ASTM C1504-20

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: C1504 − 19 C1504 − 20
Standard Specification for
Manufacture of Precast Reinforced Concrete Three-Sided
Structures for Culverts and Storm Drains
This standard is issued under the fixed designation C1504; 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 A complete metric companion to Specification C1504 has been developed—C1504M; therefore, no 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 inch-pound units are to be regarded as standard. No other units of measurement are included in this
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:
A1064/A1064M Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete
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
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
C494/C494M Specification for Chemical Admixtures for 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 2019September 2020. Originally approved in 2001. Last previous edition approved in 20162019
as C1504 – 16.C1504 – 19. DOI: 10.1520/C1504-19.10.1520/C1504-20.
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
C1504 − 20
C497 Test Methods for Concrete Pipe, Concrete Box Sections, Manhole Sections, or Tile
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 Specification
2.3 ACI Standard:
ACI 318 Building Code Requirements for Structural Concrete and Commentary
3. Terminology
3.1 Definitions—For definitions of terms relating to geometric sections, 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, admixture, 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,
American Association of State Highway and Transportation Officials (AASHTO), 444 N. Capitol St., NW, Suite 249, Washington, DC 20001.
Available from American Concrete Institute (ACI), P.O. Box 9094, Farmington Hills, MI 48333-9094, http://www.concrete.org.
C1504 − 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.
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 60, and
longitudinal distribution reinforcement shall consist of welded wire reinforcement or deformed billet-steel bars conforming to
Specification A706/A706M or A615/A615M, Grade 60.
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 Highway and Transportation Officials (AASHTO) LRFD Bridge
Design Specifications. The minimum concrete compressive strength shall be 5000 psi, and the minimum steel yield strength shall
be 65 000 psi for welded-wire reinforcement and 60 000 psi for deformed billet-steel bars.
7.2 Placement of Reinforcement—The minimum cover of concrete over the circumferential reinforcing diameter shall be 1 in. for
bar reinforcement and welded wire reinforcement for all structures up to 12 ft in span, and 1.5 in. for longer spans subject to the
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 ⁄2 in. nor more than 2 in. from the ends of each section. For three-sided sections covered by less than
2 ft of fill, minimum cover for the reinforcement in the top of the top slab shall be 2-in., 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 welded-wire
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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 2 in. 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 2 in. but not less than 10 in. 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 18
in. 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 reinforcement shall not be less than 2 in. nor more than 4 in. for welded wire reinforcement or less
than 2 in. nor more than 8 in. for deformed billet steel bars. The spacing center to center of the longitudinal reinforcement shall
not be more than 8 in. for welded wire reinforcement or more than 12 in. for deformed billet steel bars. If welds are made to Grade
60 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 in Section 11.
9. Manufacture
9.1 Mixture—The aggregates shall be sized, graded, proport
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