P21 土石方、遂道工程 标准查询与下载

DIN SPEC 18140:2012 DIN EN 1536-2010-12的补充条款,特殊土工工程的实施.螺旋钻孔桩

Supplementary provisions to DIN EN 1536:2010-12, Execution of special geotechnical works - Bored piles

DIN SPEC 18539:2012 DIN EN 14199-2012-01的补充条款,特殊土工工程的实施.微型桩

Supplementary provisions to DIN EN 14199:2012-01, Execution of special geotechnical works - Micropiles

DIN 4124:2012 隧道及壕沟.工作区斜坡,挖方支撑宽度

Excavations and trenches - Slopes, planking and strutting breadths of working spaces

DIN EN 1537 Berichtigung 1:2011 特殊岩土工程施工.地锚.德文版 EN 1537-1999+AC-2000,DIN EN 1537-2001-01勘误表

Execution of special geotechnical works - Ground anchors; German version EN 1537:1999 + AC: 2000, Corrigendum to DIN EN 1537:2001-01

BIP 2205-2011 简明欧洲法规: 土工技术.BS EN 1997: 欧洲法规 7

Concise Eurocodes: Geotechnics: BS EN 1997: Eurocodes 7

BS PD 6694-1:2011 出版文件按照BS?EN?1997-1-2004,对承受交通负荷的结构进行设计的建议

This document covers some geotechnical aspects of bridges and other structures subject to traffic loading designed to BS EN 1997‑1 and other relevant Eurocodes. The document includes information relating to the design of: • spread foundations; • piled foundations; • gravity retaining walls; • embedded retaining walls; • integral bridges; and • buried concrete structures. It does not cover the design of reinforced soils.

PUBLISHED DOCUMENT Recommendations for the design of structures subject to traffic loading to BS EN 1997-1-2004

DIN EN 1538:2010 专用土工工程施工.隔水墙.德文版本EN 1538-2010

Execution of special geotechnical work - Diaphragm walls; German version EN 1538:2010

DIN EN 14490:2010 专门土工工程的执行.土钉.德文版本EN 14490-2010

Execution of special geotechnical works - Soil nailing; German version EN 14490:2010

DIN EN 12699 Berichtigung 1:2010 专门土工工程的实施.排土桩.德文版本EN 12699-2000,DIN EN 12699-2001-05的勘误表

Execution of special geotechnical works - Displacement piles; German version EN 12699 : 2000, Corrigendum to DIN EN 12699:2001-05

BS EN 1536:2010 专门的岩土工程的实施.管桩

1.1 This European Standard establishes general principles for the execution of bored piles (see 3.2). 1.2 This European Standard applies to bored piles (see Figure 3) with: ? uniform cross-section (straight shaft); ? telescopically changing shaft dimensions; ? excavated base enlargements; or ? excavated shaft enlargements. 1.3 This European Standard applies (see Note) to: ? bored piles with a depth to width ratio ≥ 5; ? piles (see Figures 1 and 3) with a shaft diameter 0,3 m ≤ D ≤ 3,0 m; ? barrettes (see Figure 2) with the least dimension Wi ≥ 0,4 m, a ratio LBiB / Wi between its largest and its least dimensions ≤ 6 and a cross-sectional area A ≤ 15 m?; ? piles with circular precast elements used as structural member (see Figure 7) with a least dimension DP ≥ 0,3 m; ? barrettes with rectangular precast elements used as structural member with a least dimension WP ≥ 0,3 m. 1.4 This European Standard applies to piles with the following rake (see Figure 4): ? n ≥ 4 (Θ ≥ 76°); ? n ≥ 3 (Θ ≥ 72°) for permanently cased piles. 1.5 This European Standard applies to bored piles with the following dimensions of the shaft or base enlargements (see Figure 3): a) base enlargements: 1) in non-cohesive ground: DB / D ≤ 2; 2) in cohesive ground: DB / D ≤ 3; b) shaft enlargements in any ground: DE / D ≤ 2; c) slope of the enlargement in non-cohesive ground m ≥ 3; 1) in non-cohesive ground: m ≥ 3; 2) in cohesive ground: m ≥ 1,5; d) base enlargements area of barrettes: A ≤ 15 m?; 1.6 The provisions of this European Standard apply to: ? single bored piles; ? bored pile groups (see Figure 5); ? walls formed by piles (see Figure 6). 1.7 The bored piles which are the subject of this European Standard can be excavated by continuous or discontinuous methods using support methods for stabilizing the excavation walls where required. 1.8 This European Standard applies only to construction methods that allow the designed cross-sections to be produced. 1.9 The provisions apply to bored piles (see Figure 7) constructed of: ? unreinforced (plain) concrete; ? reinforced concrete; ? concrete reinforced by means of special reinforcement such as steel tubes, steel sections or steel fibres; ? precast concrete (including prestressed concrete) elements or steel tubes where the annular gap between the element or tube and the ground is filled by concrete, cement or cement-bentonite grout. 1.10 Micropiles, mixed-in-place columns, columns constructed by jet grouting, ground improvement for piling, mixed-in-place pile bases and diaphragm walls are not covered by this European Standard.

Execution of special geotechnical works. Bored piles

BS EN 14490:2010 特殊岩土工程的实施.土钉

1.1 This European Standard establishes general principles for the execution, testing, supervision and monitoring of soil nailing. 1.2 Soil nailing is a construction technique, used to enhance/maintain the stability of a soil mass by installation of reinforcing elements (soil nails). Typical examples of soil nailing are given in Annex A. 1.3 The scope of soil nailing applications considered in this European Standard includes the installation and testing of soil nails and associated operations, required when stabilising existing and newly cut slopes and faces in soil, existing earth retaining structures, embankments, existing tunnels and the excavated facing of new tunnels in soil. 1.4 Soil nailing may be used to form part of a hybrid construction. This European Standard is relevant only to the soil nailing aspect of such constructions. 1.5 Techniques, such as reinforcement of ground by vertical inclusions (sheet piles, bored or driven piles, or other elements) and stabilisation with rock bolts, prestressed ground anchors or tensions piles are not covered by this European Standard. 1.6 Guidance on practical aspects of soil nailing and aspects on design, durability and testing is given in informative Annexes A, B and C, respectively.

Execution of special geotechnical works - Soil nailing

ASTM D3740-10 从事工程设计和建造中用土壤和石材的试验和/或检验的机构的最低要求的标准实施规程

This practice provides the basic minimum criteria for use in evaluating the qualifications of a testing or inspection agency, or both, for soil and rock. The criteria may be supplemented by more specific criteria and requirements. An individual user can also use it to judge the qualification of an agency. The existence of a formal accrediting body such as a federal, state, or independent agency is not necessary for the use of this standard. Note 18212;Users of this practice should be aware that certain of these requirements may not be achievable and/or applicable to work performed outside of the U.S.A. In such cases, users should ensure that all necessary modifications are made to these requirements such as to render them appropriate to each specific set of circumstances. The intent of this practice is to provide a consensus basis for evaluating a testing or inspection agency, or both, with respect to that agency''s capability to objectively and competently provide the specific services needed by the user. This practice may be used as a basis for accreditation. To qualify for accreditation to this standard, the agency must include at least five standards relating to testing methods, inspection methods, or both, from the standards covered under the jurisdictions of Committee D18, in its certificate of accreditation. The users of an accredited agency must review the agency''s scope of accreditation to ensure the agency has been accredited for its technical competence to perform the tasks requested by the user.1.1 This practice establishes minimum qualifications for agencies engaged in the testing and inspection of soil and rock. Minimum requirements for field and laboratory personnel are defined. The practice also covers the establishment and maintenance of a quality system. 1.2 Criteria are provided for evaluating the capability of an agency to properly perform designated tests on soil and rock, and for establishing essential characteristics pertaining to an agency''s organization, personnel, facilities, and quality system. This practice may be supplemented by more specific criteria and requirements for particular projects. 1.3 This practice can be used as a basis to evaluate testing and inspection agencies, or both, and is intended for use for the qualifying or accrediting, or both, of testing or inspection agencies, public or private, engaged in the testing and inspection of soil and rock as used in engineering design and construction. 1.4 This practice is applicable to all standards promulgated by Committee D18 whether or not mentioned in the Referenced Documents Section. 1.5 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. 1.6 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 consensus process.

Standard Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction

BS 6031:2009 土方工程实施规程

This standard gives recommendations and guidance for unreinforced earthworks forming part of general civil engineering construction, with the exception of dams. This standard also gives recommendations and guidance for temporary excavations such as trenches and pits. NOTE Reinforced earthworks are covered in BS 8006-1 and BS 8006-2. This document applies to earthworks classified as Geotechnical Category 1, 2 and 3 structures as defined in BS EN 1997-1-2004.

Code of practice for earthworks

NF P94-270:2009 土工技术设计.挡土结构.加固结构和土钉支护结构

Geotechnical design - Retaining structures - Reinforced and soil nailing structures.

JGJ 180-2009 建筑施工土石方工程安全技术规范　

本规范适用于工业与民用建筑及构筑物工程的土石方施工与安全。

Technical code for safety in earthwork of building construction

CJ/T 284-2008 φ5.5m～φ7m土压平衡盾构机(软土)

本标准规定了土压平衡盾构机的要求、制造、安装和验收要求，测试方法，标志、检验合格证、使用说明书及包装、运输、贮存。 本标准适用于在软土中运用的φ5.5m～φ7m土压平衡盾构机。

φ5.5m～φ7m Earth pressure balance shield(soft ground)

ASTM D4729-08 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 Limitation8212;The 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 Data: 1.4.1 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 7.1 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 standard. The values given in parentheses are mathematical conversions to SI units that are provided for information only and are not considered standard. 1.6 This standard does not purport to address all of the safety concerns, if any, associated wit......

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

ASTM D4879-08 岩石中大型地下巷道地质技术图绘制的标准指南

The geotechnical map resulting from application of the procedures set forth in this guide is permanent documentation which may be used in the following ways: 4.1.1 Compilation of basic geotechnical information. 4.1.2 Design verification. 4.1.3 Evaluation of preconstruction assumptions. 4.1.4 Instrumentation location and data analyses. 4.1.5 Identification and location of problems and potential problems. 4.1.6 Provision of records for cost and claims adjustments. 4.1.7 Provision of information useful in future similar or nearby projects. Construction or safety considerations may limit the ability to map to the full extent of the procedures of this guide. There are significant benefits to mapping as close to the advancing face of the opening as is feasible, depending upon safety and logistical considerations. Mapping emphasis should be placed on those geotechnical features which are anticipated or are found to affect overall performance of the excavation. Dust, water, lack of light, limited exposures, or other physical factors may affect the quality of the mapping.1.1 This guide recommends procedures for mapping large subsurface openings made for either civil or mining purposes.1.2 The mapping provides characterization and documentation of the condition of the rock mass at the excavation surface.1.3 The mapping may be accomplished during or after excavation; however, if possible, the mapping should be completed before construction activity modifies or obscures the surface condition and especially any critical geologic features.1.4 The mapping level of detail shall be appropriate for its intended use. This mapping does not replace rigorous investigations to develop physical or mathematical models of behavior.1.5 When soil or soil-like materials are encountered in the excavation, they should also be appropriately mapped and described in accordance with applicable ASTM standards.1.6 Many of the procedures presented in this guide may be used, as well, to map surface excavations.1.7 The mapping does not replace the surveying of excavation geometry.1.8 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D 60261.9 The values stated in inch-pound units are to be regarded as standard. The values given in parentheses are mathematical conversions to SI units that are provided for information only and are not considered standard1.10 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.1.11 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 judgment. 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 Geotechnical Mapping of Large Underground Openings in Rock

NA to BS EN 1997-1-2004 欧洲法规7的英国国家附录:土木技术设计.第1部分:一般规则

This National Annex gives: a) the UK decisions for the Nationally Determined Parameters (see NA.2) described in the following subclauses in the body of BS EN 1997-1:2004: and the following subclauses in Annex A of BS EN 1997-1:2004: – A.2 – A.3.1, A.3.2, A.3.3.1, A.3.3.2, A.3.3.3, A.3.3.4, A.3.3.5, A.3.3.6 – A.4 – A.5; b) the procedure to be used where alternative procedures are given in BS EN 1997-1:2004 (see NA.2 first paragraph); c) the UK decisions on the status of BS EN 1997-1:2004 informative annexes (see NA.3); and d) references to non-contradictory complementary information (see NA.4). 2.1(8)P 2.4.7.4(3)P 7.6.2.4(4)P 2.4.6.1(4)P 2.4.7.5(2)P 7.6.3.2(2)P 2.4.6.2(2)P 2.4.8(2) 7.6.3.2(5)P 2.4.7.1(2)P 2.4.9(1)P 7.6.3.3(3)P 2.4.7.1(3) 2.5(1) 7.6.3.3(4)P 2.4.7.2(2)P 7.6.2.2(8)P 7.6.3.3(6) 2.4.7.3.2(3)P 7.6.2.2(14)P 8.5.2(2)P 2.4.7.3.3(2)P 7.6.2.3(4)P 8.5.2(3) 2.4.7.3.4.1(1)P 7.6.2.3(5)P 8.6(4) 11.5.1(1)P

UK National Annex to Eurocode 7. Geotechnical design - Part 1: General rules

DIN EN 15237:2007 特殊土方工程的执行.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.imformation 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 puiposes: - (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 deain 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;English version of DIN EN 15237:2007-06