AASHTO R 13-2012 Standard Practice for Conducting Geotechnical Subsurface Investigations.pdf

1、Standard Practice for Conducting Geotechnical Subsurface Investigations AASHTO Designation: R 13-121ASTM Designation: D420-98(2003) American Association of State Highway and Transportation Officials 444 North Capitol Street N.W., Suite 249 Washington, D.C. 20001 TS-1b R 13-1 AASHTO Standard Practice

2、 for Conducting Geotechnical Subsurface Investigations AASHTO Designation: R 13-121ASTM Designation: D420-98(2003) INTRODUCTION Investigation and identification of subsurface materials and conducting subsurface investigations involve complex techniques that may be accomplished by many different proc

3、edures and may be variously interpreted. These studies are frequently site specific and are influenced by geological and geographical settings; by the purpose of the investigation; by the design requirements for the project proposed; and by the background, training, and experience of the investigato

4、r. This standard practice for soil, rock, and groundwater investigation based on standard procedures will provide a more consistent, uniform, and rational methodology for site evaluations. An acceptable and consistent investigation, sampling, testing, and evaluation program will determine subsurface

5、 site conditions and thereby provide the information needed to bring about safer and more cost-effective transportation facilities. 1. SCOPE 1.1. This standard practice identifies recognized methods by which soil, rock, and groundwater conditions may be determined. The objective of the investigation

6、 should be to identify and locate, both horizontally and vertically, significant soil and rock types and groundwater conditions present within a given site area and to establish the characteristics of the subsurface materials by sampling and in situ testing. Laboratory testing of soil and rock sampl

7、es is governed by other AASHTO and ASTM standards. 1.2. This standard may involve hazardous materials, operations, and equipment. This standard does not propose to address all safety concerns associated with its usage. It is the duty and responsibility of the user of this standard to establish appro

8、priate safety and health practices and determine the applicability of regulatory limitations prior to use. Note 1The values stated in SI units are to be regarded as the standard. 2. REFERENCED DOCUMENTS 2.1. AASHTO Standards: M 145, Classification of Soils and Soil-Aggregate Mixtures for Highway Con

9、struction Purposes M 146, Terms Relating to Subgrade, Soil-Aggregate, and Fill Materials M 147, Materials for Aggregate and Soil-Aggregate Subbase, Base, and Surface Courses T 2, Sampling of Aggregates T 194, Determination of Organic Matter in Soils by Wet Combustion T 206, Penetration Test and Spli

10、t-Barrel Sampling of Soils 2015 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-1b R 13-2 AASHTO T 207, Thin-Walled Tube Sampling of Soils T 221, Repetitive Static Plate Load Tests of Soils and Flexible Pa

11、vement Components for Use in Evaluation and Design of Airport and Highway Pavements T 223, Field Vane Shear Test in Cohesive Soil T 225, Diamond Core Drilling for Site Investigation T 252, Measurements of Pore Pressures in Soils T 267, Determination of Organic Content in Soils by Loss on Ignition T

12、306, Progressing Auger Borings for Geotechnical Explorations 2.2. ASTM Standards: C119, Standard Terminology Relating to Dimension Stone C294, Standard Descriptive Nomenclature for Constituents of Concrete Aggregates D653, Standard Terminology Relating to Soil, Rock, and Contained Fluids D1194, Stan

13、dard Test Method for Bearing Capacity of Soil for Static Load and Spread Footings (Withdrawn 2003) D1196/D1196M, Standard Test Method for Nonrepetitive Static Plate Load Tests of Soils and Flexible Pavement Components, for Use in Evaluation and Design of Airport and Highway Pavements D1586, Standard

14、 Test Method for Standard Penetration Test (SPT) and Split-Barrel Sampling of Soils D2487, Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System) D2488, Standard Practice for Description and Identification of Soils (Visual-Manual Procedure) D3213,

15、 Standard Practices for Handling, Storing, and Preparing Soft Intact Marine Soil D3385, Standard Test Method for Infiltration Rate of Soils in Field Using Double-Ring Infiltrometer D3404, Standard Guide for Measuring Matric Potential in Vadose Zone Using Tensiometers D3441, Standard Test Method for

16、Mechanical Cone Penetration Tests of Soil (Withdrawn 2014) D3550, Standard Practice for Thick Wall, Ring-Lined, Split Barrel, Drive Sampling of Soils D3740, Standard Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and

17、 Construction D4083, Standard Practice for Description of Frozen Soils (Visual-Manual Procedure) D4220, Standard Practices for Preserving and Transporting Soil Samples D4394, Standard Test Method for Determining In Situ Modulus of Deformation of Rock Mass Using Rigid Plate Loading Method D4395, Stan

18、dard Test Method for Determining In Situ Modulus of Deformation of Rock Mass Using Flexible Plate Loading Method D4403, Standard Practice for Extensometers Used in Rock D4427, Standard Classification of Peat Samples by Laboratory Testing D4428/D4428M, Standard Test Methods for Crosshole Seismic Test

19、ing D4429, Standard Test Method for CBR (California Bearing Ratio) of Soils in Place D4452, Standard Practice for X-Ray Radiography of Soil Samples D4506, Standard Test Method for Determining In Situ Modulus of Deformation of Rock Mass Using a Radial Jacking Test D4544, Standard Practice for Estimat

20、ing Peat Deposit Thickness 2015 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-1b R 13-3 AASHTO D4553, Standard Test Method for Determining In Situ Creep Characteristics of Rock D4554, Standard Test Metho

21、d for In Situ Determination of Direct Shear Strength of Rock Discontinuities D4555, Standard Test Method for Determining Deformability and Strength of Weak Rock by an In Situ Uniaxial Compressive Test D4623, Standard Test Method for Determination of In Situ Stress in Rock Mass by Overcoring MethodUS

22、BM Borehole Deformation Gauge D4630, Standard Test Method for Determining Transmissivity and Storage Coefficient of Low-Permeability Rocks by In Situ Measurements Using the Constant Head Injection Test D4631, Standard Test Method for Determining Transmissivity and Storativity of Low Permeability Roc

23、ks by In Situ Measurements Using Pressure Pulse Technique D4645, Standard Test Method for Determination of In-Situ Stress in Rock Using Hydraulic Fracturing Method D4700, Standard Guide for Soil Sampling from the Vadose Zone D4719, Standard Test Methods for Prebored Pressuremeter Testing in Soils D4

24、729, Standard Test Method for In Situ Stress and Modulus of Deformation Using Flatjack Method D4750, Standard Test Method for Determining Subsurface Liquid Levels in a Borehole or Monitoring Well (Observation Well) (Withdrawn 2010) D4879, Standard Guide for Geotechnical Mapping of Large Underground

25、Openings in Rock D4971, Standard Test Method for Determining In Situ Modulus of Deformation of Rock Using Diametrically Loaded 76-mm (3-in.) Borehole Jack D5079, Standard Practices for Preserving and Transporting Rock Core Samples D5088, Standard Practice for Decontamination of Field Equipment Used

26、at Waste Sites D5092, Standard Practice for Design and Installation of Groundwater Monitoring Wells D5093, Standard Test Method for Field Measurement of Infiltration Rate Using Double-Ring Infiltrometer with Sealed-Inner Ring D5126, Standard Guide for Comparison of Field Methods for Determining Hydr

27、aulic Conductivity in Vadose Zone D5195, Standard Test Method for Density of Soil and Rock In-Place at Depths Below Surface by Nuclear Methods D6066, Standard Practice for Determining the Normalized Penetration Resistance of Sands for Evaluation of Liquefaction Potential 3. SIGNIFICANCE AND USE 3.1.

28、 An adequate soil, rock, and groundwater subsurface investigation provides pertinent information for decision making on one or more of the following subjects: 3.1.1. Location of the proposed construction both vertically and horizontally; 3.1.2. Location and preliminary evaluation of suitable borrow

29、and other local sources of construction material; 3.1.3. Need for special excavating and dewatering techniques; 3.1.4. Investigations of stability in natural slopes and cuts, and embankment foundation stability; 3.1.5. Conceptual selection of embankment types and hydraulic barrier requirements; 2015

30、 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-1b R 13-4 AASHTO 3.1.6. Conceptual selection of alternate foundation types and elevations of the corresponding suitable bearing strata; 3.1.7. Development o

31、f additional detailed subsurface investigations for specific structures or facilities; 3.1.8. Need for and type of subgrade or embankment foundation treatment or drainage; 3.1.9. Selection of roadway or area pavement type; 3.1.10. Need to identify areas requiring special environmental protection; an

32、d/or 3.1.11. Need to identify potential hazardous locations and types of hazardous materials. 3.2. The investigation may require the collection of sufficiently large soil and rock samples of such quality to allow adequate testing to determine the soil or rock classification or mineralogic type, or b

33、oth, as well as other engineering properties pertinent to the proposed design. 3.3. This standard practice is not meant to be an inflexible description of investigation requirements. Other techniques may be applied as appropriate. 4. RECONNAISSANCE OF PROJECT AREA 4.1. Available technical data from

34、the literature or from personal communication should be reviewed before any field program is started. This includes, but is not limited to, topographic maps, air photos, satellite imagery, geologic maps, statewide or county soil surveys and mineral resource surveys, and engineering soil maps coverin

35、g the proposed project area. Reports of subsurface investigations of nearby or adjacent projects should be studied. Note 2While some older maps and reports may be obsolete and of limited value in light of current knowledge, a comparison of the old with the new will often reveal valuable unexpected i

36、nformation. 4.1.1. The United States Geological Survey and the geological surveys of the various states are the principal sources of geologic maps and reports on mineral resources and groundwater. 4.1.2. The United States Department of Agriculture, Natural Resources Conservation Service (NRCS) publi

37、shes the Web Soil Survey (WSS), available on the Internet. The site is updated and maintained online. Print copies of previously published NRCS soil surveys may also be available locally. Soil Survey Reports should enable the engineer to estimate the range in soil profile characteristics to depths o

38、f 1.5 or 2.0 m (5 or 6 ft) for mapped soil units. Note 3Each soil type has a distinctive soil profile due to age, parent material, relief, climatic condition, and biological activity. Consideration of these factors can assist in identifying the various soil types, each requiring special engineering

39、considerations and treatment. Similar engineering soil properties are often found where similar soil profile characteristics exist. Changes in soil properties in adjacent areas often indicate changes in parent material or relief. WSS information should not be used as a substitute for a field samplin

40、g and testing program. 4.2. In areas where descriptive data are limited by inadequate geologic or soils maps, the soil and rock in open cuts in the vicinity of the proposed project should be studied and various soil and rock profiles noted. Field notes of such studies should include data outlined in

41、 Section 10.6. 4.3. Where a preliminary map covering the area of the project is desired, it can be prepared on maps compiled from aerial photography that show the ground conditions. The distribution of the predominant soil and rock deposits likely to be encountered during the investigation may be sh

42、own using data obtained from geologic maps, landform analysis, and limited ground 2015 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-1b R 13-5 AASHTO reconnaissance. Experienced air photo interpreters ca

43、n deduce much subsurface data from a study of black and white, color, and infrared photographs because similar soil or rock conditions, or both, usually have similar patterns of appearance in regions of similar climate or vegetation. Note 4This preliminary map may be expanded into a detailed enginee

44、ring map by locating all test holes, pits, and sampling stations and by revising boundaries as determined from the detailed subsurface survey. 4.4. In areas where documentary information is insufficient, some knowledge of subsurface conditions can be obtained from landowners, local well drillers, an

45、d representatives of the local construction industry. 4.5. Review of past land use (tax maps, fire insurance records, etc.) or changes to local contours, or both, may indicate the possible presence of buried materials that may result in remediative efforts. 5. EXPLORATION PLAN 5.1. Available project

46、 design and performance requirements must be reviewed prior to final development of the exploration plan. Preliminary exploration should be planned to indicate the areas of conditions needing further investigation. A complete subsurface soil, rock, and groundwater investigation should encompass the

47、following activities: 5.1.1. Review of available information on the geologic history, rock, soil, and groundwater conditions occurring at the proposed location and in the immediate vicinity of the site; 5.1.2. Interpretation of aerial photography and other remote sensing data; 5.1.3. Field reconnais

48、sance for identification of surficial geologic conditions, mapping of stratigraphic exposures and outcrops, and examination of the performance of existing structures; 5.1.4. On-site investigation of the surface and subsurface materials by geophysical surveys, borings, or test pits; 5.1.5. Recovery o

49、f representative disturbed samples for laboratory classification tests of soil, rock, and local construction material. These should be supplemented by undisturbed specimens suitable for the determination of those engineering properties pertinent to the investigation; 5.1.6. Identification of the position of the groundwater table, or water tables, if there is perched groundwater, or of the piezometric surfaces if there is artesian groundwater. The variability of these