P22 地基、基础工程 标准查询与下载

DIN EN 13493:2013 土工合成阻挡层.固体废弃物存储和处理场所的施工中使用的阻挡层所要求的特征.德文版本EN 13493-2013

Geosynthetic barriers - Characteristics required for use in the construction of solid waste storage and disposal sites; German version EN 13493:2013

HG/T 20578-2013 真空预压法加固软土地基施工技术规程

本规程适用于软土地基真空预压加固工程。

Technical specification of vacuum preloading construction for soft soil consolidation

JGJ 311-2013 建筑深基坑工程施工安全技术规范

本规范适用于开挖深度大于或等于5m的建筑深基坑工程的施工、安全使用与维护管理。

Technical code for construction safety of deep building foundation excavations

DIN 4123:2013 现有建筑物范围内的挖掘,地基和支柱工程

Excavations, foundations and underpinnings in the area of existing buildings

ASTM D5030/D5030M-13 用试验井中水替代法在现场测定土壤和岩石密度的标准试验方法

5.1 These test methods are used to determine the in-place density of compacted materials in construction of earth embankments, road fills, and structure backfill. For construction control, the test methods can be used as the basis for acceptance of material compacted to a specified unit weight or to a percentage of a maximum unit weight determined by a standard laboratory test method such as determined from Test Methods D698 or D1557, subject to the limitations discussed in 1.4. 5.2 These test methods can be used to determine in-place density of natural soil deposits, aggregates, soil mixtures, or other similar material.Note 1—The quality of the result produced by these test methods are dependent on the competence of the personnel performing them and the suitability of the equipment and facilities used. Agencies that meet the criteria of Practice D3740 are generally considered capable of competent and objective testing/sampling/inspection/etc. Users of these test methods are cautioned that compliance with Practice D3740 does not in itself assure reliable results. Reliable results depend on many factors; Practice D3740 provides a means of evaluating some of those factors. 1.1 These test methods cover the determination of the in-place density of soil and rock using water to fill a lined test pit to determine the volume of the test pit. The use of the word “rock” in these test methods is used to imply that the material being tested will typically contain particles larger than 3 in. [75 mm]. 1.2 These test methods are best suited for test pits with a volume between approximately 3 and 100 ft3 [0.08 and 2.83 m3]. In general, the materials tested would have maximum particle sizes over 5 in. [125 mm]. These test methods may be used for larger sized excavations if desirable. 1.2.1 This procedure is usually performed using circular metal templates with inside diameters of 3 ft [0.9 m] or more. Other shapes or materials may be used providing they meet the requirements of these test methods and the guidelines given in Annex A1 for the minimum volume of the test pit. 1.2.2 Test Method D4914 may be used as an alternative method. Its use, however, is usually only practical for volume determination of test pits between approximately 1 and 6 ft3 [0.03 and 0.17 m3]. 1.2.3 Test Method

Standard Test Methods for Density of Soil and Rock in Place by the Water Replacement Method in a Test Pit

ASTM D5521/D5521M-13 开发土壤蓄水层中地下水监控井的标准指南

4.1 A properly designed, installed, and developed groundwater monitoring well, constructed in accordance with Practice D5092 should provide the following: representative samples of groundwater that can be analyzed to determine physical properties and water-quality parameters of the sample or potentiometric levels that are representative of the total hydraulic head of that portion of the aquifer screened by the well, or both. Such a well may also be utilized for conducting aquifer tests used for the purpose of determining the hydraulic properties of the geologic materials in which the well has been completed. 4.2 Well development is an important component of monitoring well completion. Monitoring wells installed in aquifers should be sufficiently developed to ensure that they serve their intended objectives. Well development methods vary with the physical characteristics of the geologic formation in which the monitoring well is screened, the construction details of the well, the drilling method used during the construction of the borehole in which the well is installed, and the quality of the water. The development method for each individual monitoring well should be selected from among the several methods described in this guide and should be employed by the well construction contractor or the person responsible for monitoring well completion. 4.3 The importance of well development in monitoring wells cannot be overestimated; all too often development is not performed or is carried out inadequately. Proper and careful well development will improve the ability of most monitoring wells to provide representative, unbiased chemical and hydraulic data. The additional time and money spent performing this important step in monitoring well completion will minimize the potential for damaging pumping equipment and in-situ sensors, and increase the probability that groundwater samples are representative of water contained in the monitored formation. Practice D3740 provides evaluation factors for the activities in this guide.Note 1—The quality of the result produced by this standard 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 D3740 are generally considered capable of competent and objective testing/sampling/inspection/etc. Users of this standard are cautioned that compliance with Practice D3740 does not in itself assure reliable results. Reliable results depend on many factors; Practice D3740 provides a means of evaluating some of those factors. 1.1 This guide covers the development of screened wells installed for the purpose of obtaining representative groundwater information and water quality samples from granular aquifers, though the methods described herein could also be applied to wells used for other purposes. Other well-development methods that are used exclusively in open-borehole bedrock wells are not described in this guide. 1.2 The applications and limitations of the methods described in this guide are based on the assumption that the primary objective of the monitoring wells to which the methods are applied is to obtain representative water quality samples from aquifers. Screened monitoring wells developed using the methods described in this guide should yield relatively sediment-free samples from granular aquifer materials, ranging from gravels to silty sands. While many monitoring wells are considered “small-diameter” wells (that is, less than 10 cm [4 in.] inside diamet......

Standard Guide for Development of Groundwater Monitoring Wells in Granular Aquifers

ASTM D5030/D5030M-13a 采用测试井中水置换法就地测定土壤和岩石密度的标准试验方法

5.1 These test methods are used to determine the in-place density of compacted materials in construction of earth embankments, road fills, and structure backfill. For construction control, the test methods can be used as the basis for acceptance of material compacted to a specified density or to a percentage of a maximum density determined by a standard laboratory test method such as determined from Test Methods D698 or D1557, subject to the limitations discussed in 1.4. 5.2 These test methods can be used to determine in-place density of natural soil deposits, aggregates, soil mixtures, or other similar material.Note 1—The quality of the result produced by these test methods are dependent on the competence of the personnel performing them and the suitability of the equipment and facilities used. Agencies that meet the criteria of Practice D3740 are generally considered capable of competent and objective testing/sampling/inspection/etc. Users of these test methods are cautioned that compliance with Practice D3740 does not in itself assure reliable results. Reliable results depend on many factors; Practice D3740 provides a means of evaluating some of those factors. 1.1 These test methods cover the determination of the in-place density of soil and rock using water to fill a lined test pit to determine the volume of the test pit. The use of the word “rock” in these test methods is used to imply that the material being tested will typically contain particles larger than 3 in. [75 mm]. 1.2 These test methods are best suited for test pits with a volume between approximately 3 and 100 ft3 [0.08 and 2.83 m3]. In general, the materials tested would have maximum particle sizes over 5 in. [125 mm]. These test methods may be used for larger sized excavations if desirable. 1.2.1 This procedure is usually performed using circular metal templates with inside diameters of 3 ft [0.9 m] or more. Other shapes or materials may be used providing they meet the requirements of these test methods and the guidelines given in Annex A1 for the minimum volume of the test pit. 1.2.2 Test Method D4914 may be used as an alternative method. Its use, however, is usually only practical for volume determination of test pits between approximately 1 and 6 ft3 [0.03 and 0.17 m3]. 1.2.3 Test Method D1556 or Test Method D2167 is usually used to determine the volume of test holes smaller than 1 ft3 [0.03 m3]. 1.3 The two procedures are described as follows: 1.3.1 Procedure A—In-Place Density and Density of Total Material (Section 12). 1.3.2 Procedure B—In-Place Density and Density of Control Fraction (Section 13). 1.4 Selection of Procedure: 1.4.1 Procedure A is used when the in-place density of total material is to be determined. Procedure A can also be used to determine percent compaction or percent relative density when the maximum particle size present i......

Standard Test Methods for Density of Soil and Rock in Place by the Water Replacement Method in a Test Pit

ASTM D4648/D4648M-13 饱和细粒粘性土壤的实验室小型十字板剪力试验的标准试验方法

5.1 The miniature vane shear test may be used to obtain estimates of the undrained shear strength of fine-grained soils. The test provides a rapid determination of the shear strength on undisturbed, or remolded or reconstituted soils.Note 2—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 D3740 are generally considered capable of competent and objective testing. Users of this test method are cautioned that compliance with Practice D3740 does not in itself ensure reliable testing. Reliable testing depends on several factors; Practice D3740 provides a means for evaluating some of those factors. 1.1 This test method covers the miniature vane test in very soft to stiff saturated fine-grained clayey soils (φ8201;=8201;0). Knowledge of the nature of the soil in which each vane test is to be made is necessary for assessment of the applicability and interpretation of the test results. Note 1—It is recommended that the miniature vane test be conducted in fine-grained, predominately clay soils with an undrained shear strength less than 1.0 tsf [100 kPa]. Vane failure conditions in higher strength clay and predominantly silty soils may deviate from the assumed cylindrical failure surface, thereby causing error in the measured strength. 1.2 This test method includes the use of both conventional calibrated torque spring units (Method A) and electrical torque transducer units (Method B) with a motorized miniature vane shear device. 1.3 Laboratory vane is an ideal tool to investigate strength anisotropy in the vertical and horizontal directions, if suitable samples (specimens) are available. 1.4 All measured and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026. 1.5 The values stated in either SI units or inch-pound units are to be regarded separately as standard. The values stated in each system may not be exact equivalents; therefore, each system shall be used independently of the other. Combining values from the two systems may result in non-conformance with the standard. 1.6 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 Laboratory Miniature Vane Shear Test for SaturatedFine-Grained Clayey Soil

ASTM D6572-13 采用碎块试验测定粘质土壤分散特征的标准试验方法

5.1 The crumb test provides a simple, quick method for field or laboratory identification of a dispersive clayey soil. The internal erosion failures of a number of homogeneous earth dams, erosion along channel or canal banks, and rainfall erosion of earthen structures have been attributed to colloidal erosion along cracks or other flow channels formed in masses of dispersive clay (5). 5.2 The crumb test, as originally developed by Emerson (6), was called the aggregate coherence test and had seven different categories of soil-water reactions. Sherard (5) later simplified the test by combining some soil-water reactions so that only four categories, or grades, of soil dispersion are observed during the test. The crumb test is a relatively accurate positive indicator of the presence of dispersive properties in a soil. The crumb test, however, is not a completely reliable negative indicator that soils are not dispersive. The crumb test can seldom be relied upon as a sole test method for determining the presence of dispersive clays. The double-hydrometer test (Test Method D4221) and pinhole test (Test Method D4647) are test methods that provide valuable additional insight into the probable dispersive behavior of clay soils.Note 2—The quality of the result produced by these test methods 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 D3740 are generally considered capable of competent and objective testing. Users of these test methods are cautioned that compliance with Practice D3740 does not in itself ensure reliable testing. Reliable testing depends on several factors; Practice D3740 provides a means of evaluating some of those factors. 1.1 Two test methods are provided to give a qualitative indication of the natural dispersive characteristics of clayey soils:. Method A and Method B. 1.1.1 Method A—Procedure for Natural Soil Crumbs described in 10.2. 1.1.2 Method B—Procedure for Remolded Soil Crumbs described in 10.3. 1.2 The crumb test, while a good, quick indication of dispersive soil, should usually be run in conjunction with a pinhole test and a double hydrometer test, Test Methods A6 and A5, respectively. 1.3 The crumb test has some limitations in its usefulness as an indicator of dispersive soil. A dispersive soil may sometimes give a non-dispersive reaction in the crumb test. Soils containing kaolinite with known field dispersion problems, have shown non-dispersive reactions in the crumb test (1).2 However, if the crumb test indicates dispersion, the soil is probably dispersive. 1.4 These test methods are not applicable for soils with 12 % or less of the particles passing 0.005 mm and having a plasticity index less than or equal to 8, as determined by Test Method A9. 1.5 Oven-dried soil should not be used to prepare crumb test specimens, as irreversible changes could occur to the soil pore-water physicochemical properties r......

Standard Test Methods for Determining Dispersive Characteristics of Clayey Soils by the Crumb Test

ASTM D4972-13 土壤pH值的标准试验方法

5.1 The pH of the soil is a useful variable in determining the solubility of soil minerals and the mobility of ions in the soil and assessing the viability of the soil-plant environment. 5.2 pH measurements are made in both water and a calcium chloride solution because the calcium displaces some of the exchangeable aluminum. The low ionic strength counters the dilution effect on the exchange equilibrium by setting the salt concentration of the solution closer to that expected in the soil solution. The pH values obtained in the solution of calcium chloride are slightly lower than those measured in water due to the release of more aluminum ions which then hydrolyses. Therefore, both measurements are required to fully define the character of the soil's pH. 5.3 For the purpose of this test method the test soil must be sieved through a 2-mm (No. 10) sieve. Measurements on soils or soil fractions having particle sizes larger than 2 mm by this test method may be invalid. If soil or soil fractions with particles larger than 2 mm are used, it must be stated in the report since the results may be significantly different. 5.4 All water used for this test method must be ASTM Type III or better. Type III water is defined by Specification D1193. It is prepared by distillation, ion exchange, reverse osmosis, or a combination thereof. 1.1 This test method covers the measurement of the pH of soils for uses other than for corrosion testing. Such measurements are used in the agricultural, environmental, and natural resources fields. This measurement determines the degree of acidity or alkalinity in soil materials suspended in water and a 0.01 M calcium chloride solution. Measurements in both liquids are necessary to fully define the soil's pH. This variable is useful in determining the solubility of soil minerals and the mobility of ions in the soil and assessing the viability of the soil-plant environment. A more detailed discussion of the usefulness of this parameter is not warranted here; however, it can be found in many discussions of the subject. A few such discussions are given as Refs (1-6)2 at the end of the text. 1.2 The values stated in SI units are to be regarded as standard. No other units of measurement are included in this standard. 1.3 All measured and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026. 1.4 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 pH of Soils

ASTM D7101-13 在实验室规模条件下测定未植草轧制侵蚀控制产品(RECP)防止因雨水冲刷及相关径流造成土壤流失的能力用标准指数试验方法

5.1 This index test method indicates a unvegetated RECP’s ability to reduce rainsplash-induced erosion under bench-scale conditions. This test method may also assist in identifying physical attributes of RECPs that contribute to their erosion-control performance. 5.2 This test method is bench-scale and therefore, appropriate as an index test for initial indication of product performance, for general comparison of unvegetated RECP capabilities, and for product quality assurance/conformance testing. The results of this test are not indicative of an RECP’s actual field performance.Note 2—The quality of the result produced by this standard 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 D3740 are generally considered capable of competent and objective testing/sampling/inspections/etc. Users of this standard are cautioned that compliance with Practice D3740 does not itself assure reliable results. Reliable results depend on many factors; Practice D3740 provides a means of evaluating some of those factors. 1.1 This index test method establishes the guidelines, requirements and procedures for evaluating the ability of unvegetated rolled erosion control products (RECPs) to protect soils from simulated rainfall (rain splash) and minimal runoff induced erosion. The critical element of this protection is the ability of the unvegetated RECP to absorb the impact force of raindrops, thereby reducing soil particle loosening through “splash” mechanisms, and limiting the ability of runoff to carry the loosened soil particles. 1.2 This index test method utilizes bench-scale testing procedures and is not indicative of unvegetated RECP performance in conditions typically found in the field.Note 1—The values obtained with this bench scale procedure are for initial performance indication, general product comparison and conformance purposes only. These values should not be used in estimating RECP soil protection in actual field use with such calculations as the Universal Soil Loss Equation (USLE) or Revised Universal Soil Loss Equation (RUSLE) without verification from qualified, large-scale tests. 1.3 This index test is not intended to replace full-scale simulation or field testing in acquisition of performance values that are required in the design of erosion control measures utilizing unvegetated RECPs. 1.4 The values stated in SI units are to be regarded as standard. The values given in parentheses are mathematical conversions to inch-pound units that are provided for information only and are not considered standard. 1.5 All observed and calculated values shall conform to the guidelines for significant digits and rounding established i......

Standard Index Test Method for Determination of Unvegetated Rolled Erosion Control Product (RECP) Ability to Protect Soil from Rain Splash and Associated Runoff Under Bench-Scale Conditions

ASTM D7858-13 用加压流体萃取和液相色谱/串联质量色谱分析法测定土壤, 淤泥和生物固体中双酚A的标准试验方法

5.1 This is a performance based method, and modifications are allowed to improve performance. 5.1.1 Due to the rapid development of newer instrumentation and column chemistries, changes to the analysis described in this test method are allowed as long as better or equivalent performance data result. Any modifications shall be documented and performance data generated. The user of the data generated by this test method shall be made aware of these changes and given the performance data demonstrating better or equivalent performance. 5.2 The first reported synthesis of BPA was by the reaction of phenol with acetone by Zincke.7 BPA has become an important high volume industrial chemical used in the manufacture of polycarbonate plastic and epoxy resins. Polycarbonate plastic and resins are used in numerous products including electrical and electronic equipment, automobiles, sports and safety equipment, reusable food and drink containers, electrical laminates for printed circuit boards, composites, paints, adhesives, dental sealants, protective coatings and many other products.8 5.3 The environmental source of BPA is predominantly from the decomposition of polycarbonate plastics and resins. BPA is not classified as bio-accumulative by the U.S. Environmental Protection Agency and will biodegrade. BPA has been reported to have adverse effects in aquatic organisms and may be released into environmental waters directly at trace levels through landfill leachate and sewage treatment plant effluents. This method has been investigated for use with soil, sludge, and biosolids. 5.4 The land application of biosolids has raised concerns over the fate of BPA in the environment and a standard method is needed to monitor concentrations. This method has been investigated for use with various soils. 1.1 This procedure covers the determination of Bisphenol A (BPA) in soil, sludge, and biosolids. This test method is based upon solvent extraction of a soil matrix by pressurized fluid extraction (PFE). The extract is filtered and analyzed by liquid chromatography/tandem mass spectrometry (LC/MS/MS). BPA is qualitatively and quantitatively determined by this test method. 1.2 Units—The values stated in SI units are to be regarded as standard. No other units of measurement are included in this standard. 1.3 The Method Detection Limit2 (MDL), electrospray ionization (ESI) mode, and Reporting Range3 for BPA are listed in Table 1.TABLE 1 Method Detection Limit and Reporting Range

Standard Test Method for Determination of Bisphenol A in Soil, Sludge and Biosolids by Pressurized Fluid Extraction and Analyzed by Liquid Chromatography/Tandem Mass Spectrometry

ASTM D7015-13 获取土壤完整块状试样, 立方体以及圆柱体试样的标准实施规程

4.1 Intact block samples are suitable for laboratory tests where large-sized samples of intact material are required or where such sampling is more practical than conventional tube sampling (Practices D1587 and D6519), or both. 4.2 The intact block method of sampling is advantageous where the soil to be sampled is near the ground surface. It is the best available method for obtaining large intact samples of very stiff and brittle soils, partially cemented soils, and some soils containing coarse gravel. 4.3 Excavating a column of soil may relieve stresses in the soil and may result in some expansion of the soil and a corresponding decrease in its unit weight (density) or increase in sampling disturbance, or both. Usually the expansion is small in magnitude because of the shallow depth. Stress changes alone can cause enough disturbances in some soils to significantly alter their engineering properties. 4.4 The chain saw has proved advantageous in sampling difficult soils, which are blocky, slickensided, or materials containing alternating layers of hard and soft material.3 The chain saw uses a special carbide-tipped chain.4Note 1—The quality of the result produced by this standard 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 D3740 are generally considered capable of competent and objective sampling. Users of this standard are cautioned that compliance with Practice D3740 does not in itself assure reliable results. Reliable results depend on many factors; Practice D3740 provides a means of evaluating some of those factors. 1.1 These practices outline the procedures for obtaining intact block (cubical and cylindrical) soil samples. 1.2 Intact block samples are obtained for laboratory tests to determine the strength, consolidation, permeability, and other geotechnical engineering or physical properties of the intact soil. 1.3 Two sampling practices are presented. Practice A covers cubical block sampling, while Practice B covers cylindrical block sampling. 1.4 These practices usually involve test pit excavation and are limited to relatively shallow depths. Except in the case of large diameter (that is, greater than 3/4 m) bored shafts of circular cross-section in unsaturated soils, for depths greater than about 1 to 11/2 metres or depths below the water table, the cost and difficulties of excavating, cribbing, and dewatering generally make block sampling impractical and uneconomical. For these conditions, use of a thin-walled push tube soil sampler (Practice D1587), a piston-type soil sampler (Practice D6519), or Hollow-Stem Auger (Practice D6151), Dennison, or Pitcher-type soil core samplers, or freezing the soil and coring may be required. These practices do not address environmental sampling; consult Guides D6169 and D6232 for information on sampling for environmental investigations. 1.5 Successful sampling of granular materials requires sufficient cohesion, cementation, or apparent cohesion (due to moisture tension (suction)) of the soil for it to be isolated in a......

Standard Practices for Obtaining Intact Block lpar;Cubical and Cylindricalrpar; Samples of Soils

ASTM D6035/D6035M-13 采用柔性壁渗透计测定压实或完整土壤样品液体导电性冻融效应的标准试验方法

4.1 This test method identifies the changes in hydraulic conductivity as a result of freeze-thaw on natural soils only. 4.2 It is the user''s responsibility when using this test method to determine the appropriate water content of the laboratory-compacted specimens (that is, dry, wet, or at optimum water content) (Note 2). Note 2—It is common practice to construct clay liners and covers at optimum or greater than optimum water content. Specimens compacted dry of optimum water content typically do not contain larger pore sizes as a result of freeze-thaw because the effects of freeze-thaw are minimized by the lack of water in the sample. Therefore, the effect of freeze-thaw on the hydraulic conductivity is minimal, or the hydraulic conductivity may increase slightly.3 4.3 The requestor must provide information regarding the effective stresses to be applied during testing, especially for determining the final hydraulic conductivity. Using high effective stresses (that is, 35 kPa [5 psi] as allowed by Test Method D5084) can decrease an already increased hydraulic conductivity resulting in lower final hydraulic conductivity values. The long-term effect of freeze-thaw on the hydraulic conductivity of compacted soils is unknown. The increased hydraulic conductivity caused by freeze-thaw may be temporary. For example, the overburden pressure imparted by the waste placed on a soil liner in a landfill after being subjected to freeze-thaw may reduce the size of the cracks and pores that cause the increase in hydraulic conductivity. It is not known if the pressure would overcome the macroscopically increased hydraulic conductivity sufficiently to return the soil to its original hydraulic conductivity (prior to freeze-thaw). For cases such as landfill covers, where the overburden pressure is low, the increase in hydraulic conductivity due to freeze-thaw will likely be permanent. Thus, the requestor must take the application of the test method into account when establishing the effective stress. 4.4 The specimen shall be frozen to8201;−15°C [5°F] unless the requestor specifically dictates otherwise. It has been documented in the literature that the initial (that is, 0 to8201;−15°C [32°F to 5°F]) freezing condition causes the most significant effects3 in hydraulic conductivity. Freezing rate and ultimate temperature should mimic the field conditions. It has been shown that superfreezing (that is, freezing the specimen at very cold temperatures and very short time periods) produces erroneous results. 4.5 The thawed specimen temperature and thaw rate shall mimic field conditions. Thawing specimens in an oven (that is, overheating) will produce erroneous results. 4.6 Literature relating to this subject indicates that the effects of freeze-thaw usually occur by Cycle 10, thus it is recommended that at least 10 freeze-thaw cycles shall be performed to ensure that the full effects of freeze-thaw are measured. If the hydraulic conductivity values are still increasing after 10 freeze-thaw cycles, the test method shall be continued (that is, more freeze-thaw cycles shall be performed).Note 3—The quality of the result produced by this standard is dependent on the competen......

Standard Test Method for Determining the Effect of Freeze-Thaw on Hydraulic Conductivity of Compacted or Intact Soil Specimens Using a Flexible Wall Permeameter

ASTM D7830/D7830M-13 使用电磁土壤密度计测定土壤就地密度 (单位重量) 和水分含量的标准试验方法

5.1 The method described determines wet density and water content by correlating complex impedance measurement data to an empirically developed model. The empirical model is generated by comparing the electrical properties of typical soils encountered in civil construction projects to their wet densities and water contents determined by other accepted methods. 5.2 The test method described is useful as a rapid, non-destructive technique for determining the in-place total density and water content of soil and soil-aggregate mixtures and the determination of dry density. 5.3 This method may be used for quality control and acceptance of compacted soil and soil-aggregate mixtures as used in construction and also for research and development. The non-destructive nature allows for repetitive measurements at a single test location and statistical analysis of the results.Note 2—The quality of the result produced by this standard 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 requirements of Practice D3740 are generally considered capable of competent and objective sampling/testing/inspection, and the like. Users of this standard are cautioned that compliance with Practice D3740 does not in itself assure reliable results. Reliable results depend on many factors; Practice D3740 provides a means of evaluation some of those factors. 1.1 This test method covers the procedures for determining in-place properties of non-frozen, unbound soil and soil aggregate mixtures such as total density, gravimetric water content and relative compaction by measuring the electromagnetic impedance of the compacted soil. 1.1.1 The method and device described in this test method are intended for in-process quality control of earthwork projects. Site or material characterization is not an intended result. 1.2 Units—The values stated in either SI units or inch-pound units [given in brackets] are to be regarded separately as standard. The values stated in each system may not be exact equivalents; therefore, each system shall be used independently of the other. Combining values from the two systems may result in non-conformance with the standard. 1.2.1 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 in this standard. 1.2.2 In the engineering profession, it is customary practice to use, interchangeably, units representing both mass and force, unless dynamic calculations are involved. This implicitly combines two separate systems of units, that is, the absolute system and the gravimetric system. It is undesirable to combine the use of two separate systems wit......

Standard Test Method for In-Place Density (Unit Weight) and Water Content of Soil Using an Electromagnetic Soil Density Gauge

ASTM D5311/D5311M-13 土壤的负荷控制三向疲劳强度的标准试验方法

5.1 Cyclic triaxial strength test results are used for evaluating the ability of a soil to resist the shear stresses induced in a soil mass due to earthquake or other cyclic loading. 5.1.1 Cyclic triaxial strength tests may be performed at different values of effective confining pressure on isotropically consolidated specimens to provide data required for estimating the cyclic stability of a soil. 5.1.2 Cyclic triaxial strength tests may be performed at a single effective confining pressure, usually equal to 100 kN/m2 [14.5 lb/in.2], or alternate pressures as appropriate on isotropically consolidated specimens to compare cyclic strength results for a particular soil type with that of other soils, Ref (2). 5.2 The cyclic triaxial test is a commonly used technique for determining cyclic soil strength. 5.3 Cyclic strength depends upon many factors, including density, confining pressure, applied cyclic shear stress, stress history, grain structure, age of soil deposit, specimen preparation procedure, and the frequency, uniformity, and shape of the cyclic wave form. Thus, close attention must be given to testing details and equipment. 5.4 There are certain limitations inherent in using cyclic triaxial tests to simulate the stress and strain conditions of a soil element in the field during an earthquake. 5.4.1 Nonuniform stress conditions within the test specimen are imposed by the specimen end platens. This can cause a redistribution of void ratio within the specimen during the test. 5.4.2 A 90° change in the direction of the major principal stress occurs during the two halves of the loading cycle on isotropically consolidated specimens. 5.4.3 The maximum cyclic shear stress that can be applied to the specimen is controlled by the stress conditions at the end of consolidation and the pore-water pressures generated during testing. For an isotropically consolidated contractive (volume decreasing) specimen tested in cyclic compression, the maximum cyclic shear stress that can be applied to the specimen is equal to one-half of the initial total axial pressure. Since cohesionless soils are not capable of taking tension, cyclic shear stresses greater than this value tend to lift the top platen from the soil specimen. Also, as the pore-water pressure increases during tests performed on isotropically consolidated specimens, the effective confining pressure is reduced, contributing to the tendency of the specimen to neck during the extension portion of the load cycle, invalidating test results beyond that point. 5.4.4 While it is advised that the best possible intact specimens be obtained for cyclic strength testing, it is sometimes necessary to reconstitute soil specimens. It has been shown that different methods of reconstituting specimens to the same density may result in significantly different cyclic strengths. Also, intact specimens will almost always be stronger than reconstituted specimens. 5.4.5 The interaction between the specimen, membrane, and confining fluid has an influence on cyclic behavior. Membrane compliance effects cannot be readily accounted for in the test procedure or in interpretation of test results. Changes in porewater pressure can cause changes in membrane penetration in sp......

Standard Test Method for Load Controlled Cyclic Triaxial Strength of Soil

ASTM D6467-13 采用扭矩环剪切试验测定粘性土壤排水残余抗剪强度的标准试验方法

5.1 The ring shear test is suited to the relatively rapid determination of drained residual shear strength because of the short drainage path through the thin specimen, and the capability of testing one specimen under different normal stresses to quickly obtain a shear strength envelope. 5.2 The test results are primarily applicable to assess the shear strength in slopes that contain a preexisting shear surface, such as old landslides, soliflucted slopes, and sheared bedding planes, joints, or faults. 5.3 The apparatus allows a reconstituted specimen to be overconsolidated and presheared prior to drained shearing. This simulates the field conditions that lead to a preexisting shear surface along which the drained residual strength can be mobilized. 5.4 The ring shear device keeps the cross-sectional area of the shear surface constant during shear and shears the specimen continuously in one rotational direction for any magnitude of displacement. This allows clay particles to become oriented parallel to the direction of shear and a residual strength condition to develop.Note 1—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 D3740 are generally considered capable of competent testing. Users of this test method are cautioned that compliance with Practice D3740 does not ensure reliable testing. Reliable testing depends on several factors; Practice D3740 provides a means of evaluating some of those factors. 1.1 This test method provides a procedure for performing a torsional ring shear test under a drained condition to determine the residual shear strength of cohesive soils. An intact specimen can be used for testing. However, obtaining a natural slip surface specimen, determining the direction of field shearing, and trimming and aligning the usually non-horizontal shear surface in the ring shear apparatus is difficult. As a result, this test method focuses on the use of a reconstituted specimen to measure the residual strength. This test method is performed by deforming a presheared, reconstituted specimen at a controlled displacement rate until the constant drained shear resistance is offered on a single shear plane determined by the configuration of the apparatus. An unlimited amount of continuous shear displacement can be achieved to obtain a residual strength condition. Generally, three or more normal stresses are applied to a test specimen to determine the drained residual failure envelope. A separate test specimen may be used for each normal stress. 1.2 A shear stress-displacement relationship may be obtained from this test method. However, a shear stress-strain relationship or any associated quantity, such as modulus, cannot be determined from this test method because soil extrusion and volume change prevents defining the height needed in the s......

Standard Test Method for Torsional Ring Shear Test to Determine Drained Residual Shear Strength of Cohesive Soils

ASTM D7521-13 测定土壤中石棉的标准试验方法

5.1 This analysis method is used for the testing of soil samples for asbestos. The emphasis is on detection and analysis of sieved particles for asbestos in the soil. Debris identifiable as bulk building material that is readily separable from the soil is to be analyzed and reported separately. 5.2 The coarse fraction of the sample (gt;2 to lt;19 mm) may contain large pieces of asbestos-containing material that may release fibers and break down during the sieving process into smaller pieces that pass through the 2-mm sieve into the medium fraction. If this alteration of the original sample is not desired by the investigator, these pieces should be removed from the sample before sieving and returned to the coarse fraction before analysis. 5.3 This test method does not describe procedures or techniques required to evaluate the safety or habitability of buildings or outdoor areas potentially contaminated with asbestos-containing materials or compliance with federal, state, or local regulations or statutes. It is the investigator's responsibility to make these determinations. 5.4 Whereas this test method produces results that may be used for evaluation of sites contaminated by construction, mine, and manufacturing wastes; deposits of natural occurrences of asbestos; and other sources of interest to the investigator, the application of the results to such evaluations and the conclusions drawn there from, including any assessment of risk or liability, is beyond the scope of this test method and is the responsibility of the investigator. 1.1 This test method covers a procedure to: (1) identify asbestos in soil, (2) provide an estimate of the concentration of asbestos in the sampled soil (dried), and (3) optionally to provide a concentration of asbestos reported as the number of asbestos structures per gram of sample. 1.2 In this test method, results are produced that may be used for evaluation of sites contaminated by construction, mine and manufacturing wastes, deposits of natural occurrences of asbestos (NOA), and other sources of interest to the investigator. 1.3 This test method describes the gravimetric, sieve, and other laboratory procedures for preparing the soil for analysis as well as the identification and quantification of any asbestos detected. Pieces of collected soil and material embedded therein that pass through a 19-mm sieve will become part of the sample that is analyzed and for which results are reported. 1.3.1 Asbestos is identified and quantified by polarized light microscopy (PLM) techniques including analysis of morphology and optical properties. Optional transmission electron microscopy (TEM) identification and quantification of asbestos is based on morphology, selected area electron diffraction (SAED), and energy dispersive X-ray analysis (EDXA). Some information about fiber size may also be determined. The PLM and TEM methods use different definitions and size criteria for fibers and structures. Separate data sets may be produced. 1.4 This test method has an analytical sensitivity of 0.25 % by weight with optional procedures to allow for an......

Standard Test Method for Determination of Asbestos in Soil

ASTM D5321/D5321M-13 采用直接剪力法测定土壤与土工合成物或土工合成物之间抗剪强度的标准试验方法

5.1 The procedure described in this test method for determination of the shear resistance of the soil and geosynthetic or geosynthetic and geosynthetic interface is intended as a performance test to provide the user with a set of design values for the test conditions examined. The test specimens and conditions, including normal stresses, are generally selected by the user. 5.2 This test method may be used for acceptance testing of commercial shipments of geosynthetics, but caution is advised as outlined in 5.2.1. 5.2.1 The shear resistance can be expressed only in terms of actual test conditions (see Note 2 and Note 3). The determined value may be a function of the applied normal stress, material characteristics (for example, of the geosynthetic), soil properties, size of sample, moisture content, drainage conditions, displacement rate, magnitude of displacement, and other parameters.Note 2—In the case of acceptance testing requiring the use of soil, the user must furnish the soil sample, soil parameters, and direct shear test parameters. The method of test data interpretation for purposes of acceptance should be mutually agreed to by the users of this test method.Note 3—Testing under this test method should be performed by laboratories qualified in the direct shear testing of soils and meeting the requirements of Practice D3740, especially since the test results may depend on site-specific and test conditions. 5.2.2 This test method measures the total resistance to shear between a geosynthetic and a supporting material (substratum) or a geosynthetic and an overlying material (superstratum). The total shear resistance may be a combination of sliding, rolling and interlocking of material components. 5.2.3 This test method does not distinguish between individual mechanisms, which may be a function of the soil and geosynthetic used, method of material placement and hydration, normal and shear stresses applied, means used to hold the geosynthetic in place, rate of shear displacement, and other factors. Every effort should be made to identify, as closely as practicable, the sheared area and failure mode of the specimen. Care should be taken, including close visual inspection of the specimen after testing, to ensure that the testing conditions are representative of those being investigated. 5.2.4 Information on precision among laboratories is incomplete. In cases of dispute, comparative tests to determine whether a statistical bias exists among laboratories may be advisable. 5.3 The test results can be used in the design of geosynthetic applications including, but not limited to, the design of liners and caps for landfills, mining heap leach pads, tailings impoundments, cutoffs for dams and other hydraulic barriers, geosynthetic-reinforced retaining walls, embankments, and base courses; in applications in which the geosynthetic is placed on a slope; for determination of geosynthetic overlap requirements; or in other applications in which sliding may occur between soil and a geosynthetic or between two geosynthetic materials. 5.4 The displacement at which peak strength and post-peak strength occurs and the shape of the shear stress versus shear displace......

Standard Test Method for Determining the Shear Strength of Soil-Geosynthetic and Geosynthetic-Geosynthetic Interfaces by Direct Shear

ASTM D6169/D6169M-13 选择环境调查中与钻机配合使用的土壤和岩石取样设备的标准指南

4.1 Direct observation of the subsurface by the collection of soil and rock samples is an essential part of site characterization for environmental purposes (see 7.1.7 of Guide D5730). This guide provides information on the major types of soil and rock sampling devices used on drill rigs to assist in selection of devices that are suitable for known site geologic conditions, and provide samples that meet project objectives. This guide should not be used as a substitute for consulting with someone experienced in sampling soil or rock in similar formations before determining the best method and type of sampling. 4.2 This guide should be used in conjunction with Guides D2113 and D6151 and drilling method-specific guides (see Guides D5781, D5782, D5783, D5784, D5872, D5875 and D5876) as part of developing a detailed site investigation and sampling plan (see 5.1.5 of Guide D5730) for sites that require mobilization of a drill rig for subsurface investigations. The selection of drilling methods and sampling devices goes hand-in-hand. In some cases soil sample requirements may influence choice of drilling method, or conversely, types of available drill rigs may influence choice of sampling devices. 4.3 This guide should be used in conjunction with Guide D5434 for field logging of soil and rock samples, Practice D5911 for data elements to identify a soil sampling site, and where appropriate, Practice D4220, for preserving and transporting soil samples, Practice D5070 for preserving and transporting rock core samples, Practice D3694 for preparation of sample containers and for preservation of organic constituents, and Practice D5088 for decontamination of field equipment used at waste sites.Note 1—The quality of the result produced by this standard 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 D3740 are generally considered capable of competent and objective testing/sampling/inspection/etc. Users of this standard are cautioned that compliance with Practice D3740 does not in itself assure reliable results. Reliable results depend on many factors; Practice D3740 provides a means of evaluating some of those factors. 1.1 This guide covers guidance for the selection of soil and rock sampling devices used with drill rigs for the purpose of characterizing in situ physical and hydraulic properties, chemical characteristics, subsurface lithology, stratigraphy and structure, and hydrogeologic units in environmental investigations. 1.2 This guide does not specifically address selection of soil sampling devices for use with direct-push sampling systems, but the information in this guide on thick-wall and thin-wall samplers is generally applicable to direct-push soil sampling. 1.3 This guide should be used in conjunction with referenced ASTM guides, practices, and methods on drilling techniques for geoenvironmental investigations and use of sampling devices referenced in 2.1, and with Guide D5730. 1.4 This guide does not address selection of sampling devices for hand-held soil sampling equipment, and soil sample collection with solid-stem augering devices, or collection of grab samples or hand-carved block samples from accessible excavations. Refer to Appendix X1.2 for guidance on these topics. This guide s......

Standard Guide for Selection of Soil and Rock Sampling Devices Used With Drill Rigs for Environmental Investigations