ASTM C1504M-20

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: C1504M − 19 C1504M − 20
Standard Specification for
Manufacture of Precast Reinforced Concrete Three-Sided
Structures for Culverts and Storm Drains (Metric)
This standard is issued under the fixed designation C1504M; 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*
1.1 This specification covers single-cell precast conventionally reinforced concrete three-sided structures intended to be used for
the construction of culverts and for the conveyance of storm water.
1.2 This specification is the metric counterpart of Specification C1504; therefore, no imperial (metric) equivalents are presented
in this specification.
NOTE 1—This specification is primarily a manufacturing and purchasing specification. The successful performance of this product depends upon the
proper selection of the geometric section, bedding, backfill, and care that the installation conforms to the construction specifications. The purchaser of
the precast reinforced concrete three-sided structure specified herein is cautioned that proper correlation of the loading conditions and the field
requirements with the geometric section specified and provisions for inspection at the construction site are required.
1.3 The values stated in either SI units or inch-pound units are to be regarded separately as standard. The values stated in each
system may not be exact equivalents; therefore, each system shall be used independently of the other. Combining values from the
two systems may result in non-conformance with the standard.
1.4 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
C31/C31M Practice for Making and Curing Concrete Test Specimens in the Field
C33/C33M Specification for Concrete Aggregates
C39/C39M Test Method for Compressive Strength of Cylindrical Concrete Specimens
C150/C150M Specification for Portland Cement
C260/C260M Specification for Air-Entraining Admixtures for Concrete
C309 Specification for Liquid Membrane-Forming Compounds for Curing Concrete
This specification is under the jurisdiction of ASTM Committee C13 on Concrete Pipe and is the direct responsibility of Subcommittee C13.07 on Acceptance
Specifications and Precast Concrete Box Sections.
Current edition approved July 15, 2019Sept. 15, 2020. Published July 2019October 2020. Originally approved in 2001. Last previous edition approved in 20162019 as
C1504M – 16.C1504M – 19. DOI: 10.1520/C1504M-19.10.1520/C1504M-20.
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.
*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
C1504M − 20
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
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 AASHTO Standard:
AASHTO LRFD Bridge Design Specifications
2.3 ACI Standard:
ACI 318 Building Code Requirements for Structural Concrete and Commentary
3. Terminology
3.1 Definitions—For definitions of terms, see Terminology C822.
4. Types
4.1 Precast reinforced concrete three-sided structures manufactured in accordance with this specification shall be designated by
span, rise, and design earth cover.
5. Basis of Acceptance
5.1 Acceptability of the three-sided sections produced in accordance with Section 7 shall be determined by the results of the
concrete compressive strength tests described in Section 10, by the material requirements described in Section 6, and by inspection
of the finished three-sided sections.
5.2 Three-sided sections shall be considered ready for acceptance when they conform to the requirements of this specification.
6. Materials
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 Materials:
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 Fly Ash—Fly ash shall conform to the requirements of Specification C618, Class F or Class C.
6.2.3 Slag Cement—Slag cement shall conform to the requirements of Grade 100 or 120 of Specification C989/C989M.
6.2.4 Allowable Combinations of Cementitious Materials—The combination of cementitious materials used in 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,
Available from American Association of State Highway and Transportation Officials (AASHTO), 444 N. Capitol St., NW, Suite 249, Washington, DC 20001,
http://www.transportation.org.
Available from American Concrete Institute (ACI), P.O. Box 9094, Farmington Hills, MI 48333-9094, http://www.concrete.org.
C1504M − 20
6.2.4.4 Portland-limestone cement only,
6.2.4.5 A combination of portland cement or portland-limestone cement and fly ash,
6.2.4.6 A combination of portland cement or portland-limestone cement and slag cement,
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 Specification C33/C33M, except that the requirements 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.
6.4.5 Air Entraining Admixtures—Air entraining will be required on all products produced with positive slump, wet-cast concrete,
and shall conform to the requirements of Specification C260/C260M.
6.5 Steel Reinforcement—Reinforcement shall consist of welded wire reinforcement conforming to Specification A1064/A1064M
for steel wire and welded wire reinforcement, plain and deformed, for concrete. For circumferential reinforcement, deformed and
plain steel bars for reinforced concrete are permitted conforming to Specification A706/A706M or A615/A615M, Grade 420, and
longitudinal distribution reinforcement shall consist of welded wire reinforcement or deformed billet-steel bars conforming to
Specification A706/A706M or A615/A615M, Grade 420.
NOTE 2—This specification does not address reinforcement with prestressing strand or any other form of pre-tensioning or post-tensioning.
6.6 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.
6.7 Water—Water used in the production of concrete shall be potable or non-potable water that meets the requirements of
Specification C1602/C1602M.
7. Design
7.1 Design Criteria—The three-sided section’s dimensions and reinforcement details shall be as required by design, in accordance
with Section 3, 5, and 12.14 of the American Association of State Highways and Transportation Officials (AASHTO) LRFD Bridge
Design Specifications. The minimum concrete compressive strength shall be 35 MPa, and the minimum steel yield strength shall
be 450 MPa for welded-wire reinforcement and 420 MPa for deformed billet-steel bars.
7.2 Placement of Reinforcement—The minimum cover of concrete over the circumferential reinforcing diameter shall be 25 mm
for bar reinforcement and welded wire reinforcement for all structures up to 3.6 m in span and 38 mm for longer spans subject
to provisions of Section 11 for both bar reinforcement and welded wire reinforcement. The clear distance of the end circumferential
wires shall be not less than 13 mm nor more than 50 mm from the ends of each section. For three-sided sections covered by less
than 0.6 m of fill, minimum cover for the reinforcement in the top of the top slab shall be 50 mm, subject to the provisions of
Section 11. Reinforcement shall be assembled utilizing any combination of single or multiple layers of welded-wire reinforcement,
not to exceed three layers or utilizing single or multiple layers of deformed billet steel bars, not to exceed two layers. The
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welded-wire reinforcement on 7.3 shall be composed of circumferential and longitudinal wires meeting the spacing requirements
of 7.3 and shall contain sufficient longitudinal wires extending through the three-sided section to maintain the shape and position
of reinforcement. Longitudinal distribution reinforcement may be welded-wire reinforcement or deformed billet-steel bars and
shall meet the spacing requirements of 7.3. The ends of the longitudinal distribution reinforcement shall not be more than 50 mm
from the ends of a three-sided section. The exposure of the ends of longitudinals, stirrups, and spacers used to position the
reinforcement shall not be a cause for rejection.
7.3 Laps, Welds, and Spacing—Splices in the circumferential reinforcement shall be made by lapping. For welded wire
reinforcement, the overlap measured between the outermost longitudinal wires of each reinforcement sheet or the outermost bars
shall not be less than the spacing of the longitudinal wires plus 50 mm but not less than 250 mm. For splices of deformed billet
steel bars, the overlap shall meet the requirements of AASHTO. The outside circumferential reinforcement in the top slab shall
be continuous with or be lapped with the outside circumferential reinforcement in the sides. If welds are made to welded wire
reinforcement circumferential reinforcement, they shall be made only to selected circumferential wires that are not less than 450
mm apart along the longitudinal axis of the three-sided section. When spacers are welded to circumferential wires, they shall be
welded only to these selected circumferential wires. There shall be no welding to other circumferential wires. No welds shall be
made to the inside circumferential wires in the middle third of the top span. No welds shall be made to the outside circumferential
wires in the top span within one fourth of the span from the corners or in any location in either leg. Welding of deformed billet
steel bar circumferential reinforcement is prohibited in all cases. When distribution reinforcement is to be fastened to a cage by
welding, it shall be welded only to longitudinal wires or bars and only near the ends of the three-sided section. The spacing center
to center of the circumferential (wires) reinforcement shall not be less than 50 mm nor more than 100 mm for welded wire
reinforcement or less than 50 mm nor more than 200 mm for deformed billet steel bars. The spacing center to center of the
longitudinal reinforcement shall not be more than 200 mm for welded wire reinforcement or more than 300 mm for deformed billet
steel bars. If welds are made to Grade 420 reinforcing bars, weldable bars conforming to Specification A706/A706M shall be used.
8. Joints
8.1 The precast reinforced concrete three-sided structures shall be produced with tongue and groove ends, flat butt ends or
key-way ends. The ends shall be of such design and the ends of the three-sided sections so formed that each section can be laid
together to make a continuous line of sections compatible with the permissible variations given
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