ASTM C1577-05

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

SCOPE
1.1 This specification covers single-cell precast reinforced concrete box sections 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 Specification 2004 Edition w/2005 Interim 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.

General Information

• Status: Historical
• Publication Date: 31-May-2005
• 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

• Replaced By: ASTM C1577-06 - Standard Specification for Precast Reinforced Concrete Box Sections for Culverts, Storm Drains, and Sewers Designed According to AASHTO LRFD
• Effective Date: 01-May-2006
• 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for Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants (Metric) (Withdrawn 2024)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: 01-Jun-2005
• Referred By: ASTM C1677-11a(2017) - Standard Specification for Joints for Concrete Box, Using Rubber Gaskets
• Effective Date: 01-Jun-2005
• 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-Jun-2005
• Referred By: ASTM C1675-22 - Standard Practice for Installation of Precast Reinforced Concrete Monolithic Box Sections for Culverts, Storm Drains, and Sewers
• Effective Date: 01-Jun-2005

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NOTICE: This standard has either been superseded and replaced by a new version or withdrawn.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: C 1577 – 05
Standard Specification for
Precast Reinforced Concrete Box Sections for Culverts,
Storm Drains, and Sewers Designed According to AASHTO
LRFD
This standard is issued under the fixed designation C 1577; 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 (e) indicates an editorial change since the last revision or reapproval.
1. Scope C 150 Specification for Portland Cement
C 309 Specification for Liquid Membrane-Forming Com-
1.1 This specification covers single-cell precast reinforced
pounds for Curing Concrete
concrete box sections intended to be used for the construction
C 497 Test Methods for Concrete Pipe, Manhole Sections,
of culverts and for the conveyance of storm water, industrial
or Tile
wastes and sewage.
C 595 Specification for Blended Hydraulic Cements
NOTE 1—This specification is primarily a manufacturing and purchas-
C 618 Specification for Coal Fly Ash and Raw or Calcined
ing specification. However, standard designs per the AASHTO LRFD
Natural Pozzolan for Use as a Mineral Admixture in
Bridge Design Specification 2004 Edition w/2005 Interim are included
Concrete
and the criteria used to develop these designs are given in Appendix X1.
C 822 Terminology Relating to Concrete Pipe and Related
The successful performance of this product depends upon the proper
selectionoftheboxsection,bedding,backfill,andcarethattheinstallation Products
conforms to the construction specifications. The purchaser of the precast
C 989 Specification for Ground Granulated Blast-Furnace
reinforced concrete box sections specified herein is cautioned that proper
Slag for Use in Concrete and Mortars
correlation of the loading conditions and the field requirements with the
C 1116 Specification for Fiber-Reinforced Concrete and
box section specified, and provision for inspection at the construction site,
Shotcrete
are required.
2.2 AASHTO Standards:
2. Referenced Documents AASHTO LRFD Bridge Design Specifications, 2004 Edi-
2 tion w/2005 Interim
2.1 ASTM Standards:
AASHTO LRFD Bridge Construction Specifications, 1998
A82 Specification for Steel Wire, Plain, for Concrete Re-
Edition
inforcement
2.3 ASCE Standard:
A 185 SpecificationforSteelWeldedWireFabric,Plain,for
ASCE 26-97 Standard Practice for Direct Design of Buried
Concrete Reinforcement
Precast Concrete Box Sections
A 496 Specification for Steel Wire, Deformed, for Concrete
Reinforcement
3. Terminology
A 497 Specification for Steel Welded Wire Fabric, De-
3.1 Definitions—For definitions of terms relating to con-
formed, for Concrete Reinforcement
crete pipe, see Terminology C 822.
A 615/A 615M Specification for Deformed and Plain
Billet-Steel Bars for Concrete Reinforcement
4. Designation
C33 Specification for Concrete Aggregates
4.1 Precast reinforced concrete box sections manufactured
in accordance with this specification shall be legibly marked
1 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 June 1, 2005. Published July 2005.
For referenced ASTM standards, visit the ASTM website, www.astm.org, or
Available from American Association of State Highway and Transportation
contact ASTM Customer Service at [e-mail]. For Annual Book of ASTM Officials (AASHTO), 444 N. Capitol St., NW, Suite 249, Washington, DC 20001.
Standards volume information, refer to the standard’s Document Summary page on Available from The American Society of Civil Engineers (ASCE), 1801
the ASTM website. Alexander Bell Dr., Reston, VA 20191.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.
C1577–05
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—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 A “M,” in.
Cover, ft s1 s2 s3 s4 s5 s6 s7 s8
A
0<2 0.17 0.25 0.16 0.10 0.17 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 A “M,” in.
Cover, ft s1 s2 s3 s4 s5 s6 s7 s8
A
0<2 0.17 0.27 0.17 0.10 0.17 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 A “M,” in.
s1 s2 s3 s4 s5 s6 s7 s8
Cover, ft
A
0<2 0.18 0.27 0.15 0.12 0.18 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.
C1577–05
4ftby3ftby5in.
Design Circumferential Reinforcement Areas, in. /ft
Earth
A A A A A A A A “M,” in.
Cover, ft s1 s2 s3 s4 s5 s6 s7 s8
A
0<2 0.18 0.31 0.18 0.12 0.18 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 A “M,” in.
s1 s2 s3 s4 s5 s6 s7 s8
Cover, ft
A
0<2 0.18 0.33 0.20 0.12 0.18 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.
5ftby3ftby6in.
Design Circumferential Reinforcement Areas, in. /ft
Earth
A A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s6 s7 s8
Cover, ft
A
0<2 0.19 0.31 0.21 0.14 0.19 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 A “M,” in.
s1 s2 s3 s4 s5 s6 s7 s8
Cover, ft
A
0<2 0.19 0.33 0.24 0.14 0.19 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.
5ftby5ftby6in.
Design Circumferential Reinforcement Areas, in. /ft
Earth
A A A A A A A A “M,” in.
Cover, ft s1 s2 s3 s4 s5 s6 s7 s8
A
0<2 0.19 0.35 0.26 0.14 0.19 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.
C1577–05
6ftby3ftby7in.
Design Circumferential Reinforcement Areas, in. /ft
Earth
A A A A A A A A “M,” in.
Cover, ft s1 s2 s3 s4 s5 s6 s7 s8
A
0<2 0.20 0.31 0.22 0.17 0.19 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 A “M,” in.
s1 s2 s3 s4 s5 s6 s7 s8
Cover, ft
A
0<2 0.19 0.34 0.25 0.17 0.19 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 A “M,” in.
s1 s2 s3 s4 s5 s6 s7 s8
Cover, ft
A
0<2 0.19 0.37 0.28 0.17 0.19 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 A “M,” in.
s1 s2 s3 s4 s5 s6 s7 s8
Cover, ft
A
0<2 0.19 0.38 0.30 0.17 0.19 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
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.
7ftby4ftby8in.
Design Circumferential Reinforcement Areas, in. /ft
Earth
A A A A A A A A “M,” in.
Cover, ft s1 s2 s3 s4 s5 s6 s7 s8
0<2 0.21 0.34 0.25 0.19 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
C1577–05
7ftby5ftby8in.
Design Circumferential Reinforcement Areas, in. /ft
Earth
A A A A A A A A “M,” in.
Cover, ft s1 s2 s3 s4 s5 s6 s7 s8
0<2 0.19 0.36 0.27 0.19 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 A “M,” in.
Cover, ft s1 s2 s3 s4 s5 s6 s7 s8
0<2 0.19 0.38 0.30 0.19 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 A “M,” in.
s1 s2 s3 s4 s5 s6 s7 s8
Cover, ft
0<2 0.19 0.40 0.33 0.19 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
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
8ftby4ftby8in.
Design Circumferential Reinforcement Areas, in. /ft
Earth
A A A A A A A A “M,” in.
Cover, ft s1 s2 s3 s4 s5 s6 s7 s8
0<2 0.27 0.38 0.29 0.19 0.19 0.19 0.19 0.19
2<3 0.31 0.34 0.32 0.19 50
3-5 0.25 0.27 0.27 0.19 50
10 0.26 0.28 0.29 0.19 45
15 0.34 0.37 0.38 0.19 41
20 0.44 0.48 0.49 0.19 41
8ftby5ftby8in.
Design Circumferential Reinforcement Areas, in. /ft
Earth
A A A A A A A A “M,” in.
Cover, ft s1 s2 s3 s4 s5 s6 s7 s8
0<2 0.24 0.40 0.32 0.19 0.19 0.19 0.19 0.19
2<3 0.28 0.37 0.35 0.19 50
3-5 0.23 0.29 0.30 0.19 45
10 0.23 0.31 0.32 0.19 45
15 0.30 0.41 0.42 0.19 41
20 0.39 0.52 0.54 0.19 41
8ftby6ftby8in.
Design Circumferential Reinforcement Areas, in. /ft
Earth
A A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s6 s7 s8
Cover, ft
0<2 0.22 0.42 0.35 0.19 0.19 0.19 0.19 0.19
2<3 0.25 0.40 0.38 0.19 50
3-5 0.21 0.32 0.33 0.19 50
10 0.22 0.33 0.34 0.19 45
15 0.28 0.43 0.45 0.19 41
20 0.36 0.55 0.57 0.19 41
C1577–05
8ftby7ftby8in.
Design Circumferential Reinforcement Areas, in. /ft
Earth
A A A A A A A A “M,” in.
Cover, ft s1 s2 s3 s4 s5 s6 s7 s8
0<2 0.20 0.44 0.37 0.19 0.19 0.19 0.19 0.19
2<3 0.23 0.43 0.41 0.19 55
3-5 0.19 0.34 0.35 0.19 55
10 0.20 0.34 0.36 0.19 50
15 0.26 0.45 0.47 0.19 41
20 0.33 0.57 0.60 0.19 41
8ftby8ftby8in.
Design Circumferential Reinforcement Areas, in. /ft
Earth
A A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s6 s7 s8
Cover, ft
0<2 0.20 0.45 0.40 0.19 0.19 0.19 0.19 0.19
2<3 0.21 0.45 0.44 0.19 65
3-5 0.19 0.36 0.38 0.19 65
10 0.19 0.35 0.38 0.19 55
15 0.24 0.46 0.49 0.19 45
20 0.31 0.59 0.62 0.19 45
9ftby5ftby9in.
Design Circumferential Reinforcement Areas, in. /ft
Earth
A A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s6 s7 s8
Cover, ft
0<2 0.28 0.38 0.31 0.22 0.22 0.22 0.22 0.22
2<3 0.32 0.38 0.34 0.22 54
3-5 0.25 0.30 0.30 0.22 49
10 0.28 0.33 0.34 0.22 49
15 0.36 0.43 0.45 0.22 44
20 0.47 0.56 0.57 0.22 44
25 0.58 0.69 0.71 0.22 44
9ftby6ftby9in.
Design Circumferential Reinforcement Areas, in. /ft
Earth
A A A A A A A A “M,” in.
s1 s2 s3 s4 s5 s6 s7 s8
Cover, ft
0<2 0.25 0.40 0.34 0.22 0.22 0.22 0.22 0.22
2<3 0.29 0.41 0.38 0.22 54
3-5 0.23 0.33 0.33 0.22 49
10 0.26 0.35 0.37 0.22 49
15 0.33 0.46 0.48 0.22 44
20 0.42 0.60 0.61 0.22 4
...