1、Designation: C1840/C1840M 17Standard Practice forInspection and Acceptance of Installed Reinforced ConcreteCulvert, Storm Drain, and Storm Sewer Pipe1This standard is issued under the fixed designation C1840/C1840M; the number immediately following the designation indicates theyear of original adopt
2、ion or, in the case of revision, the year of last revision. A number in parentheses indicates the year of lastreapproval. A superscript epsilon () indicates an editorial change since the last revision or reapproval.1. Scope1.1 This practice covers the requirements for inspection andacceptance of ins
3、talled reinforced concrete pipe by eitherperson-entry, or remote inspection as shown in Figs. 1 and 2,respectively.1.2 The scope of this specification is intended for installa-tion related observations and assumes that pre-installationinspection has been completed.1.3 The reinforced concrete culvert
4、, storm drain and stormsewer pipe shall be manufactured in accordance with Specifi-cation C76, C506, C507, C655,orC1417 and accepted inaccordance with AASHTO R073. This specification shall onlybe used for gravity, non-pressure storm drainage applications.1.4 Person Entry shall be used unless extenua
5、ting circum-stances preclude this type inspection. Remote inspection isacceptable for use for pipe diameters of 30 in. 750 mm andsmaller unless otherwise specified by owner or engineer.1.5 Access of installed pipe for manual inspection shallfollow OSHA 29 CFR PART 1926 SUBPART AA regulationsfor conf
6、ined space entry. However, this standard does notpurport to address all of the safety concerns, if any, associatedwith its use. It is the responsibility of the user of this standardto establish appropriate safety and health practices and deter-mine the applicability of regulatory limitations prior t
7、o use.1.6 This practice does not cover deformation or deflectionassessment. Concrete pipe is classified as a rigid structurebecause they do not bend or deflect appreciably under loadbefore cracking. Due to these facts shape evaluation are of littleor no value when evaluating concrete pipe.1.7 The va
8、lues stated in either Imperial/US or SI units areto be regarded separately as standard. The SI units are shownin brackets. The values stated in each system may not be exactequivalents; therefore, each system shall be used independentlyof the other.1.8 This international standard was developed in acc
9、or-dance with internationally recognized principles on standard-ization established in the Decision on Principles for theDevelopment of International Standards, Guides and Recom-mendations issued by the World Trade Organization TechnicalBarriers to Trade (TBT) Committee.2. Referenced Documents2.1 AS
10、TM Standards:C76 Specification for Reinforced Concrete Culvert, StormDrain, and Sewer PipeC506 Specification for Reinforced Concrete Arch Culvert,Storm Drain, and Sewer PipeC507 Specification for Reinforced Concrete EllipticalCulvert, Storm Drain, and Sewer PipeC655 Specification for Reinforced Conc
11、rete D-LoadCulvert, Storm Drain, and Sewer PipeC822 Terminology Relating to Concrete Pipe and RelatedProductsC1417 Specification for Manufacture of Reinforced Con-crete Sewer, Storm Drain, and Culvert Pipe for DirectDesignD932 Practice for Filamentous Iron Bacteria in Water andWater-Formed Deposits2
12、.2 AASHTO Standards:AASHTO LRFD Bridge Design SpecificationAASHTO LRFD Bridge Construction Specification, Section27AASHTO PP63 Standard Practice for Pipe Joint Selectionfor Highway Culvert and Storm DrainsAASHTO R073 Standard Practice for Evaluation of PrecastConcrete Drainage Products2.3 Occupation
13、al Safety and Health Standards:OSHA 29 CFR Part 1926 Subpart AA for the ConstructionIndustry2.4 ISO/IEC Standards:ISO/IEC 17025 General Requirements for the Competenceof Testing and Calibration Laboratories3. Terminology3.1 For definitions of other terms relating to concrete pipenot defined in this
14、specification, see Terminology C822.1This test method is under the jurisdiction of ASTM Committee C13 onConcrete Pipe and is the direct responsibility of Subcommittee C13.05 on SpecialProjects.Current edition approved April 15, 2017. Published April 2017. DOI: 10.1520/C1840_C1840M-17Copyright ASTM I
15、nternational, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United StatesThis international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for theDevelopment of International Standar
16、ds, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.13.2 Definitions:3.2.1 calcium carbonate crystalsas shown in Fig. 3,crystals are formed when the carbon dioxide in the surroundingsoil, air and water carbonates the free (un-hydrated) ca
17、lciumoxide in the cement and the calcium hydroxide liberated by thehydration of the tricalcium silicate of the cement. This chemi-cal process results in white crystals along the pipe wall at acrack location and if it fills the crack is commonly referred toas autogenous healing.3.2.2 clock positionst
18、he relative circumferential position,direction or location of an observation on the pipe interior isdescribed using the analogy of a 12-hour clock as shown inFig. 4. For example, 12 oclock is the pipe crown; 3 oclock thespring line right; 6 oclock the invert; and 9 oclock the springline left. The vi
19、ewing orientation (upstream or downstream) ofthe clock position observations must be identified to establishthe spring line positions. When two clock positions are utilizedto characterize the location or relative size of an anomalywithin the pipe, the clock positions should be entered clock-wise (fo
20、r example, circumferential crack begins at 10 oclockand ends at 2 oclock).3.2.3 quadrantdescriptor for one fourth of the circumfer-ence of the pipe, or a circumferential 90-degree arc. Anexample quadrant shown in Fig. 5.FIG. 1 Person Entry InspectionFIG. 2 Remote Inspection CameraFIG. 3 Calcium Carb
21、onate Filled CrackFIG. 4 Clock PositionsFIG. 5 Pipe Wall QuadrantsC1840/C1840M 1723.2.4 cracka measurable surface separation found in con-crete indicating stress is being transferred from the concrete tothe reinforcement.3.2.4.1 circumferential cracka crack aligned with thecircumference of the pipe
22、and perpendicular to the longitudinalaxis of the pipe as shown in Fig. 6.3.2.4.2 hinge crackswhen more than one longitudinalcrack (at 12, 3, 6, or 9 oclock) occurs at the same cross sectionlocation in the pipe as shown in Fig. 7.3.2.4.3 longitudinal cracka crack aligned with the axis ofthe pipe as s
23、hown in Fig. 8.3.2.4.4 multi-directional cracka combination of longitu-dinal and circumferential cracks that intersect at one point asshown in Fig. 9.3.2.4.5 diagonal tension cracklongitudinal cracks 630 to60 degrees from the invert or obvert of the pipe (1-2 oclock,4-5 oclock, 7-8 oclock, or 10-11
24、oclock) with a visiblevertical offset across the crack.3.2.4.6 DiscussionNormal load induced longitudinalcracks can be present in the same locations but will not have avertical offset across the crack.3.2.5 engineerThe qualifications for an engineer involvedin the evaluation of installed RCP shall b
25、e established by theowner. Engineer designation as noted in this standard can bethe design engineer of record for the subject project, anengineer working for or on behalf of the owner, or an engineerspecializing in the evaluation of installed RCP.3.2.6 infiltrationground water entering the pipe.3.2.
26、6.1 Level 1 Infiltrationmoisture visible on the surfaceof the pipe wall without any observable active water movementsuch as drips or water traveling along the surface as shown inFig. 10.3.2.6.2 Level 2 Infiltrationthe slow entry of water identi-fied by visible drips or a constant flow of water trave
27、ling alongthe surface. See Fig. 11.3.2.6.3 Level 3 Infiltrationa continuous stream of waterrunning into the pipe or spraying through the pipe “underpressure.” See Fig. 12.3.2.7 joint offsetwhen the inside surface of the spigot(tongue) is not in alignment or centered with the interior pipesurface on
28、the Bell (groove) end of the installed joint. See Fig.13.3.2.8 joint separationthe space from the end of the spigot(tongue) to the face (shoulder) of the bell (groove) of theinstalled joint. See Fig. 14.3.2.9 leak resistant jointaccording toAASHTO PP-63 andfor the purpose of this specification, a jo
29、int that limits waterleakage at a maximum rate of 200 gallons/(inch of internaldiameter) (mile of pipeline) (24h) 18.5 L/(mm of internaldiameter) (km of pipeline) (24h) for the pipeline sysytem.3.2.10 non-corrosive environmentsaccording to AASHTOSection 27 and for the purpose of this specification,
30、“a pH levelof the soil surrounding the pipe or effluent water runningthrough the pipe greater than 5.5” or less than a pH of 10 orenvironments established by the engineer or owner.3.2.11 ownerthe person or entity that owns or has main-tenance and operation responsibility of the pipeline or stormsyst
31、em being inspected.3.2.12 scalingsurface damage that appears as local flakingof poor concrete. Scaling is often associated with exposure tofreezing and thawing cycles.3.2.13 silt-tight jointaccording toAASHTO PP-63 and forthe purpose of this specification, a joint that is resistant toinfiltration of
32、 particles smaller than those retained on the No.200 sieve.3.2.14 slabbinga radial tension failure of the concretewall which occurs from straightening of the reinforcement cagedue to tension in the reinforcing as shown in Fig. 15.3.2.15 spallinga fracture of the concrete inclined to thesurface resul
33、ting in pieces of concrete detaching from the pipewall, as shown in Fig. 16, or along a crack.3.2.16 soil tight jointa joint that is resistant to infiltrationof particles larger than those retained on a No. 200 sieve.3.2.17 stain/efflorescencedeposits left by the partialevaporation of infiltrating g
34、roundwater containing dissolvedsalts or minerals. These deposits will often be concentrated ator alongside infiltration locations.3.2.18 soil/watermarkdiscoloration(s) on the pipe interiorleft by the evaporation of water containing minerals or soilfines contained in the pipe effluent or surrounding
35、groundwater.This type of discoloration is often observed longitudinallyalong the pipe wall coincident with the effluent water line level.3.2.19 rust colored staininga rust colored stain may occurdue to iron ochre bacteria as determined by Practice D932,iron-oxide, or other mineral accumulation on th
36、e pipe surface.In the absence of cracks and infiltration in excess of thosepermitted in 8.5, or spalling that exposes the primary steelreinforcement, rust colored staining is not indicative of struc-tural distress and does not require remediation. See Fig. 17.FIG. 6 Circumferential CrackC1840/C1840M
37、 1734. Significance and Use4.1 The inspection of installed reinforced concrete pipeverifies proper installation of the product and establishesthresholds for comparison further evaluation.4.2 This practice is useful as a reference by an owner inpreparing project specifications and to identify, evalua
38、te andinterpret observations during post installation inspections ofpipe.5. Pipe Inspection Equipment and Procedures5.1 Pipe inspections may be made using person-entry,remote equipment, or a combination thereof. In general, pipediameters 30 in. 750 mm and smaller are not considered to beperson-entry
39、 and typically require the use of remote equip-ment.5.2 Remote Inspection Equipment:5.2.1 The remote inspection system shall be equipped withadjustable or variable lighting suitable to allow a clear colorimage of the entire interior perimeter of the pipe.5.2.2 The system shall produce a video image
40、with aresolution to properly classify any observed features on thepipe wall. The image shall be clear, focused, and free from roll,static, or other image distortion qualities that would prevent thereviewer from evaluating the condition of the pipe.5.2.3 The pipe shall be free from debris and other o
41、bstruc-tions to allow for a reasonable view of the pipe duringinspection. Standing water in the bottom of the pipe iscommon. Acceptable water depth or water volume limits forinspection shall be established in the project specifications, orfor existing lines in the inspection protocol. Pipe with wate
42、rvolume or depth that exceeds acceptable limits must bedewatered.5.2.4 The remote inspection video equipment shall be ableto 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 im
43、agecan be analyzed by computer software to accurately determineobservation 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 asless than 0.05 in. 1.5 mm.NOTE 1Equipment limitations may preclude
44、 measurements less than0.05 in. 1.5 mm. Therefore, measurements less than 0.05 in. are onlyFIG. 7 Hinged Cracks (Multiple Longitudinal Cracks)FIG. 8 Longitudinal CrackFIG. 9 Multi-Directional CrackC1840/C1840M 174expected to be made during person-entry inspections.5.2.5 The inspection equipment shal
45、l have a distance coun-ter so as to accurately locate the observations made along thepipe run.5.2.6 The video equipment shall be calibrated in accordancewith the manufacturers recommendation within one year priorto the inspection date.5.3 Remote Inspection Procedures:5.3.1 The instrument shall be mo
46、ved through the pipe at asteady pace not to exceed 30 ft/min 9 m/min.5.3.2 The camera should be stopped while the operatorviews and records observations. Side scan cameras are notrequired to stop, pan, and tilt while recording video as theseoperations may be accomplished during the post inspectionev
47、aluation process.5.3.3 The operators objective in positioning the camera toview an observation or feature will be to provide a perspectiveview of the observation and the entire circumference of thesurrounding pipe.5.4 Person-Entry Inspection Equipment:5.4.1 The installed pipe is a confined space. Fo
48、llow properOSHA 29 CFR PART 1926 SUBPART AA regulations andsafety protocols in assuring safe entry for project inspectionpersonnel.5.4.2 The person-entry inspection shall utilize a high reso-lution hand held digital video or still camera capable of clearlydocumenting inspection observations. Video m
49、ay be necessaryin order to document some observations.5.4.3 Measurements of observations may be made with anycombination of measurement tools including: measuring tapes,FIG. 10 Level 1 InfiltrationFIG. 11 Level 2 InfiltrationFIG. 12 Level 3 InfiltrationC1840/C1840M 175rulers, feeler gauges (Fig. 18), calipers, micrometers, opticalcomparators, etc. Cracks shall be measured from 0.01 in. 0.3mm 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 sepa-rations and
