Regulatory Guide 1.132: Difference between revisions

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{{Adams
{{Adams
| number = ML13350A266
| number = ML032790499
| issue date = 09/30/1977
| issue date = 10/31/2003
| title = Site Investigations for Foundations of Nuclear Power Plants
| title = (Revision 2), Site Investigations for Foundations of Nuclear Power Plants, Appendices D, E, F, and G
| author name =  
| author name =  
| author affiliation = NRC/OSD
| author affiliation = NRC/RES
| addressee name =  
| addressee name =  
| addressee affiliation =  
| addressee affiliation =  
Line 10: Line 10:
| license number =  
| license number =  
| contact person =  
| contact person =  
| document report number = RG-1.132
| document report number = RG-1.132, Rev 2
| document type = Regulatory Guide
| document type = Regulatory Guide
| page count = 30
| page count = 15
}}
}}
{{#Wiki_filter:U.S. NUCLEAR REGULATORY COMMISSION                                                                                                                            September 1977
{{#Wiki_filter:APPENDIX D
          0-0
                SPACING AND DEPTH OF SUBSURFACE EXPLORATIONS FOR SAFETY-RELATED1 FOUNDATIONS
                                    )REGULATORY                                                                                                                                    GUIDE
STRUCTURE SPACING OF BORINGS2 OR SOUNDINGS                                        MINIMUM DEPTH OF PENETRATION
                                *                   OFFICE OF STANDARDS DEVELOPMENT
General          For favorable, uniform geologic conditions, where                The depth of borings should be determined on the basis of the type continuity of subsurface strata is found, the                    of structure and geologic conditions. All borings should be extended recommended spacing is as indicated for the type                to a depth sufficient to define the site geology and to sample all of structure. At least one boring should be at the              materials that may swell during excavation, may consolidate subse- location of every safety-related structure. Where                quent to construction, may be unstable under earthquake loading, or variable conditions are found, spacing should be                whose physical properties would affect foundation behavior or smaller, as needed, to obtain a clear picture of                stability. Where soils are very thick, the maximum required depth soil or rock properties and their variability. Where            for engineering purposes, denoted dmax, may be taken as the depth at cavities or other discontinuities of engineering                which the change in the vertical stress during or after construction significance may occur, the normal exploratory                  for the combined foundation loading is less than 10% of the work should be supplemented by borings or                        effective in situ overburden stress. It may be necessary to include soundings at a spacing small enough to detect                   in the investigation program several borings to establish the soil such features.                                                  model for soil-structure interaction studies. These borings may be required to penetrate depths greater than those required for general engineering purposes. Borings should be deep enough to define and evaluate the potential for deep stability problems at the site.
                                                                                                    REGULATORY GUIDE 1.132 SITE INVESTIGATIONS FOR FOUNDATIONS
                                                                                              OF NUCLEAR POWER PLANTS


==A. INTRODUCTION==
Generally, all borings should extend at least 10 m (33 ft) below the lowest part of the foundation. If competent rock is encountered at lesser depths than those given, borings should penetrate to the greatest depth where discontinuities or zones of weakness or alteration can affect foundations and should penetrate at least 6 m
programs as well as specific guidance for conducting Appendix A, "Seismic and Geologic Siting Criteria                                                                          subsurface investigations, the spacing and depth of for Nuclear Po%%er Plants." to 10 CFR Part 100,                                                                                   borings, and sampling. Appendix A provides defini-
                                                                                  (20 ft) into sound rock. For weathered shale or soft rock, depths should be as for soils.
  "'Reactor Site Criteria," establishes requirements for                                                                            lions for some of the terms used in this guide. These conducting site investigations to permit an evaluation                                                                            terms are identified in the text by anasterisk. Appen- of the site and to provide information needed for                                                                                dix B tabulates methods of conducting subsurface in- seismic response analyses and engineering design. Re-                                                                            vestigations. and Appendix C gives cfiteria for the quirements include the development of geologic in-                                                                                spacing and depth of borings.for.safety-related struc- lures in regions of favorable or-uniform conditions.


formation relevant to the stratigraphy. lithology.                                                                                  eeecsLtdih.tx n geologic history, and structural geology of the site                                                                              References cited in'.he text and appendices are listed and the evaluation of the engineering properties of                                                                              in Appendix D.., Appendix E contains a subsurface materials,                                                                                                            bibliogr.aphical.liting oLreated material.
1 As determined by the final locations of safety-related structures and facilities.


Safety-related site characteristics are identified in                                                                                      .                            DISCUSSION
2 Includes shafts or other accessible excavations that meet depth requirements.
  detail in Rcgulatory Guide 1.70. "Standard For-                                                                                l.,Cenera.,
  mat and Content of Safety Analysis Reports for                                                                                    Sii'6i'inve.itigations for nuclear power plants are
* Nuclear Power Plants." Regulatory' Guide 4.7.                                                                                              sar* to determine the geotechnical charac- e.*sne
  "General Site Suitability Criteria for Nuclear Poyer ,;eristics of a site that affect the design, performance, Stations," discusses major site characteristics thi'a-                                                                      ,and            afety of plants. The investigations produce the feet site suitabilitv.                                                                                        ...        . information needed to define the overall site geology This guide describes programs of sitiinv stihtions                                                                      that is necessary for an understanding of subsurface that would normally meet the needifor evalua[ing                                                                              conditions and for identifying potential geologic and the safety of the site from the standpý'int of*hfe per-                                                                        earthquake hazards that may exist at the site.


formance of foundations and earthwor'46&er most                                                                                Investigations for hazards such as faulting.
Appendix D, Continued STRUCTURE SPACING OF BORINGS OR SOUNDINGS                                    MINIMUM DEPTH OF PENETRATION
Buildings,      Principal borings: at least one boring beneath              At least one-fourth of the principal borings and a minimum of retaining        every safety-related structure. For larger,                one boring per structure to penetrate into sound rock or to a walls,          heavier structures, such as the containment                depth equal to dmax. Others to a depth below foundation concrete        and auxiliary buildings, at least one boring per            elevation equal to the width of structure or to a depth equal to dams            900 m2 (10,000 ft2) (approximately 30 m                    the width of the structure or to a depth equal to the foundation
                (100 ft) spacing). In addition, a number of                depth below the original ground surface, whichever is greater.3 borings along the periphery, at corners, and other selected location


anticipated loading conditions, including earth-                                                                              landslides, cavernous rocks, ground subsidence, and quakes. It also describe.6                                      ite investigations required                                  soil liquefaction are especially important.
====s. One boring per====
                30 m (100 ft) for essentially linear structures.


to evaluate geotec hlical,*laramcters needed, for engineering anffy1.i$ Ma, deslgn. The site investiga-                                                                                Site investigations also provide information needed tions discus                            in*Us Nide are applicable ind                                                                  to   both        to     define local foundation and groundwater condi- land uandi.cfflo~re si;.                       S' This guide does not deal with t tosa                                            ions as well as the geotechnical parameters needed hydr                          Ai.i lions, except for groundwater                                                               for engineering analysis and design of foundations icasu _"Its, nor does . it discuss geophysical                                                                              and earthworks. Geotechnical parameters needed for
Earth dams,      Principal borings: one per 30 m (100 ft) along              Principal borings: one per 60 m (200 ft) to dmax. Others dikes,           axis of structure and at critical locations                should penetrate all strata whose properties would affect the levees,         perpendicular to the axis to establish geological          performance of the foundation. For water-impounding embank-          sections with groundwater conditions for                   structures, to sufficient depth to define all aquifers and zones ments            analysis.2                                                  of underseepage that could affect the performance of structures.2 Deep cuts,4      Principal borings: one per 60 m (200 ft) along              Principal borings: One per 60 m (200 ft) to penetrate into canals          the alignment and at critical locations                    sound rock or to dmax. Others to a depth below the bottom perpendicular to the alignment to establish                elevation of excavation equal to the depth of cut or to below geologic sections with groundwater conditions              the lowest potential failure zone of the slope.2 Borings should for analysis.2                                              penetrate pervious strata below which groundwater may influence stability.2
3 Also supplementary borings or soundings that are design-dependent or necessary to define anomalies, critical conditions, etc.


* iethodlM subsurface                                    exploration.                                                            analysis and design include, but are not limited to.
4 Includes temporary cuts that would affect ultimate site safety.


IV                                                                                                      those used to evaluate the bearing capacity o' foun- This guide provides general guidance and recom-                                                                          dation materials, lateral earth pressures against walls.
Appendix D, Continued STRUCTURE SPACING OF BORINGS OR SOUNDINGS                                MINIMUM DEPTH OF PENETRATION
Pipelines      Principal borings: This may vary depending                Principal borings: For buried pipelines, one of every three to on how well site conditions are understood                penetrate sound rock or to dmax. Others to 5 times the pipe from other plant site borings. For variable              diameters below the elevation. For pipelines above ground, conditions, one per 30 m (100 ft) for buried              depths as for foundation structures.2 pipelines; at least one boring for each footing for pipelines above ground.


mend'ations for developing site-specific investigation                                                                          the stability of cuts and slopes in soil and rock. the ef- USNRC REGULATORY GUIDES                                                                          CooIMo-iit       Q106111iI.        -. 'It ft, If-.        -I.,''tv 1i.11.- C. .tn'-'s,          Ujýj N-iI'.        "It
Tunnels       Principal borings: one per 30 m (100 ft),2 may           Principal borings: one per 60 m (200 ft) to penetrate into vary for rock tunnels, depending on rock type            sound rock or to dmax. Others to 5 times the tunnel diameter and characteristics and planned exploratory               below the invert elevation.2,3 shafts or adits.
                                                                                                                                                                                                                                                        -I,
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                                                                                                                                                                                                    ,,,i  Si.aoi'          htt.t'a"S          i sn a.


t .' etvthai      ft- ru        ,ili.ni hs......
Reservoirs,   Principal borings: In addition to borings at the         Principal borings: At least one-fourth to penetrate that portion impound-       locations of dams or dikes, a number of                  of the saturation zone that may influence seepage conditions ments          borings should be used to investigate geologic            or stability. Others to a depth of 7.5 m (25 ft) below reservoir conditions of the reservoir basin. The number            bottom elevation.2 and spacing of borings should vary, with the largest concentration near control structures and the coverage decreasing with distance upstream.
                                                          tit      a'S'Saa1amr.'              Ii"                                a.gstas        JlijllIi         ii.a, iis'rtaI          i;iI'US:a            U -ill                    *Caa',a .a...;aifa
                                                                                                                                                                                                                                  ()it...........        -


fect of earthquake-induced motions through underly- ing deposits on the response of soils and structures ,*
Sounding = An exploratory penetration below the ground surface used to measure or observe an in situ property of subsurface materials, usually without recovery of samples or cuttings.
                                                                      b. State government agencies such as the State Geological Survey,
                                                                                                                          0I
(including the potential for inducing liquefaction in soils). and those needed to estimate the expected set-                c. U.S. Government agencies such as the U.S.


Geological Survey and the U.S. Army Corps of tement of structures. Geotechnical parameters arc also needed for analysis and design of plant area fills,       Engineers.
Principal boring = A borehole used as a primary source of subsurface information. It is used to explore and sample all soil or rock strata penetrated to define the site geology and the properties of subsurface materials. Not included are borings from which no samples are taken, borings used to investigate specific or limited intervals, or borings so close to others that information obtained represents essentially a single location.


structural fills, backfills. and earth and rockfill dams.
APPENDIX E
 
                       Applications of Selected Geophysical Methods for Determination of Engineering Parameters Geophysical Method       Basic Measurement    Application                      Advantages                            Limitations Surface Refraction (seismic)     Travel time of        Velocity determination of        Rapid, accurate, and relatively       In saturated soils, the compression wave velocity compressional waves  compression wave through          economical technique.                reflects mostly wave velocities in the water, and thus through subsurface    subsurface. Depths to            Interpretation theory generally       is not indicative of soil properties.
d. Topographic maps.
 
dikes, and other water retention or flood protection structures.
 
e. Geologic and geophysical maps, Site information needed to assess the functional in. "            f. Engineering geologic maps.
 
tegrity of foundations with respect to geologic and geotechnical considerations include:                                  g. Soil survey maps.
 
a. The geologic origin, types, thicknesses. se. "              Ih. Geologic reports and other geological quence. depth. location, and areal extent of soil ant          literature, rock strata and the degree and extent of theii                       i. Geotechnical reports and other geotechnical weathering:
                                                                literature.
 
h. Orientation and characteristics of foliations bedding. jointing, a !d faulting in rock,                            j. Well records and water supply reports.
 
c. Groundwater c,,nditions:                                    k. Oil well records.
 
d. The static and dynamic engineering proper                    I. Hydrologic maps.
 
ties of subsurface materials:
                                                                        m. Hydrologic and tidal data and flood records, e. Information regarding the results of in vestigations of' adverse geological conditions such a,s              n. Climate and rainfall records.
 
cavities, joints, faults. fissures. or unfavorable soi conditions:                                                          o. Mining history, old mine plans. and sub- sidence records.
 
f. Information related to man's activities such a withdrawal of fluids from or addition of fluids to th C                p. Seismic data and historical earthquake subsurface, extraction of minerals, or loading effect s        records.
 
of dams or reservoirs: and q. Newspaper records of landslides, floods.
 
g. Information detailing any other geologic con -        earthquakes. subsidence, and other events oflgeologic dition discovered at the site that may affect the desig n       or geotechnical significance, or performance of the plant or the location of struc tures.                                                                r. Records of performance of other structures in the vicinity, and
  2. Reconnaissance      Investigations and    Literatur e Reviews                                                          s. Personal communication with local inhabi- tants and local professionals.
 
Planning of subsurface investigations and the ii              Special or unusual problems such as swelling soils terpretation of data require thorough understandir Ig          and shales (subject to large volume changes with of the general geology of the site. This can be ol b-          changes in moisture), occurrences of gas, cavities in rained by a reveiw. either preceding or accompanyir Ig        soluble rocks, subsidence caused by mining or pump- the subsurface investigation, of available documeiI-          ing ofwater. gas. or oil from wells, and possible uplift tary materials and results of previous investigation s.        due to pressurization from pumping of water, gas, or In most cases, a preliminary study of the site geolol d        oil into the subsurface may require consultation with can be done by review of existing current an)d                individuals, institutions, or firms having experience historical documentary materials and by study of      in the area with such problems.
 
aerial photographs and other remote sensir imagery. Possible sources of current and historic al              The site investigation includes detailed surface ex- documentary information may include:                          ploration of the immediate site area and adjacent en- virons. Further detailed surface exploration also may a. Geology and engineering departments          of      be required in areas remote to the immediate plant State and loce! universities,                                  site to complete the geologic evaluation of the site or
                                                          1.132-2
                                                                                              -- M
                                                                                                                            a
 
to conduct detailed investigations of surface faulting        between aquifers. The occurrence of artesian pressure or other features. Surface exploration needed for the          in borings should be noted on boring logs. and their assessment of the site geology is site dependent and          heads should be measured and logged.
 
may be carried out with the use of any appropriate combination of geological, geophysical (seismic                   Where construction dewatering is required, refraction), or engineering techniques. Normally this          piezometers or observation wells should be used dur- includes the following:                                        ing construction to monitor the groundwater surface and pore pressures beneath the excavation and in the adjacent ground. The guide does not cover a. Detailed mapping of topographic,                      groundwater monitoring needed during construction hydrologic, and surface geologic features, as ap-              in plants that have permanent dewatering systems in- propriate for the particular site conditions, with              corporated in their design.
 
scales and contour intervals suitable for analysis and engineering design. For offshore sites, coastal sites, or sites located near lakes or rivers this includes topography and detailed hydrographi, surveys to the extent that they are needed for site evaluation and            4. Subsurface Investigations engineering design.
 
a. General b. Detailed geologic interpretations of aerial photographs and other remote-sensing imagery, as                  The appropriate depth, layout, spacing. and sampl- appropriate for the particular site conditions, to as-          ing requirements for subsurface investigations are sist in identifying rock outcrops, soil conditions,            dictated by the foundation requirements and by the evidence of past landslides or soil liquefaction, faults,      complexity of the subsurface conditions. Methods of fracture traces, and lineaments.                              conducting subsurface investigations are tabulated in Appendix B, and criteria for the spacing and depth of c. Detailed onsite mapping of local engineering          borings for safety-related structures, where favorable geology and soils.                                            or uniform geologic conditions exist. are given in Ap- pendix C.
 
d. Mapping of surface water features such as rivers, streams, or lakes and local surface drainage              Subsurface explorations for less critical founda- channels, ponds, springs, and sinks at the site.              tions of power plants should be carried out with spac- ing and depth of penetration as necessary to define the general geologic and foundation conditions of the site. Subsurface investigations in areas remote from
3. Groundwater Investigations                                  plant foundations may be needed to complete the geologic description of the site and confirm geologic Knowledge of groundwater conditions. their                  and foundation conditions and should also be relationship to surface waters, and variations as-            carefully planned.
 
sociated with seasons or tides is needed for founda- tion analyses. Groundwater conditions should be                    Subsurface conditions may be considered observed in borings at the time they are made:                  favorable or uniform if the geologic and stratigraphic however, for engineering applications, such data              features to be defined can be correlated from one bor- must be supplemented by groundwater observations              ing or sounding* location to the next with relatively made by means of properly installed wells or                  smooth variations in thicknesses or properties of the piezometers* that are read at regular intervals from          geologic units. An occasional anomaly or a limited the time of their installation at least through the con-      number of unexpected lateral variations may occur.
 
struction period. The U.S. Army Corps of Engineers'            Uniform conditions permit the maximum spacing of manual on groundwater and pore pressure observa-                borings for adequate definition of the subsurface con- tions in embuinkment dams and their foundations                ditions at the site.
 
(Ref. I) provides guidance on acceptable mrthods for the installation and maintenance of piezometer and              Occasionally soil or rock deposits may be en- observation well* instrumentation. Piezometer or              countered in which the deposition patterns are so well installations should be made in as many loca-            complex that only the major stratigraphic boundaries tions as needed to define groundwater conditions.            are correlatable, and material types or properties may When the possibility of perched groundwater tables            vary within major geologic units in an apparently or artesian pressures is indicated by borings or other        random manner from one boring to another. The evidence, piezometer installation should be made to            number and distribution of borings needed for these measure each piezometric level independently. Care            conditions will exceed those indicated in Appendix C
should be taken in the design and installation of              and are determined by the degree of resolution piezometers to prevent hydraulic communication                needed in the definition of foundation properties.
 
1.132-3
 
The cumulative thicknesses of the various material                  b. lnvestigations Related to SpeciflC Site Conditions types, their degree of variability, and ranges of the material properties must be defined.                                Investigations for specific site conditions should in- clude the following:
    If there is evidence suggesting the presence of local adverse anomalies or discontinuities such as cavities.
 
sinkholes, fissures, faults, brecciation. and lenses or              (I) Rock. The engineering characteristics of pockets of unsuitable material, supplementary bor-            rocks are related primarily to their structure. bed- ings or soundings at a spacing small enough to detect          ding. jointing, fracturing, weathering, and physical and delineate these features are needed. It is impor-          properties. Core samples are needed to observe and tant that these borings should penetrate all suspect          define these features. Suitable coring methods should zones or extend to depths below which their presence            be employed in sampling, and rocks should be would not influence the safety of the structures.              sampled to a depth below which rock characteristics Geophysical investigations may be used to supple-              do not influence foundation performance. Deeper ment the boring and sounding program.                          borings'mav be needed to investigate zones critical to the evaluation of the site geology. Within the depth intervals influencing foundation performance. zones in planning the exploration program for a site,            of poor core recovery, low RQD (Rock Quality consideration should also be given to the possibility          Designation).* dropping of rods. lost drilling fluid that the locations of structures may be changed, and            circulation. zones requiring casing. and other zones that such changes may require additional exploration            where drilling difficulties are encountered should be to adequately define subsurface conditions at the              investigated by means of suitable logging or in situ final locations.                                                observation methods to determine the nature.
 
The location and spacing of borings, soundings.            geometry. and spacing of any discontinuities or and exploratory excavations should be chosen                    anomolous zones. %%'here soil-filled voids, channels, carefully to adequately define subsurface conditions.          or fissures are encountered. representative samples*
A uniform grid may not provide the most effective              of the filling materials are needed. Where there is distribution of exploration locations unless the site          evidence of significant residual stresses, they should conditions are very uniform. The location of initial            be evaluated on the basis of in situ stress or strain borings should be determined on the basis of condi-            measurements.
 
tions indicated by preliminary investigations. Loca- tions for subsequent or supplemental explorations                      (2) Granular Soils. Investigations of granular should be chosen in a manner so as to result in the              soils should include borings with splitspoon sampling best definition of the foundation conditions on the              and Standard Penetration Tests with sufficient basis of conclusions derived from earlier exploratory          coverage to define the soil profile and variations of work.                                                          soil conditions. Soundings with cone penetration tests may also be used to provide useful supplemental Whereve feasible, the locations of subsurface ex-          data if the device is properly calibrated to site condi- plorations should be chosen to permit the construc-            tions.
 
tion of geological cross sections in important subsur- face views of the site.
 
Suitable samples should be obtained for soil iden- It is essential to verify during construction that in       tification and classification, in situ density determina- situ conditions have been realistically estimated dur-          tions. mechanical analyses, and anticipated ing analysis and design. Excavations made during                laboratory testing. In these investigations, it is impor- construction provide opportunities for obtaining ad-            tant to obtain the best possible undistrbed samples*
ditional geologic and geotechnical data. All construc-          for testing to determine whether the sands are suf- tion excavations for safety-related structures and              ficiently dense to preclude liquefaction or damaging other excavations important to the verification of            cyclic deformation. The number and distribution of subsurface conditions should be geologically mapped            samples will depend on testing requirements and the and logged in detail. Particular attention should be            variability of the soil conditions. In general, however, given to the identification of thin strata or other            samples should be included from at least one prin- geologic features that may be important to founda-              cipal boring* at the location of each Category I struc- tion behavior but. because of their limited extent,            ture. Samples should be obtained at regular intervals were previously undetected in the investigations                in depth and when changes in materials occur.
 
program. If subsurface conditions substantially differ          Criteria for the distribution of samples are given in from those anticipated, casting doubt on the ade-              regulatory position 5.
 
quacy of the design or expected performance of the foundation. there may be a need for additional ex-                Granular soils containing coarse gravels and ploration and redesign.
 
U
                                                                boulders are among the most difficult materials to
                                                          .132-4
 
sample. Obtaining good quality samples in these                sometimes be necessary to inspect the rock after strip- coarser soils often requires the use of trenches, pits.        ping or excavation is complete and the rock is ex- or other accessible excavations* into the zones of in-         posed. Remedial grouting or other corrective terest. Also, extreme care is necessary in interpreting        measures should be employed where necessary.
 
results from $he Standard Penetration Test in these materials. Often such data are misleading and may                  (5) Materials Lb.suitahhle Jbr Fotmdatitnhs. Bor- have to be disregarded. When sampling of these                ings and representative sampling and testing should coarse soils is difficult. informationthat may be lost        be completed to delineate the boundaries of un- when the soil is later classified in the lhboratory            suitable materials, These boundaries should be used should be recorded in the field. This information              to define the required excavation limits.
 
should include observed estimates of percent cobbles, boulders, and coarse material and their hardness.                    (6) Borrow Materials. Exploration of borrow shape, surface coating. and degree of weathering of            sources requires the determination of the location coarse materials.                                              and amount of borrow fill materials available.
 
Investigations in the borrow areas should be of suf- ficient hori.,;mal and vertical intervals small enough
        (3) Moderatelyv Compressible or Normally Con-            to determine the material variability and should in- solidated Clay' or Clayve Soils. The properties of a          clude adequate sampling of representative materials fine grained soil are related to its in situ structure.*       for laboratory testing.
 
and therefore the recovery and testing of good un- c. Sam...nt disturbed samples are necessary. Criteria for the dis- tribution and methods for obtaining undisturbed samples are discussed in regulatory position 5.                  All soil and rock samples obtained for testing should be representative. In many cases, to establish
        (4) Stibsurjaice Cavilies. Subsurface cavities may      physical properties it is netcssary to obtain un- occur in water-soluble rocks. lavas, or weakly in-            disturbed samples that preserve the in situ structure durated sedimentary rocks as the result of subterra-          of the soil. The recovery of undisturbed samples is nean solutioning and erosion. Because of the wide              discussed in Section B.6 of this guide.
 
distribution of carbonate rocks in the United States.
 
the occurrence of features such as cavities, sinkholes.          Sampling of soils should include. as a minimum.
 
and solution-widened joint openings is common. For            recovery of samples for all principal borings at this reason, it is best to thoroughly investigate any          regular intervals and at changes in strata. A number site on carbonate rock for solution features to deter-        of samples sufficient to permit laboratory determina- mine their influence on the performance of founda-            tion of average material properties and to indicate tions.                                                        their variability is necessary. Alternating splitspoon and undi!;Iurbed samples with depth is recom- Investigations may be carried out with borings              mended. Where sampling is not continuous, the alone or in conjunction with accessible excavations,          elevations at which samples are taken should be stag- soundings, pumping tests, pressure tests, geophysical          gered from boring to boring so as to provide con- surveys, or a combination of such methods. The in-            tinuous coverage of samples within the soil column.
 
vestigation program will depend on the details of the          In supplementary borings,* sampling may be con- site geology and the foundation design.                        fined to the zone of specific interest.
 
Indications of the presence of cavities, such as              Relatively thin zones of weak or unstable soils may zones of lost drilling fluid circulation, water flo\%ing      be contained within more competent materials and into or out of drillholes, mud fillings, poor core            may affect the engincering properties of the soil or recovery, dropping or settling of drilling rods.              rock. Continuous sampling in subsequent borings is anomalies in geophysical surveys, or in situ tests that        needed through these suspect zones. Where it is not suggest voids, should be followed up with more                possible to obtain continuous samples in a single bor- detailed investigations. These investigations should          ing. samples may be obtained from adjacent closely include excavation to expose solution features or ad-         spaced borings in the immediate vicinity and may be ditional borings that trace out such features.                used as representative of the material in the omitted depth intervals. Such a set of borings should be con- The occurrence, distribution, and geometry of sub-          sidered equivalent to one principal boring.
 
surface cavities are highly unpredictable, and no preconstruction exploration program can ensure that all significant subsurface voids will be fully revealed.          d. Determining the Engineering Properties of Sub- Experience has shown that solution features may re-            surface Materials main undetected even where the area has been in-
0 vestigated by a large number of borings. Therefore, where a site is on solution-susceptible rock, it may The shear strengths of foundation materials in all zones subjected to significant imposed stresses must
                                                          1.132-5
 
-              -    I
be determined to establish whether they are adequate    should also be determined with an accuracy of +/-0. I
to support the imposed loads with an appropriate        ft. Deviation surveys should be run in all boreholes margin of safety. Similarly, it is necessary both to    that are used for crosshole seismic tests and in all determine the compressibilities and swelling poten-      boreholes where deviations are significant to the use tials of all materials in zones subjected to significant of data obtained. After use, it is advisable to grout changes of compressive stresses and to establish that   each borehole with cement to prevent vertical move- the deformations will be acceptable. In some cases      ment of groundwater in the borehole.
 
these determinations may be made by suitable in situ tests and classification tests. Other situations may re- quire the laboratory testing of undisturbed samples.    6. Recovery of Undisturbed Soil Samples Determination of dynamic modulus and damping values for soil strata is required 'or earthquake            The best undisturbed samples are often obtained response analyses. These determinations may be            by carefully performed hand trimming of block sam- made by laboratory testing of suitable undisturbed        pies in accessible excavations. However, it is normal- samples in conjunction with appropriate in situ tests.    ly not practical to obtain enough block samples at the requisite spacings and depths by this method alone. It
5. Methods and Procedures for ExpLuratory Drilling        is customary, where possible, to use thin-wall tube samplers in borings for the major part of the un- In nearly ever%, site investigation, the primary      disturbed sampling. Criteria for obtaining un- means Of subsurface exploration are borings and          disturbed tube samples are given in regulatory posi- borehole sampling. Drilling methods and procedures      tion 5.
 
should be compatible with sampling requirements and the methods of sample recovery.                          The recovery of undisturbed samples of good quality is dependent on rigorous attention to details The top of the hole should be protected by a          or equipment and procedures. Proper cleaning of the suitable surface casing where needed. Below ground        hole. by methods that do not produce avoidable dis- surface, the borehole should be protected by drilling    turbance of the soil, is necessary before sampling.
 
mud or casing. as necessary, to prevent caving and        The sampler should be advanced in a manner that disturbance of materials to be sampled. The use of        does not produce avoidable disturbance. For exam- drilling mud is preferred to prevent disturbance when    ple, when using fixed-piston-type samplers. the drill- obtaining undisturbed samples of granular soils.          ing rig should be firmly anchored, or the piston However, casing may be used if proper steps are          should be fixed to an external anchor, to prevent its taken to prevent disturbance of the soil being            moving upward during the push of the sampling tube.
 
sampled and to prevent upward movement of soil            Care should be taken to ensure that the sample is not into the casing, Washing with open-ended pipe for        disturbed during its removal from the borehole or in cleaning or advancing sample borcholes should not        disassembling the sampler. References 2 and 3 be permitted. Bottom-discharge bits should be used        provide descriptions of suitable proccedures for ob- only with low-to-medium fluid pressure and with          taining undisturbed samples.
 
upward-deflected jets.
 
With the conscientious use of proper field tech- The groundwater or drilling mud level should be      niques, undisturbed samples in normally con- measured at the -start and end of each work day for      solidated clays and silts can usually be recovered by borings in progress, at the completion of drilling, and  means of fixed-piston-type thin-wall tube samplers at least 24 hours after drilling is completed, In addi-  without serious difficulty. Recovery of good un- tion to pertinent information normally recorded, all      disturbed samples in sands requires greater care than depths and amounts of water or drilling mud losses,      in clays, but with proper care and attention to detail, together with depths at which circulation is              they can also be obtained with fixed-piston-type thin- recovered, should be recorded and reported on bor-        wall tube samplers in most sands that are free of ing logs and on geological cross sections. Logs and      bouiders and gravel size particles. Appendix B lists a sections should also reflect incidents of settling or    number of sampling methods that are suitable for use dropping of drill rods, abnormally low resistance to      in these and other materials.
 
drilling or advance of samplers, core losses, in- stability or heave of the side and bottom of                  Undisturbed samples of boulders, gravels, or sand- borcholes, influx of groundwater, and any other          gravel mixtures generally are difficult to obtain, and special feature or occurrence. Details of information    often it is necessary to use hand sampling methods in that should be presented on logs of subsurface in-        test pits, shafts, or other accessible excavations to get vestigations are given in regulatory position 2.          good samples.
 
Depths should be measured to the nearest tenth of        When obtaining undisturbed samples of granular a foot and be correlatable to the elevation datum        soils below the groundwater table, dewatering by used for the site. Elevations of points in the borehole  means of well points or other suitable methods may
                                                          1.132-6
 
he required. Osterberg and Varaksin (Ref. 4) describe                     
 
==C. REGULATORY POSITION==
a sampling program using dewatering of a shaft in sand with a frozen surrounding annulus. Samples                    rhe site investigations program needed to deter- suitable for density determination, though not for             mine foundation conditions at a nuclear po%ker plant tests of mnichanical properties. may sometimes be ob-          site is highly dependent on actual site conditions. The tained I'roi* boreholes with the help of chemical              program should he flexible and adjusted as the site in- stabilization or impregnation (Refs. 5. 6). Special            vestigation proceeds with the advice of experienced prcautions are required when toxic chemicals are                personnel familiar with ti, site. The staff will revie\%
used. Also. where aquifers are involved, it may not be        the results of each site investigation program on a advisable to injeit chemicals or grouts into them.            case-by-case basis and make an independent evaluv,- Useful discussions of methods of sampling granular            tion of foundation conditions in order to judge the soils are given by l-vorslev (Ref. 7) and Barton                adequacy of the information presented.
 
(Rer. 8).
                                                                1. General Site Iniestigation Site investigations for nuclear power plants Si.ould
7. Handling. Field Storage, and Transporting of Sam-            be adequaite. in terms of thoroughness. suit:*bility of ples                                                        the methods used. quality of execution o ' the work.
 
and documentation. to permit an accurate determina- Treatoiient of samples after their recovery from the        tion of the geologic and geotechnical conditions that ground is as critica0l to their quality as the procedures       affect the design. performance, and safe(ty of the used in obtaining them. Samples of cohesionless soils          plant. The investigations should provide information are particularly sensitive to disturbance in handling          needed to assess foundation conditions at the site ::nd and require extreme care during removal from the                to perform engineering analysis and design with borehole, removal from the sampler. and subsequent              reasonable assurance that foundation conditions handling in order to prevent disturbance from impact            have been realistically estimated.
 
and vibration (Ref. 2). Special precautions are re- quired in transporting undisturbed samples because                Information to be developed should, as ap- of their sensitivity to vibration and impact. They              propriate. include (I) topographic. hydrologic.
 
should be kept in a vertical position at all times.            hydrographic, and geologic maps: (2) plot plans.
 
should be well padded to isolate them from vibration            showing locations of major structures and explora- and impacts. and should be transported with extreme            tions: (3) boring logs and logs of trenches and excava- care. Transportation by commercial carriers is not             tions: and (4) geologic profiles showing excavation advisable. Block samples should be handled by                  limits for structures and geophysical data such as methods that give them equivalent protection from              time-distance plots. profiles, and inhole surveys.
 
disturbance. All undisturbed samples should be                  Positions of all boreholes. piezometers. observation properly sealed and protected against moisture loss.            wells. soundings. trenches, exploration pits. and geophysical investigations should be surveyed in both Disturbed samples* may be sealed in the same way            plan and elevation and should be shown on plot as undisturbed samples. if in tubes. or may be placed          plans. geologic sections, and maps. All surveys in suitably marked, noncorroding. airtight con-                should be related to a fixed datum. The above infor- tainers. Large representative samples may be placed            mation should be in sufficient detail and be in- in plastic bags, in tightly woven cloth, or in noncor-          tegrated to develop an overall view of the project and roding cans or other vessels that do not permit loss of        the geologic and geotechnical conditions affecting it.
 
fine particles by sifting. Such samples may be trans- ported by any convenient means.
 
2. Logs of Subsurface Imestigations Rock cores need to be stored and transported in durable boxes provided with suitable dividers to pre-              Boring logs should contain the date when the bor- vent shifting of the cores in any direction. They              ing was made. the location of the boring with should be clearly labeled to identify the site, the bor-        reference to the coordinate system used for the site.
 
ing number, the core interval, and the top and hot-            the depths of borings, and the elevations with respect tom depths of the core. If the box has a removable            *to a permanent bench mark.
 
lid, labeling should be placed on both the outside and inside of the box, as well as on the lid. Special con-            The logs should also include the elevations or the tainers may be required to protect samples to be used          top and bottom of borings and the level at which the for fluid content determinations and shale samples to          water table and the boundaries of soil or rock strata be used for tests of mechanical properties from                were encountered, the classification and description changes in fluid content. Core samples should be                of the soil and rock layers, blow count values ob- transported with the care necessary to avoid breakage          tained from Standard Penetration Tests, percent or disturbance.                                                recovery of rock core, and Rock Quality Designation
                                                        1.132-7
 
I-
(RQD). Results of field permeability *tests and                changes in materials. Alternating splitspoon and un- borehole logging should also be included on logs. The        disturbed samples with depth is recommended.
 
type of tools used in making the boring should be recorded. It' the tools were changed, the depth at                For granular soils, samples should be taken at which the change was made and the reason for the              depth intervals no greater than 5 feet. Beyond a depth change should be noted. Notes should be provided of            of 50 feet below foundation level, the depth interval everything significant to the interpretation of subsur-        for sampling may be increased to 10 feet. Also it is face conditions, such as lost drilling fluid, rod drops,      recommended tital onw or more borings for each ma- and changes in drilling rate. Incomplete or aban-            jor structure be contiuously sampled. The borirg doned borings should be described with the same care          should be reamed and cleaned between samples. Re- as successfully completed borings. Logs of trenches            quirements fe" undisturbed sampling of granular and exploratory excavations should be presented in a          soils will depend on actual site conditions and re- format similar to the boring logs. The location of all        quirements for laboratory testing. Some general explorations should be shown on the geologic section                                                                    6 guidelines for recovering undisturbed samples are together with elevations and important data.                  given in Section B.4.b(2) and Section B.6 of the dis- cussion of this guide. Experimentation with different
3. Procedures for Subsurface lnvestigations                    sampling techniques may be n,:cessary to determine the method best suited to local soil conditions.
 
Some techniques widely used for subsurface in- vestigations are listed in Appendix B. It also cites ap- propriate standards and references procedures from                For compressible or normally consolidated clays.
 
published literaturelwith general guidelines on the ap-        undisturbed samples should be continuous plicability, limitations, and potential pitfalls in their      throughout the compressible strata in one or more use. Additional suitable techniques are provided by            principal borings for each major structure. These other literature listed in Appendix D. The use or in-          samples should be obtained by means of suitable vestigations and sampling techniques other than                fixed-piston-type thin-wall tube samplers or by those indicated in this guide is acceptable when it can        methods that yield samples of equivalent quality.
 
be shown that the alternative methods yield satisfac- tory results. The attainment of satisfactory results in            Borings used for undisturbed sampling of soils driiling, sampling, and testing is dependent on the            should be at least 3 inches in diameter. Criteria for techniques used, on care in details of operations, and        obtaining undisturbed tube samples include the fol- on timely recognition of and correction of potential          lowing:
sources of error. Field operations should be super- vised by experienced professional personnel at the                  a. Tubes should meet the specifications of
.site of operations, and systematic standards of prac-          ASTM Standard D 1587-67 (Ref. 9):
tice should be followed. Procedures and equipment                    b. The Area Ratio* of the sampler should not used to carry out the field operations should be documented, as should all conditions encountered in            exceed 13 percent and preferably should not exceed all phases of investigations. Experienced personnel            10 percent:
thoroughly familiar with sampling and testing procedures should also inspect and document sampl-                  c. The Specific Recovery Ratio* should be ing results and transfer samples from the field to            between 90 and 100 percent: tubes with less recovery storage or laboratory facilities.                              may be acceptable if it appears that the sample may have just broken off and otherwise appears essential-
4. Spacing and Depth of Subsurface Investigations              ly undisturbed:
      Criteria for the spacing and depth of subsurface ex-            d. The Inside Clearance Ratio* should be the ploration at locations or safety-related structures for        minimum required for complete sample recovery, favorable or uniform gcologic conditions are given in Appendix C. The application of these criteria is dis-                e. Samples recovered should contain no visible cussed in Section B.4 of this guide, The investigative        distortion of strata or opening or softening or effort required for a nuclear power plant should be            materials brought about by the sampling procedure.
 
greatest at the locations of Category I structures and may vary in intensity and scope in other areas ac-            6. Retention of Samples, Rock Core, and Records cording to their spatial and geolgical relations to the site.                                                              Samples and rock cores from principal borings should be retained at least until the power plant is
5. Sampling                                                    licensed to operate and all matters relating to the in- terpretation of subsurface conditions at the site have Sampling of soils should include, as a minimum,            been resolved. The need to retain samples and core the recovery of samples at regular intervals and at            beyond this time is a matter of judgment and should
                                                        1.132-8 II
 
he evaluated on a case-by-casetimebasis.andSoilwillsamples in not be
 
==D. IMPLEMENTATION==
This guide will be used by the staff to evaluate the tubes will deteriorate with
  0 suitable for any undisturbed testing. However, they may be used as a visual record of what the foundation material is like. Similarly, core or rock subject to results of site investigations, including the adequacy and quality of data provided to define foundation conditions and the geotechnical parameters needed slaking and rapid weathering such as shale will also                for engineering analysis and design. submitted in con- deteriorate. It is recommended that photographs of                  nection with construction permit applications scil samples and rock core togedher with field and                  docketed after June 1. 1978. The staff will also use final logs of all borings and record samples with                  this guide to evaluate the results of any new site in- material descriptions be preserved for a permanent                  vestigations performed after June 1, 1978. by a record. Other important records of the subsurface in-              person whose construction permit was issued on or vestigations program should also be preserved.                      before June 1. 1978.
 
b
                                                                1.132-9
 
APPENDIX A
                                                  DEFINITIONS
    For the convenience of the user, the following              Piezoineter-adevice or instrument for measuring terms are presented with their definitions as used in        pore pressure or hydraulic potential at a level or this guide:                                                  point below the ground surface.
 
Principalborings-those exploratory holes that are Accessible exca'ation-anexcavation made for the          used as the primary source of subsurface informa- purpose of investigating and sampling materials or          tion. They are used to explore and sample all soil or conditions below the ground surface, of such shape and dimensions as to permit the entry of personnel          rock strata wi~hin the interval penetrated to define the geology of the site and to determine the properties for direct examination, testing, or sampling.                of the subsurface materials. Not included are borings Area Ratio- (Ca) of a sampling device is defined        from which no samples are taken, borings used to in- as:                                                          vestigate specific or limited intervals, or borings so close to others that the information yielded repre- D: -13                            sents essentially a single location.
 
a      De Representative sample-a sample that (1) contains approximately the same mineral constituents of the where Do is the outside diameter of that part of the        stratum from which it is taken, in the same propor- sampling device that is forced into the soil, and De is      tions, and with the same grain-size distribution and the inside diameter, normally the diameter of the cut-      (2) is uncontaminated by foreign materials or ting edge.                                                  chemical alteration.
 
Rock Quality Designation (RQD)-an indirect Boring-ian exploratory hole in soil or rock, or both, made by removal of materials in the form of            measurement of the degree of rock fracturing and samples or cuttings (cf. soundings).                        jointing and rock quality. It is calculated by summing the lengths of all hard and sound pieces of recovered Disturbedsample-a sarpple whose internal struc-          core longer than 4 inches (10cm) and dividing the ture has been altered to such a degree that it does not      sum by the total length of core run.
 
reasonably approximate that of the material in situ.            Sounding-an exploratory penetration below the Such a sample may be completely remolded, or it              ground surface by means of a device that is used to may bear a resemblance to an undisturbed sample in            measure or observe some in situ property of the having preserved the gross shape given it by a sampl-        materials penetrated. usually without recovery of ing device.                                                  samples or cuttings.
 
Geoteclmical-of or pertaining to the earth sciences          Specific Recovery Ratio-(R.) in the advance of a (geology, soils, seismology, and groundwater                  sample tube is defined as:
hydrology) and that part of civil engineering which                                Rs=
deals with the interrelationship between the geologic environment and the works of man.                            where AL is the increment of length of sample in the In situ test-a test performed on in-place soil or        tube corresponding to an increment AH of sampler rock for the purpose of determining some physical            advance.
 
property. As used in this guide, it includes                    Soil structure-a complex physical-mechanical geophysical measurements.                                    property, defined by the sizes, shapes, and arrange- ments of the constituent grains and intergranular Inside Clearance Ratio (Ci) of a sampling device is      matter and the bonding and capillary forces acting defined as:                                                  among the constituents.
 
Supplementary borings or supplementary DiDe- De                          soundings-boringsor soundings that are made in ad- i
                                                              dition to principal borings for some specific or where Di is the inside diameter of the sample tube or        limited purpose.
 
liner and D. is the diameter .of the cutting edge.              Undisturbed sample-a sample obtained and treated in such a way that disturbance of its.original Observation well-an open boring that permits              structure is minimal, making it suitable for measuring the level or elevation of the groundwater          laboratory testing of material properties that depend table.                                                      on structure.
 
1.132-10
 
APPENDIX B
                                          METHODS OF SUBSURFACE EXPLORATION'
    METHOD                  PROCEDURE                    APPLI CA BI LITY              LIMITATIONS
                          METHODS OF ACCESS FOR SAMPLING, TEST. OR OBSERVATION
    Pits, Trenches,        Excavation made by hand,      Visual observation, photo-    Depth of unprotected excava- Shafts, Tunnels        large auger, or digging        graphy, disturbed and un-      tions is limited by ground- machinery. (Ref. 7)            disturbed sampling, in sitt.  water or safety considerations.
 
testing of soil and rock.
 
Auger Boring            Boring advanced by hand      Recovery of remolded samples,  Will not penetrate boulders or auger or power auger.          and determining groundwater    most rock.
 
(Ref. 7)                      levels. Access for undisturbed sampling of cohesive soils.
 
Hollow Stem Auger      Boring advanced by means      Access for undisturbed or      Should not be used with plug in
7-= Boring                  of continuous-flight helix    representative sampling        granular soils. Not suitable auger with hollow center      through hollow stem with      for undisturbed sampling in stem. (Ref. 10)                thin-wall tube sampler,        loose sand or silt. (Ref. I1)
                                                          core barrel, or split- barrel sampler.
 
Wash Boring              Boring advanced by            Cleaning out and advancing    Suitable for use with sampling chopping with light            hole in soil between sample    operations in soil only if done bit and by jetting            intervals.                    with low water velocities and with upward-deflected                                        with upward-deflected jet.
 
jet. (Ref. 7)
    Rotary Drilling          Boring advanced by ro-        Cleaning out and advanc-      Drilling mud should be used in tating drilling bit;          ing hole in soil or rock      granular soils. Bottom discharge cuttings removed by            between sample intervals.      bits are not suitable for use with circulating drilling                                          undisturbed sampling in soils un- fluid. (Ref. 7)                                              less combined with protruding core barrel, as in Denison -.ampler, or with upward-deflected jets.
 
Scc also Rers. 32-40.
 
APPENDIX B (Continued)
                                                METHODS OF SUBSURFACE EXPLORATION
    METHOD                  PROCEDURE                      APPLICABILITY                LIMITATIONS
                          METHODS OF ACCESS FOR SAMPLING, TEST, OR OBSERVATION
  Percussion              Boring advanced by              Detection of voids and      Not suitable for use in soils.
 
Drilling                air-operated impact              zones of weakness in hammer.                          rock by changes in drill rate or resistance. Access for in situ testing or logging.
 
Cable Drilling          Boring advanced by              Advancing hole in soil      Causes severe disturbance in soils- repeated dropping of            or rock. Access for        not suitable for use with undis- I~
                            heavy bit: removal              sampling, in situ testing,  turbed sampling methods.
 
of cuttings by bailing.          or logging in rock. Pene- (Ref. 7)                        tration of hard layers, gravel, or boulders in auger borings.
 
Continuous              Boring advanced by              Recovery of representative  Effects of advance and withdrawal Sampling or            repeated pushing of              samples of cohesive soils  of sampler result in disturbed Displacement            sampler or closed                and undisturbed samples in  sections at top and bottom of Boring                  sampler is pushed                some cohesive soils.        sample. In some soils, entire to desired depth, and                                        sample may be disturbed. Best sample is taken. (Ref. 7)                                    suited for use in cohesive soils. Continuous sampling in cohesionless soils may be made by successive reaming and cleaning of hole between sampling.
 
METHODS OF SAMPLING SOIL AND ROCK'
    Hand-Cut Block          Sample is cut by                Highest quality undisturbed Requires accessible excavation or Cylindrical          hand from soil ex-              samples in all soils        and dewatering if below water Sample                  posed in excavation.            and in soft rock.          table, Extreme care is required (Refs. 12, 13)                                              in sampling cohesionless soils.
 
:See also Reference 31.


S
layers                contrasting interfaces and        straightforward and equipment geologic correlation of          readily available horizontal layers Reflection (seismic)    Travel time of       Mapping of selected reflector    Rapid, thorough coverage of given    In saturated soils, the compression wave velocity compressional waves  horizons. Depth                  site area. Data displays highly      reflects mostly wave velocities in the water, and thus reflected from        determinations, fault            effective.                            is not indicative of soil properties.
                                            APPENDIX B (Continued)
                                METHODS OF SUBSURFACE EXPLORATION
                                                    APPLICABILITY              LIMITATIONS
     METHOD       PROCEDURE
                                METHODS OF SAMPLING SOIL AND ROCK
                                                    Undisturbed samples in     Some types do not have a positive Fixed-Piston Thin-walled tube is                                            means to prevent piston movement.


pushed into soil, with            cohesive soils, silts, Sampler                                        and sands above or fixed piston in contact with top of sample during        below the water table.
subsurface layers    detection, discontinuities, and other anomalous features Rayleigh wave            Travel time and      Inference of shear wave          Rapid technique which uses            Coupling of energy to the ground may be inefficient, dispersion              period of surface    velocity in near-surface          conventional refraction              restricting extent of survey coverage. Data resolution Rayleigh waves        materials                        seismographs                          and penetration capability are frequency-dependent;
                                                                                                                      sediment layer thickness and/or depth interpretations must be considered approximate.


push. (Refs. 2, 7)
Vibratory (seismic)      Travel time or        Inference of shear wave          Controlled vibratory source allows    Coupling of energy to the ground may be inefficient, wavelength of        velocity in near-surface          selection of frequency, hence        restricting extent of survey coverage. Data resolution surface Rayleigh      materials                        wavelength and depth of               and penetration capability are frequency-dependent;
t'.
                        waves                                                  penetration [up to 60 m (200 ft)].    sediment layer thickness and/or depth interpretations Detects low-velocity zones            must be considered approximate.
                                                    Undisturbed samples in       Not possible to determine amount Hydraulic    Thin-walled tube is                                            of sampler penetration during pushed into soil by              cohesive soils, silts Piston                                        and sands above or below    push. Does not have vacuumi- hydraulic pressure.


Sampler      Fixed piston in contact          the water table.            breaker in piston.
underlying strata of higher velocity.


(Osterberg)  with top of sample during push. (Refs. 2, 14)
Accepted method Reflection profiling    Travel times of      Mapping of various lithologic    Surveys of large areas at minimal    Data resolution and penetration capability is (seismic-acoustic)       compressional waves   horizons; detection of faults,    time and cost; continuity of          frequency- dependent; sediment layer thickness through water and    buried stream channels, and      recorded data allows direct          and/or depth to reflection horizons must be considered subsurface materials  salt domes, location of buried    correlation of lithologic and        approximate unless true velocities are known; some and amplitude of      man-made objects; and depth      geologic changes; correlative        bottom conditions (e.g., organic sediments) prevent reflected signal.    determination of bedrock or       drilling and coring can be kept to a  penetration; water depth should be at least 5 to 6 m other reflecting horizons.       minimum.                             (15 to 20 ft) for proper system operation.
       Free-Piston Sampler                                          Undisturbed samples in    May not be suitable for sampling Thin-walled tube is stiff cohesive soils.     in cohesionless soils. Free pushed into soil.


Representative samples in piston provides no control of Piston rests on top                                           specific recovery ratio.
Electrical resistivity  Electrical resistance Complementary to refraction      Economical nondestructive            Lateral changes in calculated resistance often of a volume of        (seismic). Quarry rock,          technique. Can detect large bodies    interpreted incorrectly as depth related; hence, for this material between      groundwater, sand and gravel      of soft materials.                  and other reasons, depth determinations can be probes                prospecting. River bottom                                              grossly in error. Should be used in conjunction with studies and cavity detection.                                           other methods, i.e., seismic.


of soil sample during              soft to medium cohesive push. (Ref. 2)                    soils and silts.
APPENDIX E, Contd.


APPENDIX B (Continued)
Geophysical Method  Basic Measurement        Application                        Advantages                          Limitations Surface (Continued)
                              METHODS OF SUBSURFACE EXPLORATION
Acoustic (resonance) Amplitude of             Traces (on ground surface)        Rapid and reliable method.          Must have access to some cavity opening. Still in acoustically coupled      lateral extent of cavities         Interpretation relatively            experimental stage - limits not fully established sound waves                                                  straightforward. Equipment originating in an air-                                       readily available filled cavity Ground penetrating  Travel time and           Rapidly profiles layering          Very rapid method for shallow site  Transmitted signal rapidly attenuated by water.
                PROCEDURE                          APPLICABILITY                LIMITATIONS
METHOD
                              METHODS OF SAMPLING SOIL AND ROCK
                Thin-walled, open tube             Undisturbed samples in       Small diameter of tubes may not be Open Drive                                          stiff cohesive soils.         suitable for sampling in is pushed into soil.                                              cohesionless soils or for undis- Sampler          (Refs. 7, 12)                      Representative samples in soft to medium cohe-       turbed sampling in uncased bore- sive soils and silts.        holes. No control of specific recovery ratio.


Continuous undisturbed        Not suitable for use in soils Swedish Foil    Sample tube is pushed samples up to 20m            containing gravel, sand layers, Sampler        into soil while stainless steel strips unrolling              long in very soft to          or shells, which may rupture soft clays.                   foils and damage samples. Diffi- from spools envelop culty may be encountered in sample. Piston. fixed alternating hard and soft layers by chain from surface, with squeezing of soft layers and maintains contact with top of sample. (Refs. 13.                                         reduction in thicknes
radar(GPR)          amplitude of a reflected  conditions. Stratification, dip,   investigations. On line digital data Severely limits depth of penetration. Multiple electromagnetic wave      water table, and presence of       processing can yield on site      reflections can complicate data interpretation.


====s. Requires====
many types of anomalies can        look. Variable density display      Generally performs poorly in clay-rich sediments.
                  15)                                                              experienced operator.


Thin-walled tube is                 Undisturbed samples in       Frequently ineffective in Pitcher Sampler                                      hard, brittle, cohesive      cohesionless soils.
be determined                      highly effective Gravity              Variations in            Detects anticlinal structures,    Provided extreme care is             Requires specialized personnel. Anything having gravitational field      buried ridges, salt domes,        exercised in establishing            mass can influence data (buildings, automobiles, etc).
                                              faults, and cavities              gravitational references,           Data reduction and interpretation are complex.


pushed into soil by spring above sampler                soils and sands with while outer core bit                cementation. Representa- reams hole. Cuttings                tive samples in soft to removed by circulating              medium cohesive soils and drilling fluid. (Ref. 13)          silts. Disturbed samples may be obtained in cohesion- less materials with variable success.
reasonably accurate results can      Topography and strata density influence data.


0
be obtained Magnetic             Variations of earths    Determines presence and           Minute quantities of magnetic        Only useful for locating magnetic materials.
                                            APPENDIX B (Continued)
                                METHODS OF SUBSURFACE EXPLORATION
    METHOD          PROCEDURE                        APPLICABILITY             LIMITATIONS
                                METHODS OF SAMPLING SOIL AND ROCK
    Denison Sampler Hole is advanced and               Undisturbed samples in  Not suitable for undisturbed reamed by core drill              stiff to hard cohesive  sampling in loose cohesionless while sample is re-                soil, sands with cemen-  soils or soft cohesive soils.


tained in nonrotating              tation. and soft rocks.
magnetic field            location of magnetic or            materials are detectable            Interpretation highly specialized. Calibration on site ferrous materials in the                                                extremely critical. Presence of any ferrous objects subsurface. Locates ore                                                near the magnetometer influences data.


inner core barrel with            Disturbed samples may corecatcher. Cuttings              be obtained in cohesion- removed by circulating            less materials with drilling fluid.                   variable success.
bodies Uphole/downhole      Vertical travel time of  Velocity determination of          Rapid technique useful to define    Care must be exercised to prevent undesirable (seismic)            compressional and/or      vertical P- and/or S-waves.       low- velocity strata. Interpretation influence of grouting or casing.


(Refs. 12. 13)
shear waves              Identification of low-velocity    straightforward zones Crosshole (seismic) Horizontal travel time of Velocity determination of          Generally accepted as producing     Careful planning with regard to borehole spacing compressional and/or      horizontal P- and/or S-waves.      reliable results. Detects low-       based upon geologic and other seismic data an shear waves               Elastic characteristics of sub-    velocity zones provided borehole    absolute necessity. Snells law of refraction must be surface strata can be              spacing not excessive.              applied to establish zoning. A borehole deviation calculated.                                                            survey must be run. Requires highly experienced personnel. Repeatable source required.
     Split-Barrel    Split-barrel tube is              Representative samples  Samples are disturbed and not or Splitspoon    driven into soil by               in soils other than      suitable for tests of physical g',  Sampler          blows of falling ram.             coarse granular soils.   properties.


Sampling is carried out in conjunction with Standard Pene- tration Test. (Ref. 9)
Borehole            Natural earth potential  Correlates deposits, locates      Widely used, economical tool.        Log must be run in a fluid filled, uncased boring. Not spontaneous                                    water resources, studies rock     Particularly useful in the          all influences on potentials are known.
     Auger Sampling  Auger drill used to              Determine boundaries    Samples not suitable for physical advance hole is with-            of soil layers and      properties or density tests.


drawn at intervals for          obtain samples            Large errors in locating strata recovery of soil samples          for soil classification. boundaries may occur without close from auger flights.                                       attention to details of procedure.
potential                                      deformation, assesses              identification of highly porous permeability, and determines      strata (sand, etc.).
                                              groundwater salinity.


(Ref. 9)                                                  (Ref. 13) In some soils, particle breakdown by auger or sorting effects may result in errors in determining gradation.
APPENDIX E, Contd.


APPENDIX B (Continued)
Geophysical Method      Basic Measurement        Application                      Advantages                          Limitations Borehole (Continued)
                              METHODS OF SUBSURFACE EXPLORATION
Single-point resistivity Strata electrical       In conjunction with               Widely used, economical tool. Log   Strata resistivity difficult to obtain. Log must be run in resistance adjacent to a spontaneous potential,           obtained simultaneous with         a fluid filled, uncased boring. Influenced by drill fluid.
  METHOD       PROCEDURE                          APPLICABILITY               LIMITATIONS
                              METHODS OF SAMPLING SOIL AND ROCK
  Rotary Core   Hole is advanced by core            Core samples in compe-    Because recovery is poorest in Barrel        bit while core sample is           tent rock and hard soils  zones of weakness, samples gener- retained within core                with single-tube core      ally fail to yield positive infor- barrel or within station-          barrel. Core samples in    mation on soft seams, joints. o:'
                ary inner tube. Cuttings            poor or broken rock may    other defects in rock.


removed by circulating              be obtainable with double- drilling fluid.                     tube core barrel with (Ref. 9)                            bottom-discharge bit.
single electrode        correlates strata and locates    spontaneous potential porous materials Long and short-          Near-hole electrical    Measures resistivity within a    Widely used, economical tool        Influenced by drill fluid invasion. Log must be run in a normal resistivity      resistance              radius of 40 to 165 cm (16 to                                        fluid filled, uncased boring.


Shot Core     Boring advanced by ro-              Large diameter cores and  Cannot be used in drilling at Boring        tating single core                  accessit'- boreholes in   large angles to the vertical.
64 in.)
Lateral resistivity      Far-hole electrical      Measures resistivity within a     Less drill fluid invasion influence Log must be run in a fluid filled, uncased boring.


(Calyx)       barrel, which cuts by              rock.                      Often ineffective in securing
resistance              radius of 6 m (20 ft)                                                 Investigation radius limited in low moisture strata.
0%              grinding with chilled                                          small diameter cores.


steel shot fed with circulating wash water.
Induction resistivity    Far-hole electrical      Measures resistivity in air- or  Log can be run in a nonconductive  Large, heavy tool.


Used shot and coarser cuttings are deposited in an annular cup, or calyx, above the core barrel.
resistance              oil-filled holes                  casing Borehole imagery        Sonic image of          Detects cavities, joints,         Useful in examining casing          Highly experienced operator required. Slow log to (acoustic)              borehole wall            fractures in borehole wall.      interior. Graphic display of        obtain. Probe awkward and delicate.


(Ref. 7)
Determines attitude (strike      images. Fluid clarity immaterial.
  Oriented      Reinforcing rod is                Core samples in rock        Samples are not well suited to Integral      grouted into small-                with preservation of        tests of physical properties.


Sampling      diameter hole, then                joints and other zones overcored to obtain                of weakness.
and dip) of structures.


an annular core sample. (Ref. 16)
Continuous sonic        Time of arrival of P-    Determines velocity of P- and    Widely used method. Rapid and      Shear wave velocity definition questionable in
  Wash Sampling  Cuttings are recovered            Samples useful in con-     Sample quality is not adequate or Cuttings    from wash water or                junction with other        for site investigations Sampling       drilling fluid.                   data for identification     for nuclear facilities.
(3-D) velocity          and S-waves in high-     S-waves in near vicinity of       relatively economical. Variable     unconsolidated materials and soft sedimentary rocks.


of major strata.
velocity materials      borehole. Potentially useful      density display generally          Only P-wave velocities greater than 1500 m/s (5,000
                                                  for cavity and fracture          impressive. Discontinuities in      ft/s) can be determined.


APPENDIX B (Continued)
detection. Modulus                strata detectable determinations. Sometimes S-wave velocities are inferred from P-wave velocity .
                                METHODS OF SUBSURFACE EXPLORATION
Natural gamma            Natural radioactivity    Lithology, correlation of         Widely used, technically simple to  Borehole effects, slow logging speed, cannot directly radiation                                        strata, may be used to infer     operate and interpret.             identify fluid, rock type, or porosity. Assumes clay permeability. Locates clay                                            minerals contain potassium-40 isotope.
    METHOD         PROCEDURE                          APPLICABILITY              LIMITATIONS
                                METHODS OF SAMPLING SOIL AND ROCK
     Subm ersible  Core tube is driven                Continuous representa-      Because of high area ratio and Vibratory      into soil by vibrator.             tive samples in uncon-    effects of vibration, samples may (Vibracore)    (Ref. 17)                          solidated marine sedi-     be disturbed.


Sampler                                          ments.
strata and radioactive minerals.


Underwater    Core tube attached to              Representative samples    Samples may be seriously Piston Corer  drop weight is driven              in unconsolidated marine  disturbed. (Ref. 19)
APPENDIX E, Contd.
                    into soil by gravity              sediments.


after a controlled height of free fall.
Geophysical Method Basic Measurement    Application                        Advantages                          Limitations Borehole (Continued)
Gamma-gamma        Electron density    Determines rock density of         Widely used. Can be applied to      Borehole effects, calibration, source intensity, density                                subsurface strata.                quantitative analyses of            chemical variation in strata affect measurement engineering properties. Can          precision. Radioactive source hazard.


Cable-supported piston remains in contact with soil surface during drive.
provide porosity.


(Ref. 18)
Neutron porosity  Hydrogen content    Moisture content (above            Continuous measurement of            Borehole effects, calibration, source intensity, bound water table), total porosity      porosity. Useful in hydrology and    water, all affect measurement precision. Radioactive (below water table)                engineering property                source hazard.
    Gravity Corer Open core tube attached            Representative samples    No control of specific recover%
-.1,               to drop weight is driven            at shallow depth in        ratio. Samples are disturbed.


into soil by gravity after         unconsolidated marine free fall. (Ref. IN)                sediments.
determinations. Widely used Neutron activation Neutron capture      Concentration of selected         Detects elements such as U, Na,      Source intensity, presence of two or more elements radioactive materials in strata    Mn. Used to determine oil-water      having similar radiation energy affect data.


METHODS OF IN SITU TESTING OF SOIL AND ROCK
contact (oil industry) and in prospecting for minerals (Al, Cu)
    Standard      Split-barrel sampler is            Blow count may be used as FExtremelv unreliable in silts, Penetration  driven into soil by blows an index of consistency or silty sands, or soils containing Test         of falling weight. Blow density of soil. May be    gravel. In sands below water count for each 6 in.                used for detection of      table, positive head must be main- of penetration is recorded.        changes in consistency    tained in borehole. Determination (Ref. 9)                            or relative density in    of relative density in sands clay or sands. a be        requires site-specific correlation used with empirical        or highly conservative use of relationships to estimate  published correlations. Results relative density of clean  are sensitive to details of sand.                      apparatus and procedure.
Borehole magnetic Nuclear precession  Deposition, sequence, and         Distinguishes ages of lithologically Earth field reversal intervals under study. Still subject age of strata                      identical strata                    of research.


APPENDIX B (Continued)
Mechanical caliper Diameter of borehole Measures borehole diameter        Useful in a wet or dry hole          Must be recalibrated for each ru
                                METHODS OF SUBSURFACE EXPLORATION
    METHOD      PROCEDURE                          A PPL.ICA BIILITY            LIMITATIONS
                        METHODS OF IN SITU TESTING OF SOI


====l. AND ROCK====
====n. Averages====
                Steel cone is pushed                Detection of changes in      Strength estimates require onsite Dutch Cone                                                                      verification by other methods of Penetrometer  into soil and followed              consistency or relative by subsequent advance              density in clays or sands.    testing.
                                                                                                                3 diameters.


of friction sleeve.                Used to estimate static Resistance is measured            undrained shear strength during both phases of              of clay. Used with empiri- advance. (Ref. 20),                 cal relationships to obtain estimate of static compres- sibility of sand.
APPENDIX E, Contd.


co Field Vane   Four-bladed vane is                Used to estimate in situ     Not suitable for use in silt, sand.
Geophysical Method  Basic Measurement      Application                      Advantages                        Limitations Borehole (Continued)
Acoustic caliper   Sonic ranging          Measures borehole diameter.     Large range. Useful with highly    Requires fluid filled hole and accurate positioning.


Shear Test    pushed into undisturbed             undrained shear strength      or soils containing appreciable soil. then rotated to              and sensitivity of clays.    amounts of gravel or shells. May cause shear failure on                                            yield unconservative estimates of cylindrical surface.                                              shear strength in fissured clay Torsional resistance                                              soils or where strength is strain- versus angular deflec-                                            rate dependent.
irregular shapes Temperature        Temperature             Measures temperature of          Rapid, economical, and generally  None of importance.


tion is recorded. (Ref. 9)
fluids and borehole sidewalls.   accurate Detects zones of inflow or fluid loss .
  Drive-Point  Expendable steel cone is            Detection of gross changes     Provides no quantitative infor- Penetrometer  driven into soil by blows          in consistency or relative    mation on soil properties.
Fluid resistivity  Fluid electrical        Water-quality determinations     Economical tool                    Borehole fluid must be same as groundwater.


of falling weight. Blow            density. May be used in count versus penetration            some coarse granular soils.
resistance              and auxiliary log for rock resistivity.


is recorded. (Ref. 13)
Tracers            Direction of fluid flow Determines direction of fluid   Economical                        Environmental considerations often preclude use of flow.                                                               radioactive tracers.
  Plate Bearing Steel loading plate is              Estimation of strength and   Results can be extrapolated to Test (Soil)  placed on horizontal                moduli of soil. May be used  loaded areas larger than bearing surface and is stati-              at ground surface, in excava- plate only if properties of soil cally loaded, usually by            tions, or in boreholes.      are uniform laterally and with hydraulic jack. Settle-                                          depth.


ment versus time is recorded for each load increment. (Ref. 9)
Flowmeter          Fluid velocity and      Determines velocity of          Interpretation is simple.         Impeller flowmeters usually cannot measure flows less quantity                subsurface fluid flow and, in                                      than 1 to 1.7 cm/s (2 - 3 ft/min).
                                                0                                                                0
                                            most cases, quantity of flow.


rn~_
Borehole dipmeter  Sidewall resistivity   Provides strike and dip of       Useful in determining information  Expensive log to make. Computer analysis of bedding planes. Also used       on the location and orientation of information needed for maximum benefit.
                                                APPE 'B (Continued)
                                    METHODS OF SUBSURFACE EXPLORATION
                    PROCEDURE                        APPLICABILITY                      LIMITATIONS
   METHOD
                              METHODS OF IN SITU TESTING OF SOIL AND ROCK
  Plate Bearing    Bearing pad on rock              Estimation of elastic moduli        Results can be extrapolated to Test or Plate    surface is statically            of rock masses. May be used         loaded areas larger than bearing Jacking Test      loaded by hydraulic              at ground surface, in exca-          pad only if rock properties are (Rock)            jack. Deflection                vations, in tunnels, or in          uniform over volume of interest versus load is recorded.        borcholes.                          and if diameter of bearing pad (Ref. 21)                                                            is larger than average spacing of joints or other discontinuities.


Pressure Meter    Uniform radial pressure        Estimation of elastic moduli        Test results represent properties Test (Dilatometer is applied hydraulically        of rocks and estimation of          only of materials in near vicinity Test)              over a length of borehole      shear strengths and compress-        of borehole. Results may be mis- several times its diame-        ibility of soils by empirical      leading in testing materials ter. Change in diameter        relationships.                      whose properties may be
for fracture detection.          primary sedimentary structures over a wide variety of hole conditions.
7-                    versus pressure is recorded.                                        anisotropic.


(Ref. 21)
Downhole flow meter Flow across the         Determines the rate and         A reliable, cost effective method  Assumes flow not influenced by emplacement of borehole                direction of groundwater flow    to determine lateral foundation    borehole.
    Field Pumping    Water is pumped from or         Estimation of in situ permea-      Apparent permeability may be Test              into aquifer at constant        bility of soils and rock mass.      greatly influenced by local rate through penetrating                                            features. Effective permeability well. Change in piezo-                                              of rock is dependent primarily metric level is measured                                            on frequency and distribution at well and at one or more                                          ofjoints. Test result in rock is observation wells. Pumping                                          representative only to extent that pressures and flow rates are                                        segment penetrated by borehole.


recorded. (Refs. 22. 23)                                            is representative of joint system of rock mass.
leakage under concrete structures


Direct Shear      Block of in situ rock is        Measurement of shearing            Tests are costly. Usually Test              isolated to permit shearing    resistance of rock mass in          variability of rock mass requires along a preselected sur-        situ.                                a sufficient number of tests to face. Normal and shearing                                            provide statistical control.
APPENDIX F
                                              IN SITU TESTING METHODS
Table F-1                                    In Situ Tests for Rock and Soil (adapted from EM 1110-1-1804, Department of the Army, 1984)
                                                                                              Applicability to Purpose of Test                              Type of Test                         Soil                        Rock Shear strength                Standard penetration test (SPT)                      X
                                Field vane shear                                      X
                                Cone penetrometer test (CPT)                          X
                                Direct shear                                          X
                                Plate bearing or jacking                              X                          Xa Borehole direct shearb                                X
                                Pressuremeterb                                                                  X
                                Uniaxial compressiveb                                                            X
                                Borehole jackingb                                                                X
Bearing capacity              Plate bearing                                        X                          Xa Standard penetration                                  X
Stress conditions             Hydraulic fracturing                                  X                          X
                                Pressuremeter                                        X                          Xa Overcoring                                                                      X
                                Flatjack                                                                        X
                                Uniaxial (tunnel) jacking                            X                          X
                                Borehole jackingb                                                                X
                                Chamber (gallery) pressureb                                                      X
Mass deformability            Geophysical (refraction)                              X                          X
                                Pressuremeter or dilatometer                          X                          Xa Plate bearing                                        X                          X
                                Standard penetration                                  X
                                Uniaxial (tunnel) jacking                            X                          X
                                Borehole jackingb                                                                X
                                Chamber (gallery) pressureb                                                      X
Relative density              Standard penetration                                  X
                                In situ sampling                                      X
Liquefaction susceptibility    Standard penetration                                  X
                                Cone penetration test (CPT)                          X
                                Shear wave velocity (vs)                              X
a Primarily for clay shales, badly decomposed, or moderately soft rocks, and rock with soft seams.


loads are applied by jacking.
b Less frequently used.


Loads and displacements are recorded. (Ref. 24)
APPENDIX F, Contd.


APPENDIX B (Continued)
Table F-2                      In Situ Tests to Determine Shear Strength (adapted from EM 1110-1-
                                   METHODS OF SUBSURFACE EXPLORATION
                              1804, Department of the Army, 1984)
  METHOD            PROCEDURE                          APPICA BI LITY                L.IMITATIONS
                                For Test                  Soils          Rocks                Remarks Standard              X                                   Use as index test only for strength. Develop penetration                                                local correlations. Unconfined compressive strength in tsf is often 1/6 to 1/8 of N-value Direct shear          X              X                    Expensive; use when representative undisturbed samples cannot be obtained Field vane shear      X                                    Use strength reduction factor Plate bearing          X              X                    Evaluate consolidation effects that may occur during test Uniaxial                              X                    Primarily for weak rock; expensive since several compression                                                sizes of specimens must be tested Cone                  X                                    Consolidated undrained strength of clays; requires estimate of bearing penetration                                                factor, Nc test (CPT)
                          METHODS OF IN SITU TESTING OF SOIL AND ROCK
Table F-3                In Situ Tests to Determine Stress Conditions (adapted from EM 1110-1-
                                                        Determination of elastic      Volume of rock tested is dependent Pressure Tunnel  Hydraulic pressure is                                            on tunnel diameter. Cracking due Test              applied to sealed-off              constants of the rock mass in situ.                     to tensile hoop stresses may length of circular                                                affect apparent stiffness of rock.
                      1804, Department of the Army, 1984)
Test                      Soils    Rocks                  Remarks Hydraulic fracturing      X                                Only for normally consolidated or slightly consolidated soils Hydraulic fracturing                X                      Stress measurements in deep holes for tunnels Vane shear                X                                Only for recently compacted clays, silts and fine sands (see Blight, 1974, for details and limitations)
Overcoring                          X                      Usually limited to shallow depth in rock techniques Flatjacks                  X
Uniaxial                  X        X                      May be useful for measuring lateral (tunnel) jacking                                            stresses in clay shales and rocks, also in soils Blight , G.E.  Indirect Determination of in Situ Stress Ratios in Particulate Materials,  Proceedings of a Speciality Conference, Subsurface Explorations for Underground Excavation and Heavy Construction. American Society of Civil Engineers, New York,
                                                                1974.


tunnel, and diametral deformations are measured.
APPENDIX F, Contd.


(Ref. 21)
Table F-4        In Situ Tests to Determine Deformation Characteristics (adapted from EM 1110-1-1804, Department of the Army,
                                                        Same as pressure tunnel test. Same as pressure tunnel test.
                                  1984)
                            For Test                  Soils  Rocks      Remarks Geophysical          X      X          For determining dynamic Youngs Modulus, E, at the small strain induced by refraction,                              test procedure. Test values for E must be reduced to values corresponding to strain levels induced by structure or seismic loads.


Radial Jacking    Radial pressure is applied
Cross-hole and downhole Pressuremeter        X      X          Consider test as possibly useful but not fully evaluated. For soils and soft rocks, shales, etc.
0 Test              to a length of circular tunnel by flat jacks. Dia- metral deformations are measured.


Determination of elastic     Apparent stiffness may be affected Borehole Jack    Load is applied to wall of                                       by development of tension cracks.
Chamber test          X      X
Uniaxial (tunnel)    X     X
jacking Flatjacking                  X
Borehole jack                X
or dilatometer Plate bearing                X
Plate bearing        X
Standard              X                  Used in empirical correlations to estimate settlement of footings; a number of penetration                              relationships are published in the literature to relate penetration test blow counts to settlement potential.


Test                                                  modulus of rock in situ.
APPENDIX G
                                                      Instruments for Measuring Groundwater Pressure Instrument Type                                Advantages                                                    Limitations1a Observation well                              Can be installed by drillers without participation of         Provides undesirable vertical connection between strata and is geotechnical personnel.                                        therefore often misleading; should rarely be used.


borehole by two diametric- ally opposed jacks. Deform-        Capable of applying greater ations and pressures are            pressures than dilatome- ters.
Open standpipe piezometer                      Reliable. Long successful performance record.                  Long time lag. Subject to damage by construction equipment and Self-de-airing if inside diameter of standpipe is adequate.    by vertical compression of soil around standpipe. Extension of Integrity of seal can be checked after installation. Can be    standpipe through embankment fill interrupts construction and converted to diaphragm piezometer. Can be used for            causes inferior compaction. Porous filter can plug owing to sampling groundwater. Can be used to measure                  repeated water inflow and outflow. Push-in versions subject to permeability.                                                  several potential errors.


recorded. (Ref. 25)
Twin-tube hydraulic piezometer                Inaccessible components have no moving parts. Reliable.       Application generally limited to long-term monitoring of pore water Long successful performance record. When installed in fill,    pressure in embankment dams. Elaborate terminal arrangements integrity can be checked after installation. Piezometer        needed. Tubing must not be significantly above minimum cavity can be flushed. Can be used to measure                  piezometric elevation. periodic flushing may be required. Attention permeability.                                                 to many details is necessary.
  Borehole          Device for measurement of           Measurement of absolute      Stress field is affected by Deformation Meter diameters (deformation              stresses in situ.             borehole. Analysis subject to meter) is placed in bore-                                        limitations of elastic theory.


hole, and hole is overcored                                      Two boreholes at different orien- to relieve stresses on                                            tations are required for determi- annular rock core contain-                                        nation of complete stress field.
Pneumatic piezometer                          Short time lag. Calibrated part of system accessible.          Attention must be paid to many details when making selection.


ing deformation meter.                                            Questionable results in rocks Diameters (usually 3) are                                        with strongly time-dependent measured before and after                                        properties.
Minimum interference to construction: level of tubes and      Push-in versions subject to several potential errors.


overcoring. Modulus of rock is measured by laboratory tests on core; stresses are computed by elastic theory. (Ref, 26)
readout independent of level of tip. No freezing problems.


APPENDIX B (Continued)
Vibrating wire piezometer                      Easy to read. Short time lag. Minimum interference to         Special manufacturing techniques required to minimize zero drift.
                                    METHODS OF SUBSURFACE EXPLORATION
    METHOD         PROCEDURE                          APPLICABILITY                LIMITATIONS
                          METHODS OF IN SITU TESTING OF SOIL AND ROCK
    Inclusion      Rigid stress indicating            Measurement of absolute    Same as above.


Stressmeter    device (stressmeter) is            stresses in situ. Does placed in borehole, and            not require accurate knowl- hole is overcored to               edge of rock modulus.
construction: level of lead wires and readout independent of  Need for lightning protection should be evaluated. Push-in version level of tip. Lead wire effects minimal. Can be used to read  subject to several potential errors.


relieve stresses on annu- lar core containing stress- meter. In situ stresses are computed by elastic theory. (Ref. 26)
negative pore water pressures. No freezing problems.
    Borehole Strain Strain gauge is cemented            Measurement of absolute    Same as above.


Gauge          to bottom (end) of bore-            stresses in situ. Requires hole. and gauge is over-            only one core drill size.
Unbonded electrical resistance piezometer      Easy to read. Short time lag. Minimum interference to          Low electrical output. Lead wire effects. Errors caused by moisture construction: level of lead wires and readout independent of  and electrical connections are possible. Need for lightning level of tip. Can be used to read negative pore water          protection should be evaluated.


cored to relieve stresses on core containing strain IL-)                gauge. Stresses are computed from resulting strains and from modulus obtained by laboratory tests on core.
pressures. No freezing problems. Provides temperature measurement. Some types suitable for dynamic measurements.


(Ref. 26)
a Diaphragm piezometer readings indicate the head above the piezometer, and the elevation of the piezometer must be measured or estimated if piezometric elevation is required. All diaphragm piezometers, except those provided with a vent to the atmosphere, are sensitive to barometric pressure changes.
    Flat Jack Test  Slot is drilled in rock            Measurement of one corn po- Stress field is affected by surface producing stress            nent of normal stress in    excavation or tunnel. Interpre- relief in adjacent rock.            situ. Does not require      tation of test results subject Flat jack is grouted into          knowledge of rock modulus. to assumption that loading and slot and hydraulically                                          unloading moduli are equal.


pressurized. Pressure                                          Questionable results in rock required to reverse                                            with strongly time-dependent deformations produced by                                        pruperties.
APPENDIX G, Contd.


stress relief is observed.
Instrument Type                              Advantages                                            Limitationsa Bonded electrical resistance piezometer     Easy to read. Short time lag. Minimum interference to Low electrical output. Lead wire effects. Errors caused by moisture, construction: level of lead wires and readout         temperature, and electrical connections are possible. Long-term independent of level of tip. Suitable for dynamic     stability uncertain. Need for lightning protection should be evaluated.
 
(Refs. 26. 27)
 
APPENDIX B (Continued)
                                METHODS OF SUBSURFACE EXPLORATION
METHOD            PROCEDURE                          APPLICABILITY                LIMITATIONS
                          METHODS OF IN SITU TESTING OF SOIL AND ROCK
Hydraulic        Fluid is pumped into scaled-      Estimation of minor principal Affected by anisotropy of tensile Fracturing Test  off portion of borehole            stress.                      strength of rock.
 
with pressure increasing until fracture occurs.
 
(Ref. 26)
Crosshole        Seismic signal is trans-          In situ measurement of com-    Requires deviation survey of Seismic Test      mitted from source in            pression wave velocity and     boreholes to eliminate errors one borehole to receiv-          shear wave velocity in soils  due to deviation of holes from er(s) in other bore-              and rocks.                     vertical. Refraction of signal hole(s), and transit                                              through adjacent high-velocity time is recorded. (Ref. 28)                                      beds must be considered in interpretation.
 
Uphole/Downhole  Seismic signal is                In situ measurement of com-    Apparent velocity obtained is SeismicTest      transmitted between              pression wave velocity and      time-average for all strata borehole and ground              shear wave velocity in soils    between source and receiver.
 
surface, and transit              and rocks.
 
time is recorded. (Ref. 28)
Acoustic Velocity Logging tool contains            Measurement of compression    Results represent only the Log              transmitting transducer          wave velocity. Used primar-    material immediately adjacent and two receiving trans-          ily in rocks to Obtain        to the borehole. Can be obtained ducers separated by fixed        estimate of porosity.          only in uncased, fluid-filled gage length. Signal is                                          borehole. Use is limited to transmitted through rock                                        materials with P-wave velority adjacent to borehole and                                        greater than that of borehole transit time over the                                            fluid.
 
gage length is recorded as difference in arrival times at the receivers.
 
(Refs. 29. 30)
0
 
APPENDIX B (Continued)
                                METHODS OF SUBSURFACE EXPLORATION
    METHOD      PROCEDURE                          A PPIJCABSILITY                ILIMITATIONS
                      METHODS OF IN SITU TESTING OF SOIL AND ROCK
    3-D Velocity Logging tool contains              Measurement of compression      Results represent only the transmitting transducer            wave and shear wave velocity    material immediately adjacent Log                                                                              to the borehole. Can be obtained and receiving transducer            ties in rock. Detection of separated by fixed gage            void spaces. open fractures,    only in uncased, Iluid-filled length. Signal is trans-            and zones of weakness.          borehole. Correction required mitted through rock                                                for variation in hole size. Use adjacent to borehole. and                                          is limited to materials with P-
                wave train at receiver                                              wave velocity greater than that is recorded. (Ref. 31)                                              of borehole fluid.
 
Apparent electrical resis-          Appropriate combinations of    Can be obtained only in uncased Electrical tivity of soil or rock in          resistivity logs can be used    borcholes. Hole must be fluid Resistivity neighborhood of borehole            to estimate porosity and degree filled, or electrodes must be Log is measured by in-hole              of water saturation in rocks.   pressed against wall of hole.
 
logging tool containing            In soils, may be used as        Apparent resistivity values are one of a wide variety of            qualitative indication of      strongly affected by changes in electrode configurations.          changes in void ratio or        hole diameter, strata thickness, t-J                                                  water content, for correla-    resistivity contrast between adja- (Refs. 29. 30)
                                                    tion ofstrata between          cent strata. resistivity of boreholes, and for location    drilling fluid, etc.
 
of strata boundaries.
 
Neutrons are emitted into          Correlation of strata          Because of very strong borehole Neutron Log                                                                      effects, results are generally rock or soil around bore-          between boreholes and hole by a neutron source          location of strata              not of sufficient accuracy for in the logging tool, and          boundaries. Provides an         quantitative engineering uses.
 
a detector isolated from          approximation to water the source responds to            content and can be run in either slow neutrons or            cased or uncased, fluid- secondary gamma rays.              filled or empty boreholes, Response of detector is recorded. (Refs. 29. 30)
 
APPENDIX B (Continued)
                                  METHODS OF SUBSURFACE EXPLORATION
    METHOD          PROCEDURE                        APPLICA BILITY                IEMITATIONS
                          METHODS OF IN SITU TESTING OF SOIL AND ROCK
                    Gamma rays are emitted            Estimation of bulk density    Effects of borehole size and Gamma-Gamma Log                                  in rocks, qualitative indi-  density of drilling fluid must
    ("Density Log") into rock around the borehole by a source in          cation of changes in densi-  be accounted for. Presently the logging tool, and a          ty of soils. May be run in    not suitable for qualitative detector isolated from            empty or fluid-Filled holes.  estimate of density in soils the source responds to                                          other than those of -rock-like"
                    back-scattered gamma                                            character. Cannot be used in rays. Response of de-                                          cased boreholes, tector is recorded.
 
(Ref. 29)
                    Film-type or television          Detection and mapping of      Results are affected by any
4'"
    Borehole                                        joints, seams, cavities, or    condition that affects visi- Cameras          camera in a suitable protective container              other visually observable    bility.
 
is used for observation          features in rock. Can be of walls of borehole.            used in empty, uncased holes (Ref. 32)                        or in holes filled with clear water.
 
APPENDIX C
                              SPACING AND DEPTH OF SUBSURFACE EXPLORATIONS FOR SAFETY-RELATED' FOUNDATIONS
    TYPE OF STRUCTURE                                  SPACING OF BORINGS' OR SOUNDINGS                                MINIMUM DEPTH OF PENETRATION
    General                                          For favorable, uniform geologic conditions, where          The depth of borings should be determined on the basis continuity of subsurface strata is found. spacing should    of the type of structure and geologic conditions. All be as indicated for the type of structure with at least one borings should be extended to a depth sufficient to boring at the location of every safety-related or Seismic  define the site geology and to sample all materials that Category I structure. Where variable conditions are        may swell during excavation, may consolidate found, spacing should be smaller, as needed, to obtain a    subsequent to construction, may be unstable under clear picture of soil or rock properties and their          earthquake loading, or whose physical properties would variability. Where cavities or other discontinuities of     affect foundation behavior or stability. Where soils are engineering significance may occur, the normal              very thick, the maximum required depth for engineering exploratory work should be supplemented by borings or      purposes, denoted dmax, may be taken as the depth at soundings at a spacing small enough to detect such          which the change in the vertical stress during or after features.                                                  construction for the combined foundation loading is less than 10% of the in situ effective overburden stress. It may also be taken as the depth at which the shear wave velocity of the soil mass exceeds 3.000 ft/sec. It may be necessary to include in the investigation program several borings needed to complete information to establish the tb.j soil model for soil-structure interaction studies. These borings may be required to penetrate depths greater than those depths required for general ený;inecring purposes. Borings should be deep enough to define and evaluate the potential for deep soil stability problems at the site. Generally all borings should extend at least 30
                                                                                                                  feet below the lowest part of the foundation. If competent rock is encountered at lesser depths than those given, borings should penetrate to the greatest depth where discontinuities or zones of weakness can affect foundations and should penetrate at least 20 ft into sound rock. For weathered shale or soft rock.
 
depths should be as for soils.
 
'As dctcrmincd by Itt'jt1      ocaiiivns of .,ife .-relted structure.- and facififics.
 
lii
      'Includc. shafts or other accessible excvations that meet depth requirements.
 
APPENDIX C
                      SPACING AND DEPTH OF SUBSURFACE EXPLORATIONS FOR SAFETY-RELATED 3 FOUNDATIONS
  TYPE OF STRUCTURE                            SPACING OF BORINGS4 OR SOUNDINGS                                                  MINIMUM DEPTH OF PENETRATION
  Structures including                      Principal borings: at least one boring beneath every                          Principal borings: at least one-fourth of the principal buildings, retaining walls.                safety-related structure. For larger, heavier structures,                    borings anid a minimum of one boring per structure to concrete dams.                            such as the containment and auxiliary buildings, at least                    penetrate into sound rock or to a depth equal to dmax.
 
one boring per 10,000 sq ft (approximately 100 ft                            Others to a de;th below foundation elevation equal to spacing) and, in addition, a number of borings along the                    the width of structure or to a depth equal to the periphery, at corners, and other selected locations. One                    foundation depth below the original ground surface.
 
boring per 100 linear ft for essentially linear structures.?                whichever is greater.'
0% Earth dams, dikes, levees,                Principal borings: one per 100 linear ft along axis of                        Principal borings: one per 200 linear ft to dmax. Others and embankments.                          structure and at critical locations perpendicular to the                    should penetrate all strata whose strength would affect axis to establish geological sections and groundwater                        stability. For water-impounding structures, to sufficient conditions for analysis.'                                                    depth to define all aquifers and zones of underseepage that could affect performance of structure.-
  Deep cuts, 6 canals                        Principal borings: one per 200 linear ft along the                          Principal borings: one per 200 linear ft to penetrate into alignment and at critical locations perpendicular to the                      sound rock or to dmax. Others to a depth below the alignment to establish geologic sections for analysis.!                      bottom elevation of"cavation equal to the depth of cut or to below, the lowest potential failure zone of the slope.! Borings should penetrate pervious strata below which groundwater may influence stability.
 
AIso supplementary borings or soundings which are design dependent or nccessary to define anomalies. critical abutment conditions. etc.
 
Includes temporary cuts, open during construction. where loss of strength due to excessive deformations would affect ultimate site safety.
 
0
 
_____                                                -                              --                                            ____
                                                                                        APPENDIX C
                                SPACING AND DEPTH OF SUBSURFACE EXPLORATIONS FOR SAFETY-RELATED3 FOUNDATIONS
          TYPE OF STRUCTURE                              SPACING OF BORIN(;S 4 OR SOUNDINGS                          MINiNMUM DEPTH OF PENETRATION
          Pipelines                                Principal borings: This may vary depending on how well    Principal borings: For buried pipelines, one per 200
                                                    site conditions are understood from other plant site      linear ft to penetrate into sound rock or to dmax. Others borings. For variable conditions, one per 100 linear ft    to 5 times the pipe diameters below the invert elevation.
 
for buried pipelines: at least one boring for each footing For pipelines above ground. depths as for foundation for pipelines above ground.'                              structures.
 
Tunnels                                  Principal borings: one per 100 linear ft.'                Principal borings: one per 200 linear ft to penetrate into sound rock or to diiax. Others to 5 times the tunnel diameter below the invert elevation,'
      1.-j
      -j Reservoirs, impoundments                  Principal borings: one per 50,000 ft' of interior area of Principal borings: at least one-fourth. but no fewer than the impoundment. in addition to borings at the            one, of the principal borings to penetrate into sound locations of dams or dikes.'                              rock or to dmax. Others to a depth of 25 ft below rc.esrvoir bottom elevation.'
              , Stippkllcn~iery horing, o~r%on ingai nce'%JrY to define zin-naliics.
 
APPENDIX D
                                                    REFERENCES
    1. U.S. Army Corps of Engineers, Instrumentation              12, U.S. Dept. of Interior, Bureau of Reclamation, of Earth and Rock-Fill Dams (Groundwater and Pore            Earth Manual, Ist ed.. Denver, Colorado, 1960, pp.
 
Pressure Observations), Engineer Manual EM 1 110-2-          346-379.
 
1908. 1972.                                                        13. Terziaghi. K.. and R. B. Peck. Soil Alechlnics in Engineering Practice. 2nd ed., John Wiley and
    2. U.S. Army Corps of Engineers, Soil Sampling.            Sons, Inc., New York. 1963. pp. 299-300.308-314.
 
Engineer Manual EM 1110-2-1907. 1972, Ch. 3, 4.              322-324.
 
3. U.S. Navy, Design Manual, Soil Mechanics,                    14. Osterberg. J. 0., "New          Piston Type Soil Founidations, andl Earth Structures. A',-1 VF,,l C DM-7.      Sampler.'* Engineering Newiv-Record 148. 1952, pp.
 
Dept. of the Navy, Naval Facilities Engineering              77-78.
 
Command. Alexandria. Virginia, 1971.                              15. Kjellman, W.. T. Kallstanins, and 0. Wager.
 
"Soil Sampler with Metal F",<,,- Royal Swedish
    4. Osterberg, J.O., and S. Varaksin, "Determina-          Geotechnical Institute. Proceeding No. I.
 
tion of Relative Density of Sand Below Groundwater            Stockholm. Sweden. 1950.
 
Table.~ Evaluation of Relative Densit' and Its Role in Geotechnical Projects inrowiving Cohesiohless Soils.
 
American Society for Testing and Materials.                        16. Rocha. M., "A Method of Obtaining Integral Philadelphia. STP 523. 1973, pp. 364-376.                    Samples of Rock Masses," Association of Engineer- ing Geologists. Bulletin* 10(I). 1973. pp. 77-82,
    5. Karol. R. H.. "Use of Chemical Grouts to Sam- pie Sands,~ Sampling of Soil adl Rock, American                    17. Tirez. G. B.. "Recent Trends in Underwater Society for Testing and Materials, Philadelphia, STP          Soil Sampling Methods." Underwater Soil Samtpling.
 
483, 19*71. pp. 51-59.                                        Testing. and Construction Control. American Society for Testing and Materials. Philadelphia. STP 501.
 
6. Windisch. S. J.. and M. Soulie. "Technique for            1972. pp. 42-54.
 
Study of Granular Materials." J. Soil Mlech. Found.
 
Dir.. American Society of Civil Engineers. V. 96                    18. Nooranz. I., "Underwater Soil Sampling and (SM4). 1970, pp. 1113:1126.                                  Testing-A State-of-the-Art Review." Underwater Soil Sampling. Testing, and Construction Control.
 
7. Hvorslev. IM. J.. Subsurface Exploration and            American Society for Testing and Materials, Sampling o0Soils .lr Civil Engineering PurposeS. U.S.          Philadelphia. STP 501, 1972. pp. 3-41.
 
Army Waterways Experiment Station, Vicksburg, Mississippi. 1949. pp, 51-71. 83-139, 156-157.                    19. McCoy, F. W., Jr., "An Analysis of Piston Coring Through Corehead Camera Photography',"
    8. Barton. C. MI.. "Borehole Sampling of                    Underwater Soil Sampling. Testing. and Construction Saturated Uncemented Sands and Grouts,"                      Control. American Society for Testing and Materials.
 
Groundwater 12(3). 1974. pp. 170-181.                          Philadelphia, STP 501, 1972. pp. 90-105.
 
20. Schmertmann. J. H., "Suggested Method for
    9, American Society for Testing and Materials,              Deep Static-Core Penetration Test." Special
1974 .I ntunl Book of' ,.ISTAI S.S'wlftr ls' Port' 19.        l'roc&'durt's fi)r Testilng Soil anil Rock otr ligitlcr'irhg Philadelphia. 1974, pp. 192,194. 206-207, 224-229.            Purposes, American Society for Testing a11d
261.263, 317-320.                                              Materials, Philadelphia. STI1 479, 1970. pp. 71-77, IL stio    K, (1,,  "111 8i4t1 "      (m
                                                                                                              1 the I ck uo*rings,' Special proC'lhires),or T'sfing sait (o41          Sons, Inc,, Now York, Ch. 5, 1968K pp. 126-144, Rock' or EngiineeringPurposes. American Society for Testing and Materials, Philadelphia, STP 479, 1969,              22. Cedergrvn, H, R., Seepage. Drainage,and Flow Ii. Peck. R. B.. W. E. Hanson, and T. 11,Thorn-                D3. Sead'im, 3. L.. "Inflone~c of"hnestim tl'l. \Viler burn. Foundation Engineering. John Wiley and Sons,            on the Behavior of Rock Masses." Rock Mechanics in Inc.. New York, 2nd ed.. 1974. pp. 105-106.                    Engineering Practice. K. G. Stagg and 0. C.
 
(
                                                          132-28
                                                                                                                              1
 
ZienkiewicL, eds., John Wiley and Sons, Inc., New            nerit of Soil Properties. Proceedings of the Specialty York, 1968, Ch. 3.                                          Conference of the Geotechnical Engineering Divi- sion. American Society of Civil Engineers. Raleigh,
      24, D)odds, R. K., "Suggested Method of Test for        North Carolina, 1975, pp. 121-150.
 
In Situ Shear Strength of Rock." Special lProcedures
  .lr Testing Soil wdl Rock jor Engineering Purposes.
 
American Society for Testing and Materials,
                                                                    29. Schlumberger Ltd.. Log Interpretations. Vol.
 
I (Principles), Schlumberger. Ltd., New York. 1972.
 
Philadelphia, STP 479. 1970, pp. 618-628.
 
Ch. 3-9.
 
25. Goodman. R. E.. T. K. Van, and P. E. Henze.
 
"Measurement of Rock Deformability in Bore-                      30. Haun, J. D., and L. W. Leroy. editors, Subsur- holes.** Proceedings ofthe Tenth Symposiumn on Rock          face Geology in Petroleum Exploration. A. Sjionposiwt.
 
Mlechanics, A.fustin, Texas. 1968. pp. 523-555.              Colorado School of Mines. Golden. Colorado, Ch.
 
14. 15, 21. 1958.
 
26. Roberts. A.. "The Measurement of Strain and Stress in Rock Masses,'" Rock Mechanics in Engineer-            31. Gever, R. L. and J. I Myung. "The 3-D
I ing Practice. K. G. Stagg and 0. C. Zienkiewicz. eds.,        Velocity Log: a Tool for In Situ Determination of the John Wile), and Sons. Inc., New York, 1968, pp. 166-          Elastic Moduli of Rocks." Proceedingsofthe Tweljih
  191, 194.                                                    Symposi.111on Rock AMechanics. Rolla/.      Missouri.
 
27. Rocha. M., "New Techniques in Delor-                1971, pp. 71-107.
 
mability Testing or In Situ Rock Masses," Deter- inination of the in Situ Atodiduvs of Deformation of          32. Lundgren. R., F. C. Sturges. and L. S. Cluff.
 
Rock, American Society for Testing and Materials,            "General Guide for Use of Borehole Cameras-A
  Philadelphia. STP 477, 1970.                                Guide." Special Proceduresfor Testing Soil anil Rock for Engineering Purpose
 
====s. American Society for====
      28. Ballard. R. F., Jr. and F. G. McLean, "Seismic      Testing and Materials, Philadelphia. STP 479. 1970.
 
Field Methods for In Situ Moduli," in Situ Measure-        pp. 56-61.
 
1.132-29
 
APPENDIX E
                                                    BIBLIOGRAPHY
    Bates. E. R.. "I)Deection of Subsurface Cavities."            Osterberg, .1. 0.. "An Improved Ilydraulic Piston MI iscellaneous Paper. S-73-40. U.S. A rm \Vaterways          Sampler." Proceedings olf the Eihth    /Inerlariona      al I-xperiment Station. Vicksburg. NIississippi. 1973.            COnh'rrence on Soil Aflechanics aniid Fotundatlion h'ngin'erinr, Mloscow. LUSSR, Vol. 1.2. 1973. pp. 317-
                                                                321.


Calhoon. NI. [.. "'Pressurc-.Mctcr Field Tcsting of Soils." Civil E'ntgine'ring 39(7), 1969. pp. 71-74.                Sh1a.nllnon. Wilson. Inc., and Agbahian-.lacobsen Associates, "'Soil Behavior Under IEarthquake l.oading Conrditions: State-of-tle-A rt -valuatil tof"
measurements. Can be used to read negative pore      Push-in version subject to several potential errors.
  (;hIssop. R.. "-The Rise of Geotechnology and Its            Soil Characteristics fur Seismic Response An:iy.sis.'
Inillnence on I-neineering Practice.'" Ieihtlh Rankine        U.S. .\I:C Report. 1972.


Leclure: Gvcechnique  1iI,2), 1968. pp. 105-150.
water pressures. No freezing problems.


Task Committee for Foundation D)esign Manual.
Multipoint piezometer, with packers          Provides detailed pressure-depth measurements.        Limited number of measurement points. Other limitations depend on Can be installed in horizontal or upward boreholes.  type of piezometer: see above in table.


Hlall. W. J.. N. M. Newmark. and A. J. Hendron.            "'SUbsurface In\Vest6iation for I)esiun and Construc- ion of' Foundations of Buildi ngs.'"      ..    1oilAlech.
Other advantages depend on type of piezometer: see above in table.


.Jr.. "Classification. Elngineering Properties and Field        Fo"und. lv.. A\merican Society of Civil I-ngincers.
Multipoint piezometer, surrounded with grout Provides detailed pressure-depth measurements.       Limited number of measurement points. Applicable only in uniform clay Simple installation procedure. Other advantages      of known properties. Difficult to ensure in-place grout of known depend on type of piezometer: See above in table.     properties. Other limitations depend on type of piezometer: see above in table.


Exploratioll of Soils, Intact Rock. and In Situ Mas-
Multipoint push-in piezometer                Provides detailed pressure-depth measurements.        Limited number of measurement points. Subject to several potential Simple installation procedure. Other advantages      errors. Other limitations depend on type of piezometer: see above in depend on type of piezometer: See above in table.     table.
                                                                1972. V. 98(SM5): pp. 481-490. V.98(SN16: pp. 557- s.es.'" US. AEC Report WASH-130). 1974.


578. V. 98(SNI!7): pp. 749-764. V. 9,(SNIX): pp. 771-
Multipoint piezometer, with movable probe    Provides detailed pressure-depth measurements.       Complex installation procedure. Periodic manual readings only.
                                                                785.


iMisterek. 1). L., "'Analysis of Dlata from Radial Jack in Tests.-" /)eet'rmiaiiog tlf the In Sint .Mthldult          Wallace. G. 11.. I. .1. Slehir. and 1. :A. Anderson.
Unlimited number of measurement points. Allows determination of permeability. Calibrated part of system accessible. Great depth capability.


of I)Ml10rmnlclion of Rock. American Societv Ifor              -Radial Jacking Test for Arch Dams." !'roceedings Testing and MIate-,ials. Plhiladelphia. STI' 477. 1970.        of Mie 1*'0ih S/.rmtp.iti on R j( A .I*chi'mic.. .k.Aut11in.
Westbay Instruments system can be used for sampling groundwater and can be combined with inclinometer casing.


pp, 27-38.                                                                 1968. pp. 633-660.
REGULATORY ANALYSIS
        A separate regulatory analysis was not prepared for this regulatory guide. The regulatory analysis prepared for Draft Regulatory Guide DG-1101, Site Investigations for Foundations of Nuclear Power Plants (February 2001), provides the regulatory basis for this regulatory guide as well. DG-1101 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.


0
Nuclear Regulatory Commission Public Document Room, 11555 Rockville Pike, Rockville, MD; the PDRs mailing address is USNRC PDR, Washington, DC 20555; telephone (301)415-
                                                          1.132-30}}
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APPENDIX D

SPACING AND DEPTH OF SUBSURFACE EXPLORATIONS FOR SAFETY-RELATED1 FOUNDATIONS

STRUCTURE SPACING OF BORINGS2 OR SOUNDINGS MINIMUM DEPTH OF PENETRATION

General For favorable, uniform geologic conditions, where The depth of borings should be determined on the basis of the type continuity of subsurface strata is found, the of structure and geologic conditions. All borings should be extended recommended spacing is as indicated for the type to a depth sufficient to define the site geology and to sample all of structure. At least one boring should be at the materials that may swell during excavation, may consolidate subse- location of every safety-related structure. Where quent to construction, may be unstable under earthquake loading, or variable conditions are found, spacing should be whose physical properties would affect foundation behavior or smaller, as needed, to obtain a clear picture of stability. Where soils are very thick, the maximum required depth soil or rock properties and their variability. Where for engineering purposes, denoted dmax, may be taken as the depth at cavities or other discontinuities of engineering which the change in the vertical stress during or after construction significance may occur, the normal exploratory for the combined foundation loading is less than 10% of the work should be supplemented by borings or effective in situ overburden stress. It may be necessary to include soundings at a spacing small enough to detect in the investigation program several borings to establish the soil such features. model for soil-structure interaction studies. These borings may be required to penetrate depths greater than those required for general engineering purposes. Borings should be deep enough to define and evaluate the potential for deep stability problems at the site.

Generally, all borings should extend at least 10 m (33 ft) below the lowest part of the foundation. If competent rock is encountered at lesser depths than those given, borings should penetrate to the greatest depth where discontinuities or zones of weakness or alteration can affect foundations and should penetrate at least 6 m

(20 ft) into sound rock. For weathered shale or soft rock, depths should be as for soils.

1 As determined by the final locations of safety-related structures and facilities.

2 Includes shafts or other accessible excavations that meet depth requirements.

Appendix D, Continued STRUCTURE SPACING OF BORINGS OR SOUNDINGS MINIMUM DEPTH OF PENETRATION

Buildings, Principal borings: at least one boring beneath At least one-fourth of the principal borings and a minimum of retaining every safety-related structure. For larger, one boring per structure to penetrate into sound rock or to a walls, heavier structures, such as the containment depth equal to dmax. Others to a depth below foundation concrete and auxiliary buildings, at least one boring per elevation equal to the width of structure or to a depth equal to dams 900 m2 (10,000 ft2) (approximately 30 m the width of the structure or to a depth equal to the foundation

(100 ft) spacing). In addition, a number of depth below the original ground surface, whichever is greater.3 borings along the periphery, at corners, and other selected location

s. One boring per

30 m (100 ft) for essentially linear structures.

Earth dams, Principal borings: one per 30 m (100 ft) along Principal borings: one per 60 m (200 ft) to dmax. Others dikes, axis of structure and at critical locations should penetrate all strata whose properties would affect the levees, perpendicular to the axis to establish geological performance of the foundation. For water-impounding embank- sections with groundwater conditions for structures, to sufficient depth to define all aquifers and zones ments analysis.2 of underseepage that could affect the performance of structures.2 Deep cuts,4 Principal borings: one per 60 m (200 ft) along Principal borings: One per 60 m (200 ft) to penetrate into canals the alignment and at critical locations sound rock or to dmax. Others to a depth below the bottom perpendicular to the alignment to establish elevation of excavation equal to the depth of cut or to below geologic sections with groundwater conditions the lowest potential failure zone of the slope.2 Borings should for analysis.2 penetrate pervious strata below which groundwater may influence stability.2

3 Also supplementary borings or soundings that are design-dependent or necessary to define anomalies, critical conditions, etc.

4 Includes temporary cuts that would affect ultimate site safety.

Appendix D, Continued STRUCTURE SPACING OF BORINGS OR SOUNDINGS MINIMUM DEPTH OF PENETRATION

Pipelines Principal borings: This may vary depending Principal borings: For buried pipelines, one of every three to on how well site conditions are understood penetrate sound rock or to dmax. Others to 5 times the pipe from other plant site borings. For variable diameters below the elevation. For pipelines above ground, conditions, one per 30 m (100 ft) for buried depths as for foundation structures.2 pipelines; at least one boring for each footing for pipelines above ground.

Tunnels Principal borings: one per 30 m (100 ft),2 may Principal borings: one per 60 m (200 ft) to penetrate into vary for rock tunnels, depending on rock type sound rock or to dmax. Others to 5 times the tunnel diameter and characteristics and planned exploratory below the invert elevation.2,3 shafts or adits.

Reservoirs, Principal borings: In addition to borings at the Principal borings: At least one-fourth to penetrate that portion impound- locations of dams or dikes, a number of of the saturation zone that may influence seepage conditions ments borings should be used to investigate geologic or stability. Others to a depth of 7.5 m (25 ft) below reservoir conditions of the reservoir basin. The number bottom elevation.2 and spacing of borings should vary, with the largest concentration near control structures and the coverage decreasing with distance upstream.

Sounding = An exploratory penetration below the ground surface used to measure or observe an in situ property of subsurface materials, usually without recovery of samples or cuttings.

Principal boring = A borehole used as a primary source of subsurface information. It is used to explore and sample all soil or rock strata penetrated to define the site geology and the properties of subsurface materials. Not included are borings from which no samples are taken, borings used to investigate specific or limited intervals, or borings so close to others that information obtained represents essentially a single location.

APPENDIX E

Applications of Selected Geophysical Methods for Determination of Engineering Parameters Geophysical Method Basic Measurement Application Advantages Limitations Surface Refraction (seismic) Travel time of Velocity determination of Rapid, accurate, and relatively In saturated soils, the compression wave velocity compressional waves compression wave through economical technique. reflects mostly wave velocities in the water, and thus through subsurface subsurface. Depths to Interpretation theory generally is not indicative of soil properties.

layers contrasting interfaces and straightforward and equipment geologic correlation of readily available horizontal layers Reflection (seismic) Travel time of Mapping of selected reflector Rapid, thorough coverage of given In saturated soils, the compression wave velocity compressional waves horizons. Depth site area. Data displays highly reflects mostly wave velocities in the water, and thus reflected from determinations, fault effective. is not indicative of soil properties.

subsurface layers detection, discontinuities, and other anomalous features Rayleigh wave Travel time and Inference of shear wave Rapid technique which uses Coupling of energy to the ground may be inefficient, dispersion period of surface velocity in near-surface conventional refraction restricting extent of survey coverage. Data resolution Rayleigh waves materials seismographs and penetration capability are frequency-dependent;

sediment layer thickness and/or depth interpretations must be considered approximate.

Vibratory (seismic) Travel time or Inference of shear wave Controlled vibratory source allows Coupling of energy to the ground may be inefficient, wavelength of velocity in near-surface selection of frequency, hence restricting extent of survey coverage. Data resolution surface Rayleigh materials wavelength and depth of and penetration capability are frequency-dependent;

waves penetration [up to 60 m (200 ft)]. sediment layer thickness and/or depth interpretations Detects low-velocity zones must be considered approximate.

underlying strata of higher velocity.

Accepted method Reflection profiling Travel times of Mapping of various lithologic Surveys of large areas at minimal Data resolution and penetration capability is (seismic-acoustic) compressional waves horizons; detection of faults, time and cost; continuity of frequency- dependent; sediment layer thickness through water and buried stream channels, and recorded data allows direct and/or depth to reflection horizons must be considered subsurface materials salt domes, location of buried correlation of lithologic and approximate unless true velocities are known; some and amplitude of man-made objects; and depth geologic changes; correlative bottom conditions (e.g., organic sediments) prevent reflected signal. determination of bedrock or drilling and coring can be kept to a penetration; water depth should be at least 5 to 6 m other reflecting horizons. minimum. (15 to 20 ft) for proper system operation.

Electrical resistivity Electrical resistance Complementary to refraction Economical nondestructive Lateral changes in calculated resistance often of a volume of (seismic). Quarry rock, technique. Can detect large bodies interpreted incorrectly as depth related; hence, for this material between groundwater, sand and gravel of soft materials. and other reasons, depth determinations can be probes prospecting. River bottom grossly in error. Should be used in conjunction with studies and cavity detection. other methods, i.e., seismic.

APPENDIX E, Contd.

Geophysical Method Basic Measurement Application Advantages Limitations Surface (Continued)

Acoustic (resonance) Amplitude of Traces (on ground surface) Rapid and reliable method. Must have access to some cavity opening. Still in acoustically coupled lateral extent of cavities Interpretation relatively experimental stage - limits not fully established sound waves straightforward. Equipment originating in an air- readily available filled cavity Ground penetrating Travel time and Rapidly profiles layering Very rapid method for shallow site Transmitted signal rapidly attenuated by water.

radar(GPR) amplitude of a reflected conditions. Stratification, dip, investigations. On line digital data Severely limits depth of penetration. Multiple electromagnetic wave water table, and presence of processing can yield on site reflections can complicate data interpretation.

many types of anomalies can look. Variable density display Generally performs poorly in clay-rich sediments.

be determined highly effective Gravity Variations in Detects anticlinal structures, Provided extreme care is Requires specialized personnel. Anything having gravitational field buried ridges, salt domes, exercised in establishing mass can influence data (buildings, automobiles, etc).

faults, and cavities gravitational references, Data reduction and interpretation are complex.

reasonably accurate results can Topography and strata density influence data.

be obtained Magnetic Variations of earths Determines presence and Minute quantities of magnetic Only useful for locating magnetic materials.

magnetic field location of magnetic or materials are detectable Interpretation highly specialized. Calibration on site ferrous materials in the extremely critical. Presence of any ferrous objects subsurface. Locates ore near the magnetometer influences data.

bodies Uphole/downhole Vertical travel time of Velocity determination of Rapid technique useful to define Care must be exercised to prevent undesirable (seismic) compressional and/or vertical P- and/or S-waves. low- velocity strata. Interpretation influence of grouting or casing.

shear waves Identification of low-velocity straightforward zones Crosshole (seismic) Horizontal travel time of Velocity determination of Generally accepted as producing Careful planning with regard to borehole spacing compressional and/or horizontal P- and/or S-waves. reliable results. Detects low- based upon geologic and other seismic data an shear waves Elastic characteristics of sub- velocity zones provided borehole absolute necessity. Snells law of refraction must be surface strata can be spacing not excessive. applied to establish zoning. A borehole deviation calculated. survey must be run. Requires highly experienced personnel. Repeatable source required.

Borehole Natural earth potential Correlates deposits, locates Widely used, economical tool. Log must be run in a fluid filled, uncased boring. Not spontaneous water resources, studies rock Particularly useful in the all influences on potentials are known.

potential deformation, assesses identification of highly porous permeability, and determines strata (sand, etc.).

groundwater salinity.

APPENDIX E, Contd.

Geophysical Method Basic Measurement Application Advantages Limitations Borehole (Continued)

Single-point resistivity Strata electrical In conjunction with Widely used, economical tool. Log Strata resistivity difficult to obtain. Log must be run in resistance adjacent to a spontaneous potential, obtained simultaneous with a fluid filled, uncased boring. Influenced by drill fluid.

single electrode correlates strata and locates spontaneous potential porous materials Long and short- Near-hole electrical Measures resistivity within a Widely used, economical tool Influenced by drill fluid invasion. Log must be run in a normal resistivity resistance radius of 40 to 165 cm (16 to fluid filled, uncased boring.

64 in.)

Lateral resistivity Far-hole electrical Measures resistivity within a Less drill fluid invasion influence Log must be run in a fluid filled, uncased boring.

resistance radius of 6 m (20 ft) Investigation radius limited in low moisture strata.

Induction resistivity Far-hole electrical Measures resistivity in air- or Log can be run in a nonconductive Large, heavy tool.

resistance oil-filled holes casing Borehole imagery Sonic image of Detects cavities, joints, Useful in examining casing Highly experienced operator required. Slow log to (acoustic) borehole wall fractures in borehole wall. interior. Graphic display of obtain. Probe awkward and delicate.

Determines attitude (strike images. Fluid clarity immaterial.

and dip) of structures.

Continuous sonic Time of arrival of P- Determines velocity of P- and Widely used method. Rapid and Shear wave velocity definition questionable in

(3-D) velocity and S-waves in high- S-waves in near vicinity of relatively economical. Variable unconsolidated materials and soft sedimentary rocks.

velocity materials borehole. Potentially useful density display generally Only P-wave velocities greater than 1500 m/s (5,000

for cavity and fracture impressive. Discontinuities in ft/s) can be determined.

detection. Modulus strata detectable determinations. Sometimes S-wave velocities are inferred from P-wave velocity .

Natural gamma Natural radioactivity Lithology, correlation of Widely used, technically simple to Borehole effects, slow logging speed, cannot directly radiation strata, may be used to infer operate and interpret. identify fluid, rock type, or porosity. Assumes clay permeability. Locates clay minerals contain potassium-40 isotope.

strata and radioactive minerals.

APPENDIX E, Contd.

Geophysical Method Basic Measurement Application Advantages Limitations Borehole (Continued)

Gamma-gamma Electron density Determines rock density of Widely used. Can be applied to Borehole effects, calibration, source intensity, density subsurface strata. quantitative analyses of chemical variation in strata affect measurement engineering properties. Can precision. Radioactive source hazard.

provide porosity.

Neutron porosity Hydrogen content Moisture content (above Continuous measurement of Borehole effects, calibration, source intensity, bound water table), total porosity porosity. Useful in hydrology and water, all affect measurement precision. Radioactive (below water table) engineering property source hazard.

determinations. Widely used Neutron activation Neutron capture Concentration of selected Detects elements such as U, Na, Source intensity, presence of two or more elements radioactive materials in strata Mn. Used to determine oil-water having similar radiation energy affect data.

contact (oil industry) and in prospecting for minerals (Al, Cu)

Borehole magnetic Nuclear precession Deposition, sequence, and Distinguishes ages of lithologically Earth field reversal intervals under study. Still subject age of strata identical strata of research.

Mechanical caliper Diameter of borehole Measures borehole diameter Useful in a wet or dry hole Must be recalibrated for each ru

n. Averages

3 diameters.

APPENDIX E, Contd.

Geophysical Method Basic Measurement Application Advantages Limitations Borehole (Continued)

Acoustic caliper Sonic ranging Measures borehole diameter. Large range. Useful with highly Requires fluid filled hole and accurate positioning.

irregular shapes Temperature Temperature Measures temperature of Rapid, economical, and generally None of importance.

fluids and borehole sidewalls. accurate Detects zones of inflow or fluid loss .

Fluid resistivity Fluid electrical Water-quality determinations Economical tool Borehole fluid must be same as groundwater.

resistance and auxiliary log for rock resistivity.

Tracers Direction of fluid flow Determines direction of fluid Economical Environmental considerations often preclude use of flow. radioactive tracers.

Flowmeter Fluid velocity and Determines velocity of Interpretation is simple. Impeller flowmeters usually cannot measure flows less quantity subsurface fluid flow and, in than 1 to 1.7 cm/s (2 - 3 ft/min).

most cases, quantity of flow.

Borehole dipmeter Sidewall resistivity Provides strike and dip of Useful in determining information Expensive log to make. Computer analysis of bedding planes. Also used on the location and orientation of information needed for maximum benefit.

for fracture detection. primary sedimentary structures over a wide variety of hole conditions.

Downhole flow meter Flow across the Determines the rate and A reliable, cost effective method Assumes flow not influenced by emplacement of borehole direction of groundwater flow to determine lateral foundation borehole.

leakage under concrete structures

APPENDIX F

IN SITU TESTING METHODS

Table F-1 In Situ Tests for Rock and Soil (adapted from EM 1110-1-1804, Department of the Army, 1984)

Applicability to Purpose of Test Type of Test Soil Rock Shear strength Standard penetration test (SPT) X

Field vane shear X

Cone penetrometer test (CPT) X

Direct shear X

Plate bearing or jacking X Xa Borehole direct shearb X

Pressuremeterb X

Uniaxial compressiveb X

Borehole jackingb X

Bearing capacity Plate bearing X Xa Standard penetration X

Stress conditions Hydraulic fracturing X X

Pressuremeter X Xa Overcoring X

Flatjack X

Uniaxial (tunnel) jacking X X

Borehole jackingb X

Chamber (gallery) pressureb X

Mass deformability Geophysical (refraction) X X

Pressuremeter or dilatometer X Xa Plate bearing X X

Standard penetration X

Uniaxial (tunnel) jacking X X

Borehole jackingb X

Chamber (gallery) pressureb X

Relative density Standard penetration X

In situ sampling X

Liquefaction susceptibility Standard penetration X

Cone penetration test (CPT) X

Shear wave velocity (vs) X

a Primarily for clay shales, badly decomposed, or moderately soft rocks, and rock with soft seams.

b Less frequently used.

APPENDIX F, Contd.

Table F-2 In Situ Tests to Determine Shear Strength (adapted from EM 1110-1-

1804, Department of the Army, 1984)

For Test Soils Rocks Remarks Standard X Use as index test only for strength. Develop penetration local correlations. Unconfined compressive strength in tsf is often 1/6 to 1/8 of N-value Direct shear X X Expensive; use when representative undisturbed samples cannot be obtained Field vane shear X Use strength reduction factor Plate bearing X X Evaluate consolidation effects that may occur during test Uniaxial X Primarily for weak rock; expensive since several compression sizes of specimens must be tested Cone X Consolidated undrained strength of clays; requires estimate of bearing penetration factor, Nc test (CPT)

Table F-3 In Situ Tests to Determine Stress Conditions (adapted from EM 1110-1-

1804, Department of the Army, 1984)

Test Soils Rocks Remarks Hydraulic fracturing X Only for normally consolidated or slightly consolidated soils Hydraulic fracturing X Stress measurements in deep holes for tunnels Vane shear X Only for recently compacted clays, silts and fine sands (see Blight, 1974, for details and limitations)

Overcoring X Usually limited to shallow depth in rock techniques Flatjacks X

Uniaxial X X May be useful for measuring lateral (tunnel) jacking stresses in clay shales and rocks, also in soils Blight , G.E. Indirect Determination of in Situ Stress Ratios in Particulate Materials, Proceedings of a Speciality Conference, Subsurface Explorations for Underground Excavation and Heavy Construction. American Society of Civil Engineers, New York,

1974.

APPENDIX F, Contd.

Table F-4 In Situ Tests to Determine Deformation Characteristics (adapted from EM 1110-1-1804, Department of the Army,

1984)

For Test Soils Rocks Remarks Geophysical X X For determining dynamic Youngs Modulus, E, at the small strain induced by refraction, test procedure. Test values for E must be reduced to values corresponding to strain levels induced by structure or seismic loads.

Cross-hole and downhole Pressuremeter X X Consider test as possibly useful but not fully evaluated. For soils and soft rocks, shales, etc.

Chamber test X X

Uniaxial (tunnel) X X

jacking Flatjacking X

Borehole jack X

or dilatometer Plate bearing X

Plate bearing X

Standard X Used in empirical correlations to estimate settlement of footings; a number of penetration relationships are published in the literature to relate penetration test blow counts to settlement potential.

APPENDIX G

Instruments for Measuring Groundwater Pressure Instrument Type Advantages Limitations1a Observation well Can be installed by drillers without participation of Provides undesirable vertical connection between strata and is geotechnical personnel. therefore often misleading; should rarely be used.

Open standpipe piezometer Reliable. Long successful performance record. Long time lag. Subject to damage by construction equipment and Self-de-airing if inside diameter of standpipe is adequate. by vertical compression of soil around standpipe. Extension of Integrity of seal can be checked after installation. Can be standpipe through embankment fill interrupts construction and converted to diaphragm piezometer. Can be used for causes inferior compaction. Porous filter can plug owing to sampling groundwater. Can be used to measure repeated water inflow and outflow. Push-in versions subject to permeability. several potential errors.

Twin-tube hydraulic piezometer Inaccessible components have no moving parts. Reliable. Application generally limited to long-term monitoring of pore water Long successful performance record. When installed in fill, pressure in embankment dams. Elaborate terminal arrangements integrity can be checked after installation. Piezometer needed. Tubing must not be significantly above minimum cavity can be flushed. Can be used to measure piezometric elevation. periodic flushing may be required. Attention permeability. to many details is necessary.

Pneumatic piezometer Short time lag. Calibrated part of system accessible. Attention must be paid to many details when making selection.

Minimum interference to construction: level of tubes and Push-in versions subject to several potential errors.

readout independent of level of tip. No freezing problems.

Vibrating wire piezometer Easy to read. Short time lag. Minimum interference to Special manufacturing techniques required to minimize zero drift.

construction: level of lead wires and readout independent of Need for lightning protection should be evaluated. Push-in version level of tip. Lead wire effects minimal. Can be used to read subject to several potential errors.

negative pore water pressures. No freezing problems.

Unbonded electrical resistance piezometer Easy to read. Short time lag. Minimum interference to Low electrical output. Lead wire effects. Errors caused by moisture construction: level of lead wires and readout independent of and electrical connections are possible. Need for lightning level of tip. Can be used to read negative pore water protection should be evaluated.

pressures. No freezing problems. Provides temperature measurement. Some types suitable for dynamic measurements.

a Diaphragm piezometer readings indicate the head above the piezometer, and the elevation of the piezometer must be measured or estimated if piezometric elevation is required. All diaphragm piezometers, except those provided with a vent to the atmosphere, are sensitive to barometric pressure changes.

APPENDIX G, Contd.

Instrument Type Advantages Limitationsa Bonded electrical resistance piezometer Easy to read. Short time lag. Minimum interference to Low electrical output. Lead wire effects. Errors caused by moisture, construction: level of lead wires and readout temperature, and electrical connections are possible. Long-term independent of level of tip. Suitable for dynamic stability uncertain. Need for lightning protection should be evaluated.

measurements. Can be used to read negative pore Push-in version subject to several potential errors.

water pressures. No freezing problems.

Multipoint piezometer, with packers Provides detailed pressure-depth measurements. Limited number of measurement points. Other limitations depend on Can be installed in horizontal or upward boreholes. type of piezometer: see above in table.

Other advantages depend on type of piezometer: see above in table.

Multipoint piezometer, surrounded with grout Provides detailed pressure-depth measurements. Limited number of measurement points. Applicable only in uniform clay Simple installation procedure. Other advantages of known properties. Difficult to ensure in-place grout of known depend on type of piezometer: See above in table. properties. Other limitations depend on type of piezometer: see above in table.

Multipoint push-in piezometer Provides detailed pressure-depth measurements. Limited number of measurement points. Subject to several potential Simple installation procedure. Other advantages errors. Other limitations depend on type of piezometer: see above in depend on type of piezometer: See above in table. table.

Multipoint piezometer, with movable probe Provides detailed pressure-depth measurements. Complex installation procedure. Periodic manual readings only.

Unlimited number of measurement points. Allows determination of permeability. Calibrated part of system accessible. Great depth capability.

Westbay Instruments system can be used for sampling groundwater and can be combined with inclinometer casing.

REGULATORY ANALYSIS

A separate regulatory analysis was not prepared for this regulatory guide. The regulatory analysis prepared for Draft Regulatory Guide DG-1101, Site Investigations for Foundations of Nuclear Power Plants (February 2001), provides the regulatory basis for this regulatory guide as well. DG-1101 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>.


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