ISO TS 17892-5-2004 Geotechnical investigation and testing - Laboratory testing of soil - Part 5 Incremental loading oedometer test《土工勘查和检验 土壤的实验室检验 第5部分 递增载荷土样.pdf

《ISO TS 17892-5-2004 Geotechnical investigation and testing - Laboratory testing of soil - Part 5 Incremental loading oedometer test《土工勘查和检验 土壤的实验室检验 第5部分 递增载荷土样.pdf》由会员分享，可在线阅读，更多相关《ISO TS 17892-5-2004 Geotechnical investigation and testing - Laboratory testing of soil - Part 5 Incremental loading oedometer test《土工勘查和检验 土壤的实验室检验 第5部分 递增载荷土样.pdf（34页珍藏版）》请在麦多课文档分享上搜索。

1、 Reference numberISO/TS 17892-5:2004(E)ISO 2004TECHNICAL SPECIFICATION ISO/TS17892-5First edition2004-10-15Geotechnical investigation and testing Laboratory testing of soil Part 5: Incremental loading oedometer test Reconnaissance et essais gotechniques Essais de sol au laboratoire Partie 5: Essai l

2、oedomtre sur sol satur Copyright International Organization for Standardization Reproduced by IHS under license with ISO Not for ResaleNo reproduction or networking permitted without license from IHS-,-,-ISO/TS 17892-5:2004(E) PDF disclaimer This PDF file may contain embedded typefaces. In accordanc

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5、 Every care has been taken to ensure that the file is suitable for use by ISO member bodies. In the unlikely event that a problem relating to it is found, please inform the Central Secretariat at the address given below. ISO 2004 All rights reserved. Unless otherwise specified, no part of this publi

6、cation may be reproduced or utilized in any form or by any means, electronic or mechanical, including photocopying and microfilm, without permission in writing from either ISO at the address below or ISOs member body in the country of the requester. ISO copyright office Case postale 56 CH-1211 Genev

7、a 20 Tel. + 41 22 749 01 11 Fax + 41 22 749 09 47 E-mail copyrightiso.org Web www.iso.org Published in Switzerland ii ISO 2004 All rights reservedCopyright International Organization for Standardization Reproduced by IHS under license with ISO Not for ResaleNo reproduction or networking permitted wi

8、thout license from IHS-,-,-ISO/TS 17892-5:2004(E) ISO 2004 All rights reserved iiiForeword ISO (the International Organization for Standardization) is a worldwide federation of national standards bodies (ISO member bodies). The work of preparing International Standards is normally carried out throug

9、h ISO technical committees. Each member body interested in a subject for which a technical committee has been established has the right to be represented on that committee. International organizations, governmental and non-governmental, in liaison with ISO, also take part in the work. ISO collaborat

10、es closely with the International Electrotechnical Commission (IEC) on all matters of electrotechnical standardization. International Standards are drafted in accordance with the rules given in the ISO/IEC Directives, Part 2. The main task of technical committees is to prepare International Standard

11、s. Draft International Standards adopted by the technical committees are circulated to the member bodies for voting. Publication as an International Standard requires approval by at least 75 % of the member bodies casting a vote. In other circumstances, particularly when there is an urgent market re

12、quirement for such documents, a technical committee may decide to publish other types of normative document: an ISO Publicly Available Specification (ISO/PAS) represents an agreement between technical experts in an ISO working group and is accepted for publication if it is approved by more than 50 %

13、 of the members of the parent committee casting a vote; an ISO Technical Specification (ISO/TS) represents an agreement between the members of a technical committee and is accepted for publication if it is approved by 2/3 of the members of the committee casting a vote. An ISO/PAS or ISO/TS is review

14、ed after three years with a view to deciding whether it should be confirmed for a further three years, revised to become an International Standard, or withdrawn. In the case of a confirmed ISO/PAS or ISO/TS, it is reviewed again after six years at which time it has to be either transposed into an In

15、ternational Standard or withdrawn. Attention is drawn to the possibility that some of the elements of this document may be the subject of patent rights. ISO shall not be held responsible for identifying any or all such patent rights. ISO/TS 17892-5 was prepared by the European Committee for Standard

16、ization (CEN) in collaboration with Technical Committee ISO/TC 182, Geotechnics, Subcommittee SC 1, Geotechnical investigation and testing, in accordance with the Agreement on technical cooperation between ISO and CEN (Vienna Agreement). Throughout the text of this document, read “.this European pre

17、-Standard.“ to mean “.this Technical Specification.“. ISO 17892 consists of the following parts, under the general title Geotechnical investigation and testing Laboratory testing of soil: Part 1: Determination of water content Part 2: Determination of density of fine-grained soil Part 3: Determinati

18、on of particle density Pycnometer method Part 4: Determination of particle size distribution Part 5: Incremental loading oedometer test Part 6: Fall cone test Copyright International Organization for Standardization Reproduced by IHS under license with ISO Not for ResaleNo reproduction or networking

19、 permitted without license from IHS-,-,-ISO/TS 17892-5:2004(E) iv ISO 2004 All rights reserved Part 7: Unconfined compression test on fine-grained soil Part 8: Unconsolidated undrained triaxial test Part 9: Consolidated triaxial compression tests on water-saturated soil Part 10: Direct shear tests P

20、art 11: Determination of permeability by constant and falling head Part 12: Determination of the Atterberg limits Copyright International Organization for Standardization Reproduced by IHS under license with ISO Not for ResaleNo reproduction or networking permitted without license from IHS-,-,-ISO/T

21、S 17892-5:2004(E) ISO 2004 All rights reserved vPage Contents Foreword.vi 1 Scope 1 2 Normative references 1 3 Terms and definitions .2 4 Symbols2 5 Equipment 3 6 Test procedure.7 7 Test results.12 8 Test report 14 Annex A (informative) Additional calculations.16 Bibliography25 Figures Figure 1 Gene

22、ral arrangements of typical oedometer cells 4 Figure 2 Typical plot of void ratio against vertical effective stress11 Figure A.1 Change of effective stress and vertical strain for incremental loading and unloading.18 Figure A.2 Change of effective stress and void ratio for incremental loading and un

23、loading18 Figure A.3 Laboratory consolidation curve: example of log time fitting method .20 Figure A.4 Laboratory consolidation curve: example of square root of time fitting method 21 Figure A.5 Temperature correction curve for coefficient of consolidation .22 Figure A.6 Derivation of coefficient of

24、 secondary compression C.23 Figure A.7 Determination of the apparent preconsolidation pressure p .24 Tables Table 1 Suggested initial pressure.9 Copyright International Organization for Standardization Reproduced by IHS under license with ISO Not for ResaleNo reproduction or networking permitted wit

25、hout license from IHS-,-,-ISO/TS 17892-5:2004(E) vi ISO 2004 All rights reservedForeword This document (CEN ISO/TS 17892-5:2004) has been prepared by Technical Committee CEN/TC 341 “Geotechnical investigation and testing”, the secretariat of which is held by DIN, in collaboration with Technical Comm

26、ittee ISO/TC 182 “Geotechnics”. According to the CEN/CENELEC Internal Regulations, the national standards organizations of the following countries are bound to announce this Technical Specification: Austria, Belgium, Cyprus, Czech Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary

27、, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom. CEN ISO/TS 17892 consists of the following parts, under the general title Geotechnical investigation and testing Laboratory testi

28、ng of soil: Part 1: Determination of water content Part 2: Determination of density of fine-grained soil Part 3: Determination of particle density Pycnometer method Part 4: Determination of particle size distribution Part 5: Incremental loading oedometer test Part 6: Fall cone test Part 7: Unconfine

29、d compression test on fine-grain soil Part 8: Unconsolidated undrained triaxial test Part 9: Consolidated triaxial compression tests on water-saturated soil Part 10: Direct shear tests Part 11: Determination of permeability by constant and falling head Part 12: Determination of the Atterberg limits

30、Copyright International Organization for Standardization Reproduced by IHS under license with ISO Not for ResaleNo reproduction or networking permitted without license from IHS-,-,-ISO/TS 17892-5:2004(E) ISO 2004 All rights reserved viiIntroduction This document covers areas in the international fie

31、ld of geotechnical engineering never previously standardised. It is intended that this document presents broad good practice throughout the world and significant differences with national documents is not anticipated. It is based on international practice (see 1). Copyright International Organizatio

32、n for Standardization Reproduced by IHS under license with ISO Not for ResaleNo reproduction or networking permitted without license from IHS-,-,-Copyright International Organization for Standardization Reproduced by IHS under license with ISO Not for ResaleNo reproduction or networking permitted wi

33、thout license from IHS-,-,-ISO/TS 17892-5:2004(E) ISO 2004 All rights reserved 11 Scope This document is intended for determination of the compression, swelling and consolidation properties of soils. The cylindrical test specimen is confined laterally, is subjected to discrete increments of vertical

34、 axial loading or unloading and is allowed to drain axially from the top and bottom surfaces. The main parameters derived from the oedometer test relate to the compressibility and rate of primary consolidation of the soil. Estimates of preconsolidation pressure, rate of secondary compression, and sw

35、elling characteristics are sometimes also obtainable. The main parameters which can be derived from the oedometer test carried out on undisturbed samples are: 1) compressibility parameters; 2) coefficient of consolidation; 3) apparent preconsolidation pressure or yield stress; 4) coefficient of seco

36、ndary compression; 5) swelling parameters. The fundamentals of the incremental loading oedometer test include: stress path corresponds to one-dimensional straining; drainage is one-dimensional and axial. The stress paths and drainage conditions in foundations are generally three dimensional and diff

37、erences can occur in the calculated values of both the magnitude and the rate of settlement. The small size of the specimen generally does not adequately represent the fabric features present in natural soils. Analysis of consolidation tests is generally based on the assumption that the soil is satu

38、rated. In case of unsaturated soils, some of the derived parameters may have no physical meaning. 2 Normative references The following referenced documents are indispensable for the application of this document. For dated references, only the edition cited applies. For undated references, the latest

39、 edition of the referenced document (including any amendments) applies. prEN 1997-2, Eurocode 7 - Geotechnical design Part 2: Ground investigation and testing. CEN ISO/TS 17892-1, Geotechnical investigation and testing Laboratory testing of soil Part 1: Determination of water content (ISO/TS 17892-1

40、:2004). CEN ISO/TS 17892-2, Geotechnical investigation and testing Laboratory testing of soil Part 2: Determination of density of fine grained soil (ISO/TS 17892-2:2004). Copyright International Organization for Standardization Reproduced by IHS under license with ISO Not for ResaleNo reproduction o

41、r networking permitted without license from IHS-,-,-ISO/TS 17892-5:2004(E) 2 ISO 2004 All rights reserved3 Terms and definitions For the purposes of this document, the following terms and definitions apply. 3.1 excess pore pressure pore water pressure over and above the equilibrium pore pressure at

42、the end of consolidation 3.2 primary consolidation process whereby soil compresses as a result of an increase (or decrease) in effective stress due to dissipation of excess pore pressure under constant total applied stress accompanied by drainage of water from the voids 3.3 secondary consolidation p

43、rocess in which compression occurs after full excess pore pressure dissipation 3.4 swelling expansion due to reduction of effective stress NOTE Swelling includes both the reverse of compression and the reverse of consolidation. 3.5 undisturbed sample normally a sample of quality class 1 according to

44、 prEN 1997-2 4 Symbols For the purposes of this document, the following symbols apply. A Cross-sectional area of specimen. e Void ratio, i.e. volume of pores relative to volume of solid particles. e0Original void ratio, i.e. void ratio of the specimen at the start of the test. efVoid ratio of the sp

45、ecimen at the end of an increment: this is the void ratio of the specimen at the start of the next increment. D Diameter of the oedometer ring. H Height of the specimen. H0Original height, i.e. height of the specimen at the start of the test: this is normally taken as the depth of the oedometer ring

46、. HiInitial height, i.e. height of the specimen at the start of an increment: this is the height of the specimen at the end of the previous increment. HfHeight of the specimen at the end of an increment: this is the height of the specimen at the start of the next increment. HsEquivalent height of so

47、lids. Copyright International Organization for Standardization Reproduced by IHS under license with ISO Not for ResaleNo reproduction or networking permitted without license from IHS-,-,-ISO/TS 17892-5:2004(E) ISO 2004 All rights reserved 3mdDry mass of specimen. vVertical strain. Initial density of

48、 specimen. dInitial dry density of specimen. sParticle density. sSwelling pressure, i.e. the pressure required to maintain constant volume (i.e. to prevent swelling) when a soil is flooded with water. vTotal vertical stress, i.e. the vertically applied force divided by the horizontal cross-sectional area. vEffective vertical stress, i.e. the difference between the total vertical stress and the pore water pressure. 5 Equipment 5.1 Requirements 5.1.1 Oedometer ring 5.1.1.1 The oedometer ring shall be indeli