Regulatory Guide 1.138: Difference between revisions

From kanterella
Jump to navigation Jump to search
(Created page by program invented by StriderTol)
(StriderTol Bot change)
 
(10 intermediate revisions by the same user not shown)
Line 1: Line 1:
{{Adams
{{Adams
| number = ML14289A600
| number = ML033510166
| issue date = 12/18/2014
| issue date = 12/31/2003
| title = Laboratory Investigations of Soils and Rocks for Engineering Analysis and Design of Nuclear Power Plants
| title = Laboratory Investigations of Soils and Rocks for Engineering Analysis and Design of Nuclear Power Plants (DG-1109)
| author name = Stovall S P
| author name =  
| author affiliation = NRC/RES/DE
| author affiliation = NRC/RES
| addressee name =  
| addressee name =  
| addressee affiliation =  
| addressee affiliation =  
| docket =  
| docket =  
| license number =  
| license number =  
| contact person = O'Donnell E M
| contact person =  
| case reference number = DG-1256
| case reference number = DG-1109
| document report number = RG-1.138, Rev. 3
| document report number = RG-1.138, Rev 2
| package number = ML14289A595
| document type = Regulatory Guide
| document type = Regulatory Guide
| page count = 27
| page count = 26
}}
}}
{{#Wiki_filter:U.S. NUCLEAR REGULATORY COMMISSION December 2014OFFICE OF NUCLEAR REGULATORY RESEARCH
{{#Wiki_filter:U.S. NUCLEAR REGULATORY COMMISSION                                                                       Revision 2 December 2003 REGULATORY GUIDE
Revision 3 REGULATORY GUIDE
                                    OFFICE OF NUCLEAR REGULATORY RESEARCH
  Technical Lead Scott Stovall Written suggestions regarding this guide or development of new guides may be submitted through the NRC's public Web site under the Regulatory Guides document collection of the NRC Library at http://www.nrc.gov/reading-rm/doc-collections/reg-guides/contactus.html.
                                                  REGULATORY GUIDE 1.138 (Draft was issued as DG-1109)
                LABORATORY INVESTIGATIONS OF SOILS AND ROCKS
                              FOR ENGINEERING ANALYSIS AND DESIGN
                                              OF NUCLEAR POWER PLANTS


Electronic copies of this regulatory guide, previous versions of this guide, and other recently issued guides are available through the NRC's public Web site under the Regulatory Guides document collection of the NRC Library at http://www.nrc.gov/reading-rm/doc-collections/. The regulatory guide is also available through the NRC's Agencywide Documents Access and Management System (ADAMS) at http://www.nrc.gov/reading-rm/adams.html, under ADAMS Accession No. ML14289A600. The regulatory analysis may be found in ADAMS under Accession No. ML14289A602.  No public comments were received on this revision of RG 1.138.
==A. INTRODUCTION==
This guide describes laboratory investigations and testing practices acceptable to the NRC staff for determining soil and rock properties and characteristics needed for engineering analysis and design for foundations and earthworks for nuclear power plants. The state of the art of laboratory testing practices of soils and rocks is reflected in existing standards, and, where appropriate, this guide discusses and references such standards.
 
In 1996, the Nuclear Regulatory Commission (NRC) issued new regulations concerning site evaluation factors and geologic and seismic siting criteria for nuclear power plants (10 CFR Part 100),
Reactor Site Criteria, in Subpart B, Evaluation Factors for Stationary Power Reactor Site Applications on or After January 10, 1997"). In particular, 10 CFR 100.20(c), 100.21(d), and 100.23 establish requirements for conducting site investigations for nuclear power plants for site applications submitted after January 10, 1997, to permit an evaluation of the site and provide information needed for seismic response analyses and engineering design. This evaluation should include the development of information relative to the static and dynamic engineering properties of soil and rock materials of the site.
 
Safety-related site characteristics are identified in detail in Regulatory Guide 1.70, Standard Format and Content of Safety Analysis Reports for Nuclear Power Plants. Regulatory Guide 4.7, General Site Suitability Criteria for Nuclear Power Stations, discusses site characteristics that affect site suitability. Regulatory Guide 1.132, Site Investigations for Foundations of Nuclear Power Regulatory guides are issued to describe and make available to the public such information as methods acceptable to the NRC staff for implementing specific parts of the NRCs regulations, techniques used by the staff in evaluating specific problems or postulated accidents, and data needed by the NRC staff in its review of applications for permits and licenses. Regulatory guides are not substitutes for regulations, and compliance with them is not required. Methods and solutions different from those set out in the guides will be acceptable if they provide a basis for the findings requisite to the issuance or continuance of a permit or license by the Commission.
 
This guide was issued after consideration of comments received from the public. Comments and suggestions for improvements in these guides are encouraged at all times, and guides will be revised, as appropriate, to accommodate comments and to reflect new information or experience. Written comments may be submitted to the Rules and Directives Branch, ADM, U.S. Nuclear Regulatory Commission, Washington, DC 20555-0001.
 
Regulatory guides are issued in ten broad divisions: 1, Power Reactors; 2, Research and Test Reactors; 3, Fuels and Materials Facilities; 4, Environmental and Siting;
5, Materials and Plant Protection; 6, Products; 7, Transportation; 8, Occupational Health; 9, Antitrust and Financial Review; and 10, General.
 
Single copies of regulatory guides (which may be reproduced) may be obtained free of charge by writing the Distribution Services Section, U.S. Nuclear Regulatory Commission, Washington, DC 20555-0001, or by fax to (301)415-2289, or by email to DISTRIBUTION@NRC.GOV. Electronic copies of this guide and other recently issued guides are available at NRCs home page at <WWW.NRC.GOV> through the Electronic Reading Room, Accession Number ML033510166.
 
Plants, discusses programs of field studies, exploratory borings, and sampling needed to provide geotechnical data for site evaluation and engineering analysis and design.
 
The technical basis for this regulatory guide is contained in NUREG/CR-5739 (1999).
NUREG/CR-5739 was developed to reflect current and state-of-the-art techniques related to laboratory testing of soils and rock. It summarizes the processes required in a laboratory testing program ranging from storage, selection, and handling of test specimens to static and dynamic testing methods and equipment.
 
The information collections contained in this regulatory guide are covered by the requirements of 10 CFR Parts 50, which were approved by the Office of Management and Budget (OMB), approval number 3150-0011 and 3150-0093. The NRC may not conduct or sponsor, and a person is not required to respond to, a request for information or an information collection requirement unless the requesting document displays a currently valid OMB control number.


REGULATORY GUIDE RG 1.138 (Draft was issued as DG-1256 dated August 2014)
==B. DISCUSSION==
LABORATORY INVESTIGATIONS OF SOILS AND ROCKS FOR ENGINEERING ANALYSIS AND DESIGN OF NUCLEAR POWER
In the course of site investigations and analyses for nuclear power plant facilities, the purpose of a laboratory testing program is to identify and classify soils and rocks and to evaluate their physical and engineering properties. The NRC staff reviews the information obtained from the site investigations and laboratory tests and considers the safety aspects of the application of the data to the design and construction of nuclear plants. Consideration of public safety imposes particularly stringent requirements on the design and construction of nuclear power plant facilities. Therefore, it is essential that all phases of a site investigation program and associated field and laboratory testing be carefully planned and carried out to ensure that soil and rock properties are realistically estimated.
PLANTS 


==A. INTRODUCTION==
The course of site and laboratory investigations will depend on actual site conditions, the nature of problems encountered or suspected at the site, and design requirements for foundations and earthworks. Therefore, a program should be made flexible and tailored to each site and plant design as the site and laboratory investigations proceed. The program should be under the direction of experienced engineers and geologists who have demonstrated competence in the field of soil and rock mechanics testing and are familiar with the site. Specific testing requirements and details of testing procedures will depend on the nature of the soils and rocks encountered. It is normally desirable to follow testing procedures that are generally known and accepted since they are easily reproduced. Also, the effects of standard procedures on test results are better understood. Depending on the nature of the soil and rock material, it may be more appropriate and desirable to modify existing standard procedures; however, it is important that such test procedures be fully described so that the test may be reproduced and the results verified.
Purpose This guide describes laboratory investigations and testing practices acceptable to the staff of the U.S.  Nuclear Regulatory Commission (NRC) for determining soil and rock properties and characteristics needed for engineering analysis and design of foundations and earthworks for nuclear power plants. Existing standards reflect the state of the art of laboratory practices for testing soils and rocks; where appropriate, this guide discusses and references such standards.


Applicable Regulations 
Laboratory procedures for some of the most common tests are shown in Appendix A with related references.


* Appendix A to Title 10, Part 50, of the Code of Federal Regulations (10 CFR Part 50), "Domestic Licensing of Production and Utilization Facilities" (Ref. 1) governs the licensing of nuclear power plants and provides general design criteria (GDC).  
1.138-2


* 10 CFR Part 52 "Licenses, Certifications, and Approv als for Nuclear Power Plants," (Ref. 2) governs the issuance of early site permits, standard design certifications, combined licenses, standard design approvals, and manufacturing licenses for nuclear power facilities licensed under Section 103 of the Atomic Energy Act of 1954, as amended (68 Stat.  919), and Title II of the Energy Reorganization Act of 1974 (88 Stat.  1242).  
==C. REGULATORY POSITION==
1.      LABORATORY TESTING PROGRAM
1.1      Laboratory Facilities The basics for a laboratory facility for soil and rock testing include adequate test space, temperature controlled areas, and adequate ventilation and air flow. Separate areas, and preferably separate rooms, are desirable for dust- and vibration-producing activities such as sieve analyses, compaction tests, and sample processing. Normally, samples should be tested on arrival from the field. If storage is required, consideration should be given to storing samples in a separate room with the relative humidity maintained at or near 100%.
        The facility should be equipped with the proper equipment (from calipers and sieves to triaxial testing devices) necessary to perform the types of tests for which the facility was designed.


* 10 CFR Part 100, "Reactor Site Criteria" (Ref. 3), requires the NRC to consider the physical characteristics of a site including seismology and geology in determining the site's acceptability for a nuclear power reactor.  In particular, 10 CFR
1.
100.20(c), 10 CFR 100.21(d), and 10 CFR 100.23, establish requirements for conducting site investigati ons for nuclear power plants license applications submitted after January 10, 1997.  The evaluation of a site for seismic response analyses and engineering design requires information about the static and dynamic engineering properties of the site's soil and rock materials.


RG 1.138, Page 2 Related Guidance
===2. Laboratory Equipment===
        1.2.1 Apparatus When standard laboratory testing procedures are used, the test apparatus should conform to the published specifications. When the testing apparatus does not satisfy published specifications, a complete description of the essential characteristics of the apparatus is needed, with appropriate references to published papers, reports, or monographs. To ensure that essential characteristics (such as dimensions, mating of parts, piston friction, and fluid seals) are not significantly altered by wear, handling, corrosion, dirt, or deterioration of materials, all testing apparatus should be inspected and maintained regularly.


* Regulatory Guide 4.7, "General Site Suitability Criteria for Nuclear Power Stations" (Ref. 4), discusses characteristics that affect a site's suitability.
Use and care of laboratory equipment are discussed in detail in EM 1110-2-1906, Das
(1992), and Head (1992). Specifications for balances and scales are described in ASTM D 4753.


* Regulatory Guide 1.132, "Site Investigations for Foundations of Nuclear Power Plants" (Ref. 5), discusses programs of field studies, exploratory borings, and sampling needed to provide geotechnical data for site evaluation and engineering analysis and design.    Purpose of Regulatory Guides The NRC issues regulatory guides to describe to the public methods that the staff considers acceptable for use in implementing specific parts of the agency's regulations, to explain techniques that the staff uses in evaluating specific problems or postulated accidents, and to provide guidance to applicants. Regulatory guides are not substitutes for regulations and compliance with them is not required.  Methods and solutions that differ from those set forth in regulatory guides are acceptable if they provide a basis for the findings required for the issuance or continuance of a permit or license.
EM 1110-2-1906 provides valuable discussions of common problems, precautionary measures, and control of errors when engaged in the testing of soils. Scholey et al. (1995) present a review of instruments for measuring small strain. Germaine and Ladd (1988) discuss problems associated with triaxial testing of saturated cohesive soils, including errors caused by the equipment or the procedures used.


Paperwork Reduction Act This regulatory guide contains information collection requirements covered by 10 CFR Part 50,      10 CFR Part 52, and 10 CFR Part 100 that the Office of Management and Budget (OMB) approved under OMB control number 3150-0011, 3150-0151, and 3150-0093, respectively. The NRC may neither conduct nor sponsor, and a person is not required to respond to, an information collection request or requirement unless the requesting document displays a currently valid OMB control number.
1.2.2 Calibration All test apparatus and instruments used for quantity measurement should be calibrated against certified calibration standards before being put into service. Calibrations can be verified at regular intervals thereafter. The necessary frequency for recalibration varies according to the susceptibility of the apparatus to change and the required precision of measurement. Physical length or volume measuring apparatus such as metallic tapes, rules, pycnometers, cylinders, or graduated cylinders need not be calibrated unless altered by visible wear or damage. Weights and other equipment used as standards to calibrate test instruments are normally recalibrated periodically by an external agency with equipment directly traceable to the National Institute of Standards and Technology. Instrument calibrations may be performed in-house using the
                                                1.138-3


==B. DISCUSSION==
specific laboratorys own standards of references. EM 1110-2-1909 provides procedures recommended for the calibration of testing equipment. ASTM D 3740 and Sallfors (1989)
Reason for Revision The guide was revised to reflect the current standards for testing procedures.  Much of this revision involved updating of references. The most significant change is in Section C.6.3, "Resonant Column Tests," which provides an alternative method for resonant column and torsional shear testing of soil and rock samples.
provide information on equipment calibration and its importance, respectively.


Background In the course of site investigations and analyses for nuclear power plant facilities, the purpose of a laboratory-testing program is to identify and classify soils and rocks, and to evaluate their physical and engineering properties. The NRC staff reviews the information obtained from si te investigations and laboratory tests and considers the safety aspects of applying the data to the design and construction of nuclear plants.  Consideration of public safety imposes particularly stringent requirements on the design and construction of nuclear power plant facilities.  Therefore, it is essential that investigators carefully plan and carry out all phases of a site investigation program to ensure that the associated field and laboratory testing realistically determine the properties of the soil and rock.   The site and laboratory investigations will depend on actual site conditions, the nature of problems encountered or suspected at the site, site parameters defined by the design of the nuclear power plant to be built on the site, and design requireme nts for foundations and earthworks.
1.2.3 Reagents and Water Chemical testing in a soil laboratory is usually limited to routine tests. These tests determine such constituents as organic matter, chlorides, pH value, and sulfates. Head (1992)
provides information on the most widely used clinical test for soils and groundwater.


Therefore, the site investigation program should be flexible and tailored to each site and plant design as the site and laboratory investigations proceed. Experienced engineers and geologists who have demonstrated competence in the field of soil and RG 1.138, Page 3 rock mechanics testing and familiarity with the site should direct the site investigation program.  Specific testing requirements and details of testing procedures will depend on the nature of the soils and rocks encountered.  Normally, the investigation should follow testing procedures that are generally known and accepted because they are easy to reproduce and their effects on test results are well understood.  Depending on the nature of the soil and rock material, it may be more appropriate and desirable to modify existing standard procedures;  however, it is important to describe such test procedures fully so that other investigators can reproduce the test and verify the results.  Appendix A shows the laboratory procedures for some of the most common tests, with related references.  NUREG/CR-5739, "Laboratory Investigations of Soils and Rocks for Engineering Analysis and Design of Nuclear Power Facilities" (Ref. 6) provides the technical basis for this guide.  The NRC developed NUREG/CR-5739 to reflect current and state-of-the-art techniques for laboratory testing of soils and rock.  It summarizes the processes for a laboratory testing program, ranging from storage, selection, handling of test specimens to static, and dynamic testing methods and equipment.
2.       HANDLING AND STORAGE OF SAMPLES
        The identification markings of all samples are verified immediately upon their arrival at the laboratory, and an inventory should be maintained of all samples received.


Harmonization with International Standards The International Atomic Energy Agency (IAEA) has established a series of safety guides and standards constituting a high level of safety for protecting people and the environment.  IAEA safety guides present international good practices and increasingly reflect best practices to help users striving to achieve high levels of safety.  Pertinent to this regulatory guide, IAEA Safety Guide NS-G-6, "Geotechnical Aspects of Site Evaluation and Foundations for Nuclear Power Plants," (Ref. 7)
2.1      Disturbed Samples It is important that disturbed samples be examined and tested as soon as possible after arrival in the laboratory; however, for a large testing program, storage of the samples may be required for several days or weeks. Samples to be used for fluid content determinations, however, should be protected against change in water content.
provides guidance on the methods and procedures for analyses to support the assessment of the geotechnical aspects of the safety of nuclear power plants.  Documents Discussed in Staff Regulatory Guidance This regulatory guide endorses the use of one or more codes or standards developed by external organizations and other third-party guidance documents.  These codes, standards and third-party guidance documents may contain references to other codes, standards, or third-party guidance documents ("secondary references").  If a secondary reference has itself been incorporated by reference into NRC regulations as a requirement, then licensees and applicants must comply with that standard as set forth in the regulation. If the secondary reference has been endorsed in a regulatory guide as an acceptable approach for meeting an NRC requirement, then the standard constitutes a method acceptable to the NRC staff for meeting that regulatory requirement as described in the specific regulatory guide.  If the secondary reference has neither been incorporated by reference into NRC regulations nor endorsed in a regulatory guide, then the secondary reference is neither a legally-binding requirement nor a "generic" NRC-approved acceptable approach for meeting an NRC requirement.  However, licensees and applicants may consider and use the information in the secondary reference, if appropriately justified, consistent with current regulatory practice and applicable NRC requirements.


RG 1.138, Page 4 C.  STAFF REGULATORY GUIDANCE
2.2      Undisturbed Samples Undisturbed samples should be protected from vibration, shock, significant temperature changes, and changes in water content. Moisture seals should be checked periodically and renewed as needed. Even the most careful sealing and storing of undisturbed samples cannot prevent physical and clinical changes. Therefore, the samples should not be retained for long periods, particularly if in contact with unprotected steel tubes. Storage for long periods of time may discredit any subsequent determination of their engineering properties. The duration of storage before testing should be recorded for each sample test. Samples that have been stored for long periods of time should not be considered to have the characteristics of undisturbed samples.
1. Laboratory Testing Program 
1.1. Laboratory Facilities Laboratory facilities for soil and rock testing should include adequate test space, temperature- controlled areas, and adequate ventilation and airflow. Separate areas, and preferably separate rooms, are desirable for dust- and vibration-producing activities such as sieve analyses, compaction tests, and sample processing. Normally, samples should be tested on arrival from the field, or as soon as possible.  If storage is required, investigators should consider storing samples in a separate room with the relative humidity maintained at or near 100 percent. The facility should have the proper equipment necessary to perform the types of tests for which the facility is designed.


1.2. Laboratory Equipment When standard laboratory testing procedures are used, the test apparatus should conform to the  published specifications. When the testing apparatus does not satisfy published specifications,  investigators should supply a complete description of the essential characteristics of the apparatus  with appropriate references to published papers, reports, or monographs.  To ensure that essential  characteristics (such as dimensions, mating of parts, piston friction, and fluid seals) are not  significantly altered by wear, handling, corrosion, dirt, or deterioration of materials, all testing  apparatus should be inspected and maintained regularly.  For additional information, U.S.  Army Corps of Engineers Engineering Manual (EM) 1110-2-1906, "Laboratory Soils Testing" (Ref. 8), issued in 1986, Das (1992, Ref. 9), and Head (1992, Ref. 10) discuss the use and care of laboratory equipment in detail. American Society for Testing and Materials (ASTM) Standard D4753, "Standard Specification for Evaluating, Selecting and Specifying Balances and Scales for Use in Soil, Rock, and Construction Materials Testing" (Ref. 11), describes specifications for balances and scales. In addition, IAEA Safety Guide NS-G-6 contains valuable discussions of common problems, precautionary measures, and control of errors in the testing of soils.  Scholey et al.  (1995, Ref. 12) present a review of instruments for measuring small strain.  Germaine and Ladd (1988, Ref. 13) discuss problems associated w ith triaxial testing of saturated cohesive soils, including errors caused by the equipment or the procedures used.
Therefore, they should not be tested as undisturbed samples. For clay specimens, the delay between sampling and testing and the control kept over their volumes during storage are known to affect the strength and compressibilities measured in the laboratory. These measured properties will also be affected by the reconsolidated procedures (see Graham et al., 1990, and Brown and Chow, 1988). Further information on handling and storage of soil samples can be found in ASTM D 4220.


1.3. Calibration a. Investigators should calibrate all test apparatus and instruments used for quantity measurement against certified calibration standards before putting them into service. Thereafter, they should verify the calibration at regular intervals.  The necessary frequency for recalibration varies according to the susceptibility of the apparatus to change and the required precision of measurement. Physical length or volume measuring apparatus such as metallic tapes, rules, pycnometers, cylinders, or graduated cylinders need not be calibrated unless altered by visible wear or damage.
2.3     Rocks Rock samples should be transported as fragile material and protected from excessive changes in humidity and temperature. Like soil samples, rock samples should be examined and tested as soon as possible. For a large testing program, the rock specimens may be stored, but every effort should be made to protect the stored samples against damage.


b. An external agency with equipment directly traceable to the National Institute of Standards and Technology should periodically recalibrate weights and other equipment used as standards to calibrate test instruments.
1.138-4


c. Instrument calibrations may be performed in house using the specific laboratory's own standards of references.
3.     INITIAL IDENTIFICATION AND EXAMINATION OF SAMPLES
        The initial description of a sample should include but not be limited to what is seen, felt, and smelled.


RG 1.138, Page 5 For additional information on calibration, U.S. Army Corps of Engineers EM 1110-2-1909, "Calibration of Laboratory Soils Testing Equipment" (1986, Ref. 14), recommends procedures for calibrating testing equipment. ASTM D3740, "Standard Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction" (Ref. 15) and Sallfors (1989, Ref. 16) offer information on equipment calibration and its importance, respectively.
ASTM D 2488 describes procedures necessary for the description and identification of a soil sample based primarily on visual identification and manual test. ASTM D 4452, on x-ray radiography of soil samples, describes procedures before testing for the detection of inherent abnormalities and disturbances; it is especially useful for undisturbed samples. ASTM D 2487 describes the various soil groups in detail and discusses the method of identification in order that a uniform classification procedure may be followed by those who use the system. RTH 102-93 describes procedures used in the petrographic examination of rock core samples. Petrographic examinations are made to determine the physical and chemical properties of a material, to describe and classify a sample, and to determine the amount of specific materials that may affect the specimens intended use.


1.4. Reagents and Water Chemical testing in a soil laboratory is usually limited to routine tests and the methodology should be documented.  These tests determine such constituents as organic matter, chlorides, pH value, and sulfates.   For additional information on chemical testing, Head (1992, Ref. 10) provides information on the most widely used chemical tests for soils and groundwater.
4.     SELECTION AND PREPARATION OF TEST SPECIMENS
4.1    General The selection of soil and rock specimens for laboratory testing requires careful examination of boring records and available samples. It is important that test specimens be representative of the soil or rock unit to be tested and be accurately described to permit establishment of the soil profile. Average test values of material properties need to be identified as well as the range of values identifying their variability. This requires the testing of not only the most representative samples, but also of those with extreme properties and those representative of critical zones. Guidelines for spacing of borings and frequency of sampling are given in Regulatory Guide 1.132. Additional boring and sampling may be required when laboratory examination of the samples reveals an inadequate number or distribution of suitable samples to meet testing requirements.


2. Handling and Storage of Samples a. The laboratory should verify the identification markings of all samples immediately upon their arrival and maintain an inventory of all samples received.
Undisturbed test samples should be prepared to preserve the natural structure and water content of the material. The sample should always be prepared in a humid room. Trimming instruments should be sharp and clean and the sample adequately supported.


b. Since the handling and storage of samples can affect their material properties, it needs to be considered in analyzing their properties. For further information on storage and reconsolidation procedures see Graham et al. (Ref. 17); for prevention of sample deterioration see Brow n and Chow (Ref. 18); and for preserving and transporting soil samples see ASTM D4220 (Ref. 19). It is important that the laboratory examines and tests disturbed samples as soon as possible after they arrive;  however, large testing programs may require storage of the samples for several days or weeks. Samples to be used for fluid content determinations, however, should be protected against change in water content.
4.2    Undisturbed Samples Undisturbed tube samples of soils should be examined for evidence of disturbance. A
serious source of damage to undisturbed soil samples is the extrusion of the samples from the sample tubes. One method that may minimize damage during the removal of samples from thin- wall tubes is to split the tube longitudinally by milling. An alternative may be to saw the tube transversely into segments of sufficient length to extrude a single test specimen from each and trim off the ends. The fact that milling may cause disturbance and changes in the void ratio in some soils, particularly in loose sand, is an important consideration in the assessment of the best way to remove samples from tubes. Dressing the cut tube edges before extruding samples from
                                                1.138-5


2.1. Undisturbed Samples Undisturbed samples should be protected from vibration, shock, significant temperature changes, and changes in water content.  Moisture seals should be checked periodically and renewed as needed.  Even the most careful sealing and storing of undisturbed samples cannot prevent physical and chemical changes.  Therefore, the samples should not be retained for long periods, particularly if in contact with unprotected steel tubes. Storage for long periods may discredit any subsequent determination of their engineering properties.  The duration of storage before testing should be recorded for each sample test.  Samples that have been stored for long periods should not be considered to have the characteristics of undisturbed samples and, therefore, should not be tested as such.  Delays between sampling and testing and the control kept over specimen volumes during storage affect the strength and compressibility of clay specimens measured in the laboratory.
the tube sections reduces disturbance of the sample. Reuse of thin-walled sample tubes is not recommended if they have been damaged during retrieving or extruding samples.


2.2. Rocks  Rock samples should be treated as fragile material and protected from excessive changes in humidity and temperature.  Like soil samples, rock samples should be examined and tested as soon as possible.  For a large testing program, the rock specimens may be stored, but every effort should be made to protect the stored samples against damage.
Undisturbed tube samples should satisfy the following criteria:
        (1) The specific recovery ratio should be between 90 and 100 percent; a tube with less recovery may be acceptable if it appears that the sample may have been broken off and otherwise appears undisturbed. The actual recovery obtained should be recorded and documented.


RG 1.138, Page 6
(2) On the surface of or in sliced sections of the sample, there should be no visible distortions, planes of failure, pitting, discoloration, or other signs of disturbance that can be attributed to the sampling operation or handling of the sample.
3. Initial Identification and Examination of Samples  The initial description of a sample should include, but should not be limited to, what investigators can see, feel, and smell.    For additional information, ASTM D2488, "Standard Practice for Description and Identification of Soils (Visual-Manual Procedure)" (Ref. 20), describes procedures necessary to describe and identify a soil sample based on visual identification and manual testing.  ASTM D4452, "Standard Methods for X-Ray Radiography of Soil Samples" (Ref. 21), describes procedures before x-ray testing of soil samples for the detection of inherent abnormalities and disturbances.  This guidance is especially useful for undisturbed samples.  ASTM D2487, "Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System)" (Ref. 22), describes the various soil groups in detail and discusses the method of identification so that those who use the system can follow a uniform classification procedure.  U.S. Army Corps of Engineers Rock Testing Handbook (RTH)
Standard 102-93, "Recommended Practice for Petrographic Examination of Rock Cores" (Ref. 23),
describes procedures to use in the petrographic examination of rock core samples.  Petrographic examinations determine the physical and chemical properties of a material, describe and classify a sample, and determine the amount of specific materials that may affect the specimen's intended use.


4. Selection and Preparatio n of Test Specimens 
(3) The net length and weight of the sample and the results of other control tests should not have changed during shipment, storage, and handling of the sample.
4.1. General  a. Undisturbed samples of earth fill should be taken for confirmatory testing during construction and in the testing and re-evaluation of existing structures.


b. Procedures for preparing soil samples for testing should be documented.  Details of procedures depend on the nature of the test and the specimen.   For additional information, EM 1110-2-1906 describes procedures for preparing soil samples for testing, and ASTM D4452 can be used to determine the quality of a sample before testing.  Regulatory Guide 1.132 discusses methods of determining the in situ density of cohesionless soil
In addition to the above, samples that have been subjected to violent mechanical shocks or to accidental freezing and thawing should not be considered to be undisturbed even if other evidence of disturbance is absent Test specimens should be representative of each discrete soil or rock unit to be tested and should be accurately described on the basis of classification tests to permit establishment of the soil and geologic profiles. The best quality and most representative undisturbed samples available should be used in physical and engineering property tests of in situ soils, whether cohesive or cohesionless.


====s.      ====
Trimming and shaping of test specimens of soils require great care to prevent disturbance and changes in water content. Frozen samples should be prepared under conditions that will prevent premature thawing. Details of procedures depend on the nature of the test and the specimen. EM 1110-2-1906 describes procedures for preparing soil samples for testing, while ASTM D 4452 can be used to determine the quality of a sample before testing.
c. The selection of soil and rock specimens for laboratory testing requires careful examination of records of borings and available samples. To permit establishment of the soil profile, investigators should ensure that test specimens are representative of the soil or rock unit to be tested and should describe them accurately. The number of test specimens should be sufficient to produce statistically meaningful test results.  Investigators should identify average test values of material properties as well as the range of values that identify their variability. In addition to the most representative samples, investigators should also test samples that have extreme properties and represent critical


zones.   For additional information, Regulatory Guide 1.132 offers guidelines for spacing of borings and frequency of sampling. Additional boring and sampling may be required when laboratory examination of the samples reveals an inadequate number or distribution of suitable samples to meet testing requirements.
4.3    Reconstituted or Remolded Samples High-quality undisturbed samples are preferred for all tests of strength and dynamic responses of in situ soils, whether cohesive or cohesionless. However, in some instances, reconstituted or remolded samples should be used when representative undisturbed samples cannot be obtained. Remolded samples are also used as representative of compacted fill or backfill material for new construction. Undisturbed samples of earth fill are taken for confirmatory testing during construction. Undisturbed samples are also taken in the testing and reevaluation of existing structures. Reconstituted specimens representative of in situ material should be molded to the in situ density and moisture content as determined from actual field measurements. Regulatory Guide 1.132 discusses methods of determining the in situ density of cohesionless soils. Samples representative of fill material should be molded to the range of densities and water contents expected or obtained under field conditions.


RG 1.138, Page 7
1.138-6
4.2. Undisturbed Samples a. Undisturbed test samples should be prepared to preser ve the natural structure and water content of the material.  The sample should always be prepared in a humid room.  Trimming instruments should be sharp and clean and the sample adequately supported.


b. Investigators should examine undisturbed tube samples of soils for evidence of disturbance.  A serious source of damage to undisturbed soil samples is the extrusion of the samples from the sample tubes. One method that may minimize damage during the removal of samples from thin-wall tubes is to split the tube lengthwise by milling. Another method is to saw the tube transversely into segments of sufficient length to extrude a single test specimen from each and then trim off the ends. It is important, however, to consider the fact that milling may cause disturbance and changes in the void ratio in some soils, particularly in loose sand.  Dressing the cut tube edges before extruding samples from the tube sections reduces disturbance of the sample.  Reuse of thin-walled sample tubes is not recommended if they have been damaged in the process of retrieving or extruding samples.
Laboratory personnel should record a complete detailed description of the specimen that should include but not be limited to identification of the material, color, consistency, brittleness of the material, and indication of disturbance of boring samples. Disturbed samples should not be used for any test other than classification, specific gravity, or water content (see EM 1110-2-
1906).
4.4    Scalping of Large Particles Standard-size laboratory testing equipment will not readily accommodate gravel and large particles. Such materials are typically scalped, or removed from the total sample, and the finer fraction tested. Fractional analysis of density for compaction control measures to account for scalped gradation are discussed by Torrey and Donaghe (1991), while Evans and Zhou (1995)
report the effects on cyclic strength caused by the inclusion of gravel size particles in various gradations of granular soils.


Undisturbed tube samples should satisfy the following criteria:  (1) The specific recovery ratio should be between 90 and 100 percent; a tube with less recovery  may be acceptable if it appears that the sample was broken off, but appears otherwise  undisturbed. Investigators should record and document the actual recovery obtained.    (2) The surface or sliced sections of the sample should have no visible distortions, planes of  failure, pitting, discoloration, or other signs of disturbance that can be attributed to the  sampling operation or handling of the sample.    (3) The net length and weight of the sample and th e results of other control tests should not have  changed during shipment, storage, and handling of the sample.  c. In addition to the above, samples that have been subjected to violent mechanical shocks or to  accidental freezing and thawing should not be considered undisturbed, even if other evidence of  disturbance is absent.   d.  To permit establishment of the soil and geologic profiles, investigators should ensure that test specimens are representative of each discrete soil or rock unit to be tested and are accurately described on the basis of classification tests.  Physical and engineering property tests of in situ soils, whether cohesive or cohesionless, should use the highest quality and most representative undisturbed samples available.  e.  Trimming and shaping of test specimens of soils require great care to prevent disturbance and changes in water content. Frozen samples should be prepared under conditions that will prevent premature thawing.    f.  Laboratory personnel should record a complete detailed description of the specimen that includes, but is not limited to, the material, color, consistency, and brittleness of the material and any indication that the boring samples were disturbed.  Personnel should not use disturbed samples for any test other than classification and tests that do not require an undisturbed sample.  When a sample is disturbed, its seal may be broken and that sample cannot be used for water content.
4.5    Laboratory Testing Program The study of soil and rock mechanics covers the investigation, description, classification, testing, and analysis of soil and rock to determine their interaction with structures built in or upon them, or built with them. The physical properties of soils and rocks should be determined by carrying out tests on samples of soil in a laboratory. These tests can be divided into two main categories: classification tests and engineering properties tests. Classification tests indicate the general type of soil and the engineering category to which it belongs. Engineering properties are determined by specific tests that require careful considerations of field conditions, various design loading conditions, material properties, and possible problems at the site. The focus of laboratory investigations should depend on the design requirements and nature of problems encountered or suspected at the site.


RG 1.138, Page 8
In addition to the usual geotechnical engineering considerations, the investigation and evaluation of sites for nuclear power plants require an evaluation of the site response to earthquake loading as well as other dynamic loading conditions. Such analyses include the evaluation of wave propagation characteristics of subsurface materials with interaction effects of structures, analysis of the potential for soil liquefaction, settlement under dynamic loading, and analysis of the effects of earthquake loading on the stability of slope and embankments.
4.3. Reconstituted or Remolded Samples All tests of strength and dynamic responses of in s itu soils, whether cohesive or cohesionless, should use high-quality, undisturbed samples.  In some instances, however, reconstituted or remolded samples may be used when representative undisturbed samples cannot be obtained.  Remolded samples are also used as representative of compacted fill or backfill material for new construction.  Reconstituted specimens representative of in situ material should be molded to the in situ density and moisture content as determined from actual field measurements.


4.4. Scalping of Large Particles Since standard-size laboratory testing equipment will not readily accommodate gravel and large particles, such materials should be removed from the total sample, and the finer fraction tested. For additional information on accounting for large particles, Torrey and Donaghe (1991, Ref. 24) discuss fractional analysis of density for compaction control measures to account for scalped gradation, and Evans and Zhou (1995, Ref. 25) report the effects on cyclic strength of the inclusion of gravel size particles in various gradations of granular soils.
The basic parameters required as input for dynamic response analyses of soils include total mass density, relative density, Poissons ratio, static soil strength, initial stress conditions, shear and compressional wave velocities, and the dynamic shear modulus and damping ratio.


4.5. Laboratory Testing Program a. The study of soil and rock mechanics covers the investigation, description, classification, testing, and analysis of soil and rock to determine their interaction with structures built in, upon, or with them.  The physical properties of soils and rocks should be determined by carrying out tests on samples of soil in a laboratory.  These tests fall into two main categories:  classification tests and engineering properties tests.  Classification tests indicate the general type of soil and the engineering category to which it belongs.  Specific tests to determine engineering properties require careful consideration of field conditions, various design loading conditions, material properties, and possible problems at the site.  The focus of laboratory investigations should depend on the design requirements and nature of problems encountered or suspected at the site.
The variation of strength, moduli, and damping with strain is also needed for such analyses.


b. In addition to the usual geotechnical engineering c onsiderations, the investigation and evaluation of sites for nuclear power plants requires an evaluation of the site's response to earthquake loading and other dynamic loading conditions.  Such analy ses include the evaluation of wave propagation characteristics of subsurface materials with interaction effects of structures, analysis of the potential for soil liquefaction, settlement under dynamic loading, and analysis of the effects of earthquake loading on the stability of slope and embankments.
1.138-7


c. The basic parameters required as input for dynamic response analyses of soils include total mass density, relative density, Poisson's ratio, static soil strength, initial stress conditions, shear and compressional wave velocities, and the dynamic shear modulus and damping ratio. Such analyses also need the variation of strength, moduli, and damping with strain.
5.       TESTING PROCEDURES FOR DETERMINING STATIC SOIL PROPERTIES
5.1      General Laboratory tests on soil and rock material should be thorough and of documented quality that permits a realistic estimate of soil and rock properties and subsurface conditions. Personnel experienced in laboratory practices for soil testing should be responsible for handling samples, preparing test specimens, specifying testing procedures and operations, with all related documentation.


5. Testing Procedures for Determining Static Soil Properties 
5.2      Soil Testing Classification tests and determination of engineering properties should be performed according to an accepted and published method. Laboratory procedures for some of the most common tests, along with other related references, are shown in Appendix A. These include:
5.1. General  Laboratory tests on soil and rock material should be thorough and of sufficient documented quality to permit a realistic estimate of soil and rock properties and subsurface conditions. Personnel experienced in laboratory practices for soil testing should be responsible for handling samples, RG 1.138, Page 9 preparing test specimens, specifying testing pro cedures and operations, and completing all related documentation.
        Water Content                  Permeability Unit Weights                    Consolidation Void Ratio                      Direct Shear Test Porosity                        Triaxial Compression Tests Saturation                      Unconfined Compression Tests Atterberg Limits                Relative Density Specific Gravity                Grain Size Analysis Erodibility Tests              Compaction The number of tests required in a laboratory investigation program will depend on the type of material, the quality of samples, the purpose and relative importance of the test, and the scatter of test data. In general, all soils and rocks sampled at the site should first be identified and classified using appropriate index and classification tests. The Unified Soil Classification System (ASTM D 2487) should be used in describing soils and in preparing soil profiles, while ASTM D
5878 should be used for the classification of rock mass for specific engineering purposes. Further tests required to establish physical and engineering properties should be sufficient to define the range of values for material properties. A sufficient number of tests should be completed to cover the range of values expected under field conditions.


5.2. Soil Testing a. Laboratory personnel should perform classification tests and engineering properties tests according to an accepted and published method.  Appendix A shows laboratory procedures for some of the most common tests, along with other related references.  These include the following: 
Standard test procedures that are followed without deviation and performed on standard equipment require documentation by reference only. For tests for which there are no standard procedures available or for which it is appropriate to use modified or alternative procedures, the details of the test procedures should be documented for evaluation and future referencing. The technical basis for deviating from standard testing procedures should be documented. Use of other than standard equipment, even if it is used with standard testing procedures, should also be documented.
(1) water content
(2) permeability
(3) unit weights
(4) consolidation
(5) void ratio
(6) direct shear
(7) porosity (8) triaxial compression
(9) saturation
(10) unconfined compression
(11) Atterberg limits
(12) relative density
(13) specific gravity
(14) grain size analysis
(15) erodibility
(16) compaction b. The number of tests required in a laboratory investigation program will depend on the type of material, the quality of samples, the purpose and relative importance of the test, and the scatter of test data.  In general, investigators should first identify and classify all soils and rocks sampled at the site using appropriate index and classification tests. The Unified Soil Classification System (ASTM D2487) should be used to describe soils and prepare soil profiles, while ASTM D5878, "Standard Guide for Using Rock Mass Classification Systems for Engineering Purposes" (Ref. 26) should be used to classify rock mass for specific engineering purposes. Further tests required to establish physical and engineering properties should be sufficient to define the range of values for material properties.  The number of tests should be sufficient to cover the range of values expected under field conditions.


c. Standard test procedures, when followed without deviation and performed on standard equipment, require documentation by reference only.  For tests for which no standard procedures are available or for which modified or alternative procedures are appropriate, laboratory personnel should document the details of the test procedures for evaluation and future reference.  Personnel should document the technical basis for deviating from standard testing procedures.  Use of nonstandard equipment, even if it is used with standard testing procedures, should also be documented.
1.138-8


5.3. Tests of Groundwater or Surface Waters Testing of groundwater and surface water depends on the nature of potential problems identified at the site. Acid water, for example, may cause the degradation of carbonate rocks and concrete foundations. Standard methods of testing water for physical, chemical, radioactive, and microbiological properties are described in "Standard Methods for the Examination of Water and Wastewater" (American Public Health Association, American Water Works Association, and Water RG 1.138, Page 10 Environment Federation, 1999, Ref. 27). This reference also describes methods of testing polluted water, wastewater, effluent, bottom sediment, and sludge. Investigators should use standard testing methods unless they encounter special problems that require modifications or alternative methods.
5.3     Tests of Ground Water or Surface Waters Testing of ground water and surface water depends on the nature of potential problems identified at the site. Acid water, for example, may cause the degradation of carbonate rocks and concrete foundations. Standard methods of testing water for physical, chemical, radioactive, and microbiological properties are described in Standard Methods for the Examination of Water and Wastewater (1999). This reference also describes methods of testing polluted water, wastewaters, effluents, bottom sediments, and sludges. Standard testing methods should be used unless special problems are encountered that require modifications or alternative methods.


6. Testing Procedures for Determining Dynamic Soil Properties 
6.     TESTING PROCEDURES FOR DETERMINING DYNAMIC SOIL PROPERTIES
6.1. General To ensure a realistic assessment of soil properties, it is important that the laboratory tests represent field conditions as closely as is practical. Before performing dynamic tests, laboratory personnel should determine the initial state of stress in the soil and perform a series of static consolidated-drained and consolidated-undrained triaxial compression tests to determine static strength.  The dynamic testing program should include tests to determine the soil parameters needed as input for reference analyses and studies of soil structure interaction and to determine the dynamic strength characteristics and liquefaction potential of soils.    For additional information, Appendix A lists some laboratory investigations and testing procedures for determining dynamic soil properties and soil behavior, with related references.  Dynamic soil property testing includes cyclic triaxial tests and resonant column tests.
6.1     General It is important that the laboratory tests represent field conditions as closely as practical to ensure a realistic assessment of soil properties. Before dynamic tests are performed, the initial state of stress in the soil should be determined, and a series of static consolidated-drained and consolidated-undrained triaxial compression tests should be made to determine static strength.


6.2. Cyclic Triaxial Tests a. Investigators should use laboratory cyclic tests only to establish parametric effects on cyclic strength behavior.  Because test equipment is readily available and the preparation of undisturbed specimens is relatively easy, the most common cyclic loading t echnique for investigating liquefaction resistance historically has been the cyclic triaxial test-in spite of wide recognition of the test's inability to accurately represent field earthquake stresses and boundary conditions (Seed and Idriss, 1982, Ref. 28).  Other research studies have demonstrated that laboratory-determined cyclic triaxial strengths (in fact, strengths determined from any unidirectional loading test) are higher than those expected to produce equivalent effects in the field (Seed, 1976, Ref. 29).  Research also has shown that estimation of field cyclic test results may not be possible by universal application of sample factors (e.g., gradation, density, and soil type) (Koester, 1992, Ref. 30). 
The dynamic testing program should include tests to determine the soil parameters needed as input for reference analyses and soil structure interaction studies as well as testing to determine the dynamic strength characteristics and liquefaction potential of soils. Some laboratory investigations and testing procedures for determining dynamic soil properties and soil behavior are listed, with related references, in Appendix A. The dynamic soils property testing includes cyclic triaxial tests and resonant column tests.
b. Since the cyclic triaxial test does not accurately model the stress conditions in situ, investigators should exercise caution when using laboratory-obtained soil cyclic strengths and should make appropriate downward adjustments of cyclic stress values obtained from triaxial tests, as required. Documentation should present and reference the rationale behind the adjustment and the data supporting its magnitude.  For additional information, see Tatsuoka et al. (1994 Ref. 31), on cyclic triaxial tests of sand and gravel and Vucetic and Dobry (1991 Ref.  32), on cyclic triaxial tests in clays.


6.3. Resonant Column Tests a. ASTM D4015, "Standard Test Methods for Modulus and Damping of Soils by the Resonant-Column Method" (Ref. 33), provides acceptable testing procedures to determine the shear modulus, shear damping, rod modulus (Young's modulus), and rod damping for solid cylindrical specimens of soil in undisturbed and remolded conditions by vibration using the resonant colum
6.2    Cyclic Triaxial Tests Historically, the most common cyclic loading technique for investigating liquefaction resistance involves performance of the cyclic triaxial test, because of such factors as the availability of equipment and the relative ease of preparing undisturbed specimens. This is in spite of wide recognition of the inability of the test to accurately represent field earthquake stresses and boundary conditions (Seed and Idriss, 1982). Other research studies have demonstrated that laboratory-determined cyclic triaxial strengths (in fact, strengths determined from any unidrectional loading test) are higher than those expected to produce equivalent effects in the field (Seed, 1976). Research has also shown that estimation of field cyclic test results may not be possible by universal application of sample factors, e.g., gradation, density, and soil type (Koester,
1992).
        As noted above, the cyclic triaxial test does not accurately model the stress conditions in situ. Caution should be exercised when using laboratory-obtained soil cyclic strengths. There should be appropriate downward adjustments of cyclic stress values obtained from triaxial tests as required. The rationale behind the adjustment and the data supporting its magnitude should be presented and referenced (see also Tatsuoka et al., 1994, on cyclic triaxial tests of sand and gravel, and Vucetic and Dobry, 1991, on cyclic triaxial tests in clays). Laboratory cyclic tests should be used only to establish parametric effects on cyclic strength behavior.


====n.      ====
1.138-9
RG 1.138, Page 11 b. As an alternative, "Technical Procedures for Resonant Column and Torsional Shear Testing of Soil and Rock Samples," Procedure PBRCTS-1 (University of Texas at Austin, 2000, Ref. 34) can also be used.    For additional information, Appendix A discusses the limitations and applicability of these tests and gives related references.


7. Testing Procedures for Determining the Engineering Properties of Rock  Investigators should perform testing procedures for determining the engineering properties of rock according to accepted and published methods.
6.3      Resonant Column Tests ASTM D 4015, Standard Test Methods for Modulus and Damping of Soils by the Resonant-Column Method, describes testing procedures to determine the shear modulus, shear damping, rod modulus (Youngs modulus), and rod damping for solid cylindrical specimens of soil in undisturbed and remolded conditions by vibration using the resonant column. Related references for these tests, which discuss their limitations and applicabilities, are included in Appendix A.


For additional information, Appendix A outlines and gives references for common testing procedures.
7.      TESTING PROCEDURES FOR DETERMINING ENGINEERING PROPERTIES
        OF ROCK
        Testing procedures and the determination of engineering properties of rock should be performed according to accepted and published methods. Common tests, along with other related references, are outlined in Appendix A. These include:
        Porosity                      Unconfined Compression Permeability                  Triaxial Compression Seismic Velocity              Slate Durability Direct Tensile Strength        Specific Gravity Direct Shear


==D. IMPLEMENTATION==
==D. IMPLEMENTATION==
The purpose of this section is to provide information on how applicants and licensees
The purpose of this section is to provide guidance to applicants and licensees regarding the NRC staffs plans for using this regulatory guide. No backfitting is included or approved in connection with the issuance of this guide.
1 may use this guide and information regarding the NRC's plans for using this regulatory guide. In addition, it describes how the NRC staff complies with 10 CFR 50.109, "Backfitting," and any applicable finality provisions in 10 CFR Part 52, "Licenses, Certifications, a nd Approvals for Nuclear Power Plants."  Use by Applicants and Licensees Applicants and licensees may voluntarily
 
2 use the guidance in this document to demonstrate compliance with the underlying NRC regulations.  Methods or solutions that differ from those described in this regulatory guide may be deemed acceptable if they provide sufficient basis and information for the NRC staff to verify that the proposed alternative demonstrates compliance with the appropriate NRC regulations.  Current licensees may continue to use guidance the NRC found acceptable for complying with the identified regulations as long as their current licensing basis remains unchanged
Except when the applicant proposes an acceptable alternative method for complying with specified portions of the NRC's regulations, the methods described in this guide, which reflects public comments, will be used by the NRC staff in evaluating applications for construction permits, operating licenses, early site permits, or combined licenses submitted after January 10,
. Licensees may use the information in this regulatory guide for actions which do not require NRC review and approval such as changes to a facility design under 10 CFR 50.59, "Changes, Tests, and Experiments."  Licensees may use the information in this regulatory guide or applicable parts to resolve regulatory or inspection issues.   Use by NRC Staff  The NRC staff does not intend or approve any imposition of the guidance in this regulatory guide.  The NRC staff does not expect any existing licensee to use or commit to using the guidance in this regulatory guide, unless the licensee makes a change to its licensing basis. The NRC staff does not expect or plan to request licensees to voluntarily adopt this regulatory guide to resolve a generic regulatory issu
1997. This guide will not be used in the evaluation of an application for an operating license submitted after January 10, 1997, if the construction permit was issued before that date. This guide reflects current practice accepted by the NRC.
 
1.138-10
 
REFERENCES
ASTM D 2487-00, Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System), American Society for Testing and Materials, 2000.
 
ASTM D 2488-00, Standard Practice for Description and Identification of Soils (Visual-Manual Procedure), American Society for Testing and Materials, 2000.
 
ASTM D 3740-01, Standard Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction, American Society for Testing and Materials, 2001.
 
ASTM D 4015-92(2000), Standard Test Methods for Modulus and Damping of Soils by the Resonant-Column Method, American Society for Testing and Materials, 2000.
 
ASTM D 4452-85(1995)e1, Standard Methods for X-Ray Radiography of Soil Samples, American Society for Testing and Materials, 1995.
 
ASTM D 4753, Standard Specification for Evaluating, Selecting, and Specifying Balances and Scales for Use in Soil, Rock, and Construction Materials Testing, American Society for Testing and Materials, 1995.
 
ASTM D 5878, Standard Guide for Using Rock Mass Classification Systems for Engineering Purposes, American Society for Testing and Materials, 2000.
 
Brown, P.T., and Chow, J.C.-P., Prevention of Sample Deterioration, Geotechnical Testing Journal, GTJODJ, Vol. 11, No. 4, pp. 296-300, 1988.
 
Das, B.M., Soil Mechanics Laboratory Manual, 4th ed., Engineering Press, Inc., San Jose, California, 1992.
 
EM 1110-2-1906, Laboratory Soils Testing, U.S. Army Corps of Engineers, Washington, DC,
1986.
 
EM 1110-2-1909, Calibration of Laboratory Soils Testing Equipment, U.S. Army Corps of Engineers, Washington, DC, 1986.
 
Evans, M. D., and Zhou, S., Liquefaction Behavior of Sand-Gravel Composites, Journal of Geotechnical Engineering, Vol. 121, No. 3, pp. 287-298, 1995.
 
Germaine, J.T., and Ladd, C.C., Triaxial Testing of Saturated Cohesive Soils, Advanced Triaxial Testing of Soils and Rock, ASTM STP 977, pp. 421-459, ASTM, 1988.
 
Graham, J., et al., Influence of Storage and Reconsolidation Procedures on Clay Properties, Geotechnical Testing Journal, GTJODJ, Vol. 13, No. 4, pp. 280-290, 1990.
 
1.138-11
 
Head, K.H., Manual of Soil Laboratory Testing, Volume 1: Soil Classification and Compaction Tests, Second Ed., Halstead Press: an imprint of John Wiley & Sons Inc., New York-Toronto,
1992.
 
Koester, J.P., The Influence of Test Procedures on Correlation of Atterberg Limits with Liquefaction in Fine-Grained Soils, Geotechnical Testing Journal, GTJODJ, Vol. 15, No. 4, pp. 352-361, 1992.
 
NUREG/CR-5739, Laboratory Investigations of Soils and Rock for Engineering Analysis and Design of Nuclear Power Plants, T. Holmes, J.P. Koester, Editors, USNRC, January 1999.
 
Regulatory Guide 1.70, Standard Format and Content of Safety Analysis Reports for Nuclear Power Plants (LWR Edition), Revision 3, USNRC, November 1978.
 
Regulatory Guide 1.132, Site Investigations for Foundations of Nuclear Power Plants, Revision 2, USNRC, October 2003.
 
Regulatory Guide 4.7, General Site Suitability Criteria for Nuclear Power Stations, Revision 2, USNRC, April 1998.
 
RTH 102-93, Rock Testing Handbook (RTH), Test Standards 1993, Part I, U.S. Army Engineers, Prepared by Geotechnical Laboratory, Waterways Experiment Station, Vicksburg, MS, 1993.
 
Sallfors, G., Quality Assurance in Laboratory Testing, Proceedings, Twelfth International Conference on Soil Mechanics and Foundation Engineering, Vol. 1, No. 12, pp. 105-106, 1989.
 
Scholey, G.K., Frost, J.D., and Jamiolkowski, M., A Review of Instrumentation for Measuring Small Strains During Triaxial Testing of Soil Specimens, Geotechnical Testing Journal, GTJODJ, Vol. 18, No. 2, pp 137, 1995.
 
Seed, H.B., Evaluation of Soil Liquefaction Effects on Level Ground During Earthquakes, Liquefaction Problems in Geotechnical Engineering, Preprint No. 2752, ASCE National Conven- tion, Philadelphia, pp 1-104, 1976.
 
Seed, H.B., and Idriss, I.M., Ground Motions and Soil Liquefaction During Earthquakes, Monograph Series, Earthquake Engineering Research Institute, University of California, Berkeley, CA, 1982.
 
Standard Methods For the Examination of Water and Wastewater, 20th Edition, American Public Health Association, American Water Works Association, Water Environment Federation, 1999.
 
Tatsuoka, F., et al., Importance of Measuring Local Strains in Cyclic Triaxial Tests on Granular Materials, Dynamic Geotechnical Testing II, ASTM STP 1213, American Society for Testing and Materials, Philadelphia, PA, 1994.
 
1.138-12
 
Torrey, V.H. III, and Donaghe. R.T., Compaction Control of Earth-Rock Mixtures, Technical Report GL-91-16, U.S. Army Engineer Waterways Experiment Station, Vicksburg, Mississippi,
1991.
 
Vucetic, M., and Dobry, R., Effect of Soil Plasticity on Cyclic Response, ASCE Journal of Geotechnical Engineering, Vol. 117, No. 1, pp 89-17, 1991.
 
1.138-13
 
APPENDIX A
                      LABORATORY TESTING METHODS FOR SOIL AND ROCK
                        STANDARD OR                          PROPERTIES OR              REMARKS/SPECIAL
                        PREFERRED          OTHER            PARAMETERS                EQUIPMENT
NAME OF TEST            METHOD              REFERENCES        DETERMINED                REQUIREMENTS
                                SOILS --- INDEX AND CLASSIFICATION TESTS
Gradation Analysis      ASTM D 421          Refs. 1, 2, 3, 4  Particle size distribution Methods are applicable to D 422                                                    some rocks, after D 2217                                                  disaggregation.
 
D 4221 Percent fines            ASTM D 1140        Refs. 1, 4, 5    Percent of weight of material finer than No.
 
200 sieve.
 
Atterberg Limits        ASTM D 427          Refs. 2, 3, 5, 6, Liquid and plastic limit, D 4318      7, 8              plasticity index, D 4943                        shrinkage factor (limit)
                        Ref. 1 Specific Gravity        ASTM D 854          Refs. 2, 4        Specific gravity,          Boiling should not be used D 5550                        apparent specific gravity, for de-airing. Method can Ref. 1                                bulk unit weight          be used for rock, after sufficiently fine to       grinding.
 
eliminate internal voids in the intact rock.
 
Radiography              ASTM D 4452        Ref. 9            Qualitative test of sample quality Description of Soil and ASTM D 2487                          Description of soil from Rock                            D 2488                        visual-manual D 4452                        examination C 294 Ref. 10
                        Ref. 11 SOILS --- MOISTURE-DENSITY RELATIONS
Bulk Unit Weight        Ref. 1                                Bulk unit weight (bulk    Methods are applicable to density)                  some rocks, with some obvious modifications.
 
Water (Moisture)        ASTM D 425          Refs. 2, 12, 13  Water content as a        Method is applicable to Content                          D 1558                        percent of dry weight      rock.
 
D 2216 D 2974 D 4643 D 4959 Ref. 1
                                                        1.138-14
 
STANDARD OR                          PROPERTIES OR              REMARKS/SPECIAL
                    PREFERRED          OTHER            PARAMETERS                EQUIPMENT
NAME OF TEST        METHOD            REFERENCES        DETERMINED                REQUIREMENTS
Relative Density    Ref. 1                              Maximum and minimum        Requires vibration table. In density of cohesionless    vibration table testing, both soils                      amplitude and frequency should be adjusted to values that yield greatest density.
 
However, treatment that produces breakage of grains should be avoided and mechanical analyses should be performed as a check on grain breakage.
 
Compaction          ASTM D 698        Refs. 2, 4, 14    Maximum dry unit          Method for earth-rock D 1557                      weight of soil            mixtures is given in Ref 15.
 
D 4253 D 4254 D 5080
                    Ref. 1 SOILS --- CONSOLIDATION AND PERMEABILITY
Consolidation        ASTM D 2435        Refs. 2, 4, 14    One-dimensional D 4186                      compressibility, Ref. 1                              permeability of cohesive soil Permeability        ASTM D 2434        Refs. 2, 4, 16    Permeability              Suitable for remolded or D 5084                                                  compacted soils. For natural, Ref. 1                                                          In situ soils, field test should be used.
 
SOILS --- PHYSICAL AND CHEMICAL PROPERTIES
Mineralogy                              Refs. 17, 18, 19  Identification of minerals Applicable to rock.
 
Requires X-ray diffraction apparatus. Differential thermal analysis apparatus may also be used.
 
Organic Content      Ref. 17            ASTM D 2974      Organic and inorganic      Dry combustion methods Ref. 20          carbon content as          (ASTM D 2974) are percent                    acceptable, but where of dry weight.            organic matter content is critical, data so obtained should be verified by wet combustion tests.
 
Soluble Salts        ASTM D 4542        Ref. 21                                      Concentration of soluble salts in soil pore water Erodibility Tests Pinhole Test        ASTM D 4221        Refs.22, 23                                  Significant in evaluation D 4647                                                  of potential erosion or Ref. 1                                                          piping.
 
Crumb Test          Ref. 1 SCS Test            Ref. 1            Ref. 24 Cylinder Dispersion Ref. 1
                                                  1.138-15
 
STANDARD OR                        PROPERTIES OR              REMARKS/SPECIAL
                      PREFERRED        OTHER            PARAMETERS                  EQUIPMENT
NAME OF TEST          METHOD          REFERENCES        DETERMINED                  REQUIREMENTS
                          SOILS --- SHEAR STRENGTH AND DEFORMABILITY
Unconfined            ASTM D 2166      Ref. 1            Strength of cohesive soil Compression                                              in uniaxial compression.
 
Direct Shear,          ASTM D 3080      Ref. 4            Cohesion and angle of Consolidated-drained  Ref. 1                            internal friction under drained conditions Triaxial Compression , ASTM D 2850      Refs. 2, 4, 25    Shear strength Unconsolidated-      Ref. 1                            parameters;
Undrained                                                Cohesion and angle of internal friction for soils of low permeability.
 
Triaxial Compression,  Ref. 1          Refs. 2, 4, 25    Shear strength              Circumferential drains, if Consolidated-                                            parameters; Cohesion        used, should be slit to avoid Drained                                                  and angle of internal      stiffening test specimen.
 
friction. For long-term loading conditions.
 
Triaxial Compression,  ASTM D 4767      Refs. 2, 4, 25    Shear strength              Circumferential drains, if Consolidated-        Ref. 1                            parameters; Cohesion        used, should be slit to avoid Undrained                                                and angle of internal      stiffening of test specimen.
 
friction for consolidated soil. With pressure measurements, cohesion and friction may be obtained.
 
Cyclic Triaxial        ASTM D 3999      Refs. 8, 26, 27,  Local strain, modulus D 5311   28, 29, 30, 31,  and damping
                                        32, 33, 34, 35 Cyclic Simple Shear                    Refs. 30, 36      Shear modulus and          Tests may be run with either damping values and          stress control or strain cyclic-strength of          control. Two different types cohesive and                of apparatus, NGI and cohesionless soils          Roscoe devices, are described in Refs. 35, 37, respectively.
 
Resonant Column        ASTM D 4015      Refs. 38, 39,    Shear modulus and          Requires resonant column
                                        40                damping in cohesive and     device.
 
cohesionless soils.
 
Some devices can be used with deformations in longitudinal mode to determine Youngs modulus. Some devices can be used to determine cyclic strength.
 
ROCKS ---- ENGINEERING PROPERTIES
Water Content          Ref. 10                           Water Content Specific Gravity      ASTM C 127 C 128
                                                  1.138-16
 
STANDARD OR                      PROPERTIES OR              REMARKS/SPECIAL
                        PREFERRED      OTHER            PARAMETERS                  EQUIPMENT
NAME OF TEST            METHOD        REFERENCES        DETERMINED                  REQUIREMENTS
Porosity                ASTM D 4612    Refs. 10, 41      Bulk unit weight,           Soil testing methods ASTM D 4404                      specific gravity, and total generally applicable with porosity (Melcher          minor modification.
 
Method) or effective porosity (Simmons or Washburn-Bunting Method)
Permeability            ASTM D 4525    Refs. 10, 41      Permeability of intact      Laboratory permeability rock                        values are not normally representative of in situ permeability of shallow jointed rock masses.
 
Degradation Resistance ASTM C 535                      Percent of weight of rock greater than 3/4 in (19 mm)
Seismic Velocity        ASTM D 2845                      Compressional and shear    Requires signal generator, wave velocities in intact  transducers, oscilloscope.
 
rock Direct Tensile Strength ASTM D 2936                      Uniaxial tensile strength of intact rock Splitting Tensile      ASTM D 3967                      Indirect measure of Strength                                                tensile strength of intact (Brazilian Test)                                      rock Modulus of Rupture      Ref. 15                          Indirect measure of tensile strength of intact rock Unconfined              ASTM D 2938                      Youngs moduli and Compression                                              unconfined compression strength of intact rock Uniaxial Compression    ASTM D 3148                      Youngs moduli, D 4405                  Possion ratio Triaxial Compression    ASTM D 2664                      Youngs moduli, Undrained                                              cohesion friction parameters of failure envelope Triaxial Compression    ASTM D 5407    Ref. 42          Youngs moduli, Without Pore Pressure                                  cohesion friction Measurements                                            parameters Triaxial Compression                  Ref. 42          Youngs moduli, With Pore Pressure                                      cohesion friction Measurements                                            parameters of effective stress conditions Slake Durability        ASTM D 4644    Ref. 37          Index of resistance to slaking Direct Shear            ASTM D 5607                      Shear strength
                                                  1.138-17
 
APPENDIX A
                                          REFERENCES
ASTM STANDARDS
ASTM C 127-01, Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Corse Aggregate, American Society for Testing and Materials, 2001.
 
ASTM C 128-01, Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Fine Aggregate, American Society for Testing and Materials, 2001.
 
ASTM C 294-98, Standard Descriptive Nonmenclature for Constitutes of Concrete Aggregate, American Society for Testing and Materials, 1998.
 
ASTM C 535-01, Standard Test Method for Resistance to Degradation of Large-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine, American Society for Testing and Materials, 2001.
 
ASTM D 421-85(1998), Standard Practice for Dry Preparation of Soil Samples for Particle-Size Analysis and Determination of Soil Constants, American Society for Testing and Materials, 1998.
 
ASTM D 422-63(1998), Standard Test Method for Particle-Size Analysis of Soils, American Society for Testing and Materials, 1998.
 
ASTM D 425-88(2201), Standard Test Method for Centrifuge Moisture Equivalent of Soils, American Society for Testing and Materials, 2001.
 
ASTM D 427-98, Test Method for Shrinkage Factors of Soils by the Mercury Method, American Society for Testing and Materials, 1998.
 
ASTM D 698-00a, Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3), American Society for Testing and Materials, 2000.
 
ASTM D 854-00, Standard Test Methods for Specific Gravity of Soil Solids by Water Pycnometer, American Society for Testing and Materials, 2000.
 
ASTM D 1140-00, Standard Test Methods for Amount of Material in Soils Finer Than the No.
 
200 (75-um) Sieve, American Society for Testing and Materials, 2000.
 
ASTM D 1557-00, Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700kN-m/m3)), American Society for Testing and Materials,
2000.


====e. The NRC ====
ASTM D 1558-99, Standard Test Method for Moisture Content Penetration Resistance Relationships of Fine-Grained Soils, American Society for Testing and Materials, 1999.
staff does not expect or plan to initiate NRC regulatory action which would require the use of this regulatory guide, including issuance of an order requiring the use of the regulatory guide, requests for information under 10 CFR 50.54(f) as to whether a licensee intends to commit to use of this regulatory guide, generic                                                     
1  In this section, "licensees" refers to licensees of nuclear power plants under 10 CFR Parts 50 and 52, and the term "applicants" refers to applicants for licenses and permits for (or relating to) nuclear power plants under 10 CFR Parts 50 and 52, and applicants for standard design approvals and standard design certifications under 10 CFR Part 52.


2  In this section, "voluntary" and "voluntarily" means that the licensee is seeking the action of its own accord, without the force of a legally binding requirement or an NRC representation of further licensing or enforcement action.
1.138-18


RG 1.138, Page 12 communication, or promulgation of a rule requiring the use of this regulatory guide without further backfit consideration. During regulatory discussions on plant-specific operational issues, the staff may discuss with licensees various actions consistent w ith staff positions in this regulatory guide as one acceptable means of meeting the underlying NRC regulatory requirement.  Such discussions would not ordinarily be considered backfitting even if prior versions of this regulatory guide are part of the licensing basis of the facility.  However, unless this regulatory guide is part of the licensing basis for a facility, the staff may not represent to the licensee that the licensee's failure to comply with the positions in this regulatory guide constitutes a violation.    If an existing licensee voluntarily seeks a license amendment or change and (1) the NRC staff's consideration of the request involves a regulatory issue directly relevant to this new or revised regulatory guide and (2) the specific subject matter of this regulatory guide is an essential consideration in the staff's determination of the acceptability of the licensee's request.  Then the staff may request that the licensee either follow the guidance in this regulatory guide or provide an equivalent alternative process that demonstrates compliance with the underlying NRC regulatory requirements. This is not considered backfitting as defined in 10 CFR 50.109(a)(1) or a violation of any of the issue finality provisions in 10 CFR Part 52.  Additionally, an existing applicant may be required to comply with new rules, orders, or guidance if 10 CFR 50.109(a)(3) applies.    If a licensee believes that the NRC is either using this regulatory guide or requesting or requiring the licensee to implement the methods or processes in this regulatory guide in a manner inconsistent with the discussion in this Implementation section, then the licensee may file a backfit appeal with the NRC in accordance with the guidance in NUREG-1409, "Backfitting Guidelines," (Ref. 35) and the NRC Management Directive 8.4, "Management of Facility-Specific Backfitting and Information Collection" (Ref. 36).      
ASTM D 2166-00, Standard Test Method for Unconfined Compressive Strength of Cohesive Soil, American Society for Testing and Materials, 2000.


RG 1.138, Page 13 REFERENCES
ASTM D 2216-98, Standard Test Method for Laboratory Determination of Water (Moisture)
3 1. U.S.  Code of Federal Regulations, "Domestic Licensing of Production and Utilization Facilities,"
Content of Soil and Rock by Mass, American Society for Testing and Materials, 1998.
Part 50, Chapter I, Title 10, "Energy."
4 2. U.S.  Code of Federal Regulations, "Licenses, Certifications, and Approvals for Nuclear Power Plants," Part 52, Chapter I, Title 10, "Energy."
3. U.S.  Code of Federal Regulations, "Reactor Site Criteria," Part 100, Chapter I, Title 10, "Energy." 
4. U.S.  Nuclear Regulatory Commission (NRC), "General Site Suitability Criteria for Nuclear Power Stations," Regulatory Guide 4.7, Washington, DC.


5. NRC, "Site Investigations for Foundations of Nuclear Power Plants," Regulatory Guide 1.132, Washington, DC.
ASTM D 2217-85(1998), Standard Practice for Wet Preparation of Soil Samples for Particle-Size Analysis and Determination of Soil Constants, American Society for Testing and Materials, 1998.


6. NRC, "Laboratory Investigations of Soils and Rock for Engineering Analysis and Design of Nuclear Power Plants," NUREG/CR-5739, Washington, DC, January 2000, ML003686696.
ASTM D 2434-68(2000), Standard Test Method for Permeability of Granular Soils (Constant Head), American Society for Testing and Materials, 2000.


7. International Atomic Energy Agency (IAEA) Safety Guide NS-G-6, "Geotechnical Aspects of Site Evaluation and Foundations for Nuclear Power Plants."
ASTM D 2435-96, Standard Test Method for One-Dimensional Consolidation Properties of Soils, American Society for Testing and Materials, 1996.
5 8. U.S.  Army Corps of Engineers, Engineering Manual (EM) 1110-2-1906, "Laboratory Soils Testing," Washington, DC, 1986.


6  9. Das, B.M., Soil Mechanics Laboratory Manual , 8 th ed., Oxford University Press, NY, NY, 2012.
ASTM D 2487-00, Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System), American Society for Testing and Materials, 2000.


7  10. Head, K.H., Manual of Soil Laboratory Testing, Volume 1:  Soil Classification and Compaction Tests, 2nd ed., Halstead Press: an imprint of John Wiley & Sons Inc., New York, Toronto, 1992.
ASTM D 2488-00, Standard Practice for Description and Identification of Soils (Visual-Manual Procedure), American Society for Testing and Materials, 2000.


8                                                       
ASTM D 2664-95a, Standard Test Method for Triaxial Compressive Strength of Undrained Rock Core Specimens Without Pore Pressure Measurements, American Society for Testing and Materials, 1995.
3  Publicly available documents from the U.S. Nuclear Regulatory Commission (NRC) are available electronically through the NRC Library on the NRC's public Web site at http://www.nrc.gov/reading-rm/doc-collections/.  The documents can also be viewed on-line for free or printed for a fee in the NRC's Public Document Room (PDR) at 11555 Rockville Pike, Rockville, MD; the mailing address is USNRC PDR, Washington, DC 20555; telephone (301) 415-4737 or (800) 397-4209; and e-mail pdr.resource@nrc.gov.  4  The code of Federal Regulations is available electronically from the U.S. Government Printing Office at:  http://www.gpo.gov/fdsys/browse/collectionCfr.action?collectionCode=CFR.


5  Copies of International Atomic Energy Agency (IAEA) documents may be obtained through their Web site: WWW.IAEA.Org/, or by writing to the International Atomic Energy Agency, P.O. Box 100 Wagramer Strasse 5, A-1400
ASTM D 2845-00, Standard Test Method for Laboratory Determination of Pulse Velocities and Ultrasonic Elastic Constants of Rock, American Society for Testing and Materials, 2000.
Vienna, Austria.  Telephone (+431) 2600-0, Fax (+431) 2600-7, or E-Mail at Official.Mail@IAEA.Org.    6  Copies of U.S. Army Corps of Engineers documents may be obtained from the Corps at: Headquarters, U.S. Army Corps of Engineers, 441 G Street, NW, Washington, DC 20314-1000,  or electronically from their web site:  http://publications.usace.army.mil/publications/. 
7  Copies can be obtained from the Oxford University Press, 198 Madison Avenue, New York, NY 10016 or through their Web Site:  http://global.oup.com/contact_us/?AB=B&cc=us.


8  Copies can be obtained from John Wiley & Sons Inc. via their U.S. Distribution Center at 1 Wiley Drive, Somerset, NJ 08875-1272, telephone: 800-225-5945, of via e-mail at: custserv@wiley.com.
ASTM D 2850-95(1999), Standard Test Method for Unconsolidated-Undrained Triaxial Compression Test on Cohesive Soils, American Society for Testing and Materials, 1999.


RG 1.138, Page 14
ASTM D 2936-95, Standard Test Method for Direct Tensile Strength of Intact Rock Core Specimens, American Society for Testing and Materials, 1995.
11. American Society for Testing and Materials, (ASTM)  D4753-07, "Standard Specification for Evaluating, Selecting, and Specifying Balances and Scales for Use in Soil, Rock, and Construction Materials Testing," West Conshohocken, PA.


9 12. Scholey, G.K., et al., "A Review of Instrumentation for Measuring Small Strains During Triaxial Testing of Soil Specimens," Geotechnical Testing Journal, 18:137, American Society for Testing and Materials, West Conshohocken, PA., 1995.
ASTM D 2938-95, Standard Test Method for Unconfined Compressive Strength of Intact Rock Core Specimens, American Society for Testing and Materials, 1995.


13. Germaine, J.T., and C.C.  Ladd, "Triaxial Testing of Saturated Cohesive Soils," in Advanced Triaxial Testing of Soils and Rock, ASTM STP 977, pp.  421-459, American Society for Testing and Materials, West Conshohocken, PA, 1988.
ASTM D 2974-00, Standard Test Methods for Moisture, Ash, and Organic Matter of Peat and Other Organic Soils, American Society for Testing and Materials, 2000.


14. U.S.  Army Corps of Engineers, EM 1110-2-1909, "Calibration of Laboratory Soils Testing Equipment," Washington, DC, 1986.
ASTM D 3080-98, Standard Test Method for Direct Shear Test of Soils Under Consolidated Drained Conditions, American Society for Testing and Materials, 1998.


15. ASTM D3740-12a, "Standard Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction," American Society for Testing and Materials, West Conshohocken, PA.
ASTM D 3148-96, Standard Test Method for Elastic Moduli of Intact Rock Core Specimens in Uniaxial Compression, American Society for Testing and Materials, 1996.


16. Sallfors, G., "Quality Assurance in Laboratory Testing,"
1.138-19
Proceedings, Twelfth International Conference on Soil Mechanics and Foundation Engineering , Volume  1, No.  12, pp. 105-106, 1989, Taylor & Francis Group, NY, NY.


10  17. Graham, J., et al., "Influence of Storage and Reconsolidation Procedures on Clay Properties," Geotechnical Testing Journal, 13:280-290, American Society for Testing and Materials, West Conshohocken, PA, 1990.
ASTM D 3967-95a, Standard Test Method for Splitting Tensile Strength of Intact Rock Core Specimens, American Society for Testing and Materials, 1995.


18. Brown, P.T., and J.C.-P.  Chow, "Prevention of Sample Deterioration,"
ASTM D 3999-91(1996), Standard Test Methods for the Determination of the Modulus and Damping Properties of Soils Using the Cyclic Triaxial Apparatus, American Society for Testing and Materials, 1996.
Geotechnical Testing Journal, 11:296300, American Society for Testing and Materials, West Conshohocken, PA, 1988.


19. ASTM D4220/D4220M-14, "Standard Practices for Preserving and Transporting Soil Samples," American Society for Testing and Materials, West Conshohocken, PA.
ASTM D 4015-92(2000), Standard Test Methods for Modulus and Damping of Soils by the Resonant-Column Method, American Society for Testing and Materials, 2000.


20. ASTM D2488-09a, "Standard Practice for Description and Identification of Soils (Visual-Manual Procedure)," American Society for Testing and Materials, West Conshohocken, PA.
ASTM D 4186-89(1998)e1, Standard Test Method for One-Dimensional Consolidation Properties of Soils Using Controlled-Strain Loading, American Society for Testing and Materials, 1998.


21. ASTM D4452-06, "Standard Methods for X-Ray Radiography of Soil Samples," American Society for Testing and Materials, West Conshohocken, PA.
ASTM D 4221-99, Standard Test Method for Dispersive Characteristics of Clay Soil by Double Hydrometer, American Society for Testing and Materials, 1999.


22. ASTM D2487-11, "Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System)," American Society for Tes ting and Materials, West Conshohocken, PA.
ASTM D 4253-00, Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table, American Society for Testing and Materials, 2000.


9  Copies of American Society for Testing and Materials (ASTM) standards may be purchased from ASTM, 100 Barr Harbor Drive, P.O. Box C700, West Conshohocken, Pennsylvania 19428-2959; telephone (610) 832-9585.  Purchase information is available through the ASTM Web site at http://www.astm.org.    10  Copies can be obtained from Customer Services, Taylor & Francis Group , 325 Chestnut Street, Suite 800, Philadelphia, PA 19106, USA, telephone (800) 354-1420, or via their Web site:  http://taylorandfrancisgroup.com/.   
ASTM D 4254-00, Standard Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density, American Society for Testing and Materials, 2000.
RG 1.138, Page 15
23. U.S.  Army Corps of Engineers, Testing Handbook Standard (RTH) 102-93, "Recommended Practice for Petrographic Examination of Rock Cores," Geotechnical Laboratory, Waterways Experiment Station, Vicksburg, MS, 1993.


24. U.S.  Army Corps of Engineers, Torrey, V.H., III, and R.T.  Donaghe, "Compaction Control of Earth-Rock Mixtures," Technical Report GL-91-16, Waterways Experiment Station, Vicksburg, MS, 1991.
ASTM D 4318-00, Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils, American Society for Testing and Materials, 2000.


25. Evans, M.D., and S.  Zhou, "Liquefaction Behavior of Sand-Gravel Composites,"
ASTM D 4404-84e1, Standard Test Methods of Pore Volume and Pore Volume Distribution of Soil and Rock by Mercury Intrusion Porosimetry, American Society for Testing and Materials,
Journal of Geotechnical Engineering
1998.
, 121:287-298, American Society of Civil Engineers, Reston, VA, 1995.


11  26. ASTM D5878-08, "Standard Guide for Using Rock Mass Classification Systems for Engineering Purposes," American Society for Testing a nd Materials, West Conshohocken, PA.
ASTM D 4405-93, Standard Test Methods for Creep of Cylindrical Soft Rock Core Specimens in Uniaxial Compressions, American Society for Testing and Materials, 1998.


27. American Public Health Association, American Water Works Association, and Water Environment Federation, Standard Methods for the Examination of Water and Wastewater, 20th ed., Washington, DC, 1999.12  28. Seed, H.B., and I.M.  Idriss, Ground Motions and Soil Liquefaction During Earthquakes, Monograph Series, Earthquake Engineering Research Institute, University of California, Berkeley, CA, 1982.
ASTM D 4452-85e1, Standard Methods for X-Ray Radiography of Soil Samples, American Society for Testing and Materials, 1995.


29. Seed, H.B., "Evaluation of Soil Liquefaction Effects on Level Ground During Earthquakes," Liquefaction Problems in Geotechnical Engineering, Preprint No.  2752, American Society of Civil Engineers National Convention, Philadelphia, pp.  1-104, American Society of Civil Engineers, Reston, VA, 1976.
ASTM D 4525-90e1, Standard Test Method for Permeability of Rocks by Flowing Air, American Society for Testing and Materials, 1995.


30. Koester, J.P., "The Influence of Test Procedures on Correlation of Atterberg Limits with Liquefaction in Fine-Grained Soils,"
ASTM D 4542-95, Standard Test Method for Pore Water Extraction and Determination of the Soluble Salt Content of Soils by Refractometer, American Society for Testing and Materials,
Geotechnical Testing Journal, 15:352-361, American Society for Testing and Materials, West Conshohocken, PA, 1992.
1995.


31. Tatsuoka, F., et al., "Importance of Measuring Local Strains in Cyclic Triaxial Tests on Granular Materials," in Dynamic Geotechnical Testing II, ASTM STP 1213, pp 288-304, American Society for Testing and Materials, West Conshohocken, PA, 1994.
ASTM D 4612-03, Standard Practice for Calculating Thermal Diffusivity of Rocks, American Society for Testing and Materials, 2003.


32. Vucetic, M., and R.  Dobry, "Effect of Soil Plasticity on Cyclic Response," ASCE Journal of Geotechnical Engineering, 117:89-17, American Society of Civil Engineers, Reston, VA, 1991.
ASTM D 4643-00, Standard Test Method for Determination of Water (Moisture) Content of Soil by the Microwave Oven Method, American Society for Testing and Materials, 2000.


33. ASTM D4015-07, "Standard Test Methods for Modulus and Damping of Soils by the Resonant-Column Method," American Society for Testing and Materials, West Conshohocken, PA.
1.138-20


34. University of Texas at Austin Geotechnical Engineering Center, "Technical Procedures for Resonant Column and Torsional Shear (RCTS) Testing of Soil and Rock Samples," Procedure PBRCTS-1, Austin, TX, October 2000.
ASTM D 4644-87, Standard Test Method for Slake Durability of Shales and Similar Weak Rocks, American Society for Testing and Materials, 1998.


13                                                     
ASTM D 4647-93e1, Standard Test Method for Identification and Classification of Dispersive Clay Soils by the Pinhole Test, American Society for Testing and Materials, 1998.
11  Documents from the American Society of Civil Engineers (ASCE) are available through their Web site (http://www.asce.org/); or by contacting their home office at American Society of Civil Engineers, 1801 Alexander Bell Drive, Reston, VA, 20191; telephone (800) 548-272


===3.      ===
ASTM D 4767-95, Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils, American Society for Testing and Materials, 1995.
12  Copies can be obtained from the American Public Health Association, 800 I Street NW, Washington, DC 20001-3710; telephone (202) 777-2742, or from their Web Site at: http://apha.org/.  


RG 1.138, Page 16
ASTM D 4943-95, Standard Test Method for Shrinkage Factors of Soils by the Wax Method, American Society for Testing and Materials, 1995.
35. NRC, "Backfitting and Information Collection," NUREG-1409, July 1990, ADAMS Accession No.  ML032230247.


36. NRC, "Management of Facility-specific Backfitting and Information Collection," NRC Management Directive 8.4
ASTM D 4959-00, Standard Test Method for Determination of Water (Moisture) Content of Soil by Direct Heating, American Society for Testing and Materials, 2000.


13  Copies can be obtained from the Department of Civil, Architectural & Environmental Engineering Geotechnical Engineering Program, University of Texas, 1 University Station, C1792 Austin, Texas 78712-0280; telephone (512) 232-3682, or from their Web Site at:  http://www.ce.utexas.edu/dept
ASTM D 5080-00, Standard Test Method for Rapid Determination of Percent Compaction, American Society for Testing and Materials, 2000.
/area/geotech/index.html.


Appendix A to RG 1.138, Page A-1 APPENDIX A  LABORATORY TESTING METHOD
ASTM D 5084-00, Standard Test Methods for Measurement of Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter, American Society for Testing and Materials, 2000.
S FOR SOIL AND ROCK 
NAME OF TEST  STANDARD OR
PREFERRED METHOD  APPENDIX A
REFERENCES  PROPERTIES OR PARAMETERS
DETERMINED 
REMARKS/SPECIAL EQUIPMENT
REQUIREMENTS    SOILS-INDEX AND CLASSIFICATION TESTSGradation analysis  ASTM D421-85(1998) Refs.  1, 2, 3, 4  Particle size distribution  Methods are applicable to some rocks, after disaggregation.


D422-63(2007)
ASTM D 5311-92, Standard Test Method for Load Controlled Cyclic Triaxial Strength of Soil, American Society for Testing and Materials, 1996.
D2217 D4221-99(2005)  Percent fines  ASTM D1140-00(2006) Refs.  1, 4, 5  Percent of weight of material finer than No.  200 sieve Atterberg limits  ASTM D4318-10 Refs.  2, 3, 5, 6, 7, 8  Liquid and plastic limit, plasticity index, shrinkage factor (limit) 
D4943-08  Specific gravity  ASTM D854-10  Refs.  2, 4  Specific gravity, apparent specific gravity, bulk unit weight sufficiently fine to eliminate internal voids in the intact rock  Boiling should not be used for de-airing.  Method can be used for rock, after grinding.              D5550-06              C127-07 Radiography  ASTM D4452-06 Ref.  9  Qualitative test of sample quality Description of soil and rock  ASTM D2487-10  Description of soil from visual-manual examination D2488-09a D4452-06 C294-05    SOILS-MOISTURE-DENSITY RELATIONSBulk unit weight  ASTM C127-07  Bulk unit weight (bulk density)  Methods are applicable to some rocks, with some obvious modifications.  Water (moisture) content  ASTM D425-88(2008)  Refs. 2, 12, 13  Water content as a percent of dry weight  Method is applicable to rock.  D1558-99(2004) 
D2216-10 
D2974-07a D4643-80 
D4959-07 


Appendix A to RG 1.138, Page A-2 NAME OF TEST  STANDARD OR
ASTM D 5407-95, Standard Test Method for Elastic Moduli of Undrained Intact Rock Core Specimens in Triaxial Compression Without Pore Pressure Measurement, American Society for Testing and Materials, 2000.
PREFERRED METHOD  APPENDIX A
REFERENCES  PROPERTIES OR PARAMETERS
DETERMINED 
REMARKS/SPECIAL EQUIPMENT
REQUIREMENTS  Relative density  ASTM C127-07  Maximum and minimum density of cohesionless soils  Requires vibration table.  In vibration table testing, both amplitude and frequency should be adjusted to values that yield greatest density.  However, treatment that produces breakage of grains should be avoided, and mechanical analyses should be performed as a check on grain breakage.  Compaction  ASTM D698-07  Refs.  2, 4, 14  Maximum dry unit weight of soil  Method for earth-rock mixtures is given in Ref.


15.  D1557-09 D4253-00(2006) 
ASTM D 5550-00, Standard Test Method for Specific Gravity of Soil Solids by Gas Pycnometer, American Society for Testing and Materials, 2000.
D4254-00(2006) 
D5080-08 SOILS-CONSOLIDATION AND PERMEABILITYConsolidation  ASTM D2435-04  Refs.  2, 4, 14  One-dimensional compressibility, permeability of cohesive soil D4186-06 Permeability  ASTM D2434-68(2006)  Refs.  2, 4, 16  Permeability  Suitable for remolded or compacted soils.  For natural, in situ soils, field test should be used.


D5084-10 
ASTM D 5607-95, Standard Test Method for Performing Laboratory Direct Shear Strength Tests of Rock Specimens Under Constant Normal Force, American Society for Testing and Materials,
SOILS-PHYSICAL AND CHEMICAL PROPERTIESMineralogy  Refs.  17, 18, 19 Identification of minerals  Applicable to rock.  Requires x-ray diffraction apparatus.  Differential thermal analysis apparatus may also be used.
1995.


Organic Content ASTM D2974-07 Ref.  20 Organic and inorganic carbon content as percent of dry weight Dry combustion methods (ASTM D2974) are acceptable, but where organic matter content is critical, data so obtained should be verified by wet combustion tests.  Soluble salts  ASTM D4542-07  Ref.  21  Concentration of soluble salts in soil pore water  Erodibility tests  ASTM D5852-00(2007)   
OTHER APPENDIX A REFERENCES
Pinhole test ASTM D4221-99(2005) 
1.    EM 1110-2-1906, Laboratory Soils Testing, U.S. Army Corps of Engineers, Washington, DC, 1986.
Refs.  22, 23 Significant in evaluation of potential erosion or piping D4647-06e1 Crumb test ATSM D6572-06    Qualitative indication of the natural dispersive characteristics of clayey soils Appendix A to RG 1.138, Page A-3 NAME OF TEST  STANDARD OR
PREFERRED METHOD  APPENDIX A  
REFERENCES PROPERTIES OR PARAMETERS
DETERMINED 
REMARKS/SPECIAL EQUIPMENT
REQUIREMENTS  Cylinder dispersion  Ref. 1   SOILS-SHEAR STRENGTH AND DEFORMABILITY
Unconfined compression  ASTM D2166-06  Ref.  1  Strength of cohesive soil in uniaxial compression Direct shear, consolidated-drained  ASTM D3080-04  Ref.  4  Cohesion and angle of internal friction under drained conditions Triaxial compression, unconsolidated-undrained  ASTM D2850-03a(2007)  Refs. 2, 4, 25  Shear strength parameters; cohesion and angle of internal friction for soils of low permeability Triaxial compression, consolidated-drained  ASTM D7181-11  Refs. 2, 4, 25  Shear strength parameters; cohesion and angle of internal friction; for long-term loading conditions Circumferential drains, if used, should be slit to avoid stiffening the test specimen.  Triaxial compression, consolidated-undrained  ASTM D4767-04  Refs.  2, 4, 25  Shear strength parameters; cohesion and angle of internal friction for consolidated soil.  With pressure measurements, cohesion and friction may be obtained.


Circumferential drains, if used, should be slit to avoid stiffening of test specimen.
2.    EM 1110-2-1909, Calibration of Laboratory Soils Testing Equipment, U.S. Army Corps of Engineers, Washington, DC, 1986.


Cyclic triaxial  ASTM D3999-91(2006)  Refs. 8, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35 Local strain, modulus and damping D5311-92(2004)  Cyclic simple shear  Refs. 30, 36  Shear modulus and damping values and cyclic strength of cohesive and cohesionless soils  Tests may be run with either stress control or strain control. Two different types of apparatus, NGI and Roscoe devices, are described in Refs. 35 and 37, respectively.
3.    A.K. Howard, and R.C. Horz, Minimum Test Specimen for Gradation Analysis, Geotech- nical Testing Journal, GTJODJ, Vol. 11, No. 3, pp. 213-217, 1988.


ROCKS-ENGINEERING PROPERTIES Water content  ASTM D2216-10  Water Content  Specific gravity  ASTM C127-07 Porosity  ASTM D4612-08  Refs.  10, 41  Bulk unit weight, specific gravity, and total porosity (Melcher method) or effective porosity (Simmons or Washburn-Bunting methods)  Soil testing methods are generally applicable with minor modification.   D4404-10
1.138-21


Appendix A to RG 1.138, Page A-4 NAME OF TEST  STANDARD OR
4. T.W. Lambe, Soil Testing for Engineers, John Wiley & Sons, Inc., New York, 1951.
PREFERRED METHOD  APPENDIX A
REFERENCES  PROPERTIES OR PARAMETERS
DETERMINED 
REMARKS/SPECIAL EQUIPMENT
REQUIREMENTS  Permeability  ASTM D4525-08  Refs. 10, 41  Permeability of intact rock  Laboratory permeability values are not normally representative of in situ permeability of shallow jointed rock masses.


Degradation resistance ASTM C535-09  Percent of weight of rock greater than 3/4 in.
5. J.P. Koester, The Influence of Test Procedures on Correlation of Atterberg Limits with Liquefaction in Fine-Grained Soils, Geotechnical Testing Journal, GTJODJ, Vol. 15, No. 4, pp. 352-361, 1992a.


(19 mm)  Seismic velocity ASTM D2845-08  Compressional and shear wave velocities in intact rock  Requires signal generator, transducers, oscilloscope  Direct tensile strength  ASTM D2936-08  Uniaxial tensile strength of intact rock Splitting tensile strength  ASTM D3967-08  Indirect measure of tensile strength of intact rock  Modulus of rupture  Ref. 15 Indirect measure of tensile strength of intact rock  Unconfined compression  ASTM D7012-10
6. L.J. Bobrowski, Jr., and D.M. Griekspoor, Determination of the Plastic Limit of a Soil by Means of a Rolling Device, Geotechnical Testing Journal, GTJODJ, Vol. 15, No. 3, pp. 284-287, 1992.
  Young's moduli and unconfined compression strength of intact rock Uniaxial compression  ASTM D7012-10  Young's moduli, Poisson's ratio D7070-08  Triaxial compression undrained  ASTM D7012-10  Young's moduli, cohesion friction parameters of failure envelope Triaxial compression without pore pressure measurements  ASTM D7012-10  Ref. 42  Young's moduli, cohesion friction parameters Triaxial compression with pore pressure measurements  Ref. 42  Young's moduli, cohesion friction parameters of effective stress conditions Slake durability  ASTM D4644-08 Ref. 37  Index of resistance to slaking  Direct shear  ASTM D5607-08  Shear strength 


Appendix A to RG 1.138, Page A-5 APPENDIX A REFERENCES AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) STANDARDS ASTM C127-07, "Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate," West Conshohocken, PA.   ASTM C128-07a, "Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Fine Aggregate," West Conshohocken, PA.  ASTM C294-05, "Standard Descriptive Nomenclature for Constituents of Concrete Aggregate," West Conshohocken, PA.   ASTM C535-09, "Standard Test Method for Resistance to Degradation of Large-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine," West Conshohocken, PA.  ASTM D421-85(2007), "Standard Practice for Dry Preparation of Soil Samples for Particle-Size Analysis and Determination of Soil Constants," West Conshohocken, PA ASTM D422-63(2007), "Standard Test Method for Particle-Size Analysis of Soils," West Conshohocken, PA.  ASTM D425-88(2008), "Standard Test Method for Centrifuge Moisture Equivalent of Soils," West Conshohocken, PA.  ASTM D698-07, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft
7.  B.M. Das, Soil Mechanics Laboratory Manual, 4th ed., Engineering Press, Inc., San Jose, California, 1992.
3 (600 kN-m/m
3))," West Conshohocken, PA.  ASTM D854-10, "Standard Test Methods for Specific Gravity of Soil Solids by Water Pycnometer," West Conshohocken, PA.  ASTM D1140-00(2006), "Standard Test Methods for Amount of Material in Soils Finer than the No.  200 (75-um) Sieve," West Conshohocken, PA.  ASTM D1557-09, "Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft
3 (2,700 kN-m/m
3))," West Conshohocken, PA.  ASTM D1558-99(2004), "Standard Test Method for Moisture Content Penetration Resistance Relationships of Fine-Grained Soils," West Conshohocken, PA.  ASTM D2166-06, "Standard Test Method for Unconfined Compressive Strength of Cohesive Soil," West Conshohocken, PA.   ASTM D2216-10, "Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass," West Conshohocken, PA.   ASTM D2434-68(2006), "Standard Test Method for Permeability of Gra nular Soils (Constant Head)," West Conshohocken, PA.


Appendix A to RG 1.138, Page A-6 ASTM D2435-04, "Standard Test Method for One-Dimensional Consolidation Properties of Soils," West Conshohocken, PA.   ASTM D2487-10, "Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System)," West Conshohocken, PA.   ASTM D2488-09a, Standard Practice for Description and Identification of Soils (Visual-Manual Procedure)," West Conshohocken, PA.  ASTM D2845-08, "Standard Test Method for Laboratory Determination of Pulse Velocities and Ultrasonic Elastic Constants of Rock," West Conshohocken, PA.  ASTM D2850-03a(2007), "Standard Test Method for Unconsolidated-Undrained Triaxial Compression Test on Cohesive Soils," West Conshohocken, PA.  ASTM D2936-08, "Standard Test Method for Direct Tensile Strength of Intact Rock Core Specimens," West Conshohocken, PA.  ASTM D2974-07a, "Standard Test Methods for Moistu re, Ash, and Organic Matter of Peat and Other Organic Soils," West Conshohocken, PA.  ASTM D3080-04, "Standard Test Method for Direct Shear Test of Soils Under Consolidated Drained Conditions," West Conshohocken, PA.  ASTM D3967-08, "Standard Test Method for Splitting Tensile Strength of Intact Rock Core Specimens," West Conshohocken, PA.  ASTM D3999-91(2006), "Standard Test Methods for the Determination of the Modulus and Damping Properties of Soils Using the Cyclic Triaxial Apparatus," West Conshohocken, PA ASTM D4015-07, "Standard Test Methods for Modulus and Damping of Soils by the Resonant-Column Method," West Conshohocken, PA ASTM D4186-06, "Standard Test Method for One-Dimensional Consolidation Properties of Soils Using Controlled-Strain Loading," West Conshohocken, PA.  ASTM D4221-99(2005), "Standard Test Method for Dispersive Characteristics of Clay Soil by Double Hydrometer," West Conshohocken, PA.  ASTM D4253-00(2006), "Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table," West Conshohocken, PA.  ASTM D4254-00(2006)e1, "Standard Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density," West Conshohocken, PA.   ASTM D4318-10, "Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils," West Conshohocken, PA.   ASTM D4404-10, "Standard Test Methods of Pore Volume and Pore Volume Distribution of Soil and Rock by Mercury Intrusion Porosimetry," West Conshohocken, PA.
8. J.P. Koester, Cyclic Strength and Pore Pressure Generation Characteristics of Fine Grained Soils, Ph.D. Thesis, University of Colorado, Boulder, December 1992b.


Appendix A to RG 1.138, Page A-7 ASTM D4452-06, "Standard Methods for X-Ray Radiography of Soil Samples," West Conshohocken, PA.   ASTM D4525-08, "Standard Test Method for Permeability of Rocks by Flowing Air," West Conshohocken, PA. ASTM D4542-07, "Standard Test Method for Pore Water Extraction and Determination of the Soluble Salt Content of Soils by Refractometer," West Conshohocken, PA.  ASTM D4612-08, "Standard Practice for Calculating Thermal Diffusivity of Rocks," West Conshohocken, PA.  ASTM D4643-08, "Standard Test Method for Determination of Water (Moisture) Content of Soil by the Microwave Oven Method," West Conshohocken, PA.  ASTM D4644-08, "Standard Test Method for Slake Durability of Shales and Similar Weak Rocks," West Conshohocken, PA.  ASTM D4647-06e1, "Standard Test Method for Identification and Classification of Dispersive Clay Soils by the Pinhole Test," West Conshohocken, PA.  ASTM D4767-04, "Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils," West Conshohocken, PA.  ASTM D4943-08, "Standard Test Method for Shrinkage Factors of Soils by the Wax Method," West Conshohocken, PA.  ASTM D4959-07, "Standard Test Method for Determination of Water (Moisture) Content of Soil by Direct Heating," West Conshohocken, PA.  ASTM D5080-08, "Standard Test Method for Rapid Determination of Percent Compaction," West Conshohocken, PA.  ASTM D5084-10, "Standard Test Methods for Measurement of Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter," West Conshohocken, PA. ASTM D5311-92(2004)e1, "Standard Test Method for Load Controlled Cyclic Triaxial Strength of Soil," West Conshohocken, PA.  ASTM D5550-06, "Standard Test Method for Specific Gravity of Soil Solids by Gas Pycnometer," West Conshohocken, PA.  ASTM D5607-08, "Standard Test Method for Performing Laboratory Direct Shear Strength Tests of Rock Specimens Under Constant Normal Force," West Conshohocken, PA.  ASTM D5852 -00(2007), "Standard Test Method for Erodibility Determination of Soil in the Field or in the Laboratory by the Jet Index Method," West Conshohocken, PA.  ASTM D6572-06, "Standard Test Methods for Determining Dispersive Characteristics of Clayey Soils by the Crumb Test," West Conshohocken, PA.
9. E.L. Krinitzsky, Radiography in the Earth Sciences and Soil Mechanics, Plenum Press, New York, 1970.


Appendix A to RG 1.138, Page A-8 ASTM D7012-10, "Standard Test Method for Compressive Strength and Elastic Moduli of Intact Rock Core Specimens under Varying States of Stress and Temperatures," West Conshohocken, PA. ASTM D7070-08, "Standard Test Methods for Creep of Rock Core under Constant Stress and Temperature," West Conshohocken, PA. ASTM D7181-11, "Standard Test Method for Consolidated Drained Triaxial Compression Test for Soils," West Conshohocken, PA.
10. RTH 102-93, Rock Testing Handbook (RTH), Test Standards 1993, Part 1, U.S. Army Engineers, Waterways Experiment Station, Vicksburg, MS, 1993.


OTHER APPENDIX A REFERENCES 
11. U.S. Army Corps of Engineers, The Unified Soil Classification System, T 3-357, Prepared by Geotechnical Laboratory, Waterways Experiment Station, Vicksburg, MS, 1960.
1. Engineering Manual (EM) 1110-2-1906, "Laboratory Soils Testing," U.S. Army Corps of Engineers, Washington, DC, 1986.


2. EM 1110-2-1909, "Calibration of Laboratory Soils Testing Equipment," U.S. Army Corps of Engineers, Washington, DC, 1986.
12. P.A. Gilbert, Computer Controlled Microwave Oven System for Rapid Water Content Determination, Technical Report GL-88-21, U.S. Army Engineer Waterways Experiment Station, Vicksburg, MS, 1988.


3. Howard, A.K., and R.C. Horz, "Minimum Test Specimen for Gradation Analysis,"
13. P.A. Gilbert, Computer-Controlled Microwave Drying of Potentially difficult Organic and Inorganic Soils, Technical Report GL-90-26, U.S. Army Engineer Waterways Experiment Station, Vicksburg, MS, 1990.
Geotechnical Testing Journal, 11:213-217, 1988.


4. Lambe, T.W., Soil Testing for Engineers, John Wiley & Sons, New York, NY, 1951.
14. K.H. Head, Manual of Soil Laboratory Testing, Volume 1: Soil Classification and Compaction Tests, Second Ed., Halstead Press: An imprint of John Wiley & Sons Inc.,
    New York - Toronto, 1992.


5. Koester, J.P., "The Influence of Test Procedures on Correlation of Atterberg Limits with Liquefaction in Fine-Grained Soils,"
15. Obert, Leonard, and Duvall, Rock Mechanics and the Design of Structures in Rock, John Wiley & Sons, Inc., New York, 1967.
Geotechnical Testing Journal, 15:352-361, 1992.


6. Bobrowski, L.J., Jr., and D.M.  Griekspoor, "Determination of the Plastic Limit of a Soil by Means of a Rolling Device," Geotechnical Testing Journal, 15:284-287, 1992.
16. G.H. Francher, The Porosity and Permeability of Elastic Sediments and Rocks, Subsurface Geologic Methods (A Symposium), 2nd ed., Colorado School of Mines, Golden, CO, pp. 685-
    712, 1950.


7. Das, B.M., Soil Mechanics Laboratory Manual , 4 th  ed., Engineering Press, Inc., San Jose, CA, 1992.   8. Koester, J.P., "Cyclic Strength and Pore Pressure Generation Characteristics of Fine Grained Soils," Ph.D.  Thesis, University of Colorado, Boulder, December 1992.
17. L.E. Allison, Wet Combustion Apparatus and Procedure for Organic and Inorganic Carbon in Soil, Proceedings, Soil Science Society of America, Vol. 24, pp. 36-40, 1960.


9. Krinitzsky, E.L., Radiography in the Earth Sciences and Soil Mechanics, Plenum Press, New York, NY, 1970.
1.138-22


10. U.S.  Army Corps of Engineers, Rock Testing Handbook Standard (RTH) 102-93, "Recommended Practice for Petrographic Examination of Rock Cores," Geotechnical Laboratory, Waterways Experiment Station, Vicksburg, MS, 1993.
18. American Society of Agronomy and American Society for Testing and Materials, Methods of Soil Analysis, Parts 1 and 2, American Society of Agronomy, Inc., Madison, Wisconsin,
    1965.


11. T 3-357, "The Unified Soil Classification System," U.S.  Army Corps of Engineers, Geotechnical Laboratory, Waterways Experiment Station, Vicksburg, MS, 1960.
19. C.M. Warshaw and R. Roy, Classification and a Scheme for the Identification of Layer Sili- cates, Bulletin of the Geological Society of America, Vol. 72, pp. 1455-1492, 1961.


12. Gilbert, P.A., "Computer-Controlled Microwave Oven System for Rapid Water Content Determination," Technical Report GL-88-21, U.S.  Army Corps of Engineers, Waterways Experiment Station, Vicksburg, MS, 1988.
20. N.O. Schmidt, Suggested Method of Testing for Organic Carbon Content of Soil by Wet Combustion, Special Procedures for Testing Soil and Rock for Engineering Purposes, American Society for Testing and Materials, STP 479, Philadelphia, 1970.


Appendix A to RG 1.138, Page A-9
21. Soil Survey Laboratory Methods and Procedures for Collecting Soil Samples, Soil Survey Investigations Report No. 1, U.S. Soil Conservation Service, Washington, DC, 1967.
13. Gilbert, P.A., "Computer-Controlled Microwave Drying of Potentially Difficult Organic and Inorganic Soils," Technical Report GL-90-26, U.S. Army Corps of Engineers, Waterways Experiment Station, Vicksburg, MS, 1990.


14. Head, K.H., Manual of Soil Laboratory Testing, Volume 1:  Soil Classification and Compaction Tests, 2nd ed., Halstead Press:  An imprint of John Wiley & Sons Inc., New York - Toronto, 1992.  15. Obert, L., et al., Rock Mechanics and the Design of Structures in Rock, John Wiley & Sons, Inc., New York, NY, 1967.
22. E.G. Perry, Piping in Earth Dams Constructed of Dispersive Clay, Literature Review and Design of Laboratory Tests, Technical Report S-75-15, U.S. Army Waterways Experiment Station, Vicksburg, MS, 1975.


16. Francher, G.H., "The Porosity and Permeability of Elastic Sediments and Rocks," Subsurface Geologic Methods (A Symposium), 2nd ed., Colorado School of Mines, Golden, CO, pp. 685-712, 1950.
23. J.L. Sherard et al., Pinhole Test for Identifying Dispersive Spills, Journal of the Geotechnical Engineering Division, American Society of Civil Engineers, Vol. 102, No. GT
    1, pp. 69-85, 1976.


17. Allison, L.E., "Wet Combustion Apparatus and Procedure for Organic and Inorganic Carbon in Soil," Proceedings, Soil Science Society of America, Volume  24, pp.  36-40, 1960.
24. K.H. Head, Manual of Soil Laboratory Testing, Volume 2: Permeability, Shear Strength and Compressibility Tests, Second Ed., Pentech Press, London, 1994.


18. American Society of Agronomy and American Society for Testing and Materials, "Methods of Soil Analysis," Parts 1 and 2, American Society of Agronomy, Inc., Madison, WI, 1965.
25. A.W. Bishop and D.J. Henkel, The Measurement of Soil Properties in the Triaxial Test,
    2nd Ed., Edward Arnolds, Ltd., London, 1962.


19. Warshaw, C.M., and R. Roy, "Classification and a Scheme for the Identification of Layer Silicates," Bulletin of the Geological Society of America, 72:1455-1492, 1961.
26. M. Evans, Undrained Cyclic Triaxial Testing of GravelsThe Effects of Membrane Compliance, Ph.D. Dissertation, University of California, Berkeley, CA, 1987.


20. Schmidt, N.O., "Suggested Method of Testing for Organic Carbon Content of Soil by Wet Combustion," Special Procedures for Testing Soil and Rock for Engineering Purposes , ASTM STP 479, Philadelphia, PA, 1970.
27. M.E. Hynes, Pore Pressure Generation Characteristics of Gravel Under Undrained Cyclic Loading," Ph.D. Dissertation, University of California, Berkeley, CA, 1988.


21. U.S. Soil Conservation Service, "Soil Survey Laboratory Methods and Procedures for Collecting Soil Samples," Soil Survey Investigations Report No. 1, Washington, DC, 1967.
28. G.K. Scholey, J.D. Frost, and M. Jamiolkowski, A Review of Instrumentation for Measuring Small Strains During Triaxial Testing of Soil Specimens, Geotechnical Testing Journal, GTJODJ, Vol. 18, No. 2, pp. 137, 1995.


22. Perry, E.G., "Piping in Earth Dams Constructed of Dispersive Clay, Literature Review and Design of Laboratory Tests," Technical Report S-75-15, U.S.  Army Waterways Experiment Station, Vicksburg, MS, 1975.
29. H.B. Seed, Evaluation of Soil Liquefaction Effects on Level Ground During Earthquakes, Liquefaction Problems in Geotechnical Engineering, Preprint No. 2752, ASCE National Convention, Philadelphia, pp. 1-104, 1976.


23. Sherard, J.L., et al., "Pinhole Test for Identifying Dispersive Spills," Journal of the Geotechnical Engineering Division, 102:69-85, 1976.
30. H.B. Seed, and I.M. Idriss, Ground Motions and Soil Liquefaction During Earthquakes, Monograph Series, Earthquake Engineering Research Institute, University of California, Berkeley, CA, 1982.


24. Head, K.H., Manual of Soil Laboratory Testing, Volume 2:  "Permeability, Shear Strength and Compressibility Tests," 2nd ed., Pentech Press, London, 1994.
1.138-23


25. Bishop, A.W., and D.J.  Henkel, The Measurement of Soil Prop erties in the Triaxial Test, 2nd ed., Edward Arnolds, Ltd., London, 1962.
31. Shannon & Wilson, Inc., and Agbabian-Jacobsen Associates, Soil Behavior Under Earthquake Loading Conditions; State-of-the-Art Evaluation of Soil Characteristics for Seismic Response Analysis, Report for U.S. Atomic Energy Commission, 1972.


26. Evans, M., "Undrained Cyclic Triaxial Testing of Gravels-The Effects of Membrane Compliance," Ph.D.  Dissertation, University of California, Berkeley, CA, 1987.
32. F. Tatsuoka et al., Importance of Measuring Local Strains in Cyclic Triaxial Tests on Granular Materials, Dynamic Geotechnical Testing II, ASTM STP 1213, American Society for Testing and Materials, Philadelphia, PA, 1994.


27. Hynes, M.E., "Pore Pressure Generation Characteristics of Gravel Under Undrained Cyclic Loading," Ph.D. Dissertation, University of California, Berkeley, CA, 1988.
33. M. Vucetic and R. Dobry, Effect of Soil Plasticity on Cyclic Response, ASCE Journal of Geotechnical Engineering, Vol. 117, No. 1, pp 89-17, 1991.


Appendix A to RG 1.138, Page A-10
34. M.L. Silver and H.B. Seed, Deformation Characteristics of Sand Under Cyclic Loads, Journal of the Soil Mechanics and Foundations Division, American Society of Chemical Engineers, Vol. 97, No. SM 8, pp. 1081-1098, 1971.
28. Scholey, G.K., et al., "A Review of Instrumentation for Measuring Small Strains During Triaxial Testing of Soil Specimens," Geotechnical Testing Journal, 18:137, 1995.


29. Seed, H.B., "Evaluation of Soil Liquefaction Effects on Level Ground During Earthquakes," Liquefaction Problems in Geotechnical Engineering, Preprint No. 2752, ASCE National Convention, Philadelphia, PA, pp. 1-104, 1976.
35. G.R. Thiers and H.B. Seed, Cyclic Stress-Strain Characteristics of Clay, Journal of the Soil Mechanics and Foundations Division, American Society of Chemical Engineers, Vol. 94, No. SM 2, pp. 555-569, 1968.


30. Seed, H.B., and I.M. Idriss, Ground Motions and Soil Liquefaction During Earthquakes , Monograph Series, Earthquake Engineering Research Institute, University of California, Berkeley, CA, 1982.
36. M.L. Silver and T.K. Park, Testing Procedure Effects on Dynamic Soil Behavior, Journal of the Geotechnical Engineering Division, American Society of Chemical Engineers, Vol. 101, No. GT 10, pp. 1061-1083, 1975.


31. Shannon & Wilson, Inc., and Agbabian-Jacobsen Associates, "Soil Behavior Under Earthquake Loading Conditions:  State-of-the-Art Evaluation of Soil Characteristics for Seismic Response Analysis," Report for U.S.  Atomic Energy Commission, Washington, DC, 1972.
37. W.D.L. Finn et al., Sand Liquefaction in Triaxial and Simple Shear Tests, Journal of the Soil Mechanics and Foundations Division, American Society of Chemical Engineers, Vol.


32. Tatsuoka, F., et al., "Importance of Measuring Local Strains in Cyclic Triaxial Tests on Granular Materials,"
97, No. SMS, pp. 639-659, 1971.
Dynamic Geotechnical Testing II, ASTM STP 1213, Philadelphia, PA, 1994.


33. University of Texas at Austin Geotechnical Engineering Center, "Technical Procedures for Resonant Column and Torsional Shear (RCTS) Testing of Soil and Rock Samples," Procedure PBRCTS-1, Austin, TX, October 2000.
38. B.A. Andr&#xe9;asson, Dynamic Deformation Characteristics of Soft Clay, Proceedings, Inter- national Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, Vol. 1, pp. 65-70, 1981.


34. Vucetic, M., and R. Dobry, "Effect of Soil Plasticity on Cyclic Response," ASCE Journal of Geotechnical Engineering, 117:89-107, 1991.
39. D.Z. Zavoral and R.G. Campanella, Frequency Effects on Damping Modulus of Cohesive Soils, ASTM STP 1213, American Society for Testing and Materials, 1994.


35. Silver, M.L., and H.B. Seed, "Deformation Characteristics of Sand Under Cyclic Loads," Journal of the Soil Mechanics and Foundations Division, 97:1081-1098, 1971.
40. D.S. Kim, K.H. Stokoe, and J.M. Roesset, Characterization of Material Damping of Soils Using Resonant Column and Torsional Shear Tests, Soil Dynamics and Earthquake Engineering, Computation Mechanics Publications, United Kingdom, 1991.


36. Thiers, G.R., and H.B. Seed, "Cyclic Stress-Strain Characteristics of Clay," Journal of the Soil Mechanics and Foundations Division, 94:555-569, 1968.
41. A.W. Buell, Porosity and Permeability Analysis, Subsurface Geologic Methods (A Sym- posium), 1st Ed., pp. 168-175, Colorado School of Mines, Golden, CO, 1950.


37. Silver, M.L., and T.K.  Park, "Testing Procedure Effects on Dynamic Soil Behavior," Journal of the Geotechnical Engineering Division, 101:1061-1083, 1975.
42. W.J. Heck, Development of Equipment for Studying Pore Pressure Effects in Rock, Proceedings, Tenth Symposium on Rock Mechanics, University of Texas at Austin, American Institute of Mining, Metallurgical, and Petroleum Engineers, Inc., New York, pp.


38. Finn, W.D.L., et al., "Sand Liquefaction in Triaxial and Simple Shear Tests," Journal of the Soil Mechanics and Foundations Division, 97:639-659, 1971.
243-266, 1972.


39. Andr&#xe9;asson, B.A., "Dynamic Deformation Characteristics of Soft Clay,"
1.138-24
Proceedings, International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, Volume  1, pp. 65-70, 1981.


40. Zavoral, D.Z., and R.G. Campanella, "Frequency Effects on Damping Modulus of Cohesive Soils," ASTM STP 1213, Philadelphia, PA, 1994.
REGULATORY ANALYSIS
        A separate regulatory analysis was not prepared for this regulatory guide. The regulatory analysis prepared for Draft Regulatory Guide DG-1109, Laboratory Investigations of Soils and Rocks for Engineering Analysis and Design of Nuclear Power Plants (August 2001), provides the regulatory basis for this regulatory guide as well. DG-1109 was issued for public comment as the draft of this present regulatory guide. A copy of the regulatory analysis is available for inspection and copying for a fee at the U.S. Nuclear Regulatory Commission Public Document Room, 11555 Rockville Pike, Rockville, MD; the PDRs mailing address is USNRC PDR, Washington, DC
20555; telephone (301)415-4737 or 1-(800)397-4209; fax (301)415-3548; e-mail
<PDR@NRC.GOV>. It is also available electronically on the NRCs web site, <www.nrc.gov> ,
in the NRCs Electronic Reading Room in ADAMS, accession number ML 012420328.


41. Kim, D.S., et al., "Characterization of Material Damping of Soils Using Resonant Column and Torsional Shear Tests," Soil Dynamics and Earthquake Engineering, Computation Mechanics Publications, United Kingdom, 1991.
BACKFIT ANALYSIS
        This regulatory guide does not require a backfit analysis as described in 10 CFR 50.109(c)
because it does not impose a new or amended provision in the NRCs rules or a regulatory staff position interpreting the NRCs rules that is either new or different from a previous staff position.


42. Buell, A.W., "Porosity and Permeability Analysis," Subsurface Geologic Methods (A
In addition, this regulatory guide does not require the modification or addition to systems, structures, components, or design of a facility or the procedures or organization required to design, construct, or operate a facility. Rather, an applicant can select a method for achieving compliance with a license or the rules or the orders of the Commission as described in 10 CFR 50.109(a)(7).
Symposium), 1st ed., pp. 168-75, Colorado School of Mines, Golden, CO, 1950.
This regulatory guide provides an opportunity to use industry-developed standards, if that is the applicants preferred method.


Appendix A to RG 1.138, Page A-11
1.138-25}}
43. Heck, W.J., "Development of Equipment for Studying Pore Pressure Effects in Rock,"
Proceedings, Tenth Symposium on Rock Mechanics, University of Texas at Austin, American Institute of Mining, Metallurgical, and Petroleum Engineers, Inc., New York, NY, pp.  243-266, 1972.}}


{{RG-Nav}}
{{RG-Nav}}

Latest revision as of 03:23, 20 March 2020

Laboratory Investigations of Soils and Rocks for Engineering Analysis and Design of Nuclear Power Plants (DG-1109)
ML033510166
Person / Time
Issue date: 12/31/2003
From:
Office of Nuclear Regulatory Research
To:
References
DG-1109 RG-1.138, Rev 2
Download: ML033510166 (26)
v • d • e


U.S. NUCLEAR REGULATORY COMMISSION Revision 2 December 2003 REGULATORY GUIDE

OFFICE OF NUCLEAR REGULATORY RESEARCH

REGULATORY GUIDE 1.138 (Draft was issued as DG-1109)

LABORATORY INVESTIGATIONS OF SOILS AND ROCKS

FOR ENGINEERING ANALYSIS AND DESIGN

OF NUCLEAR POWER PLANTS

A. INTRODUCTION

This guide describes laboratory investigations and testing practices acceptable to the NRC staff for determining soil and rock properties and characteristics needed for engineering analysis and design for foundations and earthworks for nuclear power plants. The state of the art of laboratory testing practices of soils and rocks is reflected in existing standards, and, where appropriate, this guide discusses and references such standards.

In 1996, the Nuclear Regulatory Commission (NRC) issued new regulations concerning site evaluation factors and geologic and seismic siting criteria for nuclear power plants (10 CFR Part 100),

Reactor Site Criteria, in Subpart B, Evaluation Factors for Stationary Power Reactor Site Applications on or After January 10, 1997"). In particular, 10 CFR 100.20(c), 100.21(d), and 100.23 establish requirements for conducting site investigations for nuclear power plants for site applications submitted after January 10, 1997, to permit an evaluation of the site and provide information needed for seismic response analyses and engineering design. This evaluation should include the development of information relative to the static and dynamic engineering properties of soil and rock materials of the site.

Safety-related site characteristics are identified in detail in Regulatory Guide 1.70, Standard Format and Content of Safety Analysis Reports for Nuclear Power Plants. Regulatory Guide 4.7, General Site Suitability Criteria for Nuclear Power Stations, discusses site characteristics that affect site suitability. Regulatory Guide 1.132, Site Investigations for Foundations of Nuclear Power Regulatory guides are issued to describe and make available to the public such information as methods acceptable to the NRC staff for implementing specific parts of the NRCs regulations, techniques used by the staff in evaluating specific problems or postulated accidents, and data needed by the NRC staff in its review of applications for permits and licenses. Regulatory guides are not substitutes for regulations, and compliance with them is not required. Methods and solutions different from those set out in the guides will be acceptable if they provide a basis for the findings requisite to the issuance or continuance of a permit or license by the Commission.

This guide was issued after consideration of comments received from the public. Comments and suggestions for improvements in these guides are encouraged at all times, and guides will be revised, as appropriate, to accommodate comments and to reflect new information or experience. Written comments may be submitted to the Rules and Directives Branch, ADM, U.S. Nuclear Regulatory Commission, Washington, DC 20555-0001.

Regulatory guides are issued in ten broad divisions: 1, Power Reactors; 2, Research and Test Reactors; 3, Fuels and Materials Facilities; 4, Environmental and Siting;

5, Materials and Plant Protection; 6, Products; 7, Transportation; 8, Occupational Health; 9, Antitrust and Financial Review; and 10, General.

Single copies of regulatory guides (which may be reproduced) may be obtained free of charge by writing the Distribution Services Section, U.S. Nuclear Regulatory Commission, Washington, DC 20555-0001, or by fax to (301)415-2289, or by email to DISTRIBUTION@NRC.GOV. Electronic copies of this guide and other recently issued guides are available at NRCs home page at <WWW.NRC.GOV> through the Electronic Reading Room, Accession Number ML033510166.

Plants, discusses programs of field studies, exploratory borings, and sampling needed to provide geotechnical data for site evaluation and engineering analysis and design.

The technical basis for this regulatory guide is contained in NUREG/CR-5739 (1999).

NUREG/CR-5739 was developed to reflect current and state-of-the-art techniques related to laboratory testing of soils and rock. It summarizes the processes required in a laboratory testing program ranging from storage, selection, and handling of test specimens to static and dynamic testing methods and equipment.

The information collections contained in this regulatory guide are covered by the requirements of 10 CFR Parts 50, which were approved by the Office of Management and Budget (OMB), approval number 3150-0011 and 3150-0093. The NRC may not conduct or sponsor, and a person is not required to respond to, a request for information or an information collection requirement unless the requesting document displays a currently valid OMB control number.

B. DISCUSSION

In the course of site investigations and analyses for nuclear power plant facilities, the purpose of a laboratory testing program is to identify and classify soils and rocks and to evaluate their physical and engineering properties. The NRC staff reviews the information obtained from the site investigations and laboratory tests and considers the safety aspects of the application of the data to the design and construction of nuclear plants. Consideration of public safety imposes particularly stringent requirements on the design and construction of nuclear power plant facilities. Therefore, it is essential that all phases of a site investigation program and associated field and laboratory testing be carefully planned and carried out to ensure that soil and rock properties are realistically estimated.

The course of site and laboratory investigations will depend on actual site conditions, the nature of problems encountered or suspected at the site, and design requirements for foundations and earthworks. Therefore, a program should be made flexible and tailored to each site and plant design as the site and laboratory investigations proceed. The program should be under the direction of experienced engineers and geologists who have demonstrated competence in the field of soil and rock mechanics testing and are familiar with the site. Specific testing requirements and details of testing procedures will depend on the nature of the soils and rocks encountered. It is normally desirable to follow testing procedures that are generally known and accepted since they are easily reproduced. Also, the effects of standard procedures on test results are better understood. Depending on the nature of the soil and rock material, it may be more appropriate and desirable to modify existing standard procedures; however, it is important that such test procedures be fully described so that the test may be reproduced and the results verified.

Laboratory procedures for some of the most common tests are shown in Appendix A with related references.

1.138-2

C. REGULATORY POSITION

1. LABORATORY TESTING PROGRAM

1.1 Laboratory Facilities The basics for a laboratory facility for soil and rock testing include adequate test space, temperature controlled areas, and adequate ventilation and air flow. Separate areas, and preferably separate rooms, are desirable for dust- and vibration-producing activities such as sieve analyses, compaction tests, and sample processing. Normally, samples should be tested on arrival from the field. If storage is required, consideration should be given to storing samples in a separate room with the relative humidity maintained at or near 100%.

The facility should be equipped with the proper equipment (from calipers and sieves to triaxial testing devices) necessary to perform the types of tests for which the facility was designed.

1.

2. Laboratory Equipment

1.2.1 Apparatus When standard laboratory testing procedures are used, the test apparatus should conform to the published specifications. When the testing apparatus does not satisfy published specifications, a complete description of the essential characteristics of the apparatus is needed, with appropriate references to published papers, reports, or monographs. To ensure that essential characteristics (such as dimensions, mating of parts, piston friction, and fluid seals) are not significantly altered by wear, handling, corrosion, dirt, or deterioration of materials, all testing apparatus should be inspected and maintained regularly.

Use and care of laboratory equipment are discussed in detail in EM 1110-2-1906, Das

(1992), and Head (1992). Specifications for balances and scales are described in ASTM D 4753.

EM 1110-2-1906 provides valuable discussions of common problems, precautionary measures, and control of errors when engaged in the testing of soils. Scholey et al. (1995) present a review of instruments for measuring small strain. Germaine and Ladd (1988) discuss problems associated with triaxial testing of saturated cohesive soils, including errors caused by the equipment or the procedures used.

1.2.2 Calibration All test apparatus and instruments used for quantity measurement should be calibrated against certified calibration standards before being put into service. Calibrations can be verified at regular intervals thereafter. The necessary frequency for recalibration varies according to the susceptibility of the apparatus to change and the required precision of measurement. Physical length or volume measuring apparatus such as metallic tapes, rules, pycnometers, cylinders, or graduated cylinders need not be calibrated unless altered by visible wear or damage. Weights and other equipment used as standards to calibrate test instruments are normally recalibrated periodically by an external agency with equipment directly traceable to the National Institute of Standards and Technology. Instrument calibrations may be performed in-house using the

1.138-3

specific laboratorys own standards of references. EM 1110-2-1909 provides procedures recommended for the calibration of testing equipment. ASTM D 3740 and Sallfors (1989)

provide information on equipment calibration and its importance, respectively.

1.2.3 Reagents and Water Chemical testing in a soil laboratory is usually limited to routine tests. These tests determine such constituents as organic matter, chlorides, pH value, and sulfates. Head (1992)

provides information on the most widely used clinical test for soils and groundwater.

2. HANDLING AND STORAGE OF SAMPLES

The identification markings of all samples are verified immediately upon their arrival at the laboratory, and an inventory should be maintained of all samples received.

2.1 Disturbed Samples It is important that disturbed samples be examined and tested as soon as possible after arrival in the laboratory; however, for a large testing program, storage of the samples may be required for several days or weeks. Samples to be used for fluid content determinations, however, should be protected against change in water content.

2.2 Undisturbed Samples Undisturbed samples should be protected from vibration, shock, significant temperature changes, and changes in water content. Moisture seals should be checked periodically and renewed as needed. Even the most careful sealing and storing of undisturbed samples cannot prevent physical and clinical changes. Therefore, the samples should not be retained for long periods, particularly if in contact with unprotected steel tubes. Storage for long periods of time may discredit any subsequent determination of their engineering properties. The duration of storage before testing should be recorded for each sample test. Samples that have been stored for long periods of time should not be considered to have the characteristics of undisturbed samples.

Therefore, they should not be tested as undisturbed samples. For clay specimens, the delay between sampling and testing and the control kept over their volumes during storage are known to affect the strength and compressibilities measured in the laboratory. These measured properties will also be affected by the reconsolidated procedures (see Graham et al., 1990, and Brown and Chow, 1988). Further information on handling and storage of soil samples can be found in ASTM D 4220.

2.3 Rocks Rock samples should be transported as fragile material and protected from excessive changes in humidity and temperature. Like soil samples, rock samples should be examined and tested as soon as possible. For a large testing program, the rock specimens may be stored, but every effort should be made to protect the stored samples against damage.

1.138-4

3. INITIAL IDENTIFICATION AND EXAMINATION OF SAMPLES

The initial description of a sample should include but not be limited to what is seen, felt, and smelled.

ASTM D 2488 describes procedures necessary for the description and identification of a soil sample based primarily on visual identification and manual test. ASTM D 4452, on x-ray radiography of soil samples, describes procedures before testing for the detection of inherent abnormalities and disturbances; it is especially useful for undisturbed samples. ASTM D 2487 describes the various soil groups in detail and discusses the method of identification in order that a uniform classification procedure may be followed by those who use the system. RTH 102-93 describes procedures used in the petrographic examination of rock core samples. Petrographic examinations are made to determine the physical and chemical properties of a material, to describe and classify a sample, and to determine the amount of specific materials that may affect the specimens intended use.

4. SELECTION AND PREPARATION OF TEST SPECIMENS

4.1 General The selection of soil and rock specimens for laboratory testing requires careful examination of boring records and available samples. It is important that test specimens be representative of the soil or rock unit to be tested and be accurately described to permit establishment of the soil profile. Average test values of material properties need to be identified as well as the range of values identifying their variability. This requires the testing of not only the most representative samples, but also of those with extreme properties and those representative of critical zones. Guidelines for spacing of borings and frequency of sampling are given in Regulatory Guide 1.132. Additional boring and sampling may be required when laboratory examination of the samples reveals an inadequate number or distribution of suitable samples to meet testing requirements.

Undisturbed test samples should be prepared to preserve the natural structure and water content of the material. The sample should always be prepared in a humid room. Trimming instruments should be sharp and clean and the sample adequately supported.

4.2 Undisturbed Samples Undisturbed tube samples of soils should be examined for evidence of disturbance. A

serious source of damage to undisturbed soil samples is the extrusion of the samples from the sample tubes. One method that may minimize damage during the removal of samples from thin- wall tubes is to split the tube longitudinally by milling. An alternative may be to saw the tube transversely into segments of sufficient length to extrude a single test specimen from each and trim off the ends. The fact that milling may cause disturbance and changes in the void ratio in some soils, particularly in loose sand, is an important consideration in the assessment of the best way to remove samples from tubes. Dressing the cut tube edges before extruding samples from

1.138-5

the tube sections reduces disturbance of the sample. Reuse of thin-walled sample tubes is not recommended if they have been damaged during retrieving or extruding samples.

Undisturbed tube samples should satisfy the following criteria:

(1) The specific recovery ratio should be between 90 and 100 percent; a tube with less recovery may be acceptable if it appears that the sample may have been broken off and otherwise appears undisturbed. The actual recovery obtained should be recorded and documented.

(2) On the surface of or in sliced sections of the sample, there should be no visible distortions, planes of failure, pitting, discoloration, or other signs of disturbance that can be attributed to the sampling operation or handling of the sample.

(3) The net length and weight of the sample and the results of other control tests should not have changed during shipment, storage, and handling of the sample.

In addition to the above, samples that have been subjected to violent mechanical shocks or to accidental freezing and thawing should not be considered to be undisturbed even if other evidence of disturbance is absent Test specimens should be representative of each discrete soil or rock unit to be tested and should be accurately described on the basis of classification tests to permit establishment of the soil and geologic profiles. The best quality and most representative undisturbed samples available should be used in physical and engineering property tests of in situ soils, whether cohesive or cohesionless.

Trimming and shaping of test specimens of soils require great care to prevent disturbance and changes in water content. Frozen samples should be prepared under conditions that will prevent premature thawing. Details of procedures depend on the nature of the test and the specimen. EM 1110-2-1906 describes procedures for preparing soil samples for testing, while ASTM D 4452 can be used to determine the quality of a sample before testing.

4.3 Reconstituted or Remolded Samples High-quality undisturbed samples are preferred for all tests of strength and dynamic responses of in situ soils, whether cohesive or cohesionless. However, in some instances, reconstituted or remolded samples should be used when representative undisturbed samples cannot be obtained. Remolded samples are also used as representative of compacted fill or backfill material for new construction. Undisturbed samples of earth fill are taken for confirmatory testing during construction. Undisturbed samples are also taken in the testing and reevaluation of existing structures. Reconstituted specimens representative of in situ material should be molded to the in situ density and moisture content as determined from actual field measurements. Regulatory Guide 1.132 discusses methods of determining the in situ density of cohesionless soils. Samples representative of fill material should be molded to the range of densities and water contents expected or obtained under field conditions.

1.138-6

Laboratory personnel should record a complete detailed description of the specimen that should include but not be limited to identification of the material, color, consistency, brittleness of the material, and indication of disturbance of boring samples. Disturbed samples should not be used for any test other than classification, specific gravity, or water content (see EM 1110-2-

1906).

4.4 Scalping of Large Particles Standard-size laboratory testing equipment will not readily accommodate gravel and large particles. Such materials are typically scalped, or removed from the total sample, and the finer fraction tested. Fractional analysis of density for compaction control measures to account for scalped gradation are discussed by Torrey and Donaghe (1991), while Evans and Zhou (1995)

report the effects on cyclic strength caused by the inclusion of gravel size particles in various gradations of granular soils.

4.5 Laboratory Testing Program The study of soil and rock mechanics covers the investigation, description, classification, testing, and analysis of soil and rock to determine their interaction with structures built in or upon them, or built with them. The physical properties of soils and rocks should be determined by carrying out tests on samples of soil in a laboratory. These tests can be divided into two main categories: classification tests and engineering properties tests. Classification tests indicate the general type of soil and the engineering category to which it belongs. Engineering properties are determined by specific tests that require careful considerations of field conditions, various design loading conditions, material properties, and possible problems at the site. The focus of laboratory investigations should depend on the design requirements and nature of problems encountered or suspected at the site.

In addition to the usual geotechnical engineering considerations, the investigation and evaluation of sites for nuclear power plants require an evaluation of the site response to earthquake loading as well as other dynamic loading conditions. Such analyses include the evaluation of wave propagation characteristics of subsurface materials with interaction effects of structures, analysis of the potential for soil liquefaction, settlement under dynamic loading, and analysis of the effects of earthquake loading on the stability of slope and embankments.

The basic parameters required as input for dynamic response analyses of soils include total mass density, relative density, Poissons ratio, static soil strength, initial stress conditions, shear and compressional wave velocities, and the dynamic shear modulus and damping ratio.

The variation of strength, moduli, and damping with strain is also needed for such analyses.

1.138-7

5. TESTING PROCEDURES FOR DETERMINING STATIC SOIL PROPERTIES

5.1 General Laboratory tests on soil and rock material should be thorough and of documented quality that permits a realistic estimate of soil and rock properties and subsurface conditions. Personnel experienced in laboratory practices for soil testing should be responsible for handling samples, preparing test specimens, specifying testing procedures and operations, with all related documentation.

5.2 Soil Testing Classification tests and determination of engineering properties should be performed according to an accepted and published method. Laboratory procedures for some of the most common tests, along with other related references, are shown in Appendix A. These include:

Water Content Permeability Unit Weights Consolidation Void Ratio Direct Shear Test Porosity Triaxial Compression Tests Saturation Unconfined Compression Tests Atterberg Limits Relative Density Specific Gravity Grain Size Analysis Erodibility Tests Compaction The number of tests required in a laboratory investigation program will depend on the type of material, the quality of samples, the purpose and relative importance of the test, and the scatter of test data. In general, all soils and rocks sampled at the site should first be identified and classified using appropriate index and classification tests. The Unified Soil Classification System (ASTM D 2487) should be used in describing soils and in preparing soil profiles, while ASTM D

5878 should be used for the classification of rock mass for specific engineering purposes. Further tests required to establish physical and engineering properties should be sufficient to define the range of values for material properties. A sufficient number of tests should be completed to cover the range of values expected under field conditions.

Standard test procedures that are followed without deviation and performed on standard equipment require documentation by reference only. For tests for which there are no standard procedures available or for which it is appropriate to use modified or alternative procedures, the details of the test procedures should be documented for evaluation and future referencing. The technical basis for deviating from standard testing procedures should be documented. Use of other than standard equipment, even if it is used with standard testing procedures, should also be documented.

1.138-8

5.3 Tests of Ground Water or Surface Waters Testing of ground water and surface water depends on the nature of potential problems identified at the site. Acid water, for example, may cause the degradation of carbonate rocks and concrete foundations. Standard methods of testing water for physical, chemical, radioactive, and microbiological properties are described in Standard Methods for the Examination of Water and Wastewater (1999). This reference also describes methods of testing polluted water, wastewaters, effluents, bottom sediments, and sludges. Standard testing methods should be used unless special problems are encountered that require modifications or alternative methods.

6. TESTING PROCEDURES FOR DETERMINING DYNAMIC SOIL PROPERTIES

6.1 General It is important that the laboratory tests represent field conditions as closely as practical to ensure a realistic assessment of soil properties. Before dynamic tests are performed, the initial state of stress in the soil should be determined, and a series of static consolidated-drained and consolidated-undrained triaxial compression tests should be made to determine static strength.

The dynamic testing program should include tests to determine the soil parameters needed as input for reference analyses and soil structure interaction studies as well as testing to determine the dynamic strength characteristics and liquefaction potential of soils. Some laboratory investigations and testing procedures for determining dynamic soil properties and soil behavior are listed, with related references, in Appendix A. The dynamic soils property testing includes cyclic triaxial tests and resonant column tests.

6.2 Cyclic Triaxial Tests Historically, the most common cyclic loading technique for investigating liquefaction resistance involves performance of the cyclic triaxial test, because of such factors as the availability of equipment and the relative ease of preparing undisturbed specimens. This is in spite of wide recognition of the inability of the test to accurately represent field earthquake stresses and boundary conditions (Seed and Idriss, 1982). Other research studies have demonstrated that laboratory-determined cyclic triaxial strengths (in fact, strengths determined from any unidrectional loading test) are higher than those expected to produce equivalent effects in the field (Seed, 1976). Research has also shown that estimation of field cyclic test results may not be possible by universal application of sample factors, e.g., gradation, density, and soil type (Koester,

1992).

As noted above, the cyclic triaxial test does not accurately model the stress conditions in situ. Caution should be exercised when using laboratory-obtained soil cyclic strengths. There should be appropriate downward adjustments of cyclic stress values obtained from triaxial tests as required. The rationale behind the adjustment and the data supporting its magnitude should be presented and referenced (see also Tatsuoka et al., 1994, on cyclic triaxial tests of sand and gravel, and Vucetic and Dobry, 1991, on cyclic triaxial tests in clays). Laboratory cyclic tests should be used only to establish parametric effects on cyclic strength behavior.

1.138-9

6.3 Resonant Column Tests ASTM D 4015, Standard Test Methods for Modulus and Damping of Soils by the Resonant-Column Method, describes testing procedures to determine the shear modulus, shear damping, rod modulus (Youngs modulus), and rod damping for solid cylindrical specimens of soil in undisturbed and remolded conditions by vibration using the resonant column. Related references for these tests, which discuss their limitations and applicabilities, are included in Appendix A.

7. TESTING PROCEDURES FOR DETERMINING ENGINEERING PROPERTIES

OF ROCK

Testing procedures and the determination of engineering properties of rock should be performed according to accepted and published methods. Common tests, along with other related references, are outlined in Appendix A. These include:

Porosity Unconfined Compression Permeability Triaxial Compression Seismic Velocity Slate Durability Direct Tensile Strength Specific Gravity Direct Shear

D. IMPLEMENTATION

The purpose of this section is to provide guidance to applicants and licensees regarding the NRC staffs plans for using this regulatory guide. No backfitting is included or approved in connection with the issuance of this guide.

Except when the applicant proposes an acceptable alternative method for complying with specified portions of the NRC's regulations, the methods described in this guide, which reflects public comments, will be used by the NRC staff in evaluating applications for construction permits, operating licenses, early site permits, or combined licenses submitted after January 10,

1997. This guide will not be used in the evaluation of an application for an operating license submitted after January 10, 1997, if the construction permit was issued before that date. This guide reflects current practice accepted by the NRC.

1.138-10

REFERENCES

ASTM D 2487-00, Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System), American Society for Testing and Materials, 2000.

ASTM D 2488-00, Standard Practice for Description and Identification of Soils (Visual-Manual Procedure), American Society for Testing and Materials, 2000.

ASTM D 3740-01, Standard Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction, American Society for Testing and Materials, 2001.

ASTM D 4015-92(2000), Standard Test Methods for Modulus and Damping of Soils by the Resonant-Column Method, American Society for Testing and Materials, 2000.

ASTM D 4452-85(1995)e1, Standard Methods for X-Ray Radiography of Soil Samples, American Society for Testing and Materials, 1995.

ASTM D 4753, Standard Specification for Evaluating, Selecting, and Specifying Balances and Scales for Use in Soil, Rock, and Construction Materials Testing, American Society for Testing and Materials, 1995.

ASTM D 5878, Standard Guide for Using Rock Mass Classification Systems for Engineering Purposes, American Society for Testing and Materials, 2000.

Brown, P.T., and Chow, J.C.-P., Prevention of Sample Deterioration, Geotechnical Testing Journal, GTJODJ, Vol. 11, No. 4, pp. 296-300, 1988.

Das, B.M., Soil Mechanics Laboratory Manual, 4th ed., Engineering Press, Inc., San Jose, California, 1992.

EM 1110-2-1906, Laboratory Soils Testing, U.S. Army Corps of Engineers, Washington, DC,

1986.

EM 1110-2-1909, Calibration of Laboratory Soils Testing Equipment, U.S. Army Corps of Engineers, Washington, DC, 1986.

Evans, M. D., and Zhou, S., Liquefaction Behavior of Sand-Gravel Composites, Journal of Geotechnical Engineering, Vol. 121, No. 3, pp. 287-298, 1995.

Germaine, J.T., and Ladd, C.C., Triaxial Testing of Saturated Cohesive Soils, Advanced Triaxial Testing of Soils and Rock, ASTM STP 977, pp. 421-459, ASTM, 1988.

Graham, J., et al., Influence of Storage and Reconsolidation Procedures on Clay Properties, Geotechnical Testing Journal, GTJODJ, Vol. 13, No. 4, pp. 280-290, 1990.

1.138-11

Head, K.H., Manual of Soil Laboratory Testing, Volume 1: Soil Classification and Compaction Tests, Second Ed., Halstead Press: an imprint of John Wiley & Sons Inc., New York-Toronto,

1992.

Koester, J.P., The Influence of Test Procedures on Correlation of Atterberg Limits with Liquefaction in Fine-Grained Soils, Geotechnical Testing Journal, GTJODJ, Vol. 15, No. 4, pp. 352-361, 1992.

NUREG/CR-5739, Laboratory Investigations of Soils and Rock for Engineering Analysis and Design of Nuclear Power Plants, T. Holmes, J.P. Koester, Editors, USNRC, January 1999.

Regulatory Guide 1.70, Standard Format and Content of Safety Analysis Reports for Nuclear Power Plants (LWR Edition), Revision 3, USNRC, November 1978.

Regulatory Guide 1.132, Site Investigations for Foundations of Nuclear Power Plants, Revision 2, USNRC, October 2003.

Regulatory Guide 4.7, General Site Suitability Criteria for Nuclear Power Stations, Revision 2, USNRC, April 1998.

RTH 102-93, Rock Testing Handbook (RTH), Test Standards 1993, Part I, U.S. Army Engineers, Prepared by Geotechnical Laboratory, Waterways Experiment Station, Vicksburg, MS, 1993.

Sallfors, G., Quality Assurance in Laboratory Testing, Proceedings, Twelfth International Conference on Soil Mechanics and Foundation Engineering, Vol. 1, No. 12, pp. 105-106, 1989.

Scholey, G.K., Frost, J.D., and Jamiolkowski, M., A Review of Instrumentation for Measuring Small Strains During Triaxial Testing of Soil Specimens, Geotechnical Testing Journal, GTJODJ, Vol. 18, No. 2, pp 137, 1995.

Seed, H.B., Evaluation of Soil Liquefaction Effects on Level Ground During Earthquakes, Liquefaction Problems in Geotechnical Engineering, Preprint No. 2752, ASCE National Conven- tion, Philadelphia, pp 1-104, 1976.

Seed, H.B., and Idriss, I.M., Ground Motions and Soil Liquefaction During Earthquakes, Monograph Series, Earthquake Engineering Research Institute, University of California, Berkeley, CA, 1982.

Standard Methods For the Examination of Water and Wastewater, 20th Edition, American Public Health Association, American Water Works Association, Water Environment Federation, 1999.

Tatsuoka, F., et al., Importance of Measuring Local Strains in Cyclic Triaxial Tests on Granular Materials, Dynamic Geotechnical Testing II, ASTM STP 1213, American Society for Testing and Materials, Philadelphia, PA, 1994.

1.138-12

Torrey, V.H. III, and Donaghe. R.T., Compaction Control of Earth-Rock Mixtures, Technical Report GL-91-16, U.S. Army Engineer Waterways Experiment Station, Vicksburg, Mississippi,

1991.

Vucetic, M., and Dobry, R., Effect of Soil Plasticity on Cyclic Response, ASCE Journal of Geotechnical Engineering, Vol. 117, No. 1, pp 89-17, 1991.

1.138-13

APPENDIX A

LABORATORY TESTING METHODS FOR SOIL AND ROCK

STANDARD OR PROPERTIES OR REMARKS/SPECIAL

PREFERRED OTHER PARAMETERS EQUIPMENT

NAME OF TEST METHOD REFERENCES DETERMINED REQUIREMENTS

SOILS --- INDEX AND CLASSIFICATION TESTS

Gradation Analysis ASTM D 421 Refs. 1, 2, 3, 4 Particle size distribution Methods are applicable to D 422 some rocks, after D 2217 disaggregation.

D 4221 Percent fines ASTM D 1140 Refs. 1, 4, 5 Percent of weight of material finer than No.

200 sieve.

Atterberg Limits ASTM D 427 Refs. 2, 3, 5, 6, Liquid and plastic limit, D 4318 7, 8 plasticity index, D 4943 shrinkage factor (limit)

Ref. 1 Specific Gravity ASTM D 854 Refs. 2, 4 Specific gravity, Boiling should not be used D 5550 apparent specific gravity, for de-airing. Method can Ref. 1 bulk unit weight be used for rock, after sufficiently fine to grinding.

eliminate internal voids in the intact rock.

Radiography ASTM D 4452 Ref. 9 Qualitative test of sample quality Description of Soil and ASTM D 2487 Description of soil from Rock D 2488 visual-manual D 4452 examination C 294 Ref. 10

Ref. 11 SOILS --- MOISTURE-DENSITY RELATIONS

Bulk Unit Weight Ref. 1 Bulk unit weight (bulk Methods are applicable to density) some rocks, with some obvious modifications.

Water (Moisture) ASTM D 425 Refs. 2, 12, 13 Water content as a Method is applicable to Content D 1558 percent of dry weight rock.

D 2216 D 2974 D 4643 D 4959 Ref. 1

1.138-14

STANDARD OR PROPERTIES OR REMARKS/SPECIAL

PREFERRED OTHER PARAMETERS EQUIPMENT

NAME OF TEST METHOD REFERENCES DETERMINED REQUIREMENTS

Relative Density Ref. 1 Maximum and minimum Requires vibration table. In density of cohesionless vibration table testing, both soils amplitude and frequency should be adjusted to values that yield greatest density.

However, treatment that produces breakage of grains should be avoided and mechanical analyses should be performed as a check on grain breakage.

Compaction ASTM D 698 Refs. 2, 4, 14 Maximum dry unit Method for earth-rock D 1557 weight of soil mixtures is given in Ref 15.

D 4253 D 4254 D 5080

Ref. 1 SOILS --- CONSOLIDATION AND PERMEABILITY

Consolidation ASTM D 2435 Refs. 2, 4, 14 One-dimensional D 4186 compressibility, Ref. 1 permeability of cohesive soil Permeability ASTM D 2434 Refs. 2, 4, 16 Permeability Suitable for remolded or D 5084 compacted soils. For natural, Ref. 1 In situ soils, field test should be used.

SOILS --- PHYSICAL AND CHEMICAL PROPERTIES

Mineralogy Refs. 17, 18, 19 Identification of minerals Applicable to rock.

Requires X-ray diffraction apparatus. Differential thermal analysis apparatus may also be used.

Organic Content Ref. 17 ASTM D 2974 Organic and inorganic Dry combustion methods Ref. 20 carbon content as (ASTM D 2974) are percent acceptable, but where of dry weight. organic matter content is critical, data so obtained should be verified by wet combustion tests.

Soluble Salts ASTM D 4542 Ref. 21 Concentration of soluble salts in soil pore water Erodibility Tests Pinhole Test ASTM D 4221 Refs.22, 23 Significant in evaluation D 4647 of potential erosion or Ref. 1 piping.

Crumb Test Ref. 1 SCS Test Ref. 1 Ref. 24 Cylinder Dispersion Ref. 1

1.138-15

STANDARD OR PROPERTIES OR REMARKS/SPECIAL

PREFERRED OTHER PARAMETERS EQUIPMENT

NAME OF TEST METHOD REFERENCES DETERMINED REQUIREMENTS

SOILS --- SHEAR STRENGTH AND DEFORMABILITY

Unconfined ASTM D 2166 Ref. 1 Strength of cohesive soil Compression in uniaxial compression.

Direct Shear, ASTM D 3080 Ref. 4 Cohesion and angle of Consolidated-drained Ref. 1 internal friction under drained conditions Triaxial Compression , ASTM D 2850 Refs. 2, 4, 25 Shear strength Unconsolidated- Ref. 1 parameters;

Undrained Cohesion and angle of internal friction for soils of low permeability.

Triaxial Compression, Ref. 1 Refs. 2, 4, 25 Shear strength Circumferential drains, if Consolidated- parameters; Cohesion used, should be slit to avoid Drained and angle of internal stiffening test specimen.

friction. For long-term loading conditions.

Triaxial Compression, ASTM D 4767 Refs. 2, 4, 25 Shear strength Circumferential drains, if Consolidated- Ref. 1 parameters; Cohesion used, should be slit to avoid Undrained and angle of internal stiffening of test specimen.

friction for consolidated soil. With pressure measurements, cohesion and friction may be obtained.

Cyclic Triaxial ASTM D 3999 Refs. 8, 26, 27, Local strain, modulus D 5311 28, 29, 30, 31, and damping

32, 33, 34, 35 Cyclic Simple Shear Refs. 30, 36 Shear modulus and Tests may be run with either damping values and stress control or strain cyclic-strength of control. Two different types cohesive and of apparatus, NGI and cohesionless soils Roscoe devices, are described in Refs. 35, 37, respectively.

Resonant Column ASTM D 4015 Refs. 38, 39, Shear modulus and Requires resonant column

40 damping in cohesive and device.

cohesionless soils.

Some devices can be used with deformations in longitudinal mode to determine Youngs modulus. Some devices can be used to determine cyclic strength.

ROCKS ---- ENGINEERING PROPERTIES

Water Content Ref. 10 Water Content Specific Gravity ASTM C 127 C 128

1.138-16

STANDARD OR PROPERTIES OR REMARKS/SPECIAL

PREFERRED OTHER PARAMETERS EQUIPMENT

NAME OF TEST METHOD REFERENCES DETERMINED REQUIREMENTS

Porosity ASTM D 4612 Refs. 10, 41 Bulk unit weight, Soil testing methods ASTM D 4404 specific gravity, and total generally applicable with porosity (Melcher minor modification.

Method) or effective porosity (Simmons or Washburn-Bunting Method)

Permeability ASTM D 4525 Refs. 10, 41 Permeability of intact Laboratory permeability rock values are not normally representative of in situ permeability of shallow jointed rock masses.

Degradation Resistance ASTM C 535 Percent of weight of rock greater than 3/4 in (19 mm)

Seismic Velocity ASTM D 2845 Compressional and shear Requires signal generator, wave velocities in intact transducers, oscilloscope.

rock Direct Tensile Strength ASTM D 2936 Uniaxial tensile strength of intact rock Splitting Tensile ASTM D 3967 Indirect measure of Strength tensile strength of intact (Brazilian Test) rock Modulus of Rupture Ref. 15 Indirect measure of tensile strength of intact rock Unconfined ASTM D 2938 Youngs moduli and Compression unconfined compression strength of intact rock Uniaxial Compression ASTM D 3148 Youngs moduli, D 4405 Possion ratio Triaxial Compression ASTM D 2664 Youngs moduli, Undrained cohesion friction parameters of failure envelope Triaxial Compression ASTM D 5407 Ref. 42 Youngs moduli, Without Pore Pressure cohesion friction Measurements parameters Triaxial Compression Ref. 42 Youngs moduli, With Pore Pressure cohesion friction Measurements parameters of effective stress conditions Slake Durability ASTM D 4644 Ref. 37 Index of resistance to slaking Direct Shear ASTM D 5607 Shear strength

1.138-17

APPENDIX A

REFERENCES

ASTM STANDARDS

ASTM C 127-01, Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Corse Aggregate, American Society for Testing and Materials, 2001.

ASTM C 128-01, Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Fine Aggregate, American Society for Testing and Materials, 2001.

ASTM C 294-98, Standard Descriptive Nonmenclature for Constitutes of Concrete Aggregate, American Society for Testing and Materials, 1998.

ASTM C 535-01, Standard Test Method for Resistance to Degradation of Large-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine, American Society for Testing and Materials, 2001.

ASTM D 421-85(1998), Standard Practice for Dry Preparation of Soil Samples for Particle-Size Analysis and Determination of Soil Constants, American Society for Testing and Materials, 1998.

ASTM D 422-63(1998), Standard Test Method for Particle-Size Analysis of Soils, American Society for Testing and Materials, 1998.

ASTM D 425-88(2201), Standard Test Method for Centrifuge Moisture Equivalent of Soils, American Society for Testing and Materials, 2001.

ASTM D 427-98, Test Method for Shrinkage Factors of Soils by the Mercury Method, American Society for Testing and Materials, 1998.

ASTM D 698-00a, Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3), American Society for Testing and Materials, 2000.

ASTM D 854-00, Standard Test Methods for Specific Gravity of Soil Solids by Water Pycnometer, American Society for Testing and Materials, 2000.

ASTM D 1140-00, Standard Test Methods for Amount of Material in Soils Finer Than the No.

200 (75-um) Sieve, American Society for Testing and Materials, 2000.

ASTM D 1557-00, Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700kN-m/m3)), American Society for Testing and Materials,

2000.

ASTM D 1558-99, Standard Test Method for Moisture Content Penetration Resistance Relationships of Fine-Grained Soils, American Society for Testing and Materials, 1999.

1.138-18

ASTM D 2166-00, Standard Test Method for Unconfined Compressive Strength of Cohesive Soil, American Society for Testing and Materials, 2000.

ASTM D 2216-98, Standard Test Method for Laboratory Determination of Water (Moisture)

Content of Soil and Rock by Mass, American Society for Testing and Materials, 1998.

ASTM D 2217-85(1998), Standard Practice for Wet Preparation of Soil Samples for Particle-Size Analysis and Determination of Soil Constants, American Society for Testing and Materials, 1998.

ASTM D 2434-68(2000), Standard Test Method for Permeability of Granular Soils (Constant Head), American Society for Testing and Materials, 2000.

ASTM D 2435-96, Standard Test Method for One-Dimensional Consolidation Properties of Soils, American Society for Testing and Materials, 1996.

ASTM D 2487-00, Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System), American Society for Testing and Materials, 2000.

ASTM D 2488-00, Standard Practice for Description and Identification of Soils (Visual-Manual Procedure), American Society for Testing and Materials, 2000.

ASTM D 2664-95a, Standard Test Method for Triaxial Compressive Strength of Undrained Rock Core Specimens Without Pore Pressure Measurements, American Society for Testing and Materials, 1995.

ASTM D 2845-00, Standard Test Method for Laboratory Determination of Pulse Velocities and Ultrasonic Elastic Constants of Rock, American Society for Testing and Materials, 2000.

ASTM D 2850-95(1999), Standard Test Method for Unconsolidated-Undrained Triaxial Compression Test on Cohesive Soils, American Society for Testing and Materials, 1999.

ASTM D 2936-95, Standard Test Method for Direct Tensile Strength of Intact Rock Core Specimens, American Society for Testing and Materials, 1995.

ASTM D 2938-95, Standard Test Method for Unconfined Compressive Strength of Intact Rock Core Specimens, American Society for Testing and Materials, 1995.

ASTM D 2974-00, Standard Test Methods for Moisture, Ash, and Organic Matter of Peat and Other Organic Soils, American Society for Testing and Materials, 2000.

ASTM D 3080-98, Standard Test Method for Direct Shear Test of Soils Under Consolidated Drained Conditions, American Society for Testing and Materials, 1998.

ASTM D 3148-96, Standard Test Method for Elastic Moduli of Intact Rock Core Specimens in Uniaxial Compression, American Society for Testing and Materials, 1996.

1.138-19

ASTM D 3967-95a, Standard Test Method for Splitting Tensile Strength of Intact Rock Core Specimens, American Society for Testing and Materials, 1995.

ASTM D 3999-91(1996), Standard Test Methods for the Determination of the Modulus and Damping Properties of Soils Using the Cyclic Triaxial Apparatus, American Society for Testing and Materials, 1996.

ASTM D 4015-92(2000), Standard Test Methods for Modulus and Damping of Soils by the Resonant-Column Method, American Society for Testing and Materials, 2000.

ASTM D 4186-89(1998)e1, Standard Test Method for One-Dimensional Consolidation Properties of Soils Using Controlled-Strain Loading, American Society for Testing and Materials, 1998.

ASTM D 4221-99, Standard Test Method for Dispersive Characteristics of Clay Soil by Double Hydrometer, American Society for Testing and Materials, 1999.

ASTM D 4253-00, Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table, American Society for Testing and Materials, 2000.

ASTM D 4254-00, Standard Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density, American Society for Testing and Materials, 2000.

ASTM D 4318-00, Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils, American Society for Testing and Materials, 2000.

ASTM D 4404-84e1, Standard Test Methods of Pore Volume and Pore Volume Distribution of Soil and Rock by Mercury Intrusion Porosimetry, American Society for Testing and Materials,

1998.

ASTM D 4405-93, Standard Test Methods for Creep of Cylindrical Soft Rock Core Specimens in Uniaxial Compressions, American Society for Testing and Materials, 1998.

ASTM D 4452-85e1, Standard Methods for X-Ray Radiography of Soil Samples, American Society for Testing and Materials, 1995.

ASTM D 4525-90e1, Standard Test Method for Permeability of Rocks by Flowing Air, American Society for Testing and Materials, 1995.

ASTM D 4542-95, Standard Test Method for Pore Water Extraction and Determination of the Soluble Salt Content of Soils by Refractometer, American Society for Testing and Materials,

1995.

ASTM D 4612-03, Standard Practice for Calculating Thermal Diffusivity of Rocks, American Society for Testing and Materials, 2003.

ASTM D 4643-00, Standard Test Method for Determination of Water (Moisture) Content of Soil by the Microwave Oven Method, American Society for Testing and Materials, 2000.

1.138-20

ASTM D 4644-87, Standard Test Method for Slake Durability of Shales and Similar Weak Rocks, American Society for Testing and Materials, 1998.

ASTM D 4647-93e1, Standard Test Method for Identification and Classification of Dispersive Clay Soils by the Pinhole Test, American Society for Testing and Materials, 1998.

ASTM D 4767-95, Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils, American Society for Testing and Materials, 1995.

ASTM D 4943-95, Standard Test Method for Shrinkage Factors of Soils by the Wax Method, American Society for Testing and Materials, 1995.

ASTM D 4959-00, Standard Test Method for Determination of Water (Moisture) Content of Soil by Direct Heating, American Society for Testing and Materials, 2000.

ASTM D 5080-00, Standard Test Method for Rapid Determination of Percent Compaction, American Society for Testing and Materials, 2000.

ASTM D 5084-00, Standard Test Methods for Measurement of Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter, American Society for Testing and Materials, 2000.

ASTM D 5311-92, Standard Test Method for Load Controlled Cyclic Triaxial Strength of Soil, American Society for Testing and Materials, 1996.

ASTM D 5407-95, Standard Test Method for Elastic Moduli of Undrained Intact Rock Core Specimens in Triaxial Compression Without Pore Pressure Measurement, American Society for Testing and Materials, 2000.

ASTM D 5550-00, Standard Test Method for Specific Gravity of Soil Solids by Gas Pycnometer, American Society for Testing and Materials, 2000.

ASTM D 5607-95, Standard Test Method for Performing Laboratory Direct Shear Strength Tests of Rock Specimens Under Constant Normal Force, American Society for Testing and Materials,

1995.

OTHER APPENDIX A REFERENCES

1. EM 1110-2-1906, Laboratory Soils Testing, U.S. Army Corps of Engineers, Washington, DC, 1986.

2. EM 1110-2-1909, Calibration of Laboratory Soils Testing Equipment, U.S. Army Corps of Engineers, Washington, DC, 1986.

3. A.K. Howard, and R.C. Horz, Minimum Test Specimen for Gradation Analysis, Geotech- nical Testing Journal, GTJODJ, Vol. 11, No. 3, pp. 213-217, 1988.

1.138-21

4. T.W. Lambe, Soil Testing for Engineers, John Wiley & Sons, Inc., New York, 1951.

5. J.P. Koester, The Influence of Test Procedures on Correlation of Atterberg Limits with Liquefaction in Fine-Grained Soils, Geotechnical Testing Journal, GTJODJ, Vol. 15, No. 4, pp. 352-361, 1992a.

6. L.J. Bobrowski, Jr., and D.M. Griekspoor, Determination of the Plastic Limit of a Soil by Means of a Rolling Device, Geotechnical Testing Journal, GTJODJ, Vol. 15, No. 3, pp. 284-287, 1992.

7. B.M. Das, Soil Mechanics Laboratory Manual, 4th ed., Engineering Press, Inc., San Jose, California, 1992.

8. J.P. Koester, Cyclic Strength and Pore Pressure Generation Characteristics of Fine Grained Soils, Ph.D. Thesis, University of Colorado, Boulder, December 1992b.

9. E.L. Krinitzsky, Radiography in the Earth Sciences and Soil Mechanics, Plenum Press, New York, 1970.

10. RTH 102-93, Rock Testing Handbook (RTH), Test Standards 1993, Part 1, U.S. Army Engineers, Waterways Experiment Station, Vicksburg, MS, 1993.

11. U.S. Army Corps of Engineers, The Unified Soil Classification System, T 3-357, Prepared by Geotechnical Laboratory, Waterways Experiment Station, Vicksburg, MS, 1960.

12. P.A. Gilbert, Computer Controlled Microwave Oven System for Rapid Water Content Determination, Technical Report GL-88-21, U.S. Army Engineer Waterways Experiment Station, Vicksburg, MS, 1988.

13. P.A. Gilbert, Computer-Controlled Microwave Drying of Potentially difficult Organic and Inorganic Soils, Technical Report GL-90-26, U.S. Army Engineer Waterways Experiment Station, Vicksburg, MS, 1990.

14. K.H. Head, Manual of Soil Laboratory Testing, Volume 1: Soil Classification and Compaction Tests, Second Ed., Halstead Press: An imprint of John Wiley & Sons Inc.,

New York - Toronto, 1992.

15. Obert, Leonard, and Duvall, Rock Mechanics and the Design of Structures in Rock, John Wiley & Sons, Inc., New York, 1967.

16. G.H. Francher, The Porosity and Permeability of Elastic Sediments and Rocks, Subsurface Geologic Methods (A Symposium), 2nd ed., Colorado School of Mines, Golden, CO, pp. 685-

712, 1950.

17. L.E. Allison, Wet Combustion Apparatus and Procedure for Organic and Inorganic Carbon in Soil, Proceedings, Soil Science Society of America, Vol. 24, pp. 36-40, 1960.

1.138-22

18. American Society of Agronomy and American Society for Testing and Materials, Methods of Soil Analysis, Parts 1 and 2, American Society of Agronomy, Inc., Madison, Wisconsin,

1965.

19. C.M. Warshaw and R. Roy, Classification and a Scheme for the Identification of Layer Sili- cates, Bulletin of the Geological Society of America, Vol. 72, pp. 1455-1492, 1961.

20. N.O. Schmidt, Suggested Method of Testing for Organic Carbon Content of Soil by Wet Combustion, Special Procedures for Testing Soil and Rock for Engineering Purposes, American Society for Testing and Materials, STP 479, Philadelphia, 1970.

21. Soil Survey Laboratory Methods and Procedures for Collecting Soil Samples, Soil Survey Investigations Report No. 1, U.S. Soil Conservation Service, Washington, DC, 1967.

22. E.G. Perry, Piping in Earth Dams Constructed of Dispersive Clay, Literature Review and Design of Laboratory Tests, Technical Report S-75-15, U.S. Army Waterways Experiment Station, Vicksburg, MS, 1975.

23. J.L. Sherard et al., Pinhole Test for Identifying Dispersive Spills, Journal of the Geotechnical Engineering Division, American Society of Civil Engineers, Vol. 102, No. GT

1, pp. 69-85, 1976.

24. K.H. Head, Manual of Soil Laboratory Testing, Volume 2: Permeability, Shear Strength and Compressibility Tests, Second Ed., Pentech Press, London, 1994.

25. A.W. Bishop and D.J. Henkel, The Measurement of Soil Properties in the Triaxial Test,

2nd Ed., Edward Arnolds, Ltd., London, 1962.

26. M. Evans, Undrained Cyclic Triaxial Testing of GravelsThe Effects of Membrane Compliance, Ph.D. Dissertation, University of California, Berkeley, CA, 1987.

27. M.E. Hynes, Pore Pressure Generation Characteristics of Gravel Under Undrained Cyclic Loading," Ph.D. Dissertation, University of California, Berkeley, CA, 1988.

28. G.K. Scholey, J.D. Frost, and M. Jamiolkowski, A Review of Instrumentation for Measuring Small Strains During Triaxial Testing of Soil Specimens, Geotechnical Testing Journal, GTJODJ, Vol. 18, No. 2, pp. 137, 1995.

29. H.B. Seed, Evaluation of Soil Liquefaction Effects on Level Ground During Earthquakes, Liquefaction Problems in Geotechnical Engineering, Preprint No. 2752, ASCE National Convention, Philadelphia, pp. 1-104, 1976.

30. H.B. Seed, and I.M. Idriss, Ground Motions and Soil Liquefaction During Earthquakes, Monograph Series, Earthquake Engineering Research Institute, University of California, Berkeley, CA, 1982.

1.138-23

31. Shannon & Wilson, Inc., and Agbabian-Jacobsen Associates, Soil Behavior Under Earthquake Loading Conditions; State-of-the-Art Evaluation of Soil Characteristics for Seismic Response Analysis, Report for U.S. Atomic Energy Commission, 1972.

32. F. Tatsuoka et al., Importance of Measuring Local Strains in Cyclic Triaxial Tests on Granular Materials, Dynamic Geotechnical Testing II, ASTM STP 1213, American Society for Testing and Materials, Philadelphia, PA, 1994.

33. M. Vucetic and R. Dobry, Effect of Soil Plasticity on Cyclic Response, ASCE Journal of Geotechnical Engineering, Vol. 117, No. 1, pp 89-17, 1991.

34. M.L. Silver and H.B. Seed, Deformation Characteristics of Sand Under Cyclic Loads, Journal of the Soil Mechanics and Foundations Division, American Society of Chemical Engineers, Vol. 97, No. SM 8, pp. 1081-1098, 1971.

35. G.R. Thiers and H.B. Seed, Cyclic Stress-Strain Characteristics of Clay, Journal of the Soil Mechanics and Foundations Division, American Society of Chemical Engineers, Vol. 94, No. SM 2, pp. 555-569, 1968.

36. M.L. Silver and T.K. Park, Testing Procedure Effects on Dynamic Soil Behavior, Journal of the Geotechnical Engineering Division, American Society of Chemical Engineers, Vol. 101, No. GT 10, pp. 1061-1083, 1975.

37. W.D.L. Finn et al., Sand Liquefaction in Triaxial and Simple Shear Tests, Journal of the Soil Mechanics and Foundations Division, American Society of Chemical Engineers, Vol.

97, No. SMS, pp. 639-659, 1971.

38. B.A. Andréasson, Dynamic Deformation Characteristics of Soft Clay, Proceedings, Inter- national Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, Vol. 1, pp. 65-70, 1981.

39. D.Z. Zavoral and R.G. Campanella, Frequency Effects on Damping Modulus of Cohesive Soils, ASTM STP 1213, American Society for Testing and Materials, 1994.

40. D.S. Kim, K.H. Stokoe, and J.M. Roesset, Characterization of Material Damping of Soils Using Resonant Column and Torsional Shear Tests, Soil Dynamics and Earthquake Engineering, Computation Mechanics Publications, United Kingdom, 1991.

41. A.W. Buell, Porosity and Permeability Analysis, Subsurface Geologic Methods (A Sym- posium), 1st Ed., pp. 168-175, Colorado School of Mines, Golden, CO, 1950.

42. W.J. Heck, Development of Equipment for Studying Pore Pressure Effects in Rock, Proceedings, Tenth Symposium on Rock Mechanics, University of Texas at Austin, American Institute of Mining, Metallurgical, and Petroleum Engineers, Inc., New York, pp.

243-266, 1972.

1.138-24

REGULATORY ANALYSIS

A separate regulatory analysis was not prepared for this regulatory guide. The regulatory analysis prepared for Draft Regulatory Guide DG-1109, Laboratory Investigations of Soils and Rocks for Engineering Analysis and Design of Nuclear Power Plants (August 2001), provides the regulatory basis for this regulatory guide as well. DG-1109 was issued for public comment as the draft of this present regulatory guide. A copy of the regulatory analysis is available for inspection and copying for a fee at the U.S. Nuclear Regulatory Commission Public Document Room, 11555 Rockville Pike, Rockville, MD; the PDRs mailing address is USNRC PDR, Washington, DC

20555; telephone (301)415-4737 or 1-(800)397-4209; fax (301)415-3548; e-mail

<PDR@NRC.GOV>. It is also available electronically on the NRCs web site, <www.nrc.gov> ,

in the NRCs Electronic Reading Room in ADAMS, accession number ML 012420328.

BACKFIT ANALYSIS

This regulatory guide does not require a backfit analysis as described in 10 CFR 50.109(c)

because it does not impose a new or amended provision in the NRCs rules or a regulatory staff position interpreting the NRCs rules that is either new or different from a previous staff position.

In addition, this regulatory guide does not require the modification or addition to systems, structures, components, or design of a facility or the procedures or organization required to design, construct, or operate a facility. Rather, an applicant can select a method for achieving compliance with a license or the rules or the orders of the Commission as described in 10 CFR 50.109(a)(7).

This regulatory guide provides an opportunity to use industry-developed standards, if that is the applicants preferred method.

1.138-25


Retrieved from "https://kanterella.com/w/index.php?title=Regulatory_Guide_1.138&oldid=2635860"