ACI 228 2R-2013 Report on Nondestructive Test Methods for Evaluation of Concrete in Structures.pdf

1、ACI 228.2R-13Report on Nondestructive Test Methods for Evaluation of Concrete in StructuresReported by ACI Committee 228First PrintingJune 2013Report on Nondestructive Test Methods for Evaluation of Concrete in Structures Copyright by the American Concrete Institute, Farmington Hills, MI. All rights

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11、ACI Manual of Concrete Practice (MCP).American Concrete Institute38800 Country Club DriveFarmington Hills, MI 48331U.S.A.Phone: 248-848-3700Fax: 248-848-3701www.concrete.orgISBN-13: 978-0-87031-820-7ISBN: 0-87031-820-9American Concrete InstituteAdvancing concrete knowledgeA review is presented of no

12、ndestructive test (NDT) methods for evaluating the condition of concrete and steel reinforcement in structures. Methods discussed include visual inspection, stress-wave, nuclear, measurement of fluid transport properties, magnetic and electrical, infrared thermography, and ground-penetrating radar.

13、The principle of each method is discussed and the typical instrumentation described. Testing procedures are summarized and the data analysis methods explained. The advantages and limita-tions of the methods are highlighted. This report concludes with a discussion of planning a NDT program. General i

14、nformation is provided for those faced with the task of evaluating the condition of a concrete structure and who are considering the applicability of NDT methods to aid in that evaluation.Keywords: covermeter; deep foundations; half-cell potential; infrared thermography; nondestructive testing; pola

15、rization resistance; radar; radi-ography; radiometry; stress-wave methods; transport properties; visual inspection.ContentsCHAPteR 1IntRoDUCtIon, p. 21.1Scope, p. 21.2Needs and applications, p. 21.3Objective, p. 2CHAPteR 2notAtIon AnD DeFInItIons, p. 22.1Notation, p. 22.2Definitions, p. 3CHAPteR 3sU

16、MMARY oF MetHoDs, p. 33.1Visual inspection, p. 53.2Stress-wave methods for structures, p. 63.3Low strain stress-wave methods for deep founda-tions, p. 173.4Nuclear methods, p. 233.5Magnetic and electrical methods, p. 283.6Methods for measuring transport properties, p. 443.7Infrared thermography, p.

17、513.8Radar, p. 53CHAPteR 4PLAnnInG AnD PeRFoRMInG nonDestRUCtIVe testInG InVestIGAtIons, p. 614.1Selection of methods, p. 614.2Defining scope of investigation, p. 62ACI 228.2R-13Report on nondestructive test Methods for evaluation of Concrete in structuresReported by ACI Committee 228Michael C. Ford

18、e, Chair Bernard H. Hertlein, SecretaryMuhammed P. A. Basheer Jacob K. BiceAndrew J. BoydMichael BrownHonggang Cao Nicholas J. Carino William CiggelakisNeil A. CummingAldo De La Haza Ethan C. DodgeBoris DragunskyChristopher C. Ferraro Frederick D. Heidbrink Kal R. HindoRobert S. Jenkins Keith E. Kes

19、nerH. S. LewMalcolm K. LimKenneth M. LozenLarry D. OlsonStephen Pessiki John S. Popovics Randall W. Poston Paul L. Siwek Patrick J. E.SullivanConsulting membersJohn H. BungeyHermenegildo CaratinGerardo G. ClemenaAl GhorbanpoorAlexander M. LeshchinskyV. M. MalhotraClaus G. PetersenGeorge V. Teodoro1A

20、CI Committee Reports, Guides, and Commentaries are intended for guidance in planning, designing, executing, and inspecting construction. This document is intended for the use of individuals who are competent to evaluate the significance and limitations of its content and recommendations and who will

21、 accept responsibility for the application of the material it contains. The American Concrete Institute disclaims any and all responsibility for the stated principles. The Institute shall not be liable for any loss or damage arising therefrom.Reference to this document shall not be made in contract

22、documents. If items found in this document are desired by the Architect/Engineer to be a part of the contract documents, they shall be restated in mandatory language for incorporation by the Architect/Engineer.ACI 228.2R-13 supersedes ACI 228.2R-98(04) and was adopted and published June 2013.Copyrig

23、ht 2013, American Concrete Institute.All rights reserved including rights of reproduction and use in any form or by any means, including the making of copies by any photo process, or by electronic or mechanical device, printed, written, or oral, or recording for sound or visual reproduc-tion or for

24、use in any knowledge or retrieval system or device, unless permission in writing is obtained from the copyright proprietors.Allen. G. Davis (deceased) made many contributions to this report.4.3Numerical and experimental simulations, p. 664.4Correlation with intrusive testing, p. 714.5Reporting resul

25、ts, p. 71CHAPteR 5ReFeRenCes, p. 71APPenDIX A: tHeoRetICAL AsPeCts oF MoBILItY PLot oF PILe, p. 81CHAPteR 1IntRoDUCtIon1.1scopeNondestructive testing (NDT) methods are used to deter-mine concrete properties and to evaluate the condition of concrete in deep foundations, bridges, buildings, pavements,

26、 dams, and other concrete construction. For this report, NDT is defined as generally noninvasive, with the excep-tion of transport property tests, which may cause easily-repaired surface damage. While coring and load testing may be considered nondestructive, they are excluded from this report. Refer

27、 to ACI 437R for more information about strength evaluation of existing concrete buildings.NDT methods are applied to concrete construction for four primary reasons:1. Quality control of new construction2. Troubleshooting problems with new and old construction3. Condition evaluation of older concret

28、e for rehabilitation purposes4. Quality assurance of concrete repairsNDT technologies are evolving and research continues to enhance existing methods and develop new methods. The report is intended to provide an overview of the principles of various NDT methods practiced and to summarize their appli

29、cations and limitations. Emphasis is placed on methods that have been applied to measure physical properties other than the strength of concrete in structures, to detect flaws or discontinuities, and to provide data for condition evalua-tion. Methods to estimate in-place compressive strength are pre

30、sented in ACI 228.1R.1.2needs and applicationsNondestructive testing (NDT) methods are increasingly applied for the investigation of concrete structures. This increase in the application of NDT methods is due to a number of factors:a) Technological improvements in hardware and software for data coll

31、ection and analysisb) The economic advantages in assessing large volumes of concrete compared with other methodsc) Ability to perform rapid, comprehensive assessments of existing constructiond) Specification of NDT methods for quality assurance of deep foundations and concrete repairsAn increased us

32、e of NDT methods is occurring despite the lack of testing standards for many of the methods. The development of testing standards is critical for proper appli-cation and expanded use of NDT methods for evaluation of concrete construction.Traditionally, quality assurance of concrete construc-tion has

33、 been performed largely by visual inspection of the construction process and by sampling the concrete to perform standard tests on fresh and hardened specimens. This approach does not provide data on the in-place prop-erties of concrete. NDT methods offer the advantage of providing information on th

34、e in-place properties of hardened concrete, such as the elastic constants, density, resistivity, moisture content, and fluid transport characteristics.Condition assessment of concrete for structural evaluation purposes has been performed mostly by visual examination, coring, and surface sounding, wh

35、ich refers to striking the object surface and listening to characteristics of the resulting sound. Condition assessments are used to examine internal concrete conditions and to obtain specimens for testing. This approach limits the areas of concrete that can be investigated effectively. Some coring

36、may be necessary for calibration purposes, particularly if the concrete strength is required. Cores also cause local damage and limit the information to the core location. Condition assessments can be made with NDT methods to provide essential information for the struc-tural performance of the concr

37、ete, such as:a) Member dimensionsb) Location of cracking, delamination, and debondingc) Degree of consolidation, presence of voids, and honeycombd) Steel reinforcement location and sizee) Corrosion activity of reinforcementf) Extent of damage from freezing and thawing, fire, or chemical exposureg) S

38、trength of concrete1.3objectiveThis report reviews the state of the practice for nonde-structively determining nonstrength physical properties and conditions of hardened concrete. The overall objective is to provide the potential user with a guide to assist in planning, conducting, and interpreting

39、the results of nondestructive tests (NDT) of concrete construction.Chapter 3 discusses the principles, equipment, testing procedures, and data analysis of the various NDT methods. Typical applications and inherent limitations of the methods are discussed to assist the potential user in selecting the

40、 most appropriate method for a particular situation. Chapter 4 discusses the planning and performance of NDT investiga-tions. Included in Chapter 4 are references to in-place tests covered in ACI 228.1R and other applicable methods for evaluating the characteristics of existing concrete.CHAPteR 2not

41、AtIon AnD DeFInItIons2.1notationBecause NDT crosses different science and engineering disciplines, the same symbols are used differently by different practitioners. The context of the symbol should be established and related to the body of text.A = cross-sectional area (3.5.3, 3.6.2); wetted area (3

42、.6.2)American Concrete Institute Copyrighted Materialwww.concrete.org2 RePoRt on nonDestRUCtIVe test MetHoDs FoR eVALUAtIon oF ConCRete In stRUCtURes (ACI 228.2R-13)Ac= shaft cross-sectional area (3.3.3, Appendix A)B = magnetic induction (3.5.5)B = constant in volts (3.5.4)C = concentration (3.6.2);

43、 capacitance (3.5.4); electro-magnetic wave speed (3.8)Cb= bar wave speed (3.2, 3.3.1, 3.3.3); stress wave speed along the pile (Appendix A)Co= speed of light in air (3.8)Cp= P-wave speed (3.2, 3.2.3)CR(f)= surface wave speed of component with frequency f (3.2.4)Cr= ratio of the R-wave speed to the

44、S-wave speed (3.2)Cs= S-wave speed (3.2, 3.2.2)D = depth (3.2.3, 3.8); diffusion coefficient (3.5.3, 3.6.2); diameter (3.2.3)Dp= diffusion coefficient of the ions through the pore fluid (3.5.3)d = depth (3.2.1); diameter (3.3.1)E = Youngs modulus of elasticity (3.2); voltage (3.5.4); maximum accepta

45、ble error (4.2)e = emissivity of the surface (3.7)F = mass flux (3.6.2)f = frequency (3.2.3)G = shear modulus of elasticity (3.2)H = magnetic field strength (3.5.5)I = characteristic shaft impedance (3.3.3); amplitude of alternating current between outer electrodes (3.5.3); hydraulic gradient (3.6.2

46、)Ip= applied polarization current (3.5.4)i = current (3.5.4)icorr= corrosion current density (3.5.4)k = statistical factor (4.2); coefficient of permeability (3.6.2)kd= dynamic stiffness from mobility plot (3.2.5, 3.3.2; Appendix A)L = length (3.3.1, 3.3.3, 3.5.3, Appendix A)Mp= mass of pile (Append

47、ix A)m = mass (3.6.2)N = average mobility (Appendix A)n = sample size (4.2)P = soil damping measure (Appendix A)po= advance estimate of fraction defective (4.2)Q = soil damping measure (Appendix A)Q = flow rate (3.6.2); maximum amplitude in mobility plot of pileR = rate of energy radiation per unit

48、area of surface (3.7); reflection coefficient (3.2); electrical resis-tance in ohm (3.5.3, 3.5.4)Rp= polarization resistance (3.5.4)r = radius (Appendix A)s = spacing between electrodes (3.5.3); sorptivity (3.6.2)T = depth of reflecting interface (3.2.2); absolute temperature of surface (3.7)t = tra

49、vel time from transmitter to receiver (3.2.2); time (3.6.2, 3.8)tc= contact time (3.2.3)V = volume of fluid absorbed (3.6.2); voltage (3.5.3)Vd= wave speed in damaged concrete (3.2.1)Vs= wave speed in sound concrete (3.2.1)X = separation between transmitter and receiver (3.2.1, 3.2.2, 3.2.4)Xo= distance at which the travel times for two wave paths are equal (3.2.1)x = distance (3.6.2)Z = specific acoustic impedance (3.2); depth (3.8)a = signal attenuation (3.8)bs= the lateral soil shear wave velocity (Appendix A)e = dielectric constant (3.8)e0= dielectric cons