ASTM C1840/C1840M-24

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: C1840/C1840M − 22 C1840/C1840M − 24
Standard Practice for
Inspection and Acceptance of Installed Reinforced Concrete
Culvert, Storm Drain, and Storm Sewer Pipe
This standard is issued under the fixed designation C1840/C1840M; 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 practice covers the requirements for inspection and acceptance of installed reinforced concrete pipe by either
person-entry, or remote inspection as shown in Figs. 1 and 2, respectively.
1.2 The scope of this specification is intended for installation related observations and assumes that pre-installation inspection has
been completed.
1.3 The reinforced concrete culvert, storm drain and storm sewer pipe shall be manufactured in accordance with Specification C76,
C506, C507, C655, C1417, or C1846/C1846M and accepted in accordance with AASHTO R 73. This specification shall only be
used for gravity, non-pressure storm drainage applications.
1.4 Person Entry shall be used unless extenuating circumstances preclude this type inspection. Remote inspection is acceptable
for use for pipe diameters of 30 in. [750 mm] and smaller unless otherwise specified by owner or engineer.
1.5 Access of installed pipe for manual inspection shall follow OSHA 29 CFR PART 1926 SUBPART AA regulations for
confined space entry. However, 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, health, and environmental practices and
determine the applicability of regulatory limitations prior to use.
1.6 This practice does not cover deformation or deflection assessment. Concrete pipe is classified as a rigid structure because they
do not bend or deflect appreciably under load before cracking. Due to these facts shape evaluation are of little or no value when
evaluating concrete pipe.
1.7 The values stated in either Imperial/US or [SI units] are to be regarded separately as standard. The SI units are shown in
brackets. The values stated in each system may not be exact equivalents; therefore, each system shall be used independently of
the other.
1.8 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:
This test method is under the jurisdiction of ASTM Committee C13 on Concrete Pipe and is the direct responsibility of Subcommittee C13.05 on Special Projects.
Current edition approved Sept. 1, 2022Jan. 1, 2024. Published September 2022January 2024. Originally approved in 2017. Last previous edition approved in 20172022
as C1840/C1840M – 17.C1840/C1840M – 22. DOI: 10.1520/C1840_C1840M-2210.1520/C1840_C1840M-24
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
C1840/C1840M − 24
FIG. 1 Person Entry Inspection
FIG. 2 Remote Inspection Camera
C76 Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe
C506 Specification for Reinforced Concrete Arch Culvert, Storm Drain, and Sewer Pipe
C507 Specification for Reinforced Concrete Elliptical Culvert, Storm Drain, and Sewer Pipe
C655 Specification for Reinforced Concrete D-Load Culvert, Storm Drain, and Sewer Pipe
C822 Terminology Relating to Concrete Pipe and Related Products
C1417 Specification for Manufacture of Reinforced Concrete Sewer, Storm Drain, and Culvert Pipe for Direct Design
C1846/C1846M Specification for Performance Based Manufacture of Reinforced Concrete Culvert, Storm Drain, and Sewer
Pipe
D932 Practice for Filamentous Iron Bacteria in Water and Water-Formed Deposits
2.2 AASHTO Standards:
AASHTO LRFD Bridge Design Specification
AASHTO LRFD Bridge Construction Specification, Section 27
AASHTO R 82 Standard Practice for Pipe Joint Selection for Highway Culvert and Storm Drains
AASHTO R 73 Standard Practice for Evaluation of Precast Concrete Drainage Products
2.3 Occupational Safety and Health Standards:
OSHA 29 CFR Part 1926 Subpart AA for the Construction Industry
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2.4 ISO/IEC Standards:
ISO/IEC 17025 General Requirements for the Competence of Testing and Calibration Laboratories
3. Terminology
3.1 For definitions of other terms relating to concrete pipe not defined in this specification, see Terminology C822.
3.2 Definitions:
3.2.1 calcium carbonate crystals—as shown in Fig. 3, crystals are formed when the carbon dioxide in the surrounding soil, air and
water carbonates the free (un-hydrated) calcium oxide in the cement and the calcium hydroxide liberated by the hydration of the
tricalcium silicate of the cement. This chemical process results in white crystals along the pipe wall at a crack location and if it
fills the crack is commonly referred to as autogenous healing.
3.2.2 clock positions—the relative circumferential position, direction or location of an observation on the pipe interior is described
using the analogy of a 12-hour clock as shown in Fig. 4. For example, 12 o’clock is the pipe crown; 3 o’clock the spring line right;
6 o’clock the invert; and 9 o’clock the spring line left. The viewing orientation (upstream or downstream) of the clock position
observations must be identified to establish the spring line positions. When two clock positions are utilized to characterize the
location or relative size of an anomaly within the pipe, the clock positions should be entered clockwise (for example,
circumferential crack begins at 10 o’clock and ends at 2 o’clock).
3.2.3 quadrant—descriptor for one fourth of the circumference of the pipe, or a circumferential 90-degree arc. An example
quadrant shown in Fig. 5.
3.2.4 crack—a measurable surface separation found in concrete indicating stress is being transferred from the concrete to the
reinforcement.
3.2.4.1 circumferential crack—a crack aligned with the circumference of the pipe and perpendicular to the longitudinal axis of
the pipe as shown in Fig. 6.
3.2.4.2 hinge cracks—when more than one longitudinal crack (at 12, 3, 6, or 9 o’clock) occurs at the same cross section location
in the pipe as shown in Fig. 7.
3.2.4.3 longitudinal crack—a crack aligned with the axis of the pipe as shown in Fig. 8.
3.2.4.4 multi-directional crack—a combination of longitudinal and circumferential cracks that intersect at one point as shown
in Fig. 9.
3.2.4.5 diagonal tension crack—longitudinal cracks 630 to 60 degrees from the invert or obvert of the pipe (1-2 o’clock, 4-5
o’clock, 7-8 o’clock, or 10-11 o’clock) with a visible vertical offset across the crack.
3.2.4.6 Discussion—
Normal load induced longitudinal cracks can be present in the same locations but will not have a vertical offset across the crack.
FIG. 3 Calcium Carbonate Filled Crack
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FIG. 4 Clock Positions
FIG. 5 Pipe Wall Quadrants
FIG. 6 Circumferential Crack
3.2.5 engineer—The qualifications for an engineer involved in the evaluation of installed RCP shall be established by the owner.
Engineer designation as noted in this standard can be the design engineer of record for the subject project, an engineer working
for or on behalf of the owner, or an engineer specializing in the evaluation of installed RCP.
3.2.6 infiltration—ground water entering the pipe.
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FIG. 7 Hinged Cracks (Multiple Longitudinal Cracks)
FIG. 8 Longitudinal Crack
FIG. 9 Multi-Directional Crack
3.2.6.1 Level 1 Infiltration—moisture visible on the surface of the pipe wall without any observable active water movement such
as drips or water traveling along the surface as shown in Fig. 10.
3.2.6.2 Level 2 Infiltration—the slow entry of water identified by visible drips or a constant flow of water traveling along the
surface. See Fig. 11.
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FIG. 10 Level 1 Infiltration
FIG. 11 Level 2 Infiltration
3.2.6.3 Level 3 Infiltration—a continuous stream of water running into the pipe or spraying through the pipe “under pressure.”
See Fig. 12.
3.2.7 joint offset—when the inside surface of the spigot (tongue) is not in alignment or centered with the interior pipe surface on
the Bell (groove) end of the installed joint. See Fig. 13.
3.2.8 joint separation—the space from the end of the spigot (tongue) to the face (shoulder) of the bell (groove) of the installed
joint. See Fig. 14.
3.2.9 leak resistant joint—according to AASHTO R 82 and for the purpose of this specification, a joint that limits water leakage
at a maximum rate of 200 gallons/(inch of internal diameter) (mile of pipeline) (24h) [18.5 L/(mm of internal diameter) (km of
pipeline) (24h)] for the pipeline sysytem.
FIG. 12 Level 3 Infiltration
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FIG. 13 Joint Offset
FIG. 14 Joint Separation
3.2.10 non-corrosive environments—according to AASHTO Section 27 and for the purpose of this specification, “a pH level of
the soil surrounding the pipe or effluent water running through the pipe greater than 5.5” or less than a pH of 10 or environments
established by the engineer or owner.
3.2.11 owner—the person or entity that owns or has maintenance and operation responsibility of the pipeline or storm system being
inspected.
3.2.12 scaling—surface damage that appears as local flaking of poor concrete. Scaling is often associated with exposure to freezing
and thawing cycles.
3.2.13 silt-tight joint—according to AASHTO R 82 and for the purpose of this specification, a joint that is resistant to infiltration
of particles smaller than those retained on the No. 200 sieve.
3.2.14 slabbing—a radial tension failure of the concrete wall which occurs from straightening of the reinforcement cage due to
tension in the reinforcing as shown in Fig. 15.
3.2.15 spalling—a fracture of the concrete inclined to the surface resulting in pieces of concrete detaching from the pipe wall, as
shown in Fig. 16, or along a crack.
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FIG. 15 Extreme Slabbing Due to Radial Tension
FIG. 16 Minor Spalling at a Joint
3.2.16 soil tight joint—a joint that is resistant to infiltration of particles larger than those retained on a No. 200 sieve.
3.2.17 stain/efflorescence—deposits left by the partial evaporation of infiltrating groundwater containing dissolved salts or
minerals. These deposits will often be concentrated at or alongside infiltration locations.
3.2.18 soil/watermark—discoloration(s) on the pipe interior left by the evaporation of water containing minerals or soil fines
contained in the pipe effluent or surrounding groundwater. This type of discoloration is often observed longitudinally along the pipe
wall coincident with the effluent water line level.
3.2.19 rust colored staining—a rust colored stain may occur due to iron ochre bacteria as determined by Practice D932, iron-oxide,
or other mineral accumulation on the pipe surface. In the absence of cracks and infiltration in excess of those permitted in 8.5, or
spalling that exposes the primary steel reinforcement, rust colored staining is not indicative of structural distress and does not
require remediation. See Fig. 17.
4. Significance and Use
4.1 The inspection of installed reinforced concrete pipe verifies proper installation of the product and establishes thresholds for
comparison further evaluation.
4.2 This practice is useful as a reference by an owner in preparing project specifications and to identify, evaluate and interpret
observations during post installation inspections of pipe.
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FIG. 17 Rust Colored Staining
5. Pipe Inspection Equipment and Procedures
5.1 Pipe inspections may be made using person-entry, remote equipment, or a combination thereof. In general, pipe diameters 30
in. [750 mm] and smaller are not considered to be person-entry and typically require the use of remote equipment.
5.2 Remote Inspection Equipment:
5.2.1 The remote inspection system shall be equipped with adjustable or variable lighting suitable to allow a clear color image
of the entire interior perimeter of the pipe.
5.2.2 The system shall produce a video image with a resolution to properly classify any observed features on the pipe wall. The
image shall be clear, focused, and free from roll, static, or other image distortion qualities that would prevent the reviewer from
evaluating the condition of the pipe.
5.2.3 The pipe shall be free from debris and other obstructions to allow for a reasonable view of the pipe during inspection.
Standing water in the bottom of the pipe is common. Acceptable water depth or water volume limits for inspection shall be
established in the project specifications, or for existing lines in the inspection protocol. Pipe with water volume or depth that
exceeds acceptable limits must be dewatered.
5.2.4 The remote inspection video equipment shall be able to accurately measure and verify in accordance with Section 6, crack
width and or other observable items as small as 0.05 in. [1.5 mm] 6 0.01 in [0.3 mm], or be so equipped that the image can be
analyzed by computer software to accurately determine observation measurement and distances as small as 0.05 in. [1.5 mm] 6
0.01 in [0.3 mm]. For purposes of evaluation, visible cracks less than 0.05 in. [1.5 mm] shall be reported as less than 0.05 in. [1.5
mm].
NOTE 1—Equipment limitations may preclude measurements less than 0.05 in. [1.5 mm]. Therefore, measurements less than 0.05 in. are only expected
to be made during person-entry inspections.
5.2.5 The inspection equipment shall have a distance counter so as to accurately locate the observations made along the pipe run.
5.2.6 The video equipment shall be calibrated in accordance with the manufacturer’s recommendation within one year prior to the
inspection date.
5.3 Remote Inspection Procedures:
5.3.1 The instrument shall be moved through the pipe at a steady pace not to exceed 30 ft/min [9 m/min].
5.3.2 The camera should be stopped while the operator views and records observations. Side scan cameras are not required to stop,
pan, and tilt while recording video as these operations may be accomplished during the post inspection evaluation process.
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5.3.3 The operator’s objective in positioning the camera to view an observation or feature will be to provide a perspective view
of the observation and the entire circumference of the surrounding pipe.
5.4 Person-Entry Inspection Equipment:
5.4.1 The installed pipe is a confined space. Follow proper OSHA 29 CFR PART 1926 SUBPART AA regulations and safety
protocols in assuring safe entry for project inspection personnel.
5.4.2 The person-entry inspection shall utilize a high resolution hand held digital video or still camera capable of clearly
documenting inspection observations. Video may be necessary in order to document some observations.
5.4.3 Measurements of observations may be made with any combination of measurement tools including: measuring tapes, rulers,
feeler gauges (Fig. 18), calipers, micrometers, optical comparators, etc. Cracks shall be measured from 0.01 in. [0.3 mm] to 0.10
in. [3 mm] on an accurate and repeatable basis.
5.4.4 Cracks greater than 0.10 in. [3 mm], and joint separations and/or vertical or horizontal offsets may be measured with either
a metal or fabric tape capable of measuring to the nearest ⁄16 in. [2 mm].
5.4.5 Adequate lighting shall be provided during the person entry inspection. Headlamps and
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