.73 0.49 0.57 0.40 0.48 0.33 ... ... 0.77 0.52 0.63 0.43 0.52 0.36 ... ... 0.80 0.55 0.67 0.46 0.56 0.39 ... ...
D-100 ... 0.88 0.56 0.68 0.44 0.54 0.35 ... ... 0.92 0.59 0.73 0.47 0.59 0.38 ... ... 0.99 0.63 0.78 0.50 0.65 0.42 ... ...

A-125 0.94 0.53 0.45 0.52 0.43 0.51 0.43 ... ... 0.56 0.47 0.56 0.47 0.55 0.47 ... ... 0.60 0.50 0.60 0.50 0.59 0.50 ... ...
B-125 0.95 0.68 0.51 0.56 0.44 0.52 0.41 ... ... 0.71 0.54 0.61 0.47 0.57 0.45 ... ... 0.74 0.57 0.64 0.50 0.61 0.48 ... ...
C-125 ... 0.81 0.57 0.66 0.47 0.54 0.40 ... ... 0.84 0.62 0.70 0.50 0.59 0.43 ... ... 0.88 0.64 0.75 0.54 0.65 0.47 ... ...
...
D-125 ... 0.99 0.65 0.75 0.51 0.62 0.42 ... ... 1.03 0.68 0.80 0.54 0.67 0.45 ... ... 1.07 0.71 0.86 0.58 0.72 0.49 ...

Copyright by ASTM Int'l (all rights reserved); Thu Apr 16 06:22:15 EDT 2009
Downloaded/printed by
Laurentian University pursuant to License Agreement. No further reproductions authorized.
 TABLE 1 Continued
Circumferential reinforcement, in.2/linear ft of pipeB
Internal
Designated 45C 48 51C
Dia, in.
Type of
Reinforce- Circular Elliptical Circular Elliptical Circular Elliptical
ment
Wall
Thickness, 3 7⁄ 8 4 3⁄ 4 5 3 ⁄4 3 7 ⁄8 4 3⁄ 4 4 1⁄ 8 5 5 3⁄ 4 4 1⁄ 8 5 4 1⁄ 4 5 1⁄ 4 6 4 1 ⁄4 5 1⁄ 4
in.
Layers of
Reinforce- Inner Outer Inner Outer Inner Outer Single Single Inner Outer Inner Outer Inner Outer Single Single Inner Outer Inner Outer Inner Outer Single Single
ment
Class

A-25 0.26 0.18 0.22 0.15 0.19 0.13 0.30 0.30 0.28 0.19 0.24 0.16 0.21 0.14 0.32 0.32 0.30 0.20 0.25 0.17 0.23 0.15 0.34 0.34
B-25 0.43 0.25 0.33 0.19 0.28 0.15 0.43 0.33 0.45 0.27 0.36 0.21 0.32 0.18 0.45 0.36 0.49 0.29 0.38 0.22 0.34 0.19 0.49 0.38

C 361 – 08
C-25 0.62 0.33 0.46 0.24 0.37 0.19 0.62 0.46 0.66 0.36 0.50 0.27 0.44 0.22 0.66 0.50 0.72 0.40 0.53 0.28 0.47 0.24 0.72 0.53
11

D-25 0.80 0.42 0.58 0.29 0.47 0.22 0.80 0.58 0.86 0.45 0.65 0.32 0.54 0.26 0.86 0.65 0.97 0.50 0.69 0.35 0.58 0.28 ... 0.69

A-50 0.35 0.26 0.30 0.23 0.27 0.21 0.59 0.59 0.38 0.28 0.32 0.25 0.30 0.23 0.63 0.63 0.41 0.30 0.35 0.26 0.32 0.25 0.67 0.67
B-50 0.51 0.33 0.42 0.27 0.36 0.23 0.59 0.59 0.55 0.36 0.45 0.30 0.40 0.26 0.63 0.63 0.58 0.39 0.48 0.31 0.43 0.28 0.67 0.67
C-50 0.70 0.42 0.54 0.32 0.46 0.27 0.70 0.59 0.75 0.45 0.59 0.36 0.52 0.30 0.75 0.63 0.81 0.49 0.63 0.38 0.55 0.33 0.81 0.67
D-50 0.88 0.50 0.67 0.38 0.55 0.30 0.88 0.67 0.97 0.54 0.73 0.41 0.62 0.34 0.97 0.73 1.06 0.59 0.77 0.44 0.68 0.37 ... 0.77

A-75 0.44 0.36 0.39 0.31 0.35 0.28 ... ... 0.47 0.38 0.42 0.34 0.39 0.31 ... ... 0.50 0.41 0.44 0.36 0.42 0.33 ... ...
B-75 0.61 0.43 0.50 0.36 0.44 0.31 ... ... 0.65 0.46 0.54 0.39 0.49 0.35 ... ... 0.69 0.49 0.57 0.41 0.52 0.37 ... ...
C-75 0.78 0.51 0.63 0.41 0.54 0.34 ... ... 0.84 0.54 0.68 0.44 0.60 0.39 ... ... 0.90 0.58 0.72 0.47 0.65 0.42 ... ...
D-75 0.99 0.59 0.75 0.46 0.62 0.37 ... ... 1.06 0.64 0.81 0.50 0.72 0.43 ... ... 1.14 0.70 0.86 0.53 0.76 0.46 ... ...

A-100 0.53 0.45 0.52 0.43 0.48 0.40 ... ... 0.57 0.48 0.55 0.45 0.51 0.42 ... ... 0.62 0.51 0.59 0.48 0.54 0.45 ... ...
B-100 0.70 0.52 0.58 0.44 0.52 0.39 ... ... 0.75 0.55 0.64 0.48 0.57 0.44 ... ... 0.79 0.59 0.67 0.50 0.61 0.46 ... ...
C-100 0.87 0.59 0.71 0.49 0.61 0.42 ... ... 0.95 0.65 0.77 0.53 0.69 0.47 ... ... 1.02 0.70 0.81 0.56 0.73 0.50 ... ...
D-100 1.08 0.69 0.83 0.54 0.70 0.45 ... ... 1.15 0.73 0.90 0.58 0.79 0.51 ... ... 1.24 0.79 0.97 0.63 0.84 0.54 ... ...

A-125 0.65 0.53 0.64 0.54 0.63 0.54 ... ... 0.69 0.56 0.68 0.57 0.67 0.57 ... ... 0.74 0.60 0.73 0.60 0.72 0.61 ... ...
B-125 0.79 0.62 0.67 0.54 0.66 0.51 ... ... 0.84 0.66 0.73 0.57 0.70 0.55 ... ... 0.89 0.70 0.76 0.61 0.74 0.58 ... ...
C-125 0.98 0.70 0.80 0.57 0.69 0.50 ... ... 1.05 0.74 0.86 0.63 0.77 0.56 ... ... 1.12 0.79 0.91 0.66 0.82 0.59 ... ...
...
D-125 1.16 0.77 0.91 0.63 0.78 0.53 ... ... 1.24 0.83 1.00 0.68 0.87 0.59 ... ... 1.33 0.89 1.06 0.72 0.94 0.64 ...

Copyright by ASTM Int'l (all rights reserved); Thu Apr 16 06:22:15 EDT 2009
Downloaded/printed by
Laurentian University pursuant to License Agreement. No further reproductions authorized.
 TABLE 1 Continued
Circumferential reinforcement, in.2/linear ft of pipeB
Internal
Designated 54 57C 60
Dia, in.
Type of
Reinforce- Circular Elliptical Circular Elliptical Circular Elliptical
ment
Wall
Thickness, 4 1⁄ 2 5 1⁄ 2 6 1 ⁄4 4 1 ⁄2 5 1⁄ 2 4 3⁄ 4 5 3⁄4 6 1⁄ 2 4 3⁄ 4 5 3⁄ 4 5 6 63 ⁄ 4 5 6
in.
Layers of
Reinforce- Inner Outer Inner Outer Inner Outer Single Single Inner Outer Inner Outer Inner Outer Single Single Inner Outer Inner Outer Inner Outer Single Single
ment
Class

A-25 0.31 0.21 0.27 0.18 0.25 0.16 0.36 0.36 0.33 0.22 0.28 0.19 0.26 0.17 0.38 0.38 0.35 0.23 0.30 0.20 0.28 0.18 0.39 0.39
B-25 0.50 0.30 0.40 0.23 0.36 0.20 0.50 0.40 0.52 0.31 0.43 0.25 0.38 0.22 0.52 0.43 0.54 0.32 0.45 0.26 0.41 0.23 0.54 0.45

C 361 – 08
C-25 0.75 0.41 0.57 0.30 0.50 0.26 0.75 0.57 0.78 0.43 0.61 0.32 0.53 0.28 0.78 0.61 0.81 0.45 0.64 0.35 0.56 0.29 0.81 0.64
12

D-25 1.00 0.52 0.73 0.37 0.63 0.30 ... 0.73 1.03 0.54 0.77 0.40 0.67 0.33 ... 0.77 1.07 0.56 0.81 0.42 0.71 0.35 ... 0.81

A-50 0.42 0.32 0.37 0.28 0.34 0.26 0.71 0.71 0.44 0.33 0.39 0.29 0.36 0.28 0.75 0.75 0.46 0.35 0.41 0.31 0.38 0.29 0.78 0.78
B-50 0.62 0.41 0.50 0.33 0.46 0.30 0.71 0.71 0.64 0.42 0.52 0.35 0.48 0.32 0.75 0.75 0.66 0.44 0.55 0.37 0.51 0.33 0.78 0.78
C-50 0.84 0.51 0.67 0.40 0.59 0.35 0.85 0.71 0.87 0.53 0.71 0.42 0.64 0.37 0.90 0.75 0.91 0.55 0.74 0.45 0.67 0.39 0.96 0.78
D-50 1.09 0.63 0.82 0.46 0.72 0.39 ... 0.82 1.13 0.65 0.86 0.49 0.77 0.43 ... 0.88 1.16 0.67 0.91 0.52 0.81 0.45 ... 0.94

A-75 0.53 0.43 0.47 0.38 0.44 0.35 ... ... 0.55 0.44 0.49 0.40 0.47 0.37 ... ... 0.57 0.46 0.52 0.42 0.49 0.39 ... ...
B-75 0.72 0.51 0.60 0.43 0.55 0.39 ... ... 0.74 0.53 0.63 0.45 0.58 0.42 ... ... 0.77 0.55 0.66 0.47 0.61 0.44 ... ...
C-75 0.96 0.62 0.76 0.50 0.69 0.45 ... ... 1.00 0.64 0.80 0.52 0.73 0.47 ... ... 1.03 0.67 0.85 0.55 0.77 0.50 ... ...
D-75 1.18 0.72 0.91 0.56 0.81 0.49 ... ... 1.22 0.75 0.97 0.59 0.86 0.52 ... ... 1.26 0.78 1.02 0.63 0.92 0.55 ... ...

A-100 0.64 0.53 0.62 0.51 0.58 0.47 ... ... 0.67 0.55 0.66 0.54 0.61 0.50 ... ... 0.70 0.57 0.70 0.56 0.64 0.53 ... ...
B-100 0.82 0.62 0.70 0.53 0.65 0.49 ... ... 0.85 0.64 0.74 0.55 0.68 0.52 ... ... 0.88 0.67 0.77 0.58 0.72 0.54 ... ...
C-100 1.06 0.72 0.86 0.59 0.78 0.54 ... ... 1.10 0.75 0.90 0.63 0.82 0.57 ... ... 1.14 0.78 0.96 0.66 0.87 0.60 ... ...
D-100 1.28 0.82 1.02 0.66 0.89 0.58 ... ... 1.32 0.85 1.07 0.69 0.96 0.62 ... ... 1.39 0.88 1.12 0.73 1.01 0.65 ... ...

A-125 0.77 0.64 0.77 0.64 0.76 0.64 ... ... 0.82 0.67 0.82 0.68 0.80 0.67 ... ... 0.86 0.71 0.85 0.72 0.85 0.71 ... ...
B-125 0.92 0.73 0.80 0.64 0.78 0.62 ... ... 0.97 0.75 0.83 0.68 0.82 0.65 ... ... 1.01 0.78 0.86 0.72 0.87 0.69 ... ...
C-125 1.16 0.82 0.97 0.70 0.87 0.64 ... ... 1.20 0.85 1.02 0.73 0.92 0.67 ... ... 1.25 0.89 1.07 0.77 0.98 0.71 ... ...
...
D-125 1.40 0.92 1.11 0.76 1.00 0.68 ... ... 1.45 0.97 1.17 0.79 1.06 0.72 ... ... 1.50 1.00 1.22 0.83 1.11 0.76 ...

Copyright by ASTM Int'l (all rights reserved); Thu Apr 16 06:22:15 EDT 2009
Downloaded/printed by
Laurentian University pursuant to License Agreement. No further reproductions authorized.
 TABLE 1 Continued
Circumferential reinforcement, in.2/linear ft of pipeB
Internal
Designated 63C 66 69C
Dia, in.
Type of
Reinforce- Circular Elliptical Circular Elliptical Circular Elliptical
ment
Wall
Thickness, 5 1⁄ 4 6 1⁄ 4 7 5 1 ⁄4 6 1⁄ 4 5 1⁄ 2 6 1⁄2 7 1⁄ 4 5 1⁄ 2 6 1⁄ 2 5 3⁄ 4 6 3⁄ 4 7 1⁄ 2 5 3 ⁄4 6 3⁄ 4
in.
Layers of
Reinforce- Inner Outer Inner Outer Inner Outer Single Single Inner Outer Inner Outer Inner Outer Single Single Inner Outer Inner Outer Inner Outer Single Single
ment
Class

A-25 0.37 0.25 0.32 0.22 0.30 0.20 0.41 0.41 0.39 0.26 0.34 0.23 0.32 0.21 0.43 0.43 0.41 0.27 0.36 0.24 0.33 0.22 0.45 0.45
B-25 0.57 0.35 0.48 0.28 0.43 0.25 0.57 0.48 0.59 0.36 0.50 0.29 0.45 0.26 0.60 0.50 0.62 0.37 0.52 0.31 0.48 0.28 0.63 0.53

C 361 – 08
C-25 0.85 0.47 0.68 0.37 0.60 0.31 0.85 0.68 0.87 0.49 0.71 0.38 0.63 0.33 0.87 0.71 0.89 0.50 0.73 0.40 0.66 0.35 0.90 0.73
13

D-25 1.13 0.59 0.87 0.45 0.76 0.38 ... 0.87 1.17 0.63 0.91 0.47 0.81 0.41 ... 0.91 1.20 0.65 0.97 0.50 0.85 0.43 ... 0.97

A-50 0.49 0.37 0.44 0.33 0.41 0.31 0.82 0.82 0.51 0.39 0.46 0.35 0.43 0.33 0.86 0.86 0.53 0.40 0.48 0.36 0.46 0.34 0.90 0.90
B-50 0.69 0.46 0.58 0.39 0.54 0.36 0.82 0.82 0.72 0.48 0.62 0.41 0.57 0.37 0.86 0.86 0.74 0.49 0.63 0.43 0.59 0.39 0.90 0.90
C-50 0.97 0.58 0.79 0.47 0.71 0.42 1.01 0.83 1.00 0.61 0.82 0.49 0.74 0.44 1.05 0.87 1.02 0.63 0.85 0.51 0.77 0.47 1.10 0.92
D-50 1.23 0.71 0.98 0.55 0.87 0.49 ... 1.01 1.27 0.74 1.03 0.58 0.92 0.51 ... 1.07 1.31 0.76 1.08 0.62 0.97 0.54 ... 1.14

A-75 0.62 0.49 0.55 0.44 0.52 0.42 ... ... 0.64 0.51 0.58 0.46 0.55 0.44 ... ... 0.67 0.53 0.61 0.48 0.58 0.46 ... ...
B-75 0.81 0.57 0.70 0.50 0.66 0.47 ... ... 0.84 0.60 0.73 0.52 0.69 0.49 ... ... 0.86 0.62 0.76 0.55 0.72 0.52 ... ...
C-75 1.08 0.70 0.89 0.58 0.82 0.53 ... ... 1.11 0.73 0.94 0.61 0.85 0.56 ... ... 1.14 0.75 0.97 0.64 0.90 0.58 ... ...
D-75 1.36 0.82 1.09 0.67 0.98 0.59 ... ... 1.40 0.85 1.14 0.70 1.03 0.63 ... ... 1.45 0.88 1.19 0.73 1.08 0.66 ... ...

A-100 0.74 0.61 0.73 0.59 0.68 0.55 ... ... 0.76 0.63 0.77 0.62 0.71 0.57 ... ... 0.79 0.66 0.80 0.64 0.74 0.60 ... ...
B-100 0.92 0.70 0.81 0.62 0.76 0.57 ... ... 0.97 0.73 0.85 0.65 0.79 0.61 ... ... 1.00 0.75 0.88 0.68 0.83 0.64 ... ...
C-100 1.20 0.82 1.01 0.70 0.92 0.64 ... ... 1.23 0.84 1.05 0.73 0.97 0.67 ... ... 1.26 0.87 1.09 0.76 1.01 0.70 ... ...
D-100 1.47 0.95 1.19 0.77 1.08 0.70 ... ... 1.51 0.98 1.25 0.81 1.13 0.73 ... ... 1.56 1.01 1.30 0.85 1.19 0.77 ... ...

A-125 0.90 0.74 0.90 0.75 0.89 0.75 ... ... 0.95 0.78 0.94 0.79 0.93 0.78 ... ... 0.99 0.82 0.98 0.82 0.97 0.82 ... ...
B-125 1.06 0.82 0.93 0.75 0.91 0.72 ... ... 1.09 0.85 0.96 0.79 0.95 0.76 ... ... 1.13 0.88 1.00 0.82 1.00 0.79 ... ...
C-125 1.31 0.95 1.13 0.81 1.04 0.75 ... ... 1.37 0.98 1.17 0.84 1.08 0.78 ... ... 1.40 1.01 1.21 0.88 1.12 0.82 ... ...
...
D-125 1.58 1.06 1.30 0.88 1.18 0.81 ... ... 1.62 1.09 1.38 0.92 1.24 0.84 ... ... 1.68 1.13 1.43 0.97 1.30 0.88 ...

Copyright by ASTM Int'l (all rights reserved); Thu Apr 16 06:22:15 EDT 2009
Downloaded/printed by
Laurentian University pursuant to License Agreement. No further reproductions authorized.
 TABLE 1 Continued
Circumferential reinforcement, in.2/linear ft of pipeB
Internal
Designated 72 78 84
Dia, in.
Type of
Reinforce- Circular Elliptical Circular Circular
ment
Wall
Thickness, 6 7 7 3⁄ 4 6 7 61⁄2 7 1⁄ 2 8 1 ⁄4 7 8 8 3⁄ 4
in.
Layers of
Reinforce- Inner Outer Inner Outer Inner Outer Single Single Inner Outer Inner Outer Inner Outer Inner Outer Inner Outer Inner Outer
ment
Class

A-25 0.45 0.30 0.40 0.26 0.37 0.24 0.48 0.47 0.49 0.32 0.43 0.29 0.41 0.27 0.53 0.35 0.47 0.31 0.45 0.29
B-25 0.68 0.41 0.57 0.34 0.52 0.30 0.68 0.57 0.72 0.44 0.62 0.37 0.57 0.33 0.77 0.46 0.67 0.40 0.62 0.36

C 361 – 08
C-25 1.00 0.55 0.80 0.44 0.72 0.38 1.00 0.80 1.04 0.58 0.86 0.47 0.78 0.42 1.09 0.62 0.91 0.51 0.84 0.45
14

D-25 1.37 0.72 1.07 0.55 0.95 0.47 ... 1.07 1.44 0.76 1.15 0.61 1.04 0.52 1.51 0.81 1.23 0.65 1.11 0.57

A-50 0.59 0.44 0.53 0.40 0.50 0.37 0.94 0.94 0.64 0.47 0.57 0.43 0.55 0.41 0.68 0.50 0.63 0.46 0.59 0.44
B-50 0.81 0.54 0.70 0.47 0.65 0.43 0.94 0.94 0.86 0.57 0.76 0.50 0.71 0.47 0.92 0.62 0.82 0.54 0.77 0.51
C-50 1.12 0.69 0.92 0.56 0.84 0.51 1.15 0.96 1.17 0.72 1.00 0.61 0.92 0.55 1.23 0.76 1.06 0.65 0.99 0.59
D-50 1.48 0.84 1.18 0.68 1.07 0.59 ... 1.20 1.57 0.89 1.28 0.74 1.16 0.66 1.64 0.96 1.38 0.79 1.26 0.71

A-75 0.73 0.58 0.66 0.53 0.63 0.51 ... ... 0.78 0.62 0.72 0.57 0.69 0.55 0.84 0.66 0.78 0.62 0.75 0.59
B-75 0.96 0.68 0.83 0.60 0.78 0.56 ... ... 1.02 0.73 0.90 0.65 0.85 0.61 1.08 0.77 0.97 0.70 0.92 0.66
C-75 1.25 0.82 1.06 0.70 0.98 0.64 ... ... 1.31 0.86 1.13 0.75 1.05 0.69 1.39 0.91 1.21 0.80 1.13 0.74
D-75 1.60 0.98 1.31 0.80 1.19 0.72 ... ... 1.69 1.04 1.43 0.87 1.31 0.79 1.78 1.10 1.52 0.94 1.40 0.85

A-100 0.87 0.72 0.83 0.68 0.77 0.63 ... ... 0.94 0.77 0.90 0.73 0.83 0.68 1.00 0.82 0.97 0.79 0.90 0.73
B-100 1.10 0.82 0.97 0.73 0.90 0.69 ... ... 1.16 0.87 1.05 0.79 0.98 0.74 1.23 0.92 1.12 0.84 1.06 0.80
C-100 1.40 0.96 1.19 0.82 1.09 0.76 ... ... 1.47 1.01 1.27 0.89 1.17 0.82 1.54 1.07 1.36 0.95 1.26 0.88
D-100 1.73 1.11 1.45 0.94 1.30 0.84 ... ... 1.85 1.18 1.56 1.01 1.42 0.91 1.94 1.24 1.65 1.08 1.52 0.99

A-125 1.04 0.85 1.03 0.85 1.02 0.85 ... ... 1.12 0.91 1.12 0.92 1.11 0.91 1.20 0.99 1.21 0.99 1.19 0.98
B-125 1.23 0.97 1.11 0.87 1.04 0.82 ... ... 1.31 1.03 1.19 0.94 1.13 0.89 1.40 1.09 1.27 1.00 1.21 0.96
C-125 1.53 1.10 1.32 0.97 1.22 0.89 ... ... 1.61 1.16 1.42 1.03 1.31 0.96 1.68 1.22 1.51 1.10 1.42 1.03
1.13
D-125 1.89 1.24 1.57 1.07 1.43 0.97 ... ... 1.98 1.31 1.69 1.15 1.55 1.05 2.08 1.40 1.79 1.22 1.66

Copyright by ASTM Int'l (all rights reserved); Thu Apr 16 06:22:15 EDT 2009
Downloaded/printed by
Laurentian University pursuant to License Agreement. No further reproductions authorized.
 TABLE 1 Continued
Circumferential reinforcement, in.2/linear ft of pipeA
Internal
Designated 90 96 102 108
Dia, in.
Type of
Reinforce- Circular Circular Circular Circular
ment
Wall
Thickness, 71 ⁄ 2 8 8 81⁄2 8 1 ⁄2 9 9 91⁄2
in.
Layers of
Reinforce- Inner Outer Inner Outer Inner Outer Inner Outer Inner Outer Inner Outer Inner Outer Inner Outer
ment
Class

A-25 0.57 0.38 0.54 0.36 0.62 0.41 0.58 0.39 0.66 0.44 0.63 0.42 0.71 0.47 0.68 0.45
B-25 0.82 0.49 0.77 0.46 0.87 0.53 0.82 0.49 0.92 0.56 0.87 0.52 0.99 0.59 0.94 0.56
C-25 1.14 0.65 1.06 0.59 1.20 0.68 1.12 0.63 1.26 0.72 1.18 0.67 1.32 0.76 1.24 0.71

C 361 – 08
D-25 1.57 0.84 1.43 0.76 1.62 0.88 1.49 0.80 1.69 0.92 1.56 0.84 1.75 0.97 1.64 0.89
15

A-50 0.73 0.54 0.70 0.52 0.78 0.57 0.75 0.55 0.84 0.62 0.81 0.59 0.89 0.65 0.86 0.63
B-50 0.98 0.66 0.92 0.62 1.04 0.70 0.99 0.66 1.10 0.74 1.05 0.70 1.16 0.78 1.11 0.74
C-50 1.29 0.80 1.20 0.74 1.37 0.84 1.27 0.79 1.44 0.89 1.35 0.83 1.50 0.94 1.43 0.88
D-50 1.70 1.00 1.57 0.90 1.77 1.04 1.64 0.96 1.86 1.09 1.72 1.01 1.93 1.14 1.80 1.06

A-75 0.89 0.71 0.86 0.68 0.96 0.75 0.92 0.73 1.02 0.80 0.99 0.77 1.08 0.84 1.05 0.82
B-75 1.14 0.81 1.08 0.78 1.21 0.86 1.15 0.82 1.27 0.91 1.22 0.87 1.36 0.97 1.29 0.92
C-75 1.46 0.96 1.37 0.90 1.53 1.01 1.44 0.96 1.60 1.07 1.52 1.01 1.68 1.12 1.60 1.07
D-75 1.87 1.15 1.71 1.06 1.94 1.20 1.79 1.12 2.02 1.25 1.89 1.17 2.10 1.31 1.98 1.23

A-100 1.07 0.87 1.04 0.84 1.13 0.92 1.11 0.90 1.20 0.98 1.17 0.96 1.27 1.04 1.24 1.01
B-100 1.30 0.99 1.24 0.94 1.39 1.04 1.32 1.00 1.46 1.10 1.41 1.06 1.54 1.15 1.49 1.12
C-100 1.61 1.12 1.52 1.06 1.69 1.18 1.60 1.12 1.77 1.24 1.69 1.18 1.87 1.30 1.78 1.25
D-100 2.01 1.30 1.88 1.21 2.09 1.37 1.96 1.28 2.18 1.43 2.05 1.35 2.27 1.49 2.15 1.42

A-125 1.29 1.06 1.29 1.06 1.38 1.13 1.38 1.13 1.47 1.19 1.47 1.19 1.56 1.26 1.55 1.26
B-125 1.48 1.15 1.42 1.11 1.56 1.21 1.50 1.17 1.64 1.28 1.58 1.24 1.73 1.35 1.67 1.30
C-125 1.77 1.28 1.68 1.22 1.87 1.36 1.77 1.29 1.96 1.43 1.88 1.37 2.05 1.49 1.97 1.44
D-125 2.16 1.47 2.02 1.38 2.25 1.53 2.12 1.45 2.34 1.60 2.22 1.52 2.46 1.67 2.32 1.60
A
Steel areas may be interpolated between those shown for variations in wall thickness. See 7.2 for provisions for special designs.
B
The prescribed amounts of reinforcement do not provide any allowance for pressure surges (water hammer) in pipelines.
C
Available in some areas.

Copyright by ASTM Int'l (all rights reserved); Thu Apr 16 06:22:15 EDT 2009
Downloaded/printed by
Laurentian University pursuant to License Agreement. No further reproductions authorized.
 C 361 – 08

APPENDIXES

(Nonmandatory Information)

X1. FIELD INSTALLATION PROCEDURES

X1.1 The class of pipe given in Table 1 for combined backfill. An additional depth of 6 in. or more shall be removed
external load and hydrostatic head is based on a field installa- if the native material in the trench is soft, low density, or
tion procedure at least comparable to that described below. unsuitable for a pipeline foundation. The additional 6 in. or
Where the designer does not expect to attain such an installa- more shall be compacted to the requirements of the design
tion, a detailed design analysis of the pipe should be made engineer.
taking into consideration the anticipated external loading, X1.2.1 Cohesive Soil or Granular Soil Containing More
hydrostatic head, and installation procedure. Failure to comply Than 5 % Fines—If the haunch support backfill material is a
with the requirements herein may result in a bedding angle of cohesive soil or is a granular soil containing more than 5 %
less than 90° as defined in Appendix X2 and may result in material passing the number 200 sieve, the material shall be
excessive pipe cracking. placed in layers not exceeding 6 in. in thickness and compacted
by appropriate surface methods such as tamping, rolling,
X1.2 The trench shall be excavated of sufficient width to
vibration, or a combination thereof. The material shall be
achieve the specified haunch backfill compaction, and to a
placed from the bottom of the pipe to a height of 0.37 times the
depth of either 4 or 6 in. below the bottom of the pipe, to
outside diameter of the pipe, shall be placed and compacted in
provide for granular cushion material as shown in Fig. X1.1.
The trench shall be backfilled to the bottom of the pipe with such a manner as to completely fill the space under the
uncompacted granular cushion material meeting the physical haunches of the pipe, and shall be compacted throughout to a
requirements of X1.2.2. After the pipe is placed in the trench to minimum of 95 % of laboratory maximum density as deter-
the correct grade and alignment, additional haunch support mined in accordance with Test Method D 698.
X1.2.2 Granular Soil Containing 5 % Fines or Less—If the
backfill material shall be compacted in accordance with X1.2.1
haunch support backfill material is a cohesionless, free-
or X1.2.2, depending on the type of soil used as pipe material
draining soil (containing no more than 5 % material passing the
number 200 sieve) it shall be placed a minimum depth of 0.37
times the outside diameter of the pipe and shall be compacted
by saturation and internal vibrations in such manner as to
completely fill the spaces under the haunches of the pipe and
shall be compacted throughout to a minimum of 70 % relative
density as determined in accordance with Test Methods D 4253
and D 4254.
NOTE X1.1—In order to achieve specified density, it may be necessary
to provide means for draining the water utilized during vibration whenever
the trenchsides and subgrade are incapable of readily absorbing the
excess.
X1.2.3 The pipe backfill material in X1.2.1 and X1.2.2 shall
have a maximum particle size not exceeding 3⁄4 in. and shall be
graded to preclude migration of soil particles. The backfill
material placed above the 0.37 outside diameter level shall be
compacted or uncompacted to the requirements of the design
FIG. X1.1 Pipe Bedding engineer.

Copyright by ASTM Int'l (all rights reserved); Thu Apr 16 06:22:15 EDT 2009 16
Downloaded/printed by
Laurentian University pursuant to License Agreement. No further reproductions authorized.
 C 361 – 08

X2. DESIGN CRITERIA FOR TABLE 1

X2.1 The designs for reinforced concrete low-head pres- X2.4 Design Requirements—Reinforced concrete design for
sure pipe presented in Table 1 are based on specific loadings, combined internal and external loads is based on ACI Code
bedding, and design requirements summarized in this appendix 318, with a concrete compressive strength of 4500 psi, rein-
as information for the designer in considering the suitability of forcing steel with a yield point strength of 40 000 psi, a load
the designs. factor of 1.8, and a capacity reduction factor of 1.0.
X2.2 Loads—This pipe is designed for dead load of the X2.4.1 The minimum steel area is calculated for hydrostatic
pipe itself, the earth load, the water load, and the internal head only. The minimum area of circular reinforcement is:
pressure due to hydrostatic head calculated from the inside top 6~0.433Hw!D
of the pipe to the design gradient. The hydrostatic head defined As 5 fs , in.2/linear ft (X2.3)
in Table 1 is measured to the horizontal centerline of the pipe.
X2.2.1 The earth load is based on a one-foot length of the where:
prism of earth directly over the outside diameter of the pipe. Hw = hydrostatic head, ft,
D = internal designated diameter, in., and
The effective unit weight of earth, in pounds per cubic foot is:
fs = 17 000 − 35 Hw, allowable tensile stress in the rein-
we 5 100 1 20~H e/OD! (X2.1) forcement, psi centerline.
where: For elliptical reinforcement, the minimum area of reinforce-
He = earth cover over top of pipe, ft, ment is 1.6 times that required for circular reinforcement for
OD = outside diameter of pipe, ft, and hydrostatic head alone.
Maximum we = 150 lb/ft3. X2.4.2 The design concrete cover is the average of the
The earth load on the pipe is dimensions given in 7.4 of the specification for a particular
W 5 weHe ~OD!, lb/linear ft (X2.2) range of pipe diameters. For single-layer reinforcement, the
NOTE X2.1—The earth load from X2.2.1 represents loose backfill over steel is assumed to be at the center line of the cross section.
pipe in a trench of any width, as may be used for cross-country pipelines. X2.4.3 The minimum wall thickness ( tw) of the pipe is:
For any other earth load design assumption selected by the engineer, the
D
new earth load may be compared to the design earth load in pounds per tw min 5 12, in. (X2.4)
linear foot from X2.2.1 for the range of cover loads, A through D, within
the same pressure head designation.
where:
X2.2.2 The prescribed amounts of reinforcement do not D = internal designated diameter, in.
provide any allowance for pressure surges (water hammer) in The tensile stress (fct) in the concrete of the pipe wall is:
pipelines.
0.433HwD
f ct 5 2t w , psi (X2.5)
X2.3 Bedding—The bedding described in Appendix X1 is
assumed to result in bearing over a 90° central angle. Pressure
where:
distributions and the analysis of stresses in the pipe wall are
tw = design pipe wall thickness, assumed unreinforced, in.,
based on theory.5
and
fct = #325 psi for the concrete design strength of 4500 psi
5
Olander, H.C., Stress Analysis of Concrete Pipe, Engineering Monograph No. shown in Table 1.
6, U.S. Bureau of Reclamation, October 1950.

ASTM International takes no position respecting the validity of any patent rights asserted in connection with any item mentioned
in this standard. Users of this standard are expressly advised that determination of the validity of any such patent rights, and the risk
of infringement of such rights, are entirely their own responsibility.

This standard is subject to revision at any time by the responsible technical committee and must be reviewed every five years and
if not revised, either reapproved or withdrawn. Your comments are invited either for revision of this standard or for additional standards
and should be addressed to ASTM International Headquarters. Your comments will receive careful consideration at a meeting of the
responsible technical committee, which you may attend. If you feel that your comments have not received a fair hearing you should
make your views known to the ASTM Committee on Standards, at the address shown below.

This standard is copyrighted by ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959,
United States. Individual reprints (single or multiple copies) of this standard may be obtained by contacting ASTM at the above
address or at 610-832-9585 (phone), 610-832-9555 (fax), or service@astm.org (e-mail); or through the ASTM website
(www.astm.org).

Copyright by ASTM Int'l (all rights reserved); Thu Apr 16 06:22:15 EDT 2009 17
Downloaded/printed by
Laurentian University pursuant to License Agreement. No further reproductions authorized.