ASTM B788/B788M-00
(Practice)Standard Practice for Installing Factory-Made Corrugated Aluminum Culverts and Storm Sewer Pipe
Standard Practice for Installing Factory-Made Corrugated Aluminum Culverts and Storm Sewer Pipe
SCOPE
1.1 This practice describes procedures, soils, and soil placement for the proper installation of corrugated aluminum culverts and storm sewers in either trench or projection installations. A typical trench installation is shown in Fig. 1, and a typical embankment (projection) installation is shown in Fig. 2. The pipes described in this practice are manufactured in a factory and furnished to the job in lengths ordinarily from 10 to 30 ft [3 to 9 m], with 20 ft [6m] being common, for field joining.
1.2 This practice is applicable to either inch-pound units as B788 or to SI units as B788M. Inch-pound units are not necessary equivalent to SI units. SI units are shown in the text in brackets, and they are the applicable values for metric installation.
1.3 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use.
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Designation: B 788/B 788M – 00
Standard Practice for
Installing Factory-Made Corrugated Aluminum Culverts and
Storm Sewer Pipe
This standard is issued under the fixed designation B 788/B 788M; 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.
This standard has been approved for use by agencies of the Department of Defense.
1. Scope *
1.1 This practice describes procedures, soils, and soil place-
ment for the proper installation of corrugated aluminum
culverts and storm sewers in either trench or projection
installations. A typical trench installation is shown in Fig. 1,
and a typical embankment (projection) installation is shown in
Fig. 2. The pipes described in this practice are manufactured in
a factory and furnished to the job in lengths ordinarily from 10
to 30 ft [3 to 9 m], with 20 ft [6 m] being common, for field
joining.
1.2 This practice is applicable to either inch-pound units as
B 788 or to SI units as B 788M. Inch-pound units are not
necessary equivalent to SI units. SI units are shown in the text
in brackets, and they are the applicable values for metric
installation.
FIG. 1 Typical Trench Installation
1.3 This standard does not purport to address all of the
safety concerns, if any, associated with its use. It is the
responsibility of the user of this standard to establish appro-
priate safety and health practices and determine the applica-
bility of regulatory limitations prior to use.
2. Referenced Documents
2.1 ASTM Standards:
B 790/B 790M Practice for Structural Design of Corrugated
Aluminum Pipe, Pipe Arches, and Arches for Culverts,
Storm Sewers, and Other Buried Conduits
D 698 Test Method for Laboratory Compaction Character-
istics of Soil Using Standard Effort (12,400 ft-lbf/ft [600
FIG. 2 Typical Embankment (Projection) Installation
kN-m/m ])
D 1556 Test Method for Density and Unit Weight of Soil in
D 2487 Classification of Soils for Engineering Purposes
Place by the Sand-Cone Method
(Unified Soil Classification System)
D 2167 Test Method for Density and Unit Weight of Soil in
D 2922 Test Methods for Density of Soil and Soil-
Place by the Rubber-Balloon Method
Aggregate in Place by Nuclear Methods (Shallow Depth)
D 2937 Test Method for Density of Soil in Place by the
1 Drive-Cylinder Method
This practice is under the jurisdiction of ASTM Committee B07 on Light
Metals and Alloys and is the direct responsibility of Subcommittee B07.08 on
3. Terminology
Aluminum Culvert.
Current edition approved May 10, 2000. Published August 2000. Originally
3.1 Definitions of Terms Specific to This Standard:
published as B 788–88. Last previous edition B 788/B 788M–99.
3.1.1 bedding, n—the earth or other material on which a
Annual Book of ASTM Standards, Vol 02.02.
Annual Book of ASTM Standards, Vol 04.08. pipe is supported.
*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.
B 788/B 788M
3.1.2 haunch, n—the portion of the pipe cross section
between the maximum horizontal dimension and the top of the
bedding.
3.1.3 invert, n—the lowest point on the pipe cross section;
also, the bottom portion of a pipe.
3.1.4 pipe, n—a conduit having full circular shape; also, in
a general context, all structure shapes covered by this practice.
3.1.5 pipe–arch, n—a pipe with an approximate semicircu-
lar crown, small-radius corners, and large-radius invert.
4. Significance and Use
4.1 Corrugated aluminum pipe functions structurally as a
flexible ring which is supported by and interacts with the
compacted surrounding soil. The soil constructed around the
pipe is thus an integral part of the structural system. It is
therefore important to ensure that the soil structure or backfill
is made up of acceptable material and is well-constructed.
Field verification of soil structure acceptability using Test
Methods D 1556, D 2167, D 2922, or D 2937, as applicable,
and comparing the results with Test Method D 698 in accor-
d = ⁄2 in./ft [40 mm/m] of fill over pipe, with a 24-in. [600-mm] maximum.
dance with the specifications for each project, is the most
NOTE 1—Section B-B is applicable to all continuous rock foundations.
reliable basis for installation of an acceptable structure. The
FIG. 3 Foundation Transition Zones and Rock Foundations
required density and method of measurement are not specified
by this practice, but they must be established in the specifica-
tions for each project.
5. Trench Excavation
5.1 To obtain anticipated structural performance of corru-
gated aluminum pipe it is not necessary to control trench width
beyond the minimum required for proper installation of pipe
and backfill. However, the soil on each side beyond the
excavated trench must be able to support anticipated loads.
When a construction situation calls for a relatively wide trench,
it may be made as wide as required, for its full depth if so
desired. However, trench excavation must be in compliance
with any local, state, and federal codes and safety regulations.
6. Foundation
6.1 The supporting soil beneath the pipe must provide a
reasonably uniform resistance to the imposed load, both
FIG. 4 Soft Foundation Treatment
longitudinally and laterally. Sharp variations in the foundation
must be avoided. When rock is encountered, it must be
densely compacted than the soil alongside, beneath the struc-
excavated and replaced with soil. If the pipe runs along a
ture. This creates favorable relative movement between pipe
continuous rock foundation, it is necessary to provide a
and the soil on each side. It is of particular importance on
suitable soil bedding under the pipe. See Fig. 3.
pipe-arches.
6.2 Lateral changes in foundation should never be such that
6.4 Pipe-Arches—All pipe-arch structures must have excel-
the pipe is firmly supported while the backfill alongside is not.
lent soil support at their corners by both the in-situ foundation
When soft material is encountered during construction and
and the structural backfill. See Fig. 4 and Fig. 5. They do not
must be removed in order to provide an adequate foundation,
require the same degree of support under their large-radius
remove the soft material for a distance of three pipe widths,
inverts.
unless the engineer has set another limit. See Fig. 4.
6.5 The engineer is encouraged to develop details specific to
6.3 Performance of buried pipe is enhanced by allowing the
the site based on the general principles for foundation condi-
pipe to settle slightly under load compared to the columns of
tions given in 6.1 through 6.4.
soil alongside. Thus, for larger pipes it can be beneficial to
purposely create a foundation under the pipe itself which will
7. Bedding
yield under load more than will the foundation under the
columns of soil to each side. It can usually be obtained by 7.1 Corrugated aluminum pipe may be placed directly on
placing a layer of compressible soil of a suitable thickness, less the fine-graded foundation for the pipe line. Material in contact
B 788/B 788M
8.2.1.5 Other equally effective types of field joints may be
used with the approval of the engineer.
8.2.2 Joint Types—Applications may require either standard
or special joints. Standard joints are for pipe not subject to
large soil movements or disjointing forces. These joints are
satisfactory for ordinary installations, where simple slip-type
joints are typically used. Special joints are for more adverse
requirements such as the need to withstand soil movements or
resist disjointing forces. Stab joints are for pipes subject to
minimal settlement or disjointing forces. Special designs must
be considered for unusual conditions such as in poor founda-
tion conditions.
NOTE 1—Examples of stab joints are bell and spigot, and tongue and
groove.
8.2.3 Soil Conditions:
8.2.3.1 The requirements of the joints are dependent upon
the soil conditions at the construction site. Pipe backfill that is
not subject to piping action is classified as nonerodible. Such
backfill typically includes granular soil (with grain sizes
FIG. 5 Bedding and Corner Zone Treatment for Pipe-Arch
Structures equivalent to coarse sand, small gravel, or larger) and cohesive
clays.
8.2.3.2 Structural backfill that is subject to piping action,
with the pipe shall not contain rock retained on a 3-in. [75-mm]
and would tend either to infiltrate the pipe or to be easily
ring, frozen lumps, chunks of highly plastic clay, organic
washed by exfiltration of water from the pipe, is classified as
matter, corrosive material, or other deleterious material. It is
erodible. Such backfill typically includes fine sands and silts.
not required to shape the bedding to the pipe geometry.
8.2.4 Joint Properties—The requirements for joint proper-
However, for pipe-arches, it is recommended to either shape
ties are divided into six categories. The properties are defined
the bedding to the relatively flat bottom arc or fine-grade the
in 8.2.4.1-8.2.4.6, and requirements (except for watertightness)
foundation to a slight v-shape. This avoids the problem of
are shown in Table 1. The values for various types of pipe can
trying to backfill the difficult area beneath the invert of
be determined by a rational analysis or a suitable test.
pipe-arches. See Fig. 5.
8.2.4.1 Shear Strength—The shear strength required of the
joint is expressed as a percent of the calculated shear strength
8. Pipe Installation
of the pipe on a transverse cross section remote from the joint.
8.2.4.2 Moment Strength—The moment strength required of
8.1 All pipe shall be unloaded and handled with reasonable
care. Pipe shall not be rolled or dragged over gravel or rock and the joint is expressed as a percent of the calculated moment
capacity of the pipe on a transverse cross section remote from
shall be prevented from striking rock or other hard objects
during placement on bedding. Pipe with protective coatings the joint.
8.2.4.3 Tensile Strength—Tensile strength is required in a
shall be handled with special care to avoid damage. Paved
inverts shall be placed and centered in the invert. joint when the possibility exists that a longitudinal load could
develop that would tend to separate adjacent pipe sections.
8.2 Field Joints:
8.2.1 Transverse field joints shall be of such design that the 8.2.4.4 Joint Overlap—Standard joints that do not meet the
moment strength alternatively shall have a minimum sleeve
successive connection of pipe sections will form a continuous
line free of appreciable irregularities in the flow line. Each width overlapping the abutting pipes. The minimum total
successive length of pipe in a field joint should be adjusted sleeve width shall be as shown in Table 1. Any joint meeting
longitudinally or circumferentially when necessary so that the requirements for a special joint may be used instead of a
coupling bands with projections, helical corrugations, or annu- standard joint.
lar corrugations will properly engage the corrugations in both 8.2.4.5 Soiltightness—Soiltightness refers to openings in
lengths of pipe. In addition, the joints shall meet the general the joint through which soil may infiltrate. Soiltightness is
performance requirements described herein. Suitable trans- influenced by the size of the opening (maximum dimension
verse field joints, which satisfy the requirements for one or normal to the direction that the soil may infiltrate) and the
more of the subsequently defined joint performance categories, length of the channel (length of the path along which the soil
can be obtained with the following types of connecting bands may infiltrate). No opening may exceed 1 in. [25 mm]. In
furnished with the suitable band-end fastening devices: addition, for all categories, if the size of the opening exceeds ⁄8
8.2.1.1 Corrugated bands. in. [3 mm], the length of the channel must be at least four times
8.2.1.2 Bands with projections. the size of the opening. Furthermore, for nonerodible or
8.2.1.3 Flat bands. erodible soils, the ratio of D soil size to size of opening must
8.2.1.4 Bands of special design that engage factory re- be greater than 0.3 for medium to fine sand or 0.2 for uniform
formed ends of corrugated pipe. sand; these ratios need not be met for cohesive backfills where
B 788/B 788M
TABLE 1 Categories of Pipe Joints
Soil Condition
Joint Properties Nonerodible Joint Type Erodible Joint Type
A A
Stab Standard Special Stab Standard Special
Shear strength, % 225225
B
Moment strength,% 05 15 05 15
Tensile strength, min, lbf [kN]:
0 to 42-in. [0 to 1050-mm] diameter or span 0 0 5000 [22] 0 0 5000 [22]
>42 -in. [1050-mm] diameter or span 10 000 [45] 10 000 [45]
C
1 1
Joint overlap, min, in. [mm] 3 [75] 10 ⁄2 [265] NA 3 [75] 10 ⁄2 [265] NA
D
Soiltightness NA NA NA 0.3 or 0.2 0.3 or 0.2 0.3 or 0.2
A
Stab joint for maximum 42 in. [1050 mm] diameter.
B
See 8.2.4.2.
C
Alternative requirement. See 8.2.4.4.
D
Minimum ratio of D soil size to size of opening 0.3 for medium to fine sand and 0.2 for uniform sand.
A,B
TABLE 2 Structural Backfill Width Requirements
the plasticity index exceeds 12. (D is the soil diameter at
Adjacent Material Required Structural Backfill Width
which 85 % if the soil weight is finer.) As a general guideline,
Normal highway embankment As needed to establish pipe bedding and
a backfill material containing a high percentage of fine grained
compacted to minimum of to fill and compact the backfill in the
90 % Test Method D 698 haunch area and beside the pipe. Where
soils requires investigation for the specific type of joint to be
density, or equivalent trench backfill materials that do not require
used to guard against soil infiltration. Alternatively, if a joint
wall. compaction are used, such as cement
demonstrates its ability to pass a 2 psi [14 kPa] hydrostatic test
slurry or controlled low strength material
(CLSM), a minimum of 3 in. [75 mm] on
without leakage, it will be considered soiltight.
each side of the pipe is required.
8.2.4.6 Watertightness—Watertightness may be specified
Embankment or trench wall of Increase backfill width as necessary to
for joints of any category where needed to satisfy other criteria.
lesser quality. reduce horizontal pressure from pipe to
a level compatible with bearing capacity
The leakage rate shall be measured with the pipe in place or at
of adjacent materials.
an approved test facility.
A
For pipe arches and other multiple radius structures, as well as for al
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