CEN ISO/TS 17892-9:2004
(Main)Geotechnical investigation and testing - Laboratory testing of soil - Part 9: Consolidated triaxial compression tests on water saturated soil (ISO/TS 17892-9:2004)
Geotechnical investigation and testing - Laboratory testing of soil - Part 9: Consolidated triaxial compression tests on water saturated soil (ISO/TS 17892-9:2004)
ISO/TS 17892-9:2004 covers the determination of stress-strain relationships and effective stress paths for a cylindrical, water-saturated specimen of undisturbed, remoulded or reconstituted soil when subjected to an isotropic or an anisotropic stress under undrained or drained conditions and thereafter sheared under undrained or drained conditions within the scope of the geotechnical investigations according to prEN 1997-1 and -2. The test methods provide data that are appropriate to present tables and plots of stress versus strain, and effective stress paths.
Special procedures such as:
a) Tests with lubricated ends;
b) tests with local measurement of strain or local measurement of pore pressure;
c) tests without rubber membranes;
d) extension tests;
e) shearing where cell pressure varies;
f) shearing at constant volume (no pore pressure change)
are not covered.
The conventional triaxial apparatus is not well suited for measurement of the initial moduli at very small strains. However, strains halfway up to failure are considered to be large enough to be measured in conventional triaxial cells.
Geotechnische Erkundung und Untersuchung - Laborversuche an Bodenproben - Teil 9: Konsolidierte triaxiale Kompressionsversuche an wassergesättigten Böden (ISO/TS 17892-9:2004)
Diese Technische Spezifikation legt das Verfahren zur Bestimmung der Spannungs-Dehnungs-Beziehungen und der wirksamen Spannungspfade an einem zylindrischen, wassergesättigten ) Probekörper aus ungestörtem oder aufbereitetem Boden, der einem isotropen oder anisotropen Spannungszustand unter dränierten oder undränierten Bedingungen ausgesetzt und anschließend unter undränierten oder dränierten Bedingungen abgeschert wird nach ENV 1997-1 und ENV 1997-2 fest. Die Versuchsergebnisse können tabellarisch oder als Spannungs-Dehnungs-Kurven sowie als Spannungspfade dargestellt werden.
Besondere Verfahren wie
a) Versuche mit geschmierten Endflächen;
b) Versuche mit lokaler Messung der Verformungen oder des Porenwasserdrucks;
c) Versuche ohne Gummihülle;
d) Extensionsversuche;
e) Abscheren mit veränderlichem Zellendruck;
f) Abscheren bei konstantem Volumen (ohne Porenwasserdruckänderung)
werden nicht behandelt.
Konventionelle Triaxialgeräte sind nicht geeignet, Anfangsmoduli bei sehr kleinen Verformungen zu messen. Allerdings kann man davon ausgehen, dass die Verformungen bis etwa zur halben Bruchspannung groß genug sind, um sie auch in konventionellen Triaxialzellen messen zu können.
Reconnaissance et essais géotechniques - Essais de laboratoire sur les sols - Partie 9: Essai en compression à l'appareil triaxial sur sols saturés consolidés (ISO/TS 17892-9:2004)
L'ISO 17892-9:2004 concerne la détermination des relations contrainte-déformation et des chemins de contraintes effectives, pour une éprouvette cylindrique, saturée d'eau constituée de sol non remanié, remanié ou reconstitué, lorsqu'elle est soumise à une contrainte isotrope ou anisotrope, dans des conditions drainées ou non drainées, et qu'elle est ensuite cisaillée, dans des conditions drainées ou non drainées selon le domaine d'application des reconnaissances géotechniques conforme à prEN 1997-1 et -2. Ces méthodes d'essais permettent de fournir des tableaux de données, des courbes de contraintes en fonction des déformations et des courbes de chemins de contraintes effectives.
Les procédures particulières suivantes ne sont pas couvertes:
a) essais avec des embases lubrifiées;
b) essais avec une mesure locale de la déformation ou une mesure locale de la pression interstitielle;
c) essais sans membrane en caoutchouc;
d) essais en extension;
e) cisaillement avec variations de la pression cellulaire;
f) cisaillement à volume constant (sans variation de la pression interstitielle).
L'appareillage triaxial conventionnel n'est pas bien adapté pour la détermination du module initial pour de très petites déformations. Cependant des déformations à mi-chemin de la rupture sont considérées comme suffisamment grandes pour être mesurées avec des cellules triaxiales conventionnelles.
Geotehnično preiskovanje in preskušanje - Laboratorijsko preskušanje zemljin - 9. del: Konsolidiran triosni tlačni preskus na z vodo zasičenih zemljinah (ISO/TS 17892-9:2004)
Ta dokument zajema ugotavljanje razmerja med napetostjo in deformacijo ter efektivnih napetostnih poti za valjaste z vodo zasičene vzorce nespremenjenih, preoblikovanih ali rekonstituiranih zemljin, na katere deluje izotropna ali anizotropna napetost pod nedreniranimi ali dreniranimi pogoji, nato pa se strižejo pod nedreniranimi ali dreniranimi pogoji v okviru geotehničnih preiskav v skladu s prEN 1997-1 and -2. Preskusne metode zagotavljajo podatke, primerne za predstavitev v preglednicah in krivuljah deformacije v odvisnosti od napetosti ter efektivnih napetostnih poti. Posebni postopki, kot so: a) preskusi s premazanimi konci; b) preskusi z lokalnim merjenjem deformacije ali lokalnim merjenjem pornega tlaka; c) preskusi brez gumenih membran; d) razširitveni preskusi; e) striženje, kadar se celični tlak spreminja; f) striženje pri stalnem volumnu (brez spreminjanja pornega tlaka), niso zajeti. Konvencionalni triosni aparat ni primeren za meritve začetnih modulov pri zelo majhnih deformacijah. Deformacije, ki so na pol poti do razpada, pa veljajo za dovolj velike, da se lahko merijo v konvencionalnih triosnih celicah.
General Information
Relations
Standards Content (Sample)
SLOVENSKI STANDARD
01-december-2004
*HRWHKQLþQRSUHLVNRYDQMHLQSUHVNXãDQMH/DERUDWRULMVNRSUHVNXãDQMH]HPOMLQ
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Geotechnical investigation and testing - Laboratory testing of soil - Part 9: Consolidated
triaxial compression tests on water saturated soil (ISO/TS 17892-9:2004)
Geotechnische Erkundung und Untersuchung - Laborversuche an Bodenproben - Teil 9:
Konsolidierte triaxiale Kompressionsversuche an wassergesättigten Böden (ISO/TS
17892-9:2004)
Reconnaissance et essais géotechniques - Essais de laboratoire sur les sols - Partie 9:
Essai en compression a l'appareil triaxial sur sols saturés consolidés (ISO/TS 17892-
9:2004)
Ta slovenski standard je istoveten z: CEN ISO/TS 17892-9:2004
ICS:
13.080.20 Fizikalne lastnosti tal Physical properties of soils
93.020 Zemeljska dela. Izkopavanja. Earthworks. Excavations.
Gradnja temeljev. Dela pod Foundation construction.
zemljo Underground works
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.
TECHNICAL SPECIFICATION
CEN ISO/TS 17892-9
SPÉCIFICATION TECHNIQUE
TECHNISCHE SPEZIFIKATION
October 2004
ICS 13.080.20; 93.020
English version
Geotechnical investigation and testing - Laboratory testing of
soil - Part 9: Consolidated triaxial compression tests on water
saturated soil (ISO/TS 17892-9:2004)
Reconnaissance et essais géotechniques - Essais de sol Geotechnische Erkundung und Untersuchung -
au laboratoire - Partie 9 : Essai triaxial consolidé sur sols Laborversuche an Bodenproben - Teil 9: Konsolidierte
saturés (ISO/TS 17892-9:2004) triaxiale Kompressionsversuche an wassergesättigten
Böden (ISO/TS 17892-9:2004)
This Technical Specification (CEN/TS) was approved by CEN on 2 February 2004 for provisional application.
The period of validity of this CEN/TS is limited initially to three years. After two years the members of CEN will be requested to submit their
comments, particularly on the question whether the CEN/TS can be converted into a European Standard.
CEN members are required to announce the existence of this CEN/TS in the same way as for an EN and to make the CEN/TS available
promptly at national level in an appropriate form. It is permissible to keep conflicting national standards in force (in parallel to the CEN/TS)
until the final decision about the possible conversion of the CEN/TS into an EN is reached.
CEN members are the national standards bodies of Austria, Belgium, Cyprus, Czech Republic, Denmark, Estonia, Finland, France,
Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Slovakia,
Slovenia, Spain, Sweden, Switzerland and United Kingdom.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
EUROPÄISCHES KOMITEE FÜR NORMUNG
Management Centre: rue de Stassart, 36 B-1050 Brussels
© 2004 CEN All rights of exploitation in any form and by any means reserved Ref. No. CEN ISO/TS 17892-9:2004: E
worldwide for CEN national Members.
Contents
page
Foreword.3
1 Scope .5
2 Normative References.5
3 Terms and definitions .5
4 Symbols .7
5 Equipment .7
5.1 General.7
5.2 Triaxial cell .8
5.3 Confining membrane.9
6 Test procedure.11
6.1 General requirement and equipment preparation.11
6.2 Preparation of undisturbed specimens.12
6.3 Artificially prepared specimens .12
7 Test results.18
7.1 Bulk density, dry density and water content .18
7.2 Consolidation.18
7.3 Shearing (all types of test).18
8 Test report .22
8.1 General.22
8.2 Graphic presentation.23
Bibliography .24
Figures
Figure 1 — Mohr stress circles at failure .6
Figure 2 — Example of a triaxial test unit .8
Foreword
This document (CEN ISO/TS 17892-9:2004) 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
Committee 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, 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 testing 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: Unconfined compression test on fine-grained soils.
Part 8: Unconsolidated undrained triaxial test.
Part 9: Consolidated triaxial compression tests.
Part 10: Direct shear tests.
Part 11: Permeability tests.
Part 12: Determination of Atterberg limits.
Introduction
This document covers areas in the international field 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]).
1 Scope
This document covers the determination of stress-strain relationships and effective stress paths for a cylindrical,
1)
water-saturated specimen of undisturbed, remoulded or reconstituted soil when subjected to an isotropic or an
anisotropic stress under undrained or drained conditions and thereafter sheared under undrained or drained
conditions within the scope of the geotechnical investigations according to prEN 1997-1 and -2. The test methods
provide data that are appropriate to present tables and plots of stress versus strain, and effective stress paths.
Special procedures such as:
a) Tests with lubricated ends;
b) tests with local measurement of strain or local measurement of pore pressure;
c) tests without rubber membranes;
d) extension tests;
e) shearing where cell pressure varies;
f) shearing at constant volume (no pore pressure change)
are not covered.
The conventional triaxial apparatus is not well suited for measurement of the initial moduli at very small strains.
However, strains halfway up to failure are considered to be large enough to be measured in conventional triaxial
cells.
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 edition of the referenced document (including any
amendments) applies.
prEN 1997-2, Eurocode 7: Geotechnical design - Part 2: Design assisted by laboratory testing
prEN 1997-1, Eurocode 7: Geotechnical design - Part 1: General rules
3 Terms and definitions
For the purposes of this document, the following terms and definitions apply.
3.1
CIU-test
isotropically consolidated undrained test
3.2
CAU-test
anisotropically consolidated undrained test
3.3
CID-test
isotropically consolidated drained test
1) Water saturated refers to the in-situ condition. The material tested need not necessarily be saturated at all stages during the
laboratory testing.
3.4
CAD-test
anisotropically consolidated drained test
3.5
back pressure
external pressure by which the pore pressure is increased prior to consolidation or shearing in order to saturate the
filters, the pore pressure measuring system and the specimen
3.6
failure
stress or strain condition at which failure takes place
NOTE If no specification for the failure state is given, failure may be considered to occur at the peak deviator stress.
3.7
effective shear strength parameter
friction angle φ ' and cohesion intercept c' both in terms of effective stress (see Figure 1)
NOTE These parameters relate to the shear stress mobilized at the failure state specified.
Key
a Test 1
b Test 2
c Test C
X effective normal stress
Y shear stress
c´ effective cohesion intercept
a’ attraction intercept
φ’ effective friction angle
Figure 1 — Mohr stress circles at failure
3.8
cohesive soils
soils that behave as if they were actually cohesive, e.g. clay and clayey soils
NOTE Most soils in this group behave cohesively due to negative pore pressure and friction, and not due to cohesion.
3.9
undisturbed simple
sample of quality class 1 according to prEN 1997-2
4 Symbols
ε and ε vertical and volumetric strain, respectively, during shearing.
1 vol
σ total cell pressure.
cell
σ and σ ' major total and major effective stress, respectively (see note).
1 1
σ and σ ' minor total and minor effective stress, respectively (see note).
3 3
σ −σ deviator stress.
1 3
u and ∆u total pore pressure and change in pore pressure respectively.
σ ' major effective stress at end of consolidation.
1C
σ ' minor effective stress at end of consolidation.
3C
NOTE Except perhaps in the case of anisotropic consolidation of strongly overconsolidated materials, σ will be equal to
the vertical stress and σ will be equal to the horizontal stress for all tests described in this draft. If the vertical stress is greater
than the horizontal one, the vertical stress shall be called σ instead of σ and the horizontal stress σ instead of σ .
V 1 H 3
5 Equipment
5.1 General
A schematic diagram of an apparatus for triaxial testing is shown in Figure 2.
Key
1 alternative positions for load measuring device
2 air bleed
3 vertical compression measuring device
4 piston
5 top cap
6 soil specimen
7 membrane
8 pedestal
9 device for measurement and control of cell pressure
10 triaxial cell
11 drainage tubes
12 pore pressure sensor
13 volume change sensor
14 device for measurement and control of back pressure
P vertical load
Figure 2 — Example of a triaxial test unit
5.2 Triaxial cell
5.2.1 The triaxial cell shall be able to withstand a total cell pressure equal to the sum of the consolidation stress
and the back pressure without significant of cell fluid out of the cell.
A cell with a maximum cell pressure of 2000 kPa will be sufficient for nearly all cases. Transparent cells should be
used.
5.2.2 The sealing bushing and piston guide shall be designed such that the piston runs smoothly and maintains
alignment.
5.2.3 The testing procedure, the accuracy of the load measuring device, the design of the piston, its sealing and
guide and the design of the connection between
...
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