ASTM C1417M-19

This document is not an ASTM standard and is intended only to provide the user of an ASTM standard an indication of what changes have been made to the previous version. Because
it may not be technically possible to adequately depict all changes accurately, ASTM recommends that users consult prior editions as appropriate. In all cases only the current version
of the standard as published by ASTM is to be considered the official document.
Designation: C1417M − 15 C1417M − 19
Standard Specification for
Manufacture of Reinforced Concrete Sewer, Storm Drain,
and Culvert Pipe for Direct Design (Metric)
This standard is issued under the fixed designation C1417M; 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.
1. Scope Scope*
1.1 This specification covers the manufacture and acceptance of precast concrete pipe designed to conform to the owner’s
design requirements and to the ASCE 15 or an equivalent design specification.
NOTE 1—The section on evaluation of core test results (14.3.3) and the Appendix are currently being reballoted.
1.2 This specification is the SI companion to Specification C1417.
1.3 This international standard was developed in accordance with internationally recognized principles on standardization
established in the Decision on Principles for the Development of International Standards, Guides and Recommendations issued
by the World Trade Organization Technical Barriers to Trade (TBT) Committee.
2. Referenced Documents
2.1 ASTM Standards:
A615/A615M Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement
A706/A706M Specification for Deformed and Plain Low-Alloy Steel Bars for Concrete Reinforcement
A1064/A1064M Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete
C33/C33M Specification for Concrete Aggregates
C76 Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe
C150/C150M Specification for Portland Cement
C260/C260M Specification for Air-Entraining Admixtures for Concrete
C494/C494M Specification for Chemical Admixtures for Concrete
C497M Test Methods for Concrete Pipe, Concrete Box Sections, Manhole Sections, or Tile (Metric)
C595/C595M Specification for Blended Hydraulic Cements
C618 Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete
C655 Specification for Reinforced Concrete D-Load Culvert, Storm Drain, and Sewer Pipe
C822 Terminology Relating to Concrete Pipe and Related Products
C989/C989M Specification for Slag Cement for Use in Concrete and Mortars
C1017/C1017M Specification for Chemical Admixtures for Use in Producing Flowing Concrete
C1116/C1116M Specification for Fiber-Reinforced Concrete
C1602/C1602M Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete
2.2 Other Standards:
ASCE 15 Standard Practice for the Direct Design of Buried Precast Reinforced Concrete Pipe Using Standard Installations
(SIDD)
ACI 318 Building Code Requirements for Reinforced Concrete
3. Terminology
3.1 Definitions:
3.1.1 For definitions of terms relating to concrete pipe, see Terminology C822.
This specification is under the jurisdiction of ASTM Committee C13 on Concrete Pipe and is the direct responsibility of Subcommittee C13.05 on Special Projects.
Current edition approved Oct. 1, 2015July 15, 2019. Published October 2015July 2019. Originally approved in 1998. Last previous edition approved in 20142015 as
ɛ1
C1417M – 14C1417M – 15. . DOI: 10.1520/C1417M-15.10.1520/C1417M-19.
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 Standards
volume information, refer to the standard’s Document Summary page on the ASTM website.
Available from American Society of Civil Engineers (ASCE), 1801 Alexander Bell Dr., Reston, VA 20191, http://www.asce.org.
Available from American Concrete Institute (ACI), P.O. Box 9094, Farmington Hills, MI 48333-9094, http://www.aci-int.org.
*A Summary of Changes section appears at the end of this standard
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
C1417M − 19
3.1.2 group of pipe sections—each day’s production run of pipe sections of a single concrete strength for a specific project.
3.1.3 lot of pipe sections—total of the number of groups of pipe sections of a single concrete strength produced for a specific
project.
3.1.4 running average—average concrete compressive strength of all groups of pipe sections of a single concrete strength
produced for a specific project, generally determined as each group is tested.
4. Basis of Acceptance of Design
4.1 Manufacturing Design Data—The manufacturer shall submit the following manufacturing design data for the concrete pipe
to the owner for approval.
4.1.1 Pipe wall thickness.
4.1.2 Concrete strength.
4.1.3 Reinforcement:
4.1.3.1 Specification,
4.1.3.2 Reinforcement Type 1, 2, or 3, where:
Type 1: Smooth wire or plain bars
Type 2: Welded smooth wire reinforcement, 200 mm maximum
spacing of longitudinals
Type 3: Welded deformed wire reinforcement, deformed wire,
deformed bars, or any reinforcement with stirrups,
anchored thereto
4.1.3.3 Design yield strength,
4.1.3.4 Placement and design concrete cover,
4.1.3.5 Cross-sectional diameters,
4.1.3.6 Spacing,
4.1.3.7 Cross-sectional area,
4.1.3.8 Description of longitudinal members, and
4.1.3.9 If stirrups are used, developable stirrup design stress, stirrup shape, placement, and anchorage details.
4.1.4 Design factors and the assumed orientation angle.
4.1.5 Pipe laying length and joint information.
4.2 Approval of the manufacturing design data shall be based on its conformance to the owner’s design requirements and to
ASCE 15 or to an equivalent design specification.
5. Basis of Acceptance of Concrete Pipe
5.1 Acceptance of pipe shall be on the basis of concrete compression tests, materials tests, conformance to the manufacturing
design data, conformance to this specification, and inspection of manufactured pipe for defects.
5.2 When mutually agreed in writing by the owner and the manufacturer, a certification may be made the basis of acceptance
of the concrete pipe. This certification shall consist of a statement by the manufacturer that the concrete pipe conforms to the
manufacturing design data and to this specification, and that the concrete and materials have been sampled and tested and conform
to this specification.
5.3 Age for Acceptance—Pipe shall be considered ready for acceptance when they conform to the requirements of this
specification.
6. Material
6.1 Reinforced Concrete—The reinforced concrete shall consist of cementitious materials; mineral aggregates; admixtures, if
used; and water in which steel has been embedded in such a manner that the steel and concrete act together.
6.2 Cementitious Material:
6.2.1 Cement—Cement shall conform to the requirements for portland cement of Specification C150/C150M or shall be
portland blast-furnace slag cement, portland-limestone cement, or portland-pozzolan cement conforming to the requirements of
Specification C595/C595M, except that the pozzolan constituent in the Type IP portland-pozzolan cement shall be fly ash.
6.2.2 Slag Cement—Slag cement shall conform to the requirements of Grade 100 or 120 of Specification C989/C989M.
6.2.3 Fly Ash—Fly ash shall conform to the requirements of Specification C618, Class F or Class C.
6.2.4 Allowable Combinations of Cementitious Materials—The combination of cementitious materials used in the concrete shall
be one of the following:
6.2.4.1 Portland cement only.
6.2.4.2 Portland blast-furnace slag cement only.
6.2.4.3 Portland-pozzolan cement only.
6.2.4.4 Portland-limestone cement only.
C1417M − 19
6.2.4.5 A combination of portland cement or portland-limestone cement and slag cement.
6.2.4.6 A combination of portland cement or portland-limestone cement and fly ash,
6.2.4.7 A combination of portland cement or portland-limestone cement, slag cement, and fly ash, or
6.2.4.8 A combination of portland-pozzolan cement and fly ash.
6.3 Aggregates—Aggregates shall conform to the requirements of Specification C33/C33M, except that the requirement for
gradation shall not apply.
6.4 Admixtures—The following admixtures and blends are allowable:
6.4.1 Air-entraining admixture conforming to Specification C260/C260M;
6.4.2 Chemical admixture conforming to Specification C494/C494M;
6.4.3 Chemical admixture for use in producing flowing concrete conforming to Specification C1017/C1017M; and
6.4.4 Chemical admixture or blend approved by the owner.
6.5 Steel Reinforcement—Reinforcement shall consist of wire and welded wire conforming to Specification A1064/A1064M;
or of bars conforming to Specifications A615/A615M, Grade 280 or 420, or A706/A706M, Grade 420. For helically wound cages
only, weld shear tests are not required.
6.6 Water—Water used in the production of concrete shall be potable or non-potable water that meets the requirements of
Specification C1602/C1602M.
6.7 Fibers—Synthetic fibers and nonsynthetic fibers shall be allowed to be used, at the manufacturer’s option, in concrete pipe
as a nonstructural manufacturing material. Synthetic fibers (Type II and Type III) and nonsynthetic fiber (Type I) designed and
manufactured specifically for use in concrete and conforming to the requirements of Specification C1116/C1116M shall be
accepted.
7. Joints
7.1 The joints shall be designed and the ends of the concrete pipe sections shall be formed so that the sections can be laid
together to make a continuous line of pipe, compatible with the permissible variations given in Section 15.
8. Manufacture
8.1 Mixture—The aggregates shall be sized, graded, proportioned, and mixed with such proportions of cementitious material,
water, and admixtures, if any, to produce a thoroughly mixed concrete of such quality that the pipe will conform to the test and
design requirements of this specification. All concrete shall have a water–cementitious materials ratio not exceeding 0.53 by
weight. Minimum concrete strength shall be 27.6 MPa.
8.2 Finish—Pipe shall be substantially free of fractures, large or deep cracks, and surface roughness. The ends of the pipe shall
be normal to walls and center line of the pipe, within the limits of variations given in Section 15.
9. Circumferential Reinforcement
9.1 A line of circumferential reinforcement for any given total area may be composed of up to two layers for pipe with wall
thicknesses of less than 180 mm or three layers for pipe with wall thickness of 180 mm or greater. The layers shall not be separated
by more than the thickness of one longitudinal plus 6 mm. The multiple layers shall be fastened together to form a single cage.
If the multiple layers of a cage contain circumferential splices, the individual layers shall be rotated so that the splices are
staggered. All other specification requirements, such as laps, welds, tolerances of placement in the wall of the pipe, and so forth,
shall apply to this method of fabricating a line of reinforcement. The design shall be based on the centroid of the layers.
9.2 Reinforcement placement and concrete cover shall conform to the approved manufacturing data. The nominal concrete
cover over the circumferential reinforcement shall not be less than be 25 mm in pipe having a wall thickness of 63 mm or greater,
and shall not be less than 19 mm in pipe having a wall thickness of less than 63 mm. The location of the reinforcement shall be
subject to the permissible variations in dimensions given in Section 15. Requirements for placement and protective covering of
the concrete from the inner or outer surface of the pipe do not apply to that portion of a cage that is flared so as to extend into
the bell or reduced in diameter so as to extend into the spigot.
9.3 Where the wall reinforcement does not extend into the joint area, the maximum longitudinal distance to the last
circumferential from the inside shoulder of the bell or the shoulder of the spigot shall be 75 mm, except that if this distance exceeds
one half of the wall thickness, the pipe wall shall contain at least a total reinforcement area of the minimum specified area per linear
metre times the laying length of the pipe section. The minimum cover on the last circumferential near the spigot shoulder shall
be 13 mm.
9.4 Where reinforcement is in the bell or spigot, the minimum end-cover on the last circumferential shall be 13 mm in the bell
or 6 mm in the spigot.
9.5 The continuity of the circumferential reinforcing steel shall be maintained during the manufacture of the pipe, except when,
as agreed upon by the owner, lift eyes or holes are provided in each pipe or the pipe is converted into a manhole tee.
C1417M − 19
10. Welds, Splices, and Development of Circumferential Reinforcement
10.1 General:
10.1.1 When pipe are not marked to show a specific orientation in the ground, any weld to, or splice of, a circumferential shall
be considered to be at the point of the maximum flexural stress.
10.1.2 When pipe are marked to show a specific orientation in the ground, any weld to, or splice of, a circumferential shall be
considered to be at a distance determined by the orientation angle closer to the point of maximum flexural stress than the marking
indicates.
10.1.3 Splices of smooth and deformed wire shall be welded and shall meet the requirements of 10.3 and 10.4.
10.2 Notation:
A = actual steel area of the individual circumferential wire, mm .
wa
A = steel area required for the individual circumferential wire for flexure, mm , either at the splice, for splices, or at the point
wr
of maximum moment, for quadrant mat reinforcement.
d = diameter of reinforcing wire or bar, mm.
b
l
f = design compressive strength of concrete, MPa.
c
f = design yield strength of reinforcement, MPa.
y
L = development length of reinforcing wire or bar, mm.
d
s = spacing of wire to be developed or spliced, mm.
10.3 Welds:
10.3.1 When splices are welded, there shall be a minimum lap of 50 mm and a weld of sufficient length such that pull test of
representative specimens shall develop at least 50 % of the minimum specified tensile strength of the steel. For butt-welded splices
in bars or wire, permitted only with helically wound cages, pull tests of representative specimens shall develop at least 75 % of
the minimum specified tensile strength of the steel.
10.4 Lapped Splices of Circumferential Reinforcement:
10.4.1 If lapped splices of circumferentials consisting of deformed bars #19 or less are not welded, they shall be lapped not less
than L , where:
d
d f A
b y wr
L 5 (1)
d
l
=
2.74 f A
c wa
or not less than:
d f
b y
(2)
l
=
5.48 f
c
whichever is greater. Splices of larger than #19 bars shall meet the requirements of ACI 318.
10.4.2 If lapped splices of circumferentials consisting of welded smooth wire reinforcement or welded deformed wire
reinforcement are not welded, the overlap measured between the outermost longitudinals on each side of the splice shall be no less
than the spacing of the longitudinals plus 25 mm, or L , where:
d
A f
wr y
L 5 3.25 (3)
d
l
s =f
c
whichever is greater.
10.4.3 At the option of the manufacturer, a more detailed analysis may be made and the following exception to the requirements
of 10.4.2 may be applied. If the area of circumferential reinforcement is at least twice that required for flexure, the first requirement
of 10.4.2 shall not apply. The overlap measured between the outermost longitudinals on each side of the splice shall be no less
than that required by Eq 3, or 25 mm, whichever is greater.
10.4.4 Alternative splice designs that differ from 10.4 may be submitted to the owner for approval.
10.5 Development of Quadrant Mat Reinforcement:
10.5.1 Circumferential quadrant mat reinforcement shall consist of welded wire reinforcement with 200-mm maximum cross
wire spacing. When quadrant mat reinforcement is used, the area of the main cage shall be no less than 25 % of the area required
at the point of maximum moment. The quadrant mats shall extend at least 45° each side of the point of maximum moment.
10.5.2 At the option of the manufacturer, a more detailed analysis may be made and the requirements of 10.5.3 or 10.5.4 used
instead of 10.5.1.
10.5.3 When circumferential quadrant mat reinforcement consists of welded smooth wire reinforcement or welded deformed
wire reinforcement, the following requirements shall apply:
10.5.3.1 The outermost longitudinals on each end of the circumferentials shall be embedded in accordance with the following
requirements: (1) past the point where the quadrant reinforcement is no longer required by the orientation angle plus the greater
C1417M − 19
of twelve circumferential wire diameters or three quarters of the wall thickness of the pipe, and (2) past the point of maximum
flexural stress by the orientation angle plus the development length, L , required by Eq 3.
d
10.5.3.2 The mat shall contain no less than two longitudinals at a distance 25 mm greater than that determined by the orientation
angle from either side of the point requiring the maximum flexural reinforcement.
10.5.3.3 The point of embedment of the outermost longitudinals of the mat shall be at least a distance determined by the
orientation angle past the point where the continuing reinforcement is no less than double the area required for flexure.
10.5.4 When circumferential quadrant mat reinforcement consists of #19 or less deformed bars, the following requirements shall
apply:
10.5.4.1 Circumferentials shall extend past the point where they are no longer required by the orientation angle plus the greater
of twelve wire diameters or three quarters of the wall thickness of the pipe.
10.5.4.2 Circumferentials shall extend either side of the point of maximum flexural stress not less than the orientation angle plus
the development length, L , required by Eq 1.
d
10.5.4.3 Circumferentials shall extend at least a distance determined by the orientation angle past the point where the continuing
reinforcement is no less than double the area required for flexure.
10.5.4.4 Development of larger than #19 bars shall meet the requirements of ACI 318.
11. Stirrup Reinforcement
11.1 The number of lines of stirrups shall be sufficient to include the distance determined by calculation where V is less than
u
V plus the distance l as determined in Section 12.6.4.1 of ASCE 15 or as determined by the requirements of an equivalent design
c θ
specification. The required number of lines of stirrups shall be equally distributed on each side of the point of maximum moment.
11.2 Stirrups used to resist radial tension shall be anchored around each circumferential of the inside cage.
11.3 When stirrups are not required for radial tension but required for shear, their longitudinal spacing shall be such that they
are anchored either at every or every other inside face tension circumferential. Such spacing shall n
...