P21 土石方、遂道工程 标准查询与下载

NF P94-337*NF EN 15237:2007 特殊土方工程的执行.垂直排水

Execution of special geotechnical works - Vertical drainage.

BS EN 1997-2:2007 欧洲法规7.土工设计.土地勘测和测试

1.1.1 Scope of Eurocode 7 (1) EN 1997 is intended to be used in conjunction with EN 1990:2002, which establishes the principles and requirements for safety and serviceability, describes the basis of design and verification and gives guidelines for related aspects of structural reliability. (2) EN 1997 is intended to be applied to the geotechnical aspects of the design of buildings and civil engineering works. It is subdivided into various separate parts (see 1.1.2). (3) EN 1997 is concerned with the requirements for strength, stability, serviceability and durability of structures. Other requirements, e.g. concerning thermal or sound insulation, are not considered. (4) Numerical values of actions on buildings and civil engineering works to be taken into account in design are provided in EN 1991 for the various types of construction. Actions imposed by the ground, such as earth pressures, shall be calculated according to the rules of EN 1997. (5) Separate European Standards are intended to be used to treat matters of execution and workmanship. They are denoted in the relevant sections. (6) In EN 1997 execution is covered to the extent that is necessary to conform to the assumptions of the design rules. (7) EN 1997 does not cover the special requirements of seismic design. EN 1998 provides additional rules for geotechnical seismic design, which complete or adapt the rules of this standard. 1.1.2 Scope of EN 1997-2 (1) EN 1997-2 is intended to be used in conjunction with EN 1997-1 and provides rules supplementary to EN 1997-1 related to: − planning and reporting of ground investigations; − general requirements for a number of commonly used laboratory and field tests; − interpretation and evaluation of test results; − derivation of values of geotechnical parameters and coefficients. In addition, examples of the application of field test results to design are given. NOTE Establishment of characteristic values is covered in EN 1997-1. (2) This document gives no specific provisions for environmental ground investigations. (3) Only commonly used geotechnical laboratory and field tests are covered in this standard. These were selected on the basis of their importance in geotechnical practice, availability in commercial geotechnical laboratories and existence of an accepted testing procedure in Europe. The laboratory tests on soils are mainly applicable to saturated soils. NOTE It is expected that updates of the present standard will gradually include laboratory and field tests covering additional aspects of soil and rock behaviour. (4) The provisions of this standard apply primarily to projects of geotechnical category 2, as defined in 2.1 of EN 1997-1:2004. The ground investigation requirements for category 1 projects are normally limited as the verifications often will be based on local experience. For geotechnical category 3 projects, the amount of investigations required will normally be at least the same as indicated for geotechnical category 2 projects in the following sections. Additional investigations and more advanced tests, related to the circumstances that place a project in geotechnical category 3, may be necessary. (5) The derivation of parameter values is dedicated primarily to the design of pile and spread foundations based on field testing, as detailed in Annexes D, E, F and G of EN 1997-1:2004.

Eurocode 7. Geotechnical design. Ground investigation and testing

BS EN 15237:2007 特殊土工工程的施工.垂直排水

This European Standard establishes general principles for the execution, testing, supervision and monitoring of vertical drain projects. This European Standard includes the application of prefabricated vertical drains and sand drains and deals with requirements to be placed on design, drain material and installation methods. This European Standard applies to the improvement of low-permeability, highly compressible soils by vertical drainage and preloading. Information regarding loading (embankment, vacuum or ground water lowering) and preloading is given in informative Annexes A and B. Vertical drainage is used both in on land and in marine constructions for the following purposes:  (pre-)consolidation and reduction of post-construction settlements;  speeding up the consolidation process by decreasing the path lengths for pore water dissipation;  increase of stability (by increasing effective stresses in the soil);  groundwater lowering;  mitigation of liquefaction effects. In each case there is an overall treatment of the soil (the volume of the drains is small in relation to the soil volume treated). This European Standard does not include soil improvement by means of wells, gravel and stone columns, large-diameter geotextile enclosed columns or reinforcing elements. Vertical drainage can also be combined with other foundation or ground improvement methods, e.g. electro-osmosis, piles and compacted sand piles, dynamic compaction and deep mixing. Guidance on practical aspects of vertical drainage, such as investigation of drain properties, execution procedures and equipment, is given in Annex A. Investigation of soil characteristics and assessment of design parameters, which are affected by drain properties and execution, are presented in Annex B.

Execution of special geotechnical works - Vertical drainage

ASTM D6598-07 监测垂直变形件用安装和操作沉降平台的标准指南

1.1 This guide provides recommended designs and procedures for the fabrication, installation, operation, and reading of settlement platform to determine the magnitude and rate of foundation, fill settlements, or both generally under a fill or embankment load. Two types of settlement platforms are described - those be monitored by elevation surveys from an external bench mark and those that include an internal reference system supported on unyielding soil or rock beneath the compressible layer(s) of interest.This guide 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 guide to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use.This guide offers an organized collection of information or a series of options and does not recommend a specific course of action. This document cannot replace education or experience and should be used in conjunction with professional judgement. Not all aspects of this guide 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 consensus process.

Standard Guide for Installing and Operating Settlement Platforms for Monitoring Vertical Deformations

ASTM D2844-07e1 压实土的阻抗R 值和膨胀压力的标准试验方法

This test method is used to measure the potential strength of subgrade, subbase, and base course materials for use in road and airfield pavements. The R-value is used by some agencies as criteria for acceptance of aggregates for base course and bituminous courses. The expansion pressure testing has been used in conjunction with the R-value test to determine cover requirements (thickness) and construction controls to reduce pavement distortion from expansive subgrade soils. 1.1 This test method covers the procedure for testing both treated and untreated laboratory compacted soils or aggregates with the stabilometer and expansion pressure devices to obtain results indicative of performance when placed in the base, subbase, or subgrade of a road subjected to traffic. 1.2 The values stated in SI units are to be regarded as the standard. However, use of equipment manufactured to be readable in inch-pound units only should not be considered as non-conformance to the test method. Many stabilometers and expansion pressure devices are manufactured to be readable in inch-pound units only. 1.3 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026. 1.3.1 For purposes of comparing measured or calculated value(s) with specified limits, the measured or calculated value(s) shall be rounded to the nearest decimal or significant digits in the specified limits. 1.3.2 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 user''s 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 this standard to consider significant digits used in analytical methods for engineering design. 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 Resistance R-Value and Expansion Pressure of Compacted Soils

NF P94-500:2006 土工工程.分类和规范

Geotechnical engineering missions - Classification and specifications.

DIN EN 14475 Berichtigung 1:2006 特种土工作业施工.加固灌浆

This European standard establishes general principles for the construction of special geotechnical works involving reinforced fills. This European standard covers engineered fills which are reinforced by the inclusion of reinforcement during construction.

Execution of special geotechnical works - Reinforced fill; German version EN 14475:2006, Corrigenda to DIN EN 14475:2006-04; German version EN 14475:2006/AC:2006

NF P94-325-2:2006 特殊岩土工程的实施 双扭六角网金属网石笼结构 第2部分：水生场所结构

Exécution des travaux géotechniques spéciaux - Ouvrages en gabions en grillage métallique à maille hexagonale double torsion - Partie 2 : ouvrages en site aquatique

DIN EN 13491:2006 土工合成阻挡层.隧道和地下结构建造中用作液体阻挡层所要求的特性

This document specifies the relevant characteristics of geosynthetic barriers, including polymeric geosynthetic barriers, clay geosynthetic barriers and bituminous geosynthetic barriers, when used as fluid barriers in the construction of tunnels and underground structures, and the appropriate test methods to determine these characteristics. The intended use of these products is to control the leakage of water through the construction wall. This document is not applicable to geotextiles or geotextile-related products. This document provides for the evaluation of conformity of the product to this document. This document defines requirements to be met by manufacturers and distributors with regard to the presentation of product properties. This document does not cover applications where the geosynthetic barrier is to be in contact with water that has been treated for human consumption.

Geosynthetic barriers - Characteristics required for use as a fluid barrier in the construction of tunnels and underground structures(includes Amendment A1:2006); English version of DIN EN 13491:2006-10

DIN EN 13492:2006 土工合成阻挡层.液体废物处理地点、转换站或二次容器建造时要求的特性

This document specifies the relevant characteristics of geosynthetic barriers, including polymeric geosynthetic barriers, clay geosynthetic barriers and bituminous geosynthetic barriers, when used as fluid barriers in the construction of liquid waste disposal sites, transfer stations and secondary containment, and the appropriate test methods to determine these characteristics. The intended use of these products is to control the leakage of fluids through the construction. This document is not applicable to geotextiles or geotextile-related products. This document provides for the evaluation of conformity of the product to this document. This document defines requirements to be met by manufacturers and distributors with regard to the presentation of product properties.

Geosynthetic barriers - Characteristics required for use in the construction of liquid waste disposal sites, transfer stations or secondary containment(includes Amendment A1:2006); English version of DIN EN 13492:2006-10

DIN EN 13361:2006 土工合成阻挡层.建造水库和坝时要求的特性

This document specifies the relevant characteristics of geosynthetic barriers, including polymeric geosynthetic barriers, clay geosynthetic barriers and bituminous geosynthetic barriers, to be used as fluid barriers in the construction of reservoirs and dams, and the appropriate test methods to determine these characteristics. The intended use of these products is to control the leakage of water through the construction. This document is not applicable to geotextiles or geotextile-related products. This document provides for the evaluation of conformity of the product to this document. This document defines requirements to be met by manufacturers and their authorised representatives with regard to the presentation of product properties. This document does not cover applications where the geosynthetic barrier is to be in contact with water that has been treated for human consumption.

Geosynthetic barriers - Characteristics required for use in the construction of reservoirs and dams(includes Amendment A1:2006); English version of DIN EN 13361:2006-10

NF P94-251-1/NA:2006 欧洲法规7.土木技术设计.第1部分:总则

Eurocode 7 - Geotechnical design - Part 1 : general rules - National annex to NF EN 1997-1:2005.

DIN EN 14679 Berichtigung 1:2006 特种土工作业施工.喷射灌浆

This European standard establishes the general principles for the execution of deep soil mixing (dry mixing and wet mixing). Requirements for the characteristics of materials used, mixing procedures, monitoring, testing and recording will be presented.#,,#

Execution of special geotechnical works - Deep mixing; German version EN 14679:2005, Corrigenda to DIN EN 14679:2005-07; German version EN 14679:2005/AC:2006

BS EN ISO 14688-2:2004+A1:2013 土工技术调查研究和试验.土壤的识别和分类.分类原则

Geotechnical investigation and testing - Identification and classification of soil - Principles for a classification

ASTM D4647-06 用针孔试验做分散粘土识别和分类的标准试验方法

1.1 This test method presents a direct, qualitative measurement of the dispersibility and consequent colloidal erodibility of clay soils by causing water to flow through a small hole punched in a specimen. This test method is complemented by Test Method D 4221.1.2 This test method and the criteria for evaluating test data are based upon results of several hundred tests on samples collected from embankments, channels, and other areas where clay soils have eroded or resisted erosion in nature (1).1.3 Three alternative procedures for classifying the dispersibility of clay soils are provided as follows:1.3.1 Method A and Method C, adapted from Ref (1), classify soils into six categories of dispersiveness as: dispersibility (D1, D2), slight to moderately dispersive (ND4, ND3), and nondispersive (ND2, ND1).1.3.2 Method B classifies soils into three categories of dispersiveness as: dispersibility (D), slightly dispersive (SD), and nondispersive (ND).1.4 The values stated in SI units are to be regarded as the standard. The values given in parentheses are provided for information 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.

Standard Test Method for Identification and Classification of Dispersive Clay Soils by the Pinhole Test

ASTM D4647-06e1 用针孔试验做分散粘土识别和分类的标准试验方法

The pinhole test provides one method of identifying the dispersive characteristics of clay soils that are to be or have been used in earth construction. The piping failures of a number of homogeneous earth dams, erosion along channel or canal banks, and rainfall erosion of earthen structures have been attributed to the colloidal erosion along cracks or other flow channels formed in masses of dispersive clay (2). This test method models the action of water flowing along a crack in an earth embankment. Other indirect tests, such as the double hydrometer test (Test Method D 4221), the crumb test (3, 4), that relates the turbidity of a cloud of suspended clay colloids as an indicator of the clay dispersivity, and chemical tests that relate the percentage of sodium to total soluble salt content of the soil are also used as indicator tests of clay dispersibility (2). The comparison of results from the pinhole test and other indirect tests on hundreds of samples indicates that the results of the pinhole test have the best correlation with the erosional performance of clay soils in nature. Method A and Method C of the pinhole test require the evaluation of cloudiness of effluent, final size of the pinhole, and computation of flow rates through the pinhole in order to classify the dispersive characteristics of the soil. Method B requires only the evaluation of the cloudiness of effluent and final size of the pinhole to classify the dispersive characteristics of the soil. The computation of flow rates through the pinhole in Method A serves primarily as a guide to the proper equipment and specimen performance under sequential pressures applied during the test. All methods produce similar results and any method can be used to identify dispersive clays. The use of Method A or Method C results in the accumulation of data relative to sequential flow rates through the pinhole and consequent enlargement or erosion of the hole. The pinhole erosion test was developed for the purpose of identifying dispersive soils and is not intended to be a geometrically scaled model of a prototype structure. Since the theory of similitude was not used in the design of the pinhole test, quantitative data are not obtained. The quantity of flow through the pinhole, amount of soil erosion, or the rate of soil erosion should not be extrapolated to actual field conditions (3). However, such data may be useful in performing qualitative evaluations of the consequences of such erosion in terms of dam failure, loss of life and property. They also may be used in considering the cost effectiveness of defensive design measures necessary to minimize the effects of failure due to dispersive clays. For example, the amount of colloidal erosion that will occur in a soil classed as ND2 (very slightly dispersive) will be very small for a relatively long period of time. Such erosion may not be significant in evaluating the cost-benefit relationships in projects where public safety is not involved or where normal maintenance procedures will handle the problem. In such cases, classifying the soil as ND (nondispersive) using Method B of the pinhole test should be adequate. Pinhole tests that result in classifying soil as slightly dispersive (ND3 by Method A or Method C or SD by Method B) indicate high uncertainty about the existence of significant problems to be considered in the design or stability of a structure. In such cases, it is advisable to resample and test a number of other soils from the same area to generate an adequate statistical sample for problem evaluation. The original slightly dispersive sample may come from an area on the edge of a more highly dispersive soil. In a few physiographic areas or geoclimatic conditions, or both, neither the pinhole ......

Standard Test Method for Identification and Classification of Dispersive Clay Soils by the Pinhole Test

BS EN 14581:2005 天然石料试验方法.线性热膨胀系数的测定

Natural stone test methods - Determination of linear thermal expansion coefficient

ASTM D558-04 水泥及土混合料的湿度-密度比率(单位重量)的标准试验方法

These tests determine the optimum water content and maximum density (unit weight) to be used for molding soil-cement specimens in accordance with Methods D 559 and D 560. Note 18212;Since these tests are used in conjunction with Methods D 559 and D 560 and the criteria referenced therein, the test differs in several aspects from Test Methods D 698. There are three main differences between this standard and Test Method D 698. Firstly, this standard allows a maximum particle size of ¾-in. (19.0 mm) for a 4-in. (101.6-mm) mold while D 698 allows a maximum particle size of 3/8-in. (9.5-mm) for the same size mold. Secondly, this standard permits the material leftover after the water content specimen has been obtained to be mixed with the rest of the sample and reused for the next determination. Test Method D 698 does not permit the material to be reused. Thirdly, this standard allows the material that is retained on the ¾-in. (19.0-mm) and passing the 3-in. (75-mm) to be discarded (scalping technique) and replaced with an equal mass of material that passes the ¾-in. (19.0-mm) sieve and is retained on the No.4 (4.75-mm) sieve. Test Method D 698 does not permit the scalp and replacement technique. Note 28212;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 D 3740 are generally considered capable of competent and objective testing/sampling/inspection/etc. 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 factors.1.1 These test methods cover the determination of the relationship between the water content and the density of soil-cement mixtures when compacted before cement hydration as prescribed.1.2 A 1/30-ft179; (944-cm179;) mold and a 5.5-lb (2.49-kg) rammer dropped from a height of 12.0 in. (30.5 cm) are used and two methods, depending on soil gradation, are covered, as follows:SectionsTest Method A, using soil material passing a No. 4 (4.75-mm) sieve.This method shall be used when 100 % of the soil sample passes the No. 4 (4.75-mm) sieve7Test Method B, using soil material passing a 3/4-in. (19.0-mm) sieve.This method shall be used when part of the soil sample is retained on the No. 4 (4.75-mm) sieve. This test method may be used only on materials with 30 % or less retained on the 3/4-in. (19.0-mm) sieve81.3 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D 6026.1.4 The values stated in inch-pound units are to be regarded as the standard, except as noted below. The values given in parentheses are mathematical conversions to SI units, and are provided for information only and are not considered standard.1.4.1 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.1.4.2 The slug unit of mass is almost never used in commercial practice (de......

Standard Test Methods for Moisture-Density (Unit Weight) Relations of Soil-Cement Mixtures

ASTM D4729-04 使用扁千斤顶法现场测定变形的应力和模数的标准试验方法

Tests in Orthogonal Directions8212;The flatjack most accurately determines the stress parallel to the long axis of the adit, because this stress is the least affected by the presence of the opening. (The other tangential stress is highly concentrated.) In addition, if the adit is in a stress field where one of the stresses is significantly larger than the others (3 or 4 times), certain locations in the adit may be in very low compressive or even tensile stress. Flatjack tests in these locations can give anomalous and misleading results. Because of these factors, the test adit should have at least two, and preferably three, long (at least 4 to 5 times the diameter), straight sections at about 90° to each other. Testing should be distributed evenly in all three sections to provide redundant data and, if results in one section are anomalous, to allow the program to produce sufficient usable data. Note 18212;Not withstanding 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 assure reliable testing. Reliable testing depends on many factors; Practice D 3740 provides a means of evaluating some of those factors.1.1 The flatjack test measures stress at a rock surface. The modulus of deformation and the long-term deformational properties (creep) may also be evaluated.1.2 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D 6026.1.2.1 The method used to specifiy 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.1.3 LimitationThe flatjack test measures the average stress normal to the surface of the test chamber. Undisturbed stress levels must be determined by theoretical interpretations of these data.1.4 Assumptions and Factors Influencing the Data1.4.1 The stress relief is assumed to be an elastic, reversible process. In nonhomogeneous or highly fractured materials, this may not be completely true.1.4.2 The equations assume that the rock mass is isotropic and homogeneous. Anisotropic effects may be estimated by testing in different orientations.1.4.3 The flatjack is assumed to be 100 % efficient. The design and size requirements of were determined to satisfy this requirement to within a few percent.1.4.4 The jack is assumed to be aligned with the principal stresses on the surface of the opening. Shear stresses are not canceled by jack pressure. Orientating the tests in three directions in each plane tested prevents the misalignment from being excessive for at least one of the tests.1.5 The values stated in inch-pound units are to be regarded as the standard.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 requirements prior to use.

Standard Test Method for In Situ Stress and Modulus of Deformation Using the Flatjack Method

DOL FED OSHA 3115-06R-2003 地下工程（隧道技术）

The construction of underground tunnels, shafts, chambers, and passageways are essential yet dangerous activities. Working under reduced light conditions, difficult or limited access and egress, with the potential for exposure to air contaminants and the hazards of fire and explosion, underground construction workers face many dangers. To help employers protect the safety and health of underground construction workers, the Occupational Safety and Health Administration (OSHA) has prepared a number of guidance documents, including the underground construction regulations, found in Part 1926, section 800 of Title 29 of the Code of Federal Regulations (29 CFR 1926.800). OSHA regulations relating to underground construction were originally adopted in 1971 and revised over the years to add new protective measures and enhance worker safety. This publication summarizes OSHA’s regulations related to underground construction. As such, it should be used as a guide but not as a substitute for the complete text of 29 CFR 1926.800.

UNDERGROUND CONSTRUCTION (TUNNELING)