P13 工程地质、水文地质勘察与岩土工程 标准查询与下载

ASTM D4543-07 制备柱形岩心式样和验证尺寸和形状公差的标准实施规程

The dimensional, shape, and surface tolerances of rock core specimens are important for determining rock properties of intact specimens. Dimensional and surface tolerance checks are required in Test Methods D 7012 and D 7070. To simplify test procedures in laboratories, the parts of those procedures that are common to the test methods are given in this standard. Note 28212;The quality of the result produced by this standard is dependent upon the competence of the personnel performing it, and the suitability of the equipment and facilities used. Agencies that meet the criteria of Practice D 3740 are generally considered capable of competent and objective testing and sampling. Users of this standard are cautioned that compliance with Practice D 3740 does not in itself assure reliable results. Reliable results depend on many factors; Practice D 3740 provides a means of evaluating some of those factors1.1 This practice specifies procedures for laboratory rock core test specimen preparation of rock core from drill core and block samples for strength and deformation testing and for determining the conformance of the test specimen dimensions with tolerances established by this practice. Cubical, rectangular, or other shapes are not covered by this practice. However, some of the information contained with in this practice and in standard Test Method C 170 may still be of use to preparing other test specimen shapes.1.2 Rock is a complex engineering material that can vary greatly as a function of lithology, stress history, weathering, moisture content and chemistry, and other natural geologic processes. As such, it is not always possible to obtain or prepare rock core specimens that satisfy the desirable tolerances given in this practice. Most commonly, this situation presents itself with weaker, more porous, and poorly cemented rock types and rock types containing significant and/or weak structural features. For these and other rock types which are difficult to prepare, all reasonable efforts shall be made to prepare a specimen in accordance with this practice and for the intended test procedure. However, when it has been determined by trial that this is not possible, prepare the rock specimen to the closest tolerances practicable and consider this to be the best effort (Note 1) and report it as such and if allowable or necessary for the intended test, capping the ends of the specimen as discussed in this practice is permitted.Note 18212;Best effort in surface preparation refers to the use of a well-maintained surface grinder, lathe or lapping machine by an experienced operator in which a reasonable number of attempts has been made to meet the tolerances required in this procedure.1.3 This practices covers some, but not all of the curatorial issues that should be implemented. For curatorial issues that should be followed before and during specimen preparation refer to Practices D 5079 and to the specific test standards in section 2.1 for which the specimens are being prepared.1.4 This practice also prescribes tolerance checks on the length-to-diameter ratio, straightness of the elements on the cylindrical surface, the flatness of the end bearing surfaces, and the perpendicularity of the end surfaces with the axis of the core.1.5 The requirement for specifying the moisture condition of the test specimen is also stated. However, the requirements in the specific test standards in section 2.1 should be followed too.1.6 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D 6026, unless superseded by this standard.1.6.1 The practices /procedures used to specify how data are collected/recorded and calculated in this standard are ......

Standard Practices for Preparing Rock Core as Cylindrical Test Specimens and Verifying Conformance to Dimensional and Shape Tolerances

ASTM D1452-07a 用螺旋钻孔法对土壤调查和取样的标准实施规程

Auger borings often provide the simplest method of soil investigation and sampling. They may be used for any purpose where disturbed samples can be used and are valuable in connection with ground water level determination and indication of changes in strata and advancement of hole for spoon and tube sampling. Equipment required is simple and readily available. Depths of auger investigations are, however, limited by ground water conditions, soil characteristics, and the equipment used.1.1 This practice covers equipment and procedures for the use of earth augers in shallow geotechnical exploration. This practice does not apply to sectional continuous flight augers.1.2 The values stated in inch-pound units are to be regarded as the standard. The SI values given in parentheses are provided for informational purposes only.This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use.1.3 This practice offers a set of instructions for performing one or more specific operations. This document cannot replace education or experience and should be used in conjunction with professional judgment. Not all aspects of this practice may be applicable in all circumstances. This ASTM standard is not intended to represent or replace the standard of care by which the adequacy of a given professional service must be judged, nor should this document be applied without consideration of a project''s many unique aspects. The word "Standard" in the title of this document means only that the document has been approved through the ASTM concensus process.

Standard Practice for Soil Investigation and Sampling by Auger Borings

ASTM D1883-07e2 实验室压实泥土的CBR(加利福尼亚承载力比)的标准试验方法

This test method is used to evaluate the potential strength of subgrade, subbase, and base course material, including recycled materials for use in road and airfield pavements. The CBR value obtained in this test forms an integral part of several flexible pavement design methods. For applications where the effect of compaction water content on CBR is small, such as cohesionless, coarse-grained materials, or where an allowance is made for the effect of differing compaction water contents in the design procedure, the CBR may be determined at the optimum water content of a specified compaction effort. The dry unit weight specified is normally the minimum percent compaction allowed by the using agency''s field compaction specification. For applications where the effect of compaction water content on CBR is unknown or where it is desired to account for its effect, the CBR is determined for a range of water contents, usually the range of water content permitted for field compaction by using agency''s field compaction specification. The criteria for test specimen preparation of self cementing (and other) materials which gain strength with time must be based on a geotechnical engineering evaluation. As directed by the engineer, self-cementing materials shall be properly cured until bearing ratios representing long term service conditions can be measured. Note 18212;The agency performing this test can be evaluated in accordance with Practice D 3740. Notwithstanding the statements on precision and bias contained in this test method, the precision of this test method is dependent on the competence of the personnel performing it, and the suitability of the equipment and facilities used. Agencies that meet the criteria of Practice D 3740 are generally considered capable of competent and objective testing. Users of this test method are cautioned that compliance with Practice D 3740 does not in itself ensure reliable testing. Reliable testing depends on many factors; Practice D 3740 provides a means of evaluating some of those factors.1.1 This test method covers the determination of the CBR (California Bearing Ratio) of pavement subgrade, subbase, and base course materials from laboratory compacted specimens. The test method is primarily intended for (but not limited to) evaluating the strength of materials having maximum particle sizes less than ¾ in. (19 mm). 1.2 When materials having maximum particle sizes greater than ¾ in. (19 mm) are to be tested, this test method provides for modifying the gradation of the material so that the material used for tests all passes the ¾-in. sieve while the total gravel (+No. 4 to 3 in.) fraction remains the same. While traditionally this method of specimen preparation has been used to avoid the error inherent in testing materials containing large particles in the CBR test apparatus, the modified material may have significantly different strength properties than the original material. However, a large experience base has developed using this test method for materials for which the gradation has been modified, and satisfactory design methods are in use based on the results of tests using this procedure. 1.3 Past practice has shown that CBR results for those materials having substantial percentages of particles retained on the No. 4 sieve are more variable than for finer materials. Consequently, more trials may be required for these materials to establish a reliable CBR. 1.4 This test method provides for the determination of the CBR of a material at optimum water content or a range of water content fro......

Standard Test Method for CBR (California Bearing Ratio) of Laboratory-Compacted Soils

ASTM D1557-07 用修正作用力(56000ft-1bf/ft³(2700KN-m/m³))测量土壤实验室压实特性的标准试验方法

1.1 These test methods cover laboratory compaction methods used to determine the relationship between molding water content and dry unit weight of soils (compaction curve) compacted in a 4- or 6-in. (101.6- or 152.4-mm) diameter mold with a 10.00-lbf. (44.48-N) rammer dropped from a height of 18.00 in. (457.2 mm) producing a compactive effort of 56 000 ft-lbf/ft3 (2700 kN-m/m3). Note 1The equipment and procedures are the same as proposed by the U.S. Corps of Engineers in 1945. The modified effort test (see ) is sometimes referred to as the Modified Proctor Compaction Test.1.1.1 Soils and soil-aggregate mixtures are to be regarded as natural occurring fine- or coarse-grained soils, or composites or mixtures of natural soils, or mixtures of natural and processed soils or aggregates such as gravel or crushed rock. Hereafter referred to as either soil or material.1.2 These test methods apply only to soils (materials) that have 30 % or less by mass of their particles retained on the 3/4-in. (19.0-mm) sieve and have not been previously compacted in the laboratory; that is, do not reuse compacted soil.1.2.1 For relationships between unit weights and molding water contents of soils with 30 % or less by weight of material retained on the 3/4-in. (19.0-mm) sieve to unit weights and molding water contents of the fraction passing the 3/4-in. (19.0-mm) sieve, see Practice D 4718.1.3 Three alternative methods are provided. The method used shall be as indicated in the specification for the material being tested. If no method is specified, the choice should be based on the material gradation.1.3.1 Method AMold4-in. (101.6-mm) diameter.MaterialPassing No. 4 (4.75-mm) sieve.LayersFive.Blows per layer25.UsageMay be used if 25 % or less by mass of the material is retained on the No. 4 (4.75-mm) sieve. However, if 5 to 25 % by mass of the material is retained on the No. 4 (4.75-mm) sieve, Method A can be used but oversize corrections will be required (See ) and there are no advantages to using Method A in this case. Other UseIf this gradation requirement cannot be met, then Methods B or C may be used.1.3.2 Method BMold4-in. (101.6-mm) diameter.MaterialPassing 3/8-in. (9.5-mm) sieve.LayersFive.Blows per layer25.UsageMay be used if 25 % or less by mass of the material is retained on the 3/8-in. (9.5-mm) sieve. However, if 5 to 25 % of the material is retained on the 3/8-in. (9.5-mm) sieve, Method B can be used but oversize corrections will be required (See ). In this case, the only advantages to using Method B rather than Method C are that a smaller amount of sample is needed and the smaller mold is easier to use.Other UsageIf this gradation requirement cannot be met, then Method C may be used.1.3.3 Method CMold6-in. (152.4-mm) diameter.MaterialPassing 3/4-in. (19.0-mm) sieve.LayersFive.Blows per layer56.UsageMay be used if 30 % or less (see ) by mass of the material is retained on the 3/4-in. (19.0-mm) sieve.1.3.4 The 6-in. (152.4-mm) diameter mold shall not be used with Method A or B. Note 2Results have been found to vary slightly when a material is tested at the same compactive effort in different size molds, with the smaller mold size typically yielding larger values of unit weight and density ().1.4 If the test specimen contains more than 5 % by mass of oversize fraction (coarse fraction) and the material will not be included in the test, corrections must be made to the unit weight and molding water content of the test specimen or to the appropriate field in-place unit weight (or density) test specimen using Practice D 4718.1.5 This test method will generally produce a well-defined maximum dry unit weight for non-free draining soils. If this test method is used for free-draining soils the maximum unit weight may no......

Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft³ (2,700 kN-m/m³))

ASTM D4428/D4428M-07 孔间地震探测的标准试验方法

The seismic crosshole method provides a designer with information pertinent to the seismic wave velocities of the materials in question (1).2 This data may be used as input into static/dynamic analyses, as a means for computing shear modulus, Youngrsquo;modulus, and Poissonrsquo;ratio, or simply for the determination of anomalies that might exist between boreholes. Fundamental assumptions inherent in the test methods are as follows: 5.2.1 Horizontal layering is assumed. 5.2.2 Snellrsquo;laws of refraction will apply. If Snellrsquo;laws of refraction are not applied, velocities obtained will be unreliable. 1.1 These test methods are limited to the determination of horizontally traveling compression (P) and shear (S) seismic waves at test sites consisting primarily of soil materials (as opposed to rock). A preferred test method intended for use on critical projects where the highest quality data must be obtained is included. Also included is an optional method intended for use on projects which do not require measurements of a high degree of precision.1.2 Various applications of the data will be addressed and acceptable interpretation procedures and equipment, such as seismic sources, receivers, and recording systems will be discussed. Other items addressed include borehole spacing, drilling, casing, grouting, deviation surveys, and actual test conduct. Data reduction and interpretation is limited to the identification of various seismic wave types, apparent velocity relation to true velocity, example computations, effective borehole spacing, use of Snell''s law of refraction, assumptions, and computer programs.1.3 It is important to note that more than one acceptable device can be used to generate a high-quality P wave or S wave, or both. Further, several types of commercially available receivers and recording systems can also be used to conduct an acceptable crosshole survey. Consequently, these test methods primarily concern the actual test procedure, data interpretation, and specifications for equipment which will yield uniform test results.1.4 All recorded and calculated values shall conform to the guide for significant digits and rounding established in Practice D 6026.1.4.1 The procedures used to specify how data are collected/recorded and calculated in these test methods are regarded as the industry standard. In addition, they are representative of the significant digits that should generally be retained. The procedures used do not consider material variation, purpose for obtaining the data, special purpose studies, or any considerations for the users objectives; and it is common practice to increase or reduce significant digits of reported data to be commensurate with these considerations. It is beyond the scope of these test methods to consider significant digits used in analysis methods for engineering design.1.4.2 Measurements made to more significant digits or better sensitivity than specified in these test methods shall not be regarded a nonconformance with this standard.1.5 These test methods are written using SI units. Inch-pound units are provided for convenience. The values stated in inch pound units may not be exact equivalents; therefore, they shall be used independently of the SI system. Combining values from the two systems may result in nonconformance with these test methods.1.5.1 The gravitational system of inch-pound units is used when dealing with inch-pound units. In this system, the pound (lbf) represents a unit of force (weight), while the unit for mass is slugs. The rationalized slug unit is not given, unless dynamic (F = ma) calculations are involved.1.5.2 It is common practice in the engineering/construction profession to concurrently use pounds to represent both ......

Standard Test Methods for Crosshole Seismic Testing

ASTM D1556-07 用砂锥法现场测定土壤密度和单位重量的标准试验方法

1.1 This test method may be used to determine the in-place density and unit weight of soils using a sand cone apparatus.1.2 This test method is applicable for soils without appreciable amounts of rock or coarse materials in excess of 1 1/2 in. (38 mm) in diameter.1.3 This test method may also be used for the determination of the in-place density and unit weight of intact or in situ soils, provided the natural void or pore openings in the soil are small enough to prevent the sand used in the test from entering the voids. The soil or other material being tested should have sufficient cohesion or particle attraction to maintain stable sides on a small hole or excavation, and be firm enough to withstand the minor pressures exerted in digging the hole and placing the apparatus over it, without deforming or sloughing.1.4 This test method is not suitable for organic, saturated, or highly plastic soils that would deform or compress during the excavation of the test hole. This test method may not be suitable for soils consisting of unbound granular materials that will not maintain stable sides in the test hole, soils containing appreciable amounts of coarse material larger than 11/2 in. (38 mm), and granular soils having high void ratios.1.5 When materials to be tested contain appreciable amounts of particles larger than 11/2 in. (38 mm), or when test hole volumes larger than 0.1 ft3 (2830 cm 3) are required, Test Method D 4914 or D 5030 are applicable.1.6 It is common practice in the engineering profession to concurrently use pounds to represent both a unit of mass (lbm) and a unit of force (lbf). This implicitly combines two separate systems of units, that is, the absolute system and the gravitational system. It is scientifically undesirable to combine the use of two separate sets of inch-pound units within a single standard. This test method has been written using the gravitational system of units when dealing with the inch-pound system. In this system the pound (lbf) represents a unit of force (weight). However, the use of balances or scales recording pounds of mass (lbm), or the recording of density in lbm/ft 3 should not be regarded as nonconformance with this test method.1.7 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D 6026 unless superseded by this standard.1.7.1 The procedures used to specify how data are collected, recorded or calculated in this standard are regarded as the industry standard. In addition they are representative of the significant digits that generally should be retained. The procedures used do not consider material variation, purpose for obtaining the data, special purpose studies, or any considerations for the users objectives; it is common practice to increase or reduce significant digits or reported data to be commensurate with these considerations. It is beyond the scope of this standard to consider significant digits used in analytical methods for engineering design.1.8 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use.

Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method

ASTM D7012-07 在变化的应力和温度下完整岩石芯样抗压强度和弹性模量的标准试验方法

The parameters obtained from these procedures are in terms of undrained total stress (as already mentioned in 1.1.1.). However, there are some cases where either the rock type or the loading condition of the problem under consideration will require the effective stress or drained parameters be determined. Unconfined compressive strength of rock is used in many design formulas and is sometimes used as an index property to select the appropriate excavation technique. Deformation and strength of rock are known to be functions of confining pressure. The confined compression test is commonly used to simulate the stress conditions under which most underground rock masses exist. The elastic constants are used to calculate the stress and deformation in rock structures. The deformation and strength properties of rock cores measured in the laboratory usually do not accurately reflect large-scale in situ properties because the latter are strongly influenced by joints, faults, inhomogeneities, weakness planes, and other factors. Therefore, laboratory values for intact specimens must be employed with proper judgment in engineering applications. Note 28212;Notwithstanding the statements on precision and bias contained in this test method; the measures of precision of these test methods are dependent on the competence of the personnel performing them, and on the suitability of the equipment and facilities used. Agencies that meet the criteria of Practice D 3740 are generally considered capable of competent and objective testing. Users of this test method are cautioned that compliance with Practice D 3740 does not in itself assure reliable testing. Reliable testing depends on many factors; Practice D 3740 provides a means for evaluating some of those factors.1.1 This test method covers the determination of the strength of intact rock core specimens in uniaxial compression and confined compression. The tests provide data in determining the strength of rock, namely: the uniaxial strength, shear strengths at varying pressures and varying temperatures, angle of internal friction, (angle of shearing resistance), and cohesion intercept. The test method specifies the apparatus, instrumentation, and procedures for determining the stress-axial strain and the stress-lateral strain curves, as well as Young''s modulus, E, and Poisson''s ratio, . It should be observed that this method makes no provision for pore pressure measurements and specimens are undrained (platens are not vented). Thus the strength values determined are in terms of total stress, that is, are not corrected for pore pressures. This test method does not include the procedures necessary to obtain a stress-strain curve beyond the ultimate strength.1.1.1 This standard replaces and combines the following Standard Test Methods for: D 2664 Triaxial Compressive Strength of Undrained Rock Core Specimens Without Pore Pressure Measurements; D 5407 Elastic Moduli of Undrained Rock Core Specimens in Triaxial Compression Without Pore Pressure Measurements; D 2938 Unconfined Compressive Strength of Intact Rock Core Specimens; and D 3148 Elastic Moduli of Intact Rock Core Specimens in Uniaxial Compression.1.1.2 The original four standards are now referred to as Methods in this standard as follows: Method A - Triaxial Compressive Strength of Undrained Rock Core Specimens Without Pore Pressure Measurements; Method B - Elastic Moduli of Undrained Rock Core Specimens in Triaxial Compression Without Pore Pressure Measurements; Method C - Unconfined Compressive Strength of Intact Rock Core Specimens; Method D - Elastic Moduli of Intact Rock Core Specimens in Uniaxial Compression; and Option A - Elevated Temperatures.1.2 For an isotropic material, the relation betw......

Standard Test Method for Compressive Strength and Elastic Moduli of Intact Rock Core Specimens under Varying States of Stress and Temperatures

ASTM D4992-07 侵蚀控制用岩石评定的标准实施规范

The field examination and petrographic examination in this practice along with appropriate laboratory testing may be used to determine the suitability of rock for erosion control. It should identify and delineate areas or zones of the rock, beds, and facies of unsuitable or marginal composition and properties due to weathering, alteration, structural weaknesses, porosity, and other potentially deleterious characteristics. Both the rock mass properties and the rock material properties must be evaluated. 4.2.1 The rock mass properties are the lithologic properties of the in situ rock that must be evaluated on a macroscopic scale in the field. These would include features such as fractures, joints, faults, bedding, schistosity, and lineations, as well as the lateral and vertical extent of the rock unit. 4.2.2 The rock material properties are those lithologic properties that may be evaluated using small specimens and thus can be subject to meaningful laboratory testing. These properties would include mineral composition, grain size, rock hardness, degree of weathering, porosity, unit weight, and many others. Rock proposed for use in erosion control applications will normally be classified as either filter bedding stone, riprap stone, armor stone, or breakwater stone. However, these procedures may be also extended to rocks used in groin and gabion structures.1.1 This practice covers the evaluation of rock to be used for erosion control. The complexity and extent of this evaluation will be governed by the size and design requirements of the individual project, the quantity and quality of rock required, and the potential risk for property damage or loss of human life.1.2 It is not intended that all of the evaluations listed in this practice be addressed for every project. For some small, less critical jobs, a visual inspection of the rock may be all that is necessary. Several of the evaluations listed may be necessary on large, complex, high-hazard projects. The intensity and number of evaluations made on any one project must be determined by the designer.1.3 Examination of the rock at the source, evaluation of similar rock exposed to the environment at any field installations, as well as laboratory tests may be necessary to determine the properties of the rock as related to its predicted performance at the site of intended use (1, 2, 3, 4, 5, 6).1.4 The examination of the rock at its source is essential to its evaluation for erosion control and aids in the planning of the subsequent laboratory examinations. Very large pieces of rock up to several tons weight are used in the control of erosion; thus great care must be taken with the field descriptions and in the sampling program to assure that zones of impurities or weaknesses that might not occur in ordinary size specimens are recorded and evaluated for their deleterious potential under the conditions of intended use. It is necessary that the intended method of rock removal be studied to ascertain whether the samples taken will correspond to the blasting, handling, and weathering history of the rock that will finally be used ().1.5 The specific procedures employed in the laboratory examinations depend on the kind of rock, its characteristics, mineral components, macro and micro structure, and perhaps most importantly, the intended use, size of the pieces, and the exposure conditions at the site of use (1, 2, 3, 4).1.6 It is assumed that this practice will be used by personnel who are qualified by education and experience to plan the necessary evaluations and to conduct them so that the necessary parameters of the subject rock will be defined. Therefore, this practice does not attempt to detail the laboratory techniques required, but rather to mention them and only detail those properties that must be of......

Standard Practice for Evaluation of Rock to be Used for Erosion Control

ASTM D698-07e1 用标准作用力(12400ft-lbf/ft³(600kN-m/m³))测量土壤实验室压实特性的标准试验方法

1.1 These test methods cover laboratory compaction methods used to determine the relationship between molding water content and dry unit weight of soils (compaction curve) compacted in a 4 or 6-in. (101.6 or 152.4-mm) diameter mold with a 5.50-lbf (24.5-N) rammer dropped from a height of 12.0 in. (305 mm) producing a compactive effort of 12 400 ft-lbf/ft3 (600 kN-m/m3).Note 1The equipment and procedures are similar as those proposed by R. R. Proctor (Engineering News Record-September 7, 1933) with this one major exception: his rammer blows were applied as "12 inch firm strokes" instead of free fall, producing variable compactive effort depending on the operator, but probably in the range 15 000 to 25 000 ft-lbf/ft3 (700 to 1200 kN-m/m3). The standard effort test (see ) is sometimes referred to as the Proctor Test.1.1.1 Soils and soil-aggregate mixtures are to be regarded as natural occurring fine- or coarse-grained soils, or composites or mixtures of natural soils, or mixtures of natural and processed soils or aggregates such as gravel or crushed rock. Hereafter referred to as either soil or material.1.2 These test methods apply only to soils (materials) that have 30 % or less by mass of particles retained on the 3/4-in. (19.0-mm) sieve and have not been previously compacted in the laboratory; that is, do not reuse compacted soil.1.2.1 For relationships between unit weights and molding water contents of soils with 30 % or less by mass of material retained on the 3/4-in. (19.0-mm) sieve to unit weights and molding water contents of the fraction passing 3/4-in. (19.0-mm) sieve, see Practice D 4718.1.3 Three alternative methods are provided. The method used shall be as indicated in the specification for the material being tested. If no method is specified, the choice should be based on the material gradation.1.3.1 Method A: Mold4-in. (101.6-mm) diameter.MaterialPassing No. 4 (4.75-mm) sieve.LayersThree.Blows per Layer25.UsageMay be used if 25 % or less (see Section 1.4) by mass of the material is retained on the No. 4 (4.75-mm) sieve.Other UsageIf this gradation requirement cannot be met, then Method C may be used.1.3.2 Method BMold4-in. (101.6-mm) diameter.MaterialPassing 3/8-in. (9.5-mm) sieve.LayersThree.Blows per Layer25.UsageMay be used if 25 % or less (see Section ) by mass of the material is retained on the 3/8-in. (9.5-mm) sieve.Other UsageIf this gradation requirement cannot be met, then Method C may be used.1.3.3 Method C - Mold6-in. (152.4-mm) diameter.MaterialPassing 3/4-in. (19.0-mm) sieve.LayersThree.Blows per Layer56.UsageMay be used if 30 % or less (see Section1.4) by mass of the material is retained on the 3/4-in. (19.0-mm) sieve.1.3.4 The 6-in. (152.4-mm) diameter mold shall not be used with Method A or B. Note 2Results have been found to vary slightly when a material is tested at the same compactive effort in different size molds, with the smaller mold size typically yielding larger values of density/unit weight (, pp. 21+).1.4 If the test specimen contains more than 5 % by mass of oversize fraction (coarse fraction) and the material will not be included in the test, corrections must be made to the unit mass and molding water content of the specimen or to the appropriate field-in-place density test specimen using Practice D 4718.1.5 This test method will generally produce a well-defined maximum dry unit weight for non-free draining soils. If this test method is used for free-draining soils the maximum unit weight may not be well defined, and can be less than obtained using Test Methods D 4253.1.6 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D 6026, unless superseded by this st......

Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12 400 ft-lbf/ft³ (600 kN-m/m³))

ASTM D698-07 用标准作用力(12400ft-lbf/ft³(600kN-m/m³))测量土壤实验室压实特性的标准试验方法

1.1 These test methods cover laboratory compaction methods used to determine the relationship between molding water content and dry unit weight of soils (compaction curve) compacted in a 4 or 6-in. (101.6 or 152.4-mm) diameter mold with a 5.50-lbf (24.5-N) rammer dropped from a height of 12.0 in. (305 mm) producing a compactive effort of 12 400 ft-lbf/ft3 (600 kN-m/m3).Note 1The equipment and procedures are similar as those proposed by R. R. Proctor (Engineering News Record-September 7, 1933) with this one major exception: his rammer blows were applied as "12 inch firm strokes" instead of free fall, producing variable compactive effort depending on the operator, but probably in the range 15 000 to 25 000 ft-lbf/ft3 (700 to 1200 kN-m/m3). The standard effort test (see ) is sometimes referred to as the Proctor Test.1.1.1 Soils and soil-aggregate mixtures are to be regarded as natural occurring fine- or coarse-grained soils, or composites or mixtures of natural soils, or mixtures of natural and processed soils or aggregates such as gravel or crushed rock. Hereafter referred to as either soil or material.1.2 These test methods apply only to soils (materials) that have 30 % or less by mass of particles retained on the 3/4-in. (19.0-mm) sieve and have not been previously compacted in the laboratory; that is, do not reuse compacted soil.1.2.1 For relationships between unit weights and molding water contents of soils with 30 % or less by mass of material retained on the 3/4-in. (19.0-mm) sieve to unit weights and molding water contents of the fraction passing 3/4-in. (19.0-mm) sieve, see Practice D 4718.1.3 Three alternative methods are provided. The method used shall be as indicated in the specification for the material being tested. If no method is specified, the choice should be based on the material gradation.1.3.1 Method AMold4-in. (101.6-mm) diameter.MaterialPassing No. 4 (4.75-mm) sieve.LayersThree.Blows per Layer25.UsageMay be used if 25 % or less (see Section ) by mass of the material is retained on the No. 4 (4.75-mm) sieve.Other UsageIf this gradation requirement cannot be met, then Method C may be used.1.3.2 Method BMold4-in. (101.6-mm) diameter.MaterialPassing 3/8-in. (9.5-mm) sieve.LayersThree.Blows per Layer25.UsageMay be used if 25 % or less (see Section ) by mass of the material is retained on the 3/8-in. (9.5-mm) sieve.Other UsageIf this gradation requirement cannot be met, then Method C may be used.1.3.3 Method CMold6-in. (152.4-mm) diameter.MaterialPassing 3/4-in. (19.0-mm) sieve.LayersThree.Blows per Layer56.UsageMay be used if 30 % or less (see Section ) by mass of the material is retained on the 3/4-in. (19.0-mm) sieve.1.3.4 The 6-in. (152.4-mm) diameter mold shall not be used with Method A or B. Note 2Results have been found to vary slightly when a material is tested at the same compactive effort in different size molds, with the smaller mold size typically yielding larger values of density/unit weight (, pp. 21+).1.4 If the test specimen contains more than 5 % by mass of oversize fraction (coarse fraction) and the material will not be included in the test, corrections must be made to the unit mass and molding water content of the specimen or to the appropriate field-in-place density test specimen using Practice D 4718.1.5 This test method will generally produce a well-defined maximum dry unit weight for non-free draining soils. If this test method is used for free-draining soils the maximum unit weight may not be well defined, and can be less than obtained using Test Methods D 4253.1.6 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D 6026, unless superseded by this standard.

Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12 400 ft-lbf/ft³ (600 kN-m/m³))

ASTM D1452-07 用螺旋钻孔法对土壤调查和取样的标准实施规程

1.1 This practice covers equipment and procedures for the use of earth augers in shallow geotechnical exploration. This practice does not apply to sectional continuous flight augers.1.2 The values stated in inch-pound units are to be regarded as the standard. The SI values given in parentheses are provided for informational purposes only.This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use.1.3 This practice offers a set of instructions for performing one or more specific operations. This document cannot replace education or experience and should be used in conjunction with professional judgment. Not all aspects of this practice may be applicable in all circumstances. This ASTM standard is not intended to represent or replace the standard of care by which the adequacy of a given professional service must be judged, nor should this document be applied without consideration of a project''s many unique aspects. The word "Standard" in the title of this document means only that the document has been approved through the ASTM concensus process.

Standard Practice for Soil Investigation and Sampling by Auger Borings

ASTM D4719-07 土壤中预打孔压力计测试的标准试验方法

1.1 This test method covers pressuremeter testing of soils. A pressuremeter test is an in situ stress-strain test performed on the wall of a borehole using a cylindrical probe that is expanded radially. To obtain viable test results, disturbance to the borehole wall must be minimized.1.2 This test method includes the procedure for drilling the borehole, inserting the probe, and conducting pressuremeter tests in both granular and cohesive soils, but does not include high pressure testing in rock. Knowledge of the type of soil in which each pressuremeter test is to be made is necessary for assessment of (1) the method of boring or probe placement, or both, (2) the interpretation of the test data, and (3) the reasonableness of the test results.1.3 This test method does not cover the self-boring pressuremeter, for which the hole is drilled by a mechanical or jetting tool inside the hollow core of the probe. This test method is limited to the pressuremeter which is inserted into predrilled boreholes or, under certain circumstances, is inserted by driving.1.4 Two alternate testing procedures are provided as follows:1.4.1 Procedure A8212;The Equal Pressure Increment Method.1.4.2 Procedure B8212;The Equal Volume Increment Method.Note 18212;A standard for the self-boring pressuremeter is scheduled to be developed separately. Pressuremeter testing in rock may be standardized as an adjunct to this test method.Note 28212;Strain-controlled tests also can be performed, whereby the probe volume is increased at a constant rate and corresponding pressures are measured. This method shall be applied only if special requirements must be met and is not covered by this test method. Strain-controlled tests may yield different results than the procedure described in this test method.1.5 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D 6026.1.6 The method used to specify how data are collected, calculated, or recorded in this standard is not directly related to the accuracy to which the data can be applied in design or other uses, or both. How one applies the results obtained using this standard is beyond its scope.1.7 The values stated in SI units are to be regarded as the standard.1.8 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use. See Note 7.

Standard Test Method for Prebored Pressuremeter Testing in Soils

DB11/T 339-2006 北京市工程测量技术规程

本标准规定了北京市规划测量、建设工程规划监督测量、施工测量、市政工程测量、城市轨道交通测量、建筑变形测量和工程测量数据库建设等内容和要求。本标准适用于北京市规划测量、建设工程规划监督测量、施工测量、市政工程测量、城市轨道交通测量、建筑变形测量和工程测量数据库建设等工作。

Beijing technical regulations for engineering survey

BS EN ISO 22475-1:2006 土工勘查和试验.抽样法和地下水测量.执行技术原则

This part of ISO 22475 deals with the technical principles of sampling of soil, rock and groundwater, and with groundwater measurements, in the context of geotechnical investigation and testing, as described in EN 1997-1 and EN 1997-2. The aims of such ground investigations are: a) to recover soil and rock samples of a quality sufficient to assess the general suitability of a site for geotechnical engineering purposes and to determine the required soil and rock characteristics in the laboratory; b) to obtain information on the sequence, thickness and orientation of strata and joint system and faults; c) to establish the type, composition and condition of strata; d) to obtain information on groundwater conditions and recover water samples for assessment of the interaction of groundwater, soil, rock and construction material. The quality of a sample is influenced by the geological and hydrogeological conditions, the choice and execution of the drilling and/or the sampling method, handling, transport and storage of the samples. This part of ISO 22475 does not cover soil sampling for the purposes of agricultural and environmental soil investigation. NOTE 1 Soil sampling for these purposes is to be found in ISO 10381. Water sampling for the purposes of quality control, quality characterisation, and identification of sources of pollution of water, including bottom deposits and sludges is not covered. NOTE 2 Water sampling for these purposes is to be found in ISO 5667.

Geotechnical investigation and testing - Sampling methods and groundwater measurements - Technical principles for execution

ISO/TS 22475-2:2006 土方工程调查和检验.抽样法和地下水测量法.第2部分:企业和个人资格评定

This document specifies the qualification criteria for an enterprise and personnel performing sampling and groundwater measurement services so that all have the appropriate experience, knowledge and qualifications as well as the correct equipment for and groundwater measurements for the task to be carried out according to ISO 22475-1.

Geotechnical investigation and testing - Sampling methods and groundwater measurements - Part 2: Qualification criteria for enterprises and personnel

ISO 22475-1:2006 土工调查和检验.抽样法和地下水测量.第1部分:执行的技术原则

This part of ISO 22475 deals with the technical principles of sampling of soil, rock and groundwater, and with groundwater measurements, in the context of geotechnical investigation and testing, as described in EN 1997-1 and EN 1997-2. The aims of such ground investigations are: a) to recover soil and rock samples of a quality sufficient to assess the general suitability of a site for geotechnical engineering purposes and to determine the required soil and rock characteristics in the laboratory; b) to obtain information on the sequence, thickness and orientation of strata and joint system and faults; c) to establish the type, composition and condition of strata; d) to obtain information on groundwater conditions and recover water samples for assessment of the interaction of groundwater, soil, rock and construction material. The quality of a sample is influenced by the geological and hydrogeological conditions, the choice and execution of the drilling and/or the sampling method, handling, transport and storage of the samples. This part of ISO 22475 does not cover soil sampling for the purposes of agricultural and environmental soil investigation. NOTE 1 Soil sampling for these purposes is to be found in ISO 10381. Water sampling for the purposes of quality control, quality characterisation, and identification of sources of pollution of water, including bottom deposits and sludges is not covered. NOTE 2 Water sampling for these purposes is to be found in ISO 5667.

Geotechnical investigation and testing - Sampling methods and groundwater measurements - Part 1: Technical principles for execution

DIN 18196:2006 土方和地基.土木工程的土壤分类

This Standard deals with the classification of soils for earthworks and foundation engineering based on the principles for classifying soils stated in DIN EN ISO 14688-2. It does not apply to rock or to soil with a stone or boulder content greater than 40 % by mass.

Earthworks and foundations - Soil classification for civil engineering purposes

BS DD CEN ISO/TS 22476-11:2006 土工调查和检验.现场检验.扁平膨胀计试验

Geotechnical investigation and testing - Field testing - Flat dilatometer test

DL/T 5074-2006 火力发电厂岩土工程勘测技术规程

本标准规定了火力发电厂岩土工程勘测的技术要求。 本标准适用于汽轮发电机组容量为125MW～1000MW级新建、扩建、改建火力发电厂（以下简称发电厂）场地及各类建（构）筑物的岩土工程勘测。其他机组的发电厂可参照使用。

Technical code for investigation of geotechnical Engineering of fossil fuel power plant

DIN 4023:2006 土工调查和检验.矿井孔、试验坑、竖井和入口测井记录的图示法

This standards applies to the graphical representation of boreholes, trial pits, shafts and headings according to DIN EN ISO 22475-1.

Geotechnical investigation and testing - Graphical presentation of logs of boreholes, trial pits, shafts and adits