ASTM C1504-04(2010)

Standard Specification for Manufacture of Precast Reinforced Concrete Three-Sided Structures for Culverts and Storm Drains

ABSTRACT
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. Precast reinforced concrete three-sided structures manufactured shall be designated by span, rise, and design earth cover. The reinforced concrete shall consist of cement, fly ash, ground granulated blast-furnace slag, aggregates, admixtures and blends, steel reinforcements, and synthetic fibers. The aggregates shall be sized, graded, proportioned, and mixed with such proportions of cementitious materials and water as will produce a homogeneous concrete mixture. The concrete shall be subjected to either steam curing, water curing, or membrane curing. Compression tests for determining concrete compressive strength may be made on either standard rodded concrete cylinders or concrete cylinders compacted and cured in like manner as the structure compacted and cured in like manner as the three-sided section, or on cores drilled from the three-sided section.
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 developedC1504M; 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 he must properly correlate the loading conditions and the field requirements with the geometric section specified and provide for inspection at the construction site.
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.

General Information

• Status: Historical
• Publication Date: 30-Jun-2010
• ICS: 23.040.50 - Pipes and fittings of other materials
• Technical Committee: C13 - Concrete Pipe
• Drafting Committee: C13.07 - Acceptance Specifications and Precast Concrete Box Sections

Relations

• Replaces: ASTM C1504-04e2 - Standard Specification for Manufacture of Precast Reinforced Concrete Three-Sided Structures for Culverts and Storm Drains
• Effective Date: 01-Jul-2010
• Replaced By: ASTM C1504-13 - Standard Specification for Manufacture of Precast Reinforced Concrete Three-Sided Structures for Culverts and Storm Drains
• Effective Date: 15-Feb-2013
• Referred By: ASTM C990-09(2019) - Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants
• Effective Date: 01-Jul-2010

Standards Content (Sample)

NOTICE: This standard has either been superseded and replaced by a new version or withdrawn.
Contact ASTM International (www.astm.org) for the latest information
Designation: C1504 −04(Reapproved 2010)
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 A615/A615M SpecificationforDeformedandPlainCarbon-
Steel Bars for Concrete Reinforcement
1.1 This specification covers single-cell precast convention-
A616/A616M Specification for Rail-Steel Deformed and
ally reinforced concrete three-sided structures intended to be
Plain Bars for Concrete Reinforcement (Withdrawn
used for the construction of culverts and for the conveyance of
1999)
storm water.
A617/A617M Specification for Axle-Steel Deformed and
1.2 A complete metric companion to Specification C1504
Plain Bars for Concrete Reinforcement (Withdrawn
has been developed—C1504M; therefore, no metric equiva-
1999)
lents are presented in this specification.
A706/A706M Specification for Low-Alloy Steel Deformed
and Plain Bars for Concrete Reinforcement
NOTE 1—This specification is primarily a manufacturing and purchas-
ing specification. The successful performance of this product depends
C31/C31M Practice for Making and Curing Concrete Test
upon the proper selection of the geometric section, bedding, backfill, and
Specimens in the Field
care that the installation conforms to the construction specifications. The
C33 Specification for Concrete Aggregates
purchaser of the precast reinforced concrete three-sided structure specified
C39/C39M Test Method for Compressive Strength of Cylin-
herein is cautioned that he must properly correlate the loading conditions
drical Concrete Specimens
and the field requirements with the geometric section specified and
provide for inspection at the construction site.
C150 Specification for Portland Cement
C309 Specification for Liquid Membrane-Forming Com-
1.3 The values stated in either SI units or inch-pound units
pounds for Curing Concrete
are to be regarded separately as standard. The values stated in
C494/C494M Specification for Chemical Admixtures for
each system may not be exact equivalents; therefore, each
Concrete
system shall be used independently of the other. Combining
C497 Test Methods for Concrete Pipe, Manhole Sections, or
values from the two systems may result in non-conformance
Tile
with the standard.
C595 Specification for Blended Hydraulic Cements
2. Referenced Documents
C618 Specification for Coal Fly Ash and Raw or Calcined
2 Natural Pozzolan for Use in Concrete
2.1 ASTM Standards:
C822 Terminology Relating to Concrete Pipe and Related
A82/A82M Specification for Steel Wire, Plain, for Concrete
Products
Reinforcement
C989 Specification for Slag Cement for Use in Concrete and
A185/A185M Specification for Steel Welded Wire
Mortars
Reinforcement, Plain, for Concrete
C1116 Specification for Fiber-Reinforced Concrete and
A496/A496M Specification for Steel Wire, Deformed, for
Shotcrete
Concrete Reinforcement
2.2 AASHTO Standard:
A497/A497M Specification for Steel Welded Wire
Standard Specifications for Highway Bridges
Reinforcement, Deformed, for Concrete
3. Terminology
This specification is under the jurisdiction of ASTM Committee C13 on
3.1 Definitions—For definitions of terms relating to geomet-
Concrete Pipe and is the direct responsibility of Subcommittee C13.07 on
Acceptance Specifications and Precast Concrete Box Sections.
ric sections, see Terminology C822.
Current edition approved July 1, 2010. Published August 2010. Originally
´2
approved in 2001. Last previous edition approved in 2004 as C1504 – 04 . DOI:
10.1520/C1504-04R10.
2 3
For referenced ASTM standards, visit the ASTM website, www.astm.org, or The last approved version of this historical standard is referenced on
contact ASTM Customer Service at [e-mail]. For Annual Book of ASTM www.astm.org.
Standards volume information, refer to the standard’s Document Summary page on American Association of State Highway and Transportation Officials
the ASTM website. (AASHTO), 444 N. Capitol St., NW, Suite 249, Washington, DC 20001.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
C1504 − 04 (2010)
4. Types A185M or A497/A497M or deformed and plain steel bars for
reinforced concrete conforming to SpecificationA615/A615M,
4.1 Precast reinforced concrete three-sided structures manu-
Grade 60, A616/A616M,or A617/A617M. Longitudinal dis-
factured in accordance with this specification shall be desig-
tribution reinforcement may consist of welded wire reinforce-
nated by span, rise, and design earth cover.
ment or deformed billet-steel bars conforming to Specification
A615/A615M, Grade 60.
5. Basis of Acceptance
NOTE 2—This specification does not address reinforcement with pre-
5.1 Acceptability of the three-sided sections produced in
stressing strand or any other form of pre-tensioning or post-tensioning.
accordance with Section 7 shall be determined by the results of
6.6 Synthetic Fibers—Collated fibrillated virgin polypropyl-
the concrete compressive strength tests described in Section
ene fibers may be used, at the manufacturer’s option, in
10, by the material requirements described in Section 6, and by
three-sided structures as a nonstructural manufacturing mate-
inspection of the finished three-sided sections.
rial. Only type III synthetic fibers designed and manufactured
5.2 Three-sided sections shall be considered ready for
specifically for use in concrete and conforming to the require-
acceptance when they conform to the requirements of this
ments of Specification C1116 shall be accepted.
specification.
7. Design
6. Materials
7.1 Design Criteria—The three-sided section’s dimensions
6.1 Reinforced Concrete—The reinforced concrete shall
and reinforcement details shall be as required by design, in
consist of cementitious materials, mineral aggregates and
accordance with Section 17.8 of the AASHTO Standard
water, in which steel has been embedded in such a manner that
Specifications for Highway Bridges. The minimum concrete
the steel and concrete act together.
compressive strength shall be 5000 psi, and the minimum steel
6.2 Cementitious Materials:
yield strength shall be 65 000 psi for welded-wire reinforce-
6.2.1 Cement—Cement shall conform to the requirements
ment and 60 000 psi for deformed billet-steel bars.
for portland cement of Specification C150 or shall be portland
7.2 Placement of Reinforcement—The cover of concrete
blast-furnace slag cement or portland-pozzolan cement con-
over the circumferential reinforcement shall be 1 in., subject to
forming to the requirements of Specification C595, except that
the provisions of Section 11. The clear distance of the end
the pozzolan constituent in the Type IP portland pozzolan
circumferential wires shall be not less than ⁄2 in. nor more than
cement shall be fly ash.
2 in. from the ends of each section. For three-sided sections
6.2.2 Fly Ash—Fly ash shall conform to the requirements of
covered by less than 2 ft of fill, minimum cover for the
Specification C618, Class F or Class C.
reinforcement in the top of the top slab shall be 2-in., subject
6.2.3 Ground Granulated Blast-Furnace Slag (GGBFS)—
to the provisions of Section 11. Reinforcement shall be
GGBFS shall conform to the requirements of Grade 100 or 120
assembled utilizing any combination of single or multiple
of Specification C989.
layers of welded-wire reinforcement, not to exceed three layers
6.2.4 Allowable Combinations of Cementitious Materials—
or utilizing single or multiple layers of deformed billet steel
The combination of cementitious materials used in concrete
bars, not to exceed two layers. The welded-wire reinforcement
shall be one of the following:
on 7.3 shall be composed of circumferential and longitudinal
(1) Portland cement only,
wires meeting the spacing requirements of 7.3 and shall
(2) Portland blast-furnace slag cement only,
contain sufficient longitudinal wires extending through the
(3) Slag modified portland cement only,
three-sided section to maintain the shape and position of
(4) Portland pozzolan cement only,
reinforcement. Longitudinal distribution reinforcement may be
(5) A combination of portland cement and fly ash,
welded-wire reinforcement or deformed billet-steel bars and
(6) A combination of portland cement and ground granu-
shall meet the spacing requirements of 7.3. The ends of the
lated blast-furnace slag
longitudinal distribution reinforcement shall not be more than
(7) Acombination of Portland Cement, Ground Granulated
2in.fromtheendsofathree-sidedsection.Theexposureofthe
BlastFurnaceSlag(nottoexceed25%ofthetotalcementitious
ends of longitudinals, stirrups, and spacers used to position the
weight), and Fly Ash (not to exceed 25% of the total cemen-
reinforcement shall not be a cause for rejection.
titious weight).
7.3 Laps, Welds, and Spacing—Splices in the circumferen-
6.3 Aggregates—Aggregates shall conform to Specification
tial reinforcement shall be made by lapping. For welded wire
C33, except that the requirements for gradation shall not apply.
reinforcement, the overlap measured between the outermost
6.4 Admixtures and Blends—Admixtures and blends may be
longitudinalwiresofeachreinforcementsheetortheoutermost
used with the approval of the purchaser.
bars shall not be less than the spacing of the longitudinal wires
6.4.1 Air Entraining Admixtures—Air entraining will be
plus 2 in. but not less than 10 in. For splices of deformed billet
required on all products produced with positive slump, wet-
steel bars, the overlap shall meet the requirements of
cast concrete and shall conform to the requirements of Speci-
AASHTO. The outside circumferential reinforcement in the
fication C494/C494M.
top slab shall be continuous with or be lapped with the outside
6.5 Steel Reinforcement—Reinforcement shall consist of circumferentialreinforcementinthesides.Ifweldsaremadeto
weldedwirereinforcementconformingtoSpecificationsA185/ welded wire reinforcement circumferential reinforcement, they
C1504 − 04 (2010)
shall be made only to selected circumferential wires that are strength is attained. The concrete temperature at the time of
not less than 18 in. apart along the longitudinal axis of the application shall be within 10°F of the atmospheric tempera-
three-sided section. When spacers are welded to circumferen- ture.All surfaces shall be kept moist prior to the application of
tial wires, they shall be welded only to these selected circum- the compounds and shall be damp when the compound is
ferential wires. There shall be no welding to other circumfer- applied.
ential wires. No welds shall be made to the inside
9.3 Forms—The forms used in manufacture shall be suffi-
circumferential wires in the middle third of the top span. No
ciently rigid and accurate to maintain the three-sided section
welds shall be made to the outside circumferential wires in the
dimensions within the permissible variations given in Section
top span within one fourth of the span from the corners or in
11. All casting surfaces shall be smooth nonporous material.
any location in either leg. Welding of deformed billet steel bar
9.4 Handling—Handling devices or holes shall be permitted
circumferential reinforcement is prohibited in all cases. When
in each three-sided section for the purpose of handling and
distribution reinforcement is to be fastened to a cage by
laying.
welding, it shall be welded only to longitudinal wires or bars
and only near the ends of the three-sided section. The spacing
10. Physical Requirements
center to center of the circumferential reinforcement shall not
be less than 2 in. nor more than 4 in. for welded wire
10.1 Type of Test Specimen—Compression tests for deter-
reinforcement or less than 2 in. nor more than 8 in. for
mining concrete compressive strength may be made on either
deformed billet steel bars. The spacing center to center of the
standard rodded concrete cylinders or concrete cylinders com-
longitudinal reinforcement shall not be more than 8 in. for
pactedandcuredinlikemannerasthestructurecompactedand
welded wire reinforcement or more than 12 in. for deformed
cured in like manner as the three-sided section, or on cores
billetsteelbars.IfweldsaremadetoGrade60reinforcingbars,
drilled from the three-sided section.
weldable bars conforming to Specification A706/A706M shall
10.2 Compression Testing of Cylinders:
be used.
10.2.1 Cylinders shall be obtained and tested for compres-
sive strength in accordance with the provisions of Practice
8. Joints
C31/C31M and Test Method C39/C39M, except that the
8.1 The precast reinforced concrete three-sided structures
cylinders may be prepared by methods comparable to those
shall be produced with tongue and groove ends, flat butt ends
used to consolidate and cure the concrete in the actual
or key-way ends.The ends shall be of such design and the ends
three-sided section manufactured. Cylindrical specimens of
of the three-sided sections so formed that each section can be
sizes other than 6 by 12 in. may be used provided all other
laid together to make a continuous line of sections compatible
requirements of Practice C31/C31M are met. If the concrete is
with the permissible variations given in Section 11.
of a consistency too stiff for compaction by rodding or internal
vibration, the alternate method described in Section II of Test
9. Manufacture
Methods C497 may be used. Cylinders shall be exposed to the
same curing conditions as the manufactured three-sided sec-
9.1 Mixture—The aggregates shall be sized, graded, propor-
tions and shall remain with the sections until tested.
tioned, and mixed with such proportions of cementitious
10.2.2 Prepare no fewer than three test cylinders from each
materials and water as will produce a homogeneous concrete
day’s production of the lot of three-sided sections.
mixture of such quality that each section will conform to the
10.2.3 Acceptability on the Basis of Cylinder Test Results:
test and design requirements of this specification. All concrete
shall have a water-cementitious materials ratio not exceeding 10.2.3.1 When the average compressive strength of all
cylinders tested is equal to or greater than the design concrete
0.53byweights.Cementitiousmaterialsshallbeasspecifiedin
strength, and not more than 10 % of the cylinders tested have
6.2 and shall be added to the mix in a proportion not less than
470 lb/yd unless mix designs with a lower cementitious a compressive strength less than t
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