ASTM C1577-15

Standard Specification for Precast Reinforced Concrete Monolithic Box Sections for Culverts, Storm Drains, and Sewers Designed According to AASHTO LRFD

ABSTRACT
This specification covers single-cell precast reinforced concrete box sections cast monolithically and intended to be used for the construction of culverts and for the conveyance of storm water, industrial wastes and sewage. The reinforced concrete shall consist of cementitious materials, mineral aggregates and water, in which steel has been embedded in such a manner that the steel and concrete act together. The precast reinforced concrete box sections shall be produced with tongue and groove ends. The box section shall be cured using any of the following methods or combinations thereof: steam curing; water curing; and membrane curing. Compression tests for determining concrete compressive strength shall be allowed to be made on either standard rodded concrete cylinders or concrete cylinders compacted and cured in like manner as the box sections, or on cores drilled from the box section.
SCOPE
1.1 This specification covers single-cell precast reinforced concrete box sections cast monolithically and intended to be used for the construction of culverts and for the conveyance of storm water, industrial wastes and sewage.
Note 1: This specification is primarily a manufacturing and purchasing specification. However, standard designs per the AASHTO LRFD Bridge Design Specifications are included and the criteria used to develop these designs are given in Appendix X1. The successful performance of this product depends upon the proper selection of the box section, bedding, backfill, and care that the installation conforms to the construction specifications. The purchaser of the precast reinforced concrete box sections specified herein is cautioned that proper correlation of the loading conditions and the field requirements with the box section specified, and provision for inspection at the construction site, are required.  
1.2 The values stated in inch-pound units are to be regarded as standard. No other units of measurement are included in this standard.

General Information

• Status: Historical
• Publication Date: 14-Jan-2015
• ICS: 91.100.30 - Concrete and concrete products
• ICS: 93.030 - External sewage systems
• Technical Committee: C13 - Concrete Pipe
• Drafting Committee: C13.07 - Acceptance Specifications and Precast Concrete Box Sections

Relations

• Replaces: ASTM C1577-14a - Standard Specification for Precast Reinforced Concrete Monolithic Box Sections for Culverts, Storm Drains, and Sewers Designed According to AASHTO LRFD
• Effective Date: 15-Jan-2015
• Replaced By: ASTM C1577-15a - Standard Specification for Precast Reinforced Concrete Monolithic Box Sections for Culverts, Storm Drains, and Sewers Designed According to AASHTO LRFD
• Effective Date: 01-Apr-2015
• 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: 15-Jan-2015
• Referred By: ASTM C1675-22 - Standard Practice for Installation of Precast Reinforced Concrete Monolithic Box Sections for Culverts, Storm Drains, and Sewers
• Effective Date: 15-Jan-2015
• Referred By: ASTM C990M-09(2019) - Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants (Metric) (Withdrawn 2024)
• Effective Date: 15-Jan-2015
• Referred By: ASTM C1677-11a(2017) - Standard Specification for Joints for Concrete Box, Using Rubber Gaskets
• Effective Date: 15-Jan-2015

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:C1577 −15
StandardSpecification for
Precast Reinforced Concrete Monolithic Box Sections for
Culverts, Storm Drains, and Sewers Designed According to
AASHTO LRFD
This standard is issued under the fixed designation C1577; 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 C595 Specification for Blended Hydraulic Cements
C618 Specification for Coal Fly Ash and Raw or Calcined
1.1 This specification covers single-cell precast reinforced
Natural Pozzolan for Use in Concrete
concrete box sections cast monolithically and intended to be
C822 Terminology Relating to Concrete Pipe and Related
used for the construction of culverts and for the conveyance of
Products
storm water, industrial wastes and sewage.
C989 Specification for Slag Cement for Use in Concrete and
NOTE 1—This specification is primarily a manufacturing and purchas-
Mortars
ing specification. However, standard designs per the AASHTO LRFD
C990 Specification for Joints for Concrete Pipe, Manholes,
Bridge Design Specifications are included and the criteria used to develop
and Precast Box Sections Using Preformed Flexible Joint
these designs are given in Appendix X1. The successful performance of
Sealants
this product depends upon the proper selection of the box section,
bedding, backfill, and care that the installation conforms to the construc-
C1116 Specification for Fiber-Reinforced Concrete and
tion specifications. The purchaser of the precast reinforced concrete box
Shotcrete
sectionsspecifiedhereiniscautionedthatpropercorrelationoftheloading
C1602/C1602M Specification for Mixing Water Used in the
conditions and the field requirements with the box section specified, and
Production of Hydraulic Cement Concrete
provision for inspection at the construction site, are required.
C1619 Specification for Elastomeric Seals for Joining Con-
1.2 The values stated in inch-pound units are to be regarded
crete Structures
as standard. No other units of measurement are included in this
C1677 Specification for Joints for Concrete Box, Using
standard.
Rubber Gaskets
2. Referenced Documents 2.2 AASHTO Standards:
AASHTO LRFD Bridge Design Specifications
2.1 ASTM Standards:
AASHTO LRFD Bridge Construction Specifications
A1064/A1064M Specification for Carbon-Steel Wire and
2.3 ASCE Standard:
Welded Wire Reinforcement, Plain and Deformed, for
ASCE 26–97 Standard Practice for Direct Design of Buried
Concrete
Precast Concrete Box Sections
A615/A615M SpecificationforDeformedandPlainCarbon-
Steel Bars for Concrete Reinforcement
3. Terminology
C33 Specification for Concrete Aggregates
C150 Specification for Portland Cement
3.1 Definitions—Fordefinitionsoftermsrelatingtoconcrete
C309 Specification for Liquid Membrane-Forming Com-
pipe, see Terminology C822.
pounds for Curing Concrete
C497 Test Methods for Concrete Pipe, Manhole Sections, or
4. Designation
Tile
4.1 Precast reinforced concrete box sections manufactured
in accordance with this specification shall be legibly marked
with the specification designation, span, rise, and design earth
This specification is under the jurisdiction of ASTM Committee C13 on
cover.
Concrete Pipe and is the direct responsibility of Subcommittee C13.07 on
Acceptance Specifications and Precast Concrete Box Sections.
Current edition approved Jan. 15, 2015. Published January 2015. Originally
approved in 2005. Last previous edition approved in 2014 as C1577 – 14a. DOI:
10.1520/C1577-15. Available from American Association of State Highway and Transportation
For referenced ASTM standards, visit the ASTM website, www.astm.org, or Officials (AASHTO), 444 N. Capitol St., NW, Suite 249, Washington, DC 20001,
contact ASTM Customer Service at [e-mail]. For Annual Book of ASTM http://www.transportation.org.
Standards volume information, refer to the standard’s Document Summary page on Available from American Society of Civil Engineers (ASCE), 1801 Alexander
the ASTM website. Bell Dr., Reston, VA 20191, http://www.asce.org.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
C1577−15
TABLE 1 Design Requirements for Precast Concrete Box Sections Under Earth, Dead and HL-93 Live Load Conditions
NOTE 1—Design earth loads and reinforcement areas are based on the weight of a column of earth over the width of the box section multiplied by a
soil structure interaction factor as defined in Appendix X1.
NOTE 2—Concrete design strength 5000 psi.
NOTE3—SteelareasarebasedonanHL-93liveloadwithoutthelaneloadaspermittedbyAASHTO,usingeitherthedesigntruckorthedesigntandem
and taking the controlling case.
NOTE 4—The design earth cover indicated is the height of fill above the top of the box section. Design requirements are based on the material and soil
properties, loading data, and typical section as included in Appendix X1. For alternative or special designs, see 7.2.
NOTE 5—Design steel area in square inches per linear foot of box section at those locations which are indicated on the typical section shown in Fig. 1.
NOTE 6—The top section designation, for example, 3 ft by 2 ft by 4 in. indicates (interior horizontal span in feet) by (interior vertical rise in feet) by
(wall and slab thickness in inches).
NOTE 7—In accordance with the acceptance criteria in 7.2, the manufacturer is not prohibited from interpolating steel area requirements or submitting
independent designs for fill heights between noted increments.
NOTE 8—The “M” dimension given in the tables is the required distance that A shall be extended into the top and bottom slabs if it is used as
s1
reinforcement for the negative moment in these areas. This distance is based on the location where the negative moment in the slab becomes zero, plus
an additional development length. Because the live load can be applied at any location along the top slab as the truck drives over it, it is possible for
the “M” dimension to exceed one-half the length of the slab.
NOTE 9—(Advisory)—The reinforcing areas are based on 4 inch circumferential wire spacing. Under design conditions where crack control governs,
an analysis following the design criteria in Table X1.1 with closer steel spacing may result in a reduction in steel area over those in the table.
3ftby2ftby4in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.17 0.25 0.16 0.10 0.17 0.17 0.14
2<3 0.13 0.19 0.18 0.10 31
3-5 0.10 0.11 0.12 0.10 31
10 0.10 0.10 0.10 0.10 31
15 0.10 0.13 0.13 0.10 31
20 0.11 0.17 0.17 0.10 31
25 0.14 0.21 0.21 0.10 31
30 0.17 0.25 0.25 0.10 31
35 0.20 0.29 0.30 0.10 31
A
Topslab7in.,bottomslab6in.
3ftby3ftby4in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.17 0.27 0.17 0.10 0.17 0.17 0.14
2<3 0.10 0.22 0.21 0.10 31
3-5 0.10 0.14 0.14 0.10 31
10 0.10 0.11 0.11 0.10 31
15 0.10 0.14 0.15 0.10 31
20 0.10 0.18 0.19 0.10 31
25 0.10 0.23 0.23 0.10 31
30 0.12 0.27 0.28 0.10 31
35 0.14 0.32 0.32 0.10 31
A
Topslab7in.,bottomslab6in.
4ftby2ftby5in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.18 0.27 0.15 0.12 0.18 0.18 0.14
2<3 0.18 0.19 0.17 0.12 38
3-5 0.13 0.13 0.13 0.12 38
10 0.12 0.12 0.12 0.12 38
15 0.14 0.16 0.16 0.12 38
20 0.18 0.20 0.21 0.12 38
25 0.23 0.25 0.25 0.12 38
30 0.28 0.30 0.30 0.12 38
A
Top slab 7.5 in., bottom slab 6 in.
C1577−15
4ftby3ftby5in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.18 0.31 0.18 0.12 0.18 0.18 0.14
2<3 0.15 0.23 0.20 0.12 38
3-5 0.12 0.16 0.16 0.12 38
10 0.12 0.14 0.14 0.12 38
15 0.12 0.18 0.18 0.12 38
20 0.14 0.23 0.24 0.12 38
25 0.17 0.29 0.29 0.12 38
30 0.21 0.35 0.35 0.12 38
A
Top slab 7.5 in., bottom slab 6 in.
4ftby4ftby5in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.18 0.33 0.20 0.12 0.18 0.18 0.14
2<3 0.12 0.26 0.23 0.12 38
3-5 0.12 0.18 0.18 0.12 38
10 0.12 0.15 0.15 0.12 38
15 0.12 0.19 0.20 0.12 38
20 0.12 0.25 0.25 0.12 38
25 0.14 0.31 0.31 0.12 38
30 0.17 0.37 0.37 0.12 38
A
Top slab 7.5 in., bottom slab 6 in.
5ftby2ftby6in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.19 0.27 0.18 0.14 0.19 0.19 0.17
2<3 0.22 0.20 0.16 0.14 44
3-5 0.16 0.14 0.14 0.14 44
10 0.15 0.14 0.14 0.14 36
15 0.20 0.18 0.18 0.14 36
20 0.26 0.23 0.24 0.14 36
25 0.33 0.29 0.29 0.14 36
30 0.39 0.34 0.35 0.14 36
A
Topslab8in.,bottomslab7in.
5ftby3ftby6in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.19 0.31 0.21 0.14 0.19 0.19 0.17
2<3 0.18 0.24 0.19 0.14 45
3-5 0.14 0.17 0.16 0.14 36
10 0.14 0.16 0.17 0.14 36
15 0.16 0.21 0.22 0.14 35
20 0.21 0.27 0.28 0.14 35
25 0.26 0.34 0.34 0.14 35
30 0.31 0.41 0.41 0.14 35
A
Topslab8in.,bottomslab7in.
5ftby4ftby6in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.19 0.33 0.24 0.14 0.19 0.19 0.17
2<3 0.16 0.27 0.22 0.14 45
3-5 0.14 0.19 0.18 0.14 45
10 0.14 0.18 0.18 0.14 36
15 0.14 0.23 0.24 0.14 35
20 0.17 0.30 0.31 0.14 35
25 0.21 0.37 0.38 0.14 35
30 0.25 0.44 0.45 0.14 35
A
Topslab8in.,bottomslab7in.
C1577−15
5ftby5ftby6in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.19 0.35 0.26 0.14 0.19 0.19 0.17
2<3 0.14 0.29 0.24 0.14 45
3-5 0.14 0.21 0.20 0.14 45
10 0.14 0.19 0.20 0.14 45
15 0.14 0.24 0.25 0.14 36
20 0.15 0.31 0.32 0.14 35
25 0.18 0.38 0.39 0.14 35
30 0.21 0.46 0.47 0.14 35
A
Topslab8in.,bottomslab7in.
6ftby2ftby7in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.23 0.27 0.19 0.17 0.19 0.19 0.17
2<3 0.25 0.21 0.17 0.17 43
3-5 0.20 0.17 0.17 0.17 43
10 0.20 0.17 0.17 0.17 39
15 0.26 0.20 0.20 0.17 39
20 0.34 0.26 0.26 0.17 39
25 0.43 0.32 0.32 0.17 39
30 0.52 0.38 0.39 0.17 39
A
Topslab8in.
6ftby3ftby7in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.20 0.31 0.22 0.17 0.19 0.19 0.17
2<3 0.21 0.24 0.19 0.17 43
3-5 0.17 0.18 0.17 0.17 39
10 0.17 0.18 0.19 0.17 39
15 0.22 0.24 0.24 0.17 38
20 0.28 0.31 0.31 0.17 38
25 0.35 0.38 0.39 0.17 38
30 0.42 0.46 0.46 0.17 38
A
Topslab8in.
6ftby4ftby7in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.19 0.34 0.25 0.17 0.19 0.19 0.17
2<3 0.19 0.27 0.21 0.17 43
3-5 0.17 0.21 0.19 0.17 39
10 0.17 0.20 0.21 0.17 39
15 0.18 0.27 0.27 0.17 38
20 0.24 0.34 0.35 0.17 38
25 0.29 0.43 0.42 0.17 38
30 0.35 0.51 0.52 0.17 38
A
Topslab8in.
6ftby5ftby7in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.19 0.37 0.28 0.17 0.19 0.19 0.17
2<3 0.17 0.30 0.24 0.17 43
3-5 0.17 0.23 0.21 0.17 43
10 0.17 0.22 0.23 0.17 39
15 0.17 0.28 0.29 0.17 38
20 0.20 0.37 0.38 0.17 38
25 0.25 0.45 0.46 0.17 38
30 0.30 0.54 0.55 0.17 38
A
Topslab8in.
6ftby6ftby7in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.19 0.38 0.30 0.17 0.19 0.19 0.17
2<3 0.17 0.32 0.26 0.17 52
3-5 0.17 0.24 0.22 0.17 52
10 0.17 0.23 0.24 0.17 43
C1577−15
15 0.17 0.29 0.31 0.17 39
20 0.18 0.38 0.39 0.17 39
25 0.23 0.46 0.48 0.17 38
30 0.27 0.55 0.57 0.17 38
A
Topslab8in.
7ftby2ftby8in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
0<2 0.27 0.28 0.19 0.19 0.19 0.19 0.19
2<3 0.31 0.21 0.20 0.19 58
3-5 0.23 0.19 0.19 0.19 47
10 0.25 0.19 0.19 0.19 47
15 0.33 0.22 0.22 0.19 43
20 0.43 0.28 0.29 0.19 43
25 0.54 0.35 0.35 0.19 43
30 0.65 0.42 0.42 0.19 43
7ftby3ftby8in.
Design Circumferential Reinforcement Areas, in. /ft
Earth
A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
0<2 0.23 0.31 0.22 0.19 0.19 0.19 0.19
2<3 0.27 0.25 0.24 0.19 47
3-5 0.19 0.19 0.19 0.19 43
10 0.21 0.20 0.21 0.19 43
15 0.28 0.26 0.27 0.19 43
20 0.36 0.34 0.35 0.19 43
25 0.45 0.42 0.43 0.19 43
30 0.54 0.50 0.51 0.19 43
7ftby4ftby8in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
0<2 0.21 0.34 0.25 0.19 0.19 0.19 0.19
2<3 0.23 0.28 0.28 0.19 43
3-5 0.19 0.22 0.19 0.19 43
10 0.19 0.23 0.23 0.19 43
15 0.24 0.30 0.30 0.19 41
20 0.31 0.38 0.39 0.19 41
25 0.38 0.47 0.48 0.19 41
30 0.46 0.57 0.57 0.19 41
7ftby5ftby8in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
0<2 0.19 0.36 0.27 0.19 0.19 0.19 0.19
2<3 0.21 0.31 0.31 0.19 47
3-5 0.19 0.24 0.21 0.19 43
10 0.19 0.25 0.26 0.19 43
15 0.21 0.32 0.33 0.19 41
20 0.27 0.41 0.42 0.19 41
25 0.33 0.51 0.52 0.19 41
30 0.40 0.61 0.62 0.19 41
7ftby6ftby8in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
0<2 0.19 0.38 0.30 0.19 0.19 0.19 0.19
2<3 0.19 0.33 0.34 0.19 59
3-5 0.19 0.25 0.23 0.19 47
10 0.19 0.26 0.27 0.19 43
15 0.19 0.34 0.35 0.19 41
20 0.24 0.43 0.45 0.19 41
25 0.29 0.53 0.55 0.19 41
30 0.35 0.64 0.65 0.19 41
7ftby7ftby8in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
0<2 0.19 0.40 0.33 0.19 0.19 0.19 0.19
2<3 0.19 0.36 0.37 0.19 59
3-5 0.19 0.27 0.25 0.19 59
10 0.19 0.27 0.29 0.19 47
15 0.19 0.35 0.37 0.19 43
C1577−15
20 0.22 0.44 0.46 0.19 43
25 0.27 0.54 0.57 0.19 43
30 0.32 0.65 0.67 0.19 41
8ftby2ftby8in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
0<2 0.35 0.31 0.21 0.19 0.19 0.19 0.19
2<3 0.40 0.25 0.23 0.19 64
3-5 0.32 0.20 0.20 0.19 55
10 0.34 0.21 0.22 0.19 50
15 0.45 0.28 0.28 0.19 50
20 0.59 0.36 0.37 0.19 50
25 0.74 0.45 0.45 0.19 50
8ftby3ftby8in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
0<2 0.31 0.35 0.25 0.19 0.19 0.19 0.19
2<3 0.35 0.29 0.28 0.19 55
3-5 0.28 0.23 0.24 0.19 50
...

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: C1577 − 14a C1577 − 15
Standard Specification for
Precast Reinforced Concrete Monolithic Box Sections for
Culverts, Storm Drains, and Sewers Designed According to
AASHTO LRFD
This standard is issued under the fixed designation C1577; 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 reinforced concrete box sections cast monolithically and intended to be used for
the construction of culverts and for the conveyance of storm water, industrial wastes and sewage.
NOTE 1—This specification is primarily a manufacturing and purchasing specification. However, standard designs per the AASHTO LRFD Bridge
Design Specifications are included and the criteria used to develop these designs are given in Appendix X1. The successful performance of this product
depends upon the proper selection of the box section, bedding, backfill, and care that the installation conforms to the construction specifications. The
purchaser of the precast reinforced concrete box sections specified herein is cautioned that proper correlation of the loading conditions and the field
requirements with the box section specified, and provision for inspection at the construction site, are required.
1.2 The values stated in inch-pound units are to be regarded as standard. No other units of measurement are included in this
standard.
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
C33 Specification for Concrete Aggregates
C150 Specification for Portland Cement
C309 Specification for Liquid Membrane-Forming Compounds for Curing Concrete
C497 Test Methods for Concrete Pipe, Manhole Sections, or Tile
C595 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 Specification for Slag Cement for Use in Concrete and Mortars
C990 Specification for Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants
C1116 Specification for Fiber-Reinforced Concrete and Shotcrete
C1602/C1602M Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete
C1619 Specification for Elastomeric Seals for Joining Concrete Structures
C1677 Specification for Joints for Concrete Box, Using Rubber Gaskets
2.2 AASHTO Standards:
AASHTO LRFD Bridge Design Specifications
AASHTO LRFD Bridge Construction Specifications
2.3 ASCE Standard:
ASCE 26–97 Standard Practice for Direct Design of Buried Precast Concrete Box Sections
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 Sept. 15, 2014Jan. 15, 2015. Published October 2014January 2015. Originally approved in 2005. Last previous edition approved in 2014 as
C1577 – 14.C1577 – 14a. DOI: 10.1520/C1577-14A.10.1520/C1577-15.
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volume information, refer to the standard’s Document Summary page on the ASTM website.
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C1577 − 15
3. Terminology
3.1 Definitions—For definitions of terms relating to concrete pipe, see Terminology C822.
4. Designation
4.1 Precast reinforced concrete box sections manufactured in accordance with this specification shall be legibly marked with
the specification designation, span, rise, and design earth cover.
TABLE 1 Design Requirements for Precast Concrete Box Sections Under Earth, Dead and HL-93 Live Load Conditions
NOTE 1—Design earth loads and reinforcement areas are based on the weight of a column of earth over the width of the box section multiplied by a
soil structure interaction factor as defined in Appendix X1.
NOTE 2—Concrete design strength 5000 psi.
NOTE 3—Steel areas are based on an HL-93 live load without the lane load as permitted by AASHTO, using either the design truck or the design tandem
and taking the controlling case.
NOTE 4—The design earth cover indicated is the height of fill above the top of the box section. Design requirements are based on the material and soil
properties, loading data, and typical section as included in Appendix X1. For alternative or special designs, see 7.2.
NOTE 5—Design steel area in square inches per linear foot of box section at those locations which are indicated on the typical section shown in Fig. 1.
NOTE 6—The top section designation, for example, 3 ft by 2 ft by 4 in. indicates (interior horizontal span in feet) by (interior vertical rise in feet) by
(wall and slab thickness in inches).
NOTE 7—In accordance with the acceptance criteria in 7.2, the manufacturer is not prohibited from interpolating steel area requirements or submitting
independent designs for fill heights between noted increments.
NOTE 8—The “M” dimension given in the tables is the required distance that A shall be extended into the top and bottom slabs if it is used as
s1
reinforcement for the negative moment in these areas. This distance is based on the location where the negative moment in the slab becomes zero, plus
an additional development length. Because the live load can be applied at any location along the top slab as the truck drives over it, it is possible for
the “M” dimension to exceed one-half the length of the slab.
NOTE 9—(Advisory)—The reinforcing areas are based on 4 inch circumferential wire spacing. Under design conditions where crack control governs,
an analysis following the design criteria in Table X1.1 with closer steel spacing may result in a reduction in steel area over those in the table.
3 ft by 2 ft by 4 in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.17 0.25 0.16 0.10 0.17 0.17 0.14
2<3 0.13 0.19 0.18 0.10 31
3-5 0.10 0.11 0.12 0.10 31
10 0.10 0.10 0.10 0.10 31
15 0.10 0.13 0.13 0.10 31
20 0.11 0.17 0.17 0.10 31
25 0.14 0.21 0.21 0.10 31
30 0.17 0.25 0.25 0.10 31
35 0.20 0.29 0.30 0.10 31
A
Top slab 7 in., bottom slab 6 in.
3 ft by 3 ft by 4 in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.17 0.27 0.17 0.10 0.17 0.17 0.14
2<3 0.10 0.22 0.21 0.10 31
3-5 0.10 0.14 0.14 0.10 31
10 0.10 0.11 0.11 0.10 31
15 0.10 0.14 0.15 0.10 31
20 0.10 0.18 0.19 0.10 31
25 0.10 0.23 0.23 0.10 31
30 0.12 0.27 0.28 0.10 31
35 0.14 0.32 0.32 0.10 31
A
Top slab 7 in., bottom slab 6 in.
4 ft by 2 ft by 5 in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.18 0.27 0.15 0.12 0.18 0.18 0.14
2<3 0.18 0.19 0.17 0.12 38
3-5 0.13 0.13 0.13 0.12 38
10 0.12 0.12 0.12 0.12 38
15 0.14 0.16 0.16 0.12 38
20 0.18 0.20 0.21 0.12 38
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25 0.23 0.25 0.25 0.12 38
30 0.28 0.30 0.30 0.12 38
A
Top slab 7.5 in., bottom slab 6 in.
C1577 − 15
4 ft by 3 ft by 5 in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.18 0.31 0.18 0.12 0.18 0.18 0.14
2<3 0.15 0.23 0.20 0.12 38
3-5 0.12 0.16 0.16 0.12 38
10 0.12 0.14 0.14 0.12 38
15 0.12 0.18 0.18 0.12 38
20 0.14 0.23 0.24 0.12 38
25 0.17 0.29 0.29 0.12 38
30 0.21 0.35 0.35 0.12 38
A
Top slab 7.5 in., bottom slab 6 in.
4 ft by 4 ft by 5 in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.18 0.33 0.20 0.12 0.18 0.18 0.14
2<3 0.12 0.26 0.23 0.12 38
3-5 0.12 0.18 0.18 0.12 38
10 0.12 0.15 0.15 0.12 38
15 0.12 0.19 0.20 0.12 38
20 0.12 0.25 0.25 0.12 38
25 0.14 0.31 0.31 0.12 38
30 0.17 0.37 0.37 0.12 38
A
Top slab 7.5 in., bottom slab 6 in.
5 ft by 2 ft by 6 in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.19 0.27 0.18 0.14 0.19 0.19 0.17
2<3 0.22 0.20 0.16 0.14 44
3-5 0.16 0.14 0.14 0.14 44
10 0.15 0.14 0.14 0.14 36
15 0.20 0.18 0.18 0.14 36
20 0.26 0.23 0.24 0.14 36
25 0.33 0.29 0.29 0.14 36
30 0.39 0.34 0.35 0.14 36
A
Top slab 8 in., bottom slab 7 in.
5 ft by 3 ft by 6 in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.19 0.31 0.21 0.14 0.19 0.19 0.17
2<3 0.18 0.24 0.19 0.14 45
3-5 0.14 0.17 0.16 0.14 36
10 0.14 0.16 0.17 0.14 36
15 0.16 0.21 0.22 0.14 35
20 0.21 0.27 0.28 0.14 35
25 0.26 0.34 0.34 0.14 35
30 0.31 0.41 0.41 0.14 35
A
Top slab 8 in., bottom slab 7 in.
5 ft by 4 ft by 6 in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.19 0.33 0.24 0.14 0.19 0.19 0.17
2<3 0.16 0.27 0.22 0.14 45
3-5 0.14 0.19 0.18 0.14 45
10 0.14 0.18 0.18 0.14 36
15 0.14 0.23 0.24 0.14 35
20 0.17 0.30 0.31 0.14 35
25 0.21 0.37 0.38 0.14 35
30 0.25 0.44 0.45 0.14 35
A
Top slab 8 in., bottom slab 7 in.
C1577 − 15
5 ft by 5 ft by 6 in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.19 0.35 0.26 0.14 0.19 0.19 0.17
2<3 0.14 0.29 0.24 0.14 45
3-5 0.14 0.21 0.20 0.14 45
10 0.14 0.19 0.20 0.14 45
15 0.14 0.24 0.25 0.14 36
20 0.15 0.31 0.32 0.14 35
25 0.18 0.38 0.39 0.14 35
30 0.21 0.46 0.47 0.14 35
A
Top slab 8 in., bottom slab 7 in.
6 ft by 2 ft by 7in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.23 0.27 0.19 0.17 0.19 0.19 0.17
2<3 0.25 0.21 0.17 0.17 43
3-5 0.20 0.17 0.17 0.17 43
10 0.20 0.17 0.17 0.17 39
15 0.26 0.20 0.20 0.17 39
20 0.34 0.26 0.26 0.17 39
25 0.43 0.32 0.32 0.17 39
30 0.52 0.38 0.39 0.17 39
A
Top slab 8 in.
6 ft by 3 ft by 7 in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.20 0.31 0.22 0.17 0.19 0.19 0.17
2<3 0.21 0.24 0.19 0.17 43
3-5 0.17 0.18 0.17 0.17 39
10 0.17 0.18 0.19 0.17 39
15 0.22 0.24 0.24 0.17 38
20 0.28 0.31 0.31 0.17 38
25 0.35 0.38 0.39 0.17 38
30 0.42 0.46 0.46 0.17 38
A
Top slab 8 in.
6 ft by 4 ft by 7 in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.19 0.34 0.25 0.17 0.19 0.19 0.17
2<3 0.19 0.27 0.21 0.17 43
3-5 0.17 0.21 0.19 0.17 39
10 0.17 0.20 0.21 0.17 39
15 0.18 0.27 0.27 0.17 38
20 0.24 0.34 0.35 0.17 38
25 0.29 0.43 0.42 0.17 38
30 0.35 0.51 0.52 0.17 38
A
Top slab 8 in.
6 ft by 5 ft by 7 in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.19 0.37 0.28 0.17 0.19 0.19 0.17
2<3 0.17 0.30 0.24 0.17 43
3-5 0.17 0.23 0.21 0.17 43
10 0.17 0.22 0.23 0.17 39
15 0.17 0.28 0.29 0.17 38
20 0.20 0.37 0.38 0.17 38
25 0.25 0.45 0.46 0.17 38
30 0.30 0.54 0.55 0.17 38
A
Top slab 8 in.
6 ft by 6 ft by 7 in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
A
0<2 0.19 0.38 0.30 0.17 0.19 0.19 0.17
2<3 0.17 0.32 0.26 0.17 52
3-5 0.17 0.24 0.22 0.17 52
10 0.17 0.23 0.24 0.17 43
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15 0.17 0.29 0.31 0.17 39
20 0.18 0.38 0.39 0.17 39
25 0.23 0.46 0.48 0.17 38
30 0.27 0.55 0.57 0.17 38
A
Top slab 8 in.
7 ft by 2 ft by 8 in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
0<2 0.27 0.28 0.19 0.19 0.19 0.19 0.19
2<3 0.31 0.21 0.20 0.19 58
3-5 0.23 0.19 0.19 0.19 47
10 0.25 0.19 0.19 0.19 47
15 0.33 0.22 0.22 0.19 43
20 0.43 0.28 0.29 0.19 43
25 0.54 0.35 0.35 0.19 43
30 0.65 0.42 0.42 0.19 43
7 ft by 3 ft by 8 in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
0<2 0.23 0.31 0.22 0.19 0.19 0.19 0.19
2<3 0.27 0.25 0.24 0.19 47
3-5 0.19 0.19 0.19 0.19 43
10 0.21 0.20 0.21 0.19 43
15 0.28 0.26 0.27 0.19 43
20 0.36 0.34 0.35 0.19 43
25 0.45 0.42 0.43 0.19 43
30 0.54 0.50 0.51 0.19 43
7 ft by 4 ft by 8 in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
0<2 0.21 0.34 0.25 0.19 0.19 0.19 0.19
2<3 0.23 0.28 0.28 0.19 43
3-5 0.19 0.22 0.19 0.19 43
10 0.19 0.23 0.23 0.19 43
15 0.24 0.30 0.30 0.19 41
20 0.31 0.38 0.39 0.19 41
25 0.38 0.47 0.48 0.19 41
30 0.46 0.57 0.57 0.19 41
7 ft by 5 ft by 8 in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
0<2 0.19 0.36 0.27 0.19 0.19 0.19 0.19
2<3 0.21 0.31 0.31 0.19 47
3-5 0.19 0.24 0.21 0.19 43
10 0.19 0.25 0.26 0.19 43
15 0.21 0.32 0.33 0.19 41
20 0.27 0.41 0.42 0.19 41
25 0.33 0.51 0.52 0.19 41
30 0.40 0.61 0.62 0.19 41
7 ft by 6 ft by 8 in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
0<2 0.19 0.38 0.30 0.19 0.19 0.19 0.19
2<3 0.19 0.33 0.34 0.19 59
3-5 0.19 0.25 0.23 0.19 47
10 0.19 0.26 0.27 0.19 43
15 0.19 0.34 0.35 0.19 41
20 0.24 0.43 0.45 0.19 41
25 0.29 0.53 0.55 0.19 41
30 0.35 0.64 0.65 0.19 41
7 ft by 7 ft by 8 in.
Design Circumferential Reinforcement Areas, in. /ft
Earth A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s7 s8
Cover, ft
0<2 0.19 0.40 0.33 0.19 0.19 0.19 0.19
2<3 0.19 0.36 0.37 0.19 59
3-5 0.19 0.27 0.25 0.19 59
10 0.19 0.27 0.29 0.19 47
15 0.19 0.35 0.37 0.19 43
...