AASHTO R 8-1996 Standard Practice for Evaluation of Transportation-Related Earthborne Vibrations《运输相关土地产生的振动评价的标准规范》.pdf

1、Standard Practice for Evaluation of Transportation-Related Earthborne Vibrations AASHTO Designation: R 8-96 (2015)1American Association of State Highway and Transportation Officials 444 North Capitol Street N.W., Suite 249 Washington, D.C. 20001 TS-5b R 8-1 AASHTO Standard Practice for Evaluation of

2、 Transportation- Related Earthborne Vibrations AASHTO Designation: R 8-96 (2015)11. SCOPE 1.1. This standard practice is to provide guidance for the assessment of potential or alleged structural damage due to earthborne vibrations related to transportation facility construction, maintenance, or oper

3、ation. 2. INTRODUCTION 2.1. The construction, maintenance, and operation of transportation facilities generate vibrations, which are transmitted through the air and earth and are subsequently received or “sensed” by structures or inhabitants. Only earthborne vibrations are addressed in this standard

4、 practice (see Section X2.8, Appendix X2). 2.2. Currently accepted practice in monitoring earthborne vibrations considers two parametersearth particle velocity and wave frequencydetermined at the site of concern (Siskind et al. , 1980; see Figure 1). Sensing instruments are usually set out on the gr

5、ound adjacent to the subject structure. For determination of safe vibration control limits, special concerns may dictate placement of sensors directly on specific parts of a structure such as the foundation, a supporting column, or a wall. 2.3. Much of the data concerning structural damage have been

6、 determined from blasting activities. Blasting is a commonly used construction-related procedure that produces vibrations characterized by a wide frequency range and potentially high intensities but of very short duration. Transportation-related activities, such as vehicular or rail traffic, may be

7、the source of repetitive, cyclical vibrations of much lower intensity than those caused by blasting. There may be concern in this regard because of potential for fatigue of structural components. Documentation of specific damage due to such transportation-related vibrations is scarce (Whiffin and Le

8、onard, 1971; Ames et al., 1976). 2.4. People “sense” or respond to a much broader range of vibration frequencies and intensities than do structures. Intrusive vibration levels can annoy humans at much lower intensities than levels considered critical for structures (see Figure 2). Such sensitivity c

9、auses concern for structural damage potential even at the extremely low levels of vibration that are a recognized nuisance to people. Various threshold limits have been recommended in standards aimed at minimizing damage to various structures. Recommended safe vibration limits are based upon the app

10、earance of “threshold cracks” or cosmetic cracking. Such cracks appear at lower vibration levels than do architectural or minor damage. The applicability of specific limitations is often the subject of litigation requiring expert witness opinion. 2016 by the American Association of State Highway and

11、 Transportation Officials. All rights reserved. Duplication is a violation of applicable law.TS-5b R 8-2 AASHTO Figure 1Safe Vibration Limit Recommendations for Residential Structures (USBM RI 8507) 2.5. Concerns of anticipated or perceived damage can be related to structures or their contents. Prac

12、tically all buildings contain fine cracks or imperfections that are not noticed until concern is stimulated by perception of abnormal vibrations. Evaluation of the potential effects of transportation-related earthborne vibrations requires documentation of the background or pre-existing condition of

13、the structure or component of concern. Such an evaluation should also include a determination of the intrusive vibration characteristics (amplitudes and frequencies) at the point of interest. Dowding (1992) reviews the various methods for determining ground vibration frequencies. Analysis of the res

14、ults may necessitate modification at the vibration source or mitigation of effects at the location of concern. 3. PROCEDURE 3.1. A survey of the site should be made by personnel capable of locating, evaluating, and documenting significant or apparent evidence of distress. Such surveys preferably sho

15、uld be made before the onset of any objectionable vibration-producing activity. The scope of the inspection should be appropriate for both the subject of concern and the intensity of the vibrations. Photographic or video documentation of the inspection is recommended. Any procedures requiring intrus

16、ion on property should be specifically permitted by the property owner, preferably in writing. Specialists in vibration monitoring are often contracted for survey services. Frequency (Hz)ParticleVelocity(in./sec)0.75 in./secDrywall2 in./sec0.008 in.0.03 in.0.50 in./secPlaster1010.10.011 10 100 2016

17、by the American Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law.TS-5b R 8-3 AASHTO Figure 2Safe Vibration Limit (USBM RI 8507) and Human Perception (Rathbone) 3.2. All vibrations arriving at the monitoring location within t

18、he selected sensitivity range of the seismograph are recorded. For comparison purposes, it is often useful to obtain recordings of the normal or background vibrations at the site when the specific objectionable source is not present. The sensitivity range of the instrument should be selected so that

19、 recording is initiated below the intensity of the objectionable vibrations and extends above the highest expected intensity. It may be necessary to estimate or predetermine the expected intensity level to be sensed in order to select the appropriate instrument range setting to be used during monito

20、ring. It is necessary to determine the time when the vibration source is active. Specific activities of the vibration source, such as driving of piles, as opposed to extraction, vibratory compaction, or pavement-breaking activities, should be indexed in time for proper correlation with the arrivals

21、on the vibration records. Because the determination of frequency is important, instruments that provide a time-history or waveform of each velocity component for a vibration event are preferred. 3.3. A field calibration procedure should be conducted before the start of monitoring and recording. The

22、incoming ground vibrations should be measured on the ground at foundation level, as close to the structure as possible, to be consistent with studies providing safe vibration limits (Siskind and Stagg, 1985). The transducer is positioned with the longitudinal axis (indicated by an arrow) toward the

23、vibration source or parallel to the structure. Transducers must be adequately coupled with the ground or the structural component being monitored (see Section X1.5, Appendix X1). Instrument manufacturers provide appropriate instructions and recommendations for special installations. Some published t

24、hreshold criteria are based on specific monitoring procedures. Consistent procedures in the placement and location of transducers during monitoring are recommended for comparison of results. 2016 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplicat

25、ion is a violation of applicable law.TS-5b R 8-4 AASHTO 3.4. Records of the incoming vibrations are typically displayed in a waveform plot or strip chart plot. The peak particle velocities in longitudinal, transverse, and vertical planes are shown along with the respective dominant or principal freq

26、uencies. The highest recorded particle velocity among the three planes is indexed to its time of occurrence within the recorded interval. This velocity is reported as the peak particle velocity for a particular event. 3.5. The recorded peak particle velocity is compared with criteria appropriate for

27、 the subject of concern. Many currently used digital instruments produce a record that displays the particle velocities and associated zero-crossing frequencies, or arrivals plotted against a base of the U.S. Bureau of Mines (USBM) RI 8507 curve, which is a commonly accepted criterion for threshold

28、cracking concerns in the United States (see Figure X2.1). Other criteria may be applicable in special circumstances (see Appendix X2). 3.6. In the event of a complaint, a site visit should be made as soon as possible to assess the situation and to compile necessary documentation. A report document s

29、hould include all relevant data, such as the basis for the investigation, time and date of the survey, persons involved, and a description of the property. It should also include a description of the instrumentation; a description and log of the monitoring procedure; the monitoring results; and the

30、conclusions reached based on comparison with applicable criteria, standards, or expert recommendation. 3.7. The following information should be obtained when complaints of intrusive vibrations are received: 3.7.1. Time and date of the complaint; 3.7.2. Name, address, and phone number of the complain

31、ant; 3.7.3. The alleged damage or complaint, or both; 3.7.4. The time and date on which the damage occurred; 3.7.5. The type and location of the alleged damaging or intrusive vibration source; 3.7.6. A photograph or sketch of the physical problem; 3.7.7. Any actions that are demanded; and 3.7.8. Ref

32、erence to any previous complaints by the complainant or in the vicinity. 4. REFERENCES 4.1. American National Standards Institute, Guide to the Evaluation of Human Exposure to Vibration in Buildings, ANSI S3.29-1983 (Acoust. Soc. America, ASA 48-1983), 1983, p. 10. 4.2. Ames, W. H., W. Chow, A. Sequ

33、eira, and R. Johnson, Survey of Earth-Borne Vibrations Due to Highway Construction and Highway Traffic, Final Report CA-DOT-TL-6391-1-76-20, California Department of Transportation, April 1976. 4.3. Blair, D. P., The Measurement, Modeling and Control of Ground Vibrations Due to Blasting, Second Inte

34、rnational Symposium on Rock Fragmentation by Blasting, Society for Experimental Mechanics, Keystone, CO, August 2326, 1987. 2016 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law.TS-5b R 8-5 AASHTO 4.4. Britis

35、h Standards Institution, Evaluation and Measurement for Vibration in BuildingsGuide to Damage Levels from Groundborne Vibration, BS 7385: Part 2: 1993, Milton Keynes, England, MK 14 6LE, 1993. 4.5. British Standards Institution, Evaluation of Human Exposure to Vibration in Buildings (1 Hz to 80 Hz),

36、 BS 6472: 1992, Milton Keynes, England, MK 14 6LE, 1992. 4.6. Clough, G. W. and J. L. Chameau, “Measured Effects of Vibratory Sheetpile Driving,” Journal of the Geotechnical Engineering Division, ASCE, Vol. 106, No. GT10, Paper 15778, October 1980, pp. 10811099. 4.7. Crawford, R. and H. S. Ward, Dyn

37、amic Strains in Concrete and Masonry Walls, National Research Council of Canada, Building Research Note 54, 1965. 4.8. Crum, S. V. and D. E. Siskind, “Response of Structures to Low-Frequency Ground Vibrations: A Preliminary Study,” Proceedings of the Nineteenth Annual Symposium on Explosives and Bla

38、sting Research, Research Symposium, Society of Explosives Engineers, San Diego, CA, January 31February 4, 1993, pp. 149162. 4.9. DIN 4150/3, “Deutsche Normen: Erschtterungen im BauwesenEinwirkungen auf Bauliche Anlagen” (Part 3Structural Vibrations in Buildings, Effects on Structures), May 1986. 4.1

39、0. Dowding, C. H. and P. G. Corser, “Cracking and Construction Blasting,” Journal of the Construction Division, ASCE, Vol. 107, No. CO1, Proc. Paper 16104, March 1981, pp. 89106. 4.11. Dowding, C. H., Blast Vibration Monitoring and Control, Prentice-Hall, Inc., Englewood Cliffs, NJ, 1985, p. 297. 4.

40、12. Dowding, C. H., Frequency Based Control of Urban Blasting, ASCE, Special Publication No. 33, Excavation and Support for the Urban Infrastructure, 1992, pp. 181211. 4.13. Dowding, C. H., “Vibration Induced Settlement from Blast Densification and Pile Driving,” Proceedings of Settlement 94Vertical

41、 and Horizontal Deformations of Foundations and Embankments, ASCE, Geotechnical Special Publication No. 40, Vol. 2, College Station, TX, June 1618, 1994, pp. 16721688. 4.14. Dowding, C. H., P. D. Murray, and D. K. Atmatzidis, “Dynamic Properties of Residential Structures Subjected to Blasting Vibrat

42、ions,” Journal of the Structural Division, ASCE, Vol. 107, No. ST7, Proc. Paper 16387, July 1981, pp. 12331249. 4.15. Duvall, W. I. and D. E. Fogelson, Review of Criteria for Estimating Damage to Residences from Blasting Vibrations, U.S. Bureau of Mines, RI 5968, 1962. 4.16. Duvall, W. I., Design Cr

43、iteria for Portable Seismograph, U.S. Bureau of Mines, RI 5708, 1961. 4.17. Esparza, D. E., Pipeline Response to Blasting in Rock, Southwest Research Institute, Final Report, A.G.A. Project PR-15-712, SwRI Project 06-1609 for the Pipeline Research Committee, American Gas Association, September 1991.

44、 4.18. Esparza, E. D., P. S. Westine, and A. B. Wenzel, Pipeline Response to Buried Explosive Detonations, Vol. 1Summary Report, Southwest Research Institute, Final Report, A.G.A. Project PR-15-109, SwRI Project 02-5567 for the Pipeline Research Committee, American Gas Association, August 1981. 2016

45、 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law.TS-5b R 8-6 AASHTO 4.19. Federal Highway Administration, Engineering Guidelines for the Analysis of Traffic-Induced Vibrations, Report FHWA-RD-78-166: 1978, N

46、ational Technical Information Service, Springfield, VA. 4.20. Fiegel, G. L. and B. L. Kutter, “Liquefaction Mechanism for Layered Soils,” Journal of the Geotechnical Engineering Division, ASCE, Vol. 120, No. 4, April 1994, pp. 737755. 4.21. Hendron, A. J., “Engineering of Rock Blasting on Civil Proj

47、ects,” Structural and Geotechnical Mechanics (W. J. Hall, Ed.), Prentice-Hall, Inc., Englewood Cliffs, NJ, 1977, pp. 242277. 4.22. Hryciw, R. D., S. Vitton, and T. G. Thomann, “Liquefaction and Flow Failure During Seismic Exploration,” Journal of the Geotechnical Engineering Division, ASCE, Vol. 116

48、, No. 12, December 1990, pp. 18811899. 4.23. Kim, D. S., S. Drabkin, A. Rokhvarger, and D. Laefer, “Prediction of Low Level Vibration Induced Settlement,” Proceedings of Settlement 94Vertical and Horizontal Deformations of Foundations and Embankments, ASCE, Geotechnical Special Publication No. 40, V

49、ol. 1, College Station, TX, June 1618, 1994, pp. 806817. 4.24. Kramer, S. L. and H. B. Seed, “Initiation of Soil Liquefaction Under Static Loading Conditions,” Journal of the Geotechnical Engineering Division, ASCE, Vol. 114, No. 4, April 1988, pp. 412429. 4.25. Leathers, F. D, “Deformations in Sand Layer During Pile Driving,” Proceedings of Settlement 94Vertical and Horizontal Deformations of Foundations and Embankments, ASCE, Geotechnical Special Publication No. 40, Vol. 1, College Station, TX, June 1618, 1994, pp. 257268. 4.26. Leznicki, J. K., R. G.