Retaining Walls and Geotechnical Design to Eurocode 7 (1)

May 18, 2018 | Author: Andrei Ionescu | Category: Geotechnical Engineering, Civil Engineering, Engineering, Nature, Science
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Retaining Walls and Geotechnical Design to Eurocode 7 (1)...

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EUROCODE 7

Retaining Walls and Geotechnical Design to Eurocode 7 Dr Ian Smith Head of School School of Engineering and the Built Environment Edinburgh Napier University

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Teesside Branch, NGG NGG and IStructE IStructE

EUROCODE 7

This evening’s presentation 1. Int Introd roduct uction ion to the Eur Euroco ocodes des 2. Ove Overvi rview ew of Eu Euroc rocode ode 7, EN 199 1997 7 3. Ba Basi sis s of Geot Geotec echn hnic ical al Desi Design gn 4. Geo Geote techn chnica icall Desig Design n by Cal Calcul culat ation ion 5. Re Reta tain inin ing g Wa Wall ll De Desi sign gn 6. Conclusion

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Teesside Branch, NGG NGG and IStructE IStructE

EUROCODE 7

This evening’s presentation 1. Int Introd roduct uction ion to the Eur Euroco ocodes des 2. Ove Overvi rview ew of Eu Euroc rocode ode 7, EN 199 1997 7 3. Ba Basi sis s of Geot Geotec echn hnic ical al Desi Design gn 4. Geo Geote techn chnica icall Desig Design n by Cal Calcul culat ation ion 5. Re Reta tain inin ing g Wa Wall ll De Desi sign gn 6. Conclusion

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Teesside Branch, NGG NGG and IStructE IStructE

EUROCODE 7

The Structural Eurocodes What are the Eurocodes? The structural structural Eurocodes Eurocodes are a European European suite of codes for structural structural desi de sign gn… … dev devel elop oped ed over… over… 25 years years By 2010 they will have effectively replaced the current British Standards They will be used as an acceptable basis for meeting compliance with UK Building Regulations and the requirements of other public authorities from: National National Strategy Strategy for Implementation mplementation of t he Structural Eurocod es: Design Design Guidance D. Nethercot et al, Institution of Structural Structural Engineers Engineers (April 2004)

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Teesside Branch, NGG NGG and IStructE IStructE

EUROCODE 7

Objectives of the Eurocodes as a means to prove compliance of building and civil engineering works with the essential requirements of mechanical resistance and stability and safety in case of fire; a basis for specifying contracts for construction works & related engineering services; a framework for drawing up harmonised technical specs for construction products. In addition, the Eurocodes are foreseen to: •

improve the functioning of the single market for products and engineering services by removing obstacles arising from different nationally codified practices for the assessment of structural reliability;



improve the competitiveness of the European construction industry and its professionals and industries, in countries outside the European Union.

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

The Structural Eurocodes EN 1990

Basis of Structural Design

EN 1991

Eurocode 1

Actions on Structures

EN 1992

Eurocode 2

Design of Concrete Structures

EN 1993

Eurocode 3

Design of Steel Structures

EN 1994

Eurocode 4

Design of Composite Steel & Concrete Structures

EN 1995

Eurocode 5

Design of Timber Structures

EN 1996

Eurocode 6

Design of Masonry Structures

EN EN 1997 1997

Eurocode 7 7 Eurocode

Geotechnical Design Geotechnical Design

EN 1998

Eurocode 8

Design of Structures for Earthquake Resistance

EN 1999

Eurocode 9

Design of Aluminium Structures

Dr Ian Smith, Edinburgh Napier University

Part 1: General Rules

Part 2: Ground investigation and testing

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

The Structural Eurocodes

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Publication of Eurocodes Eurocode programme developed by the Comité Européen de Normalisation (CEN)  – the European Committee for Standardisation. 1975: ECC identify need to improve functioning of the single market for products and engineering services 1989: ECC issue Council Directive 89/106/EEC - known as Construction Products Directive Passed to CEN for development Eurocode Programme overseen by Technical Committee 250 (CEN/TC 250) Each Eurocode produced by separate sub-committee e.g. Eurocode 7 : CEN/TC 250/SC 7 Each Eurocode and National Annex published by national standards bodies, e.g. BSI in UK Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

CEN Member States (Comité Européen de Normalisation) •

Austria



Latvia



Belgium



Lithuania



Cyprus



Luxembourg



Czech Republic



Malta



Denmark



Netherlands



Estonia



Norway



Finland



Poland



France



Portugal



Germany



Slovakia



Greece



Slovenia



Hungary



Spain



Iceland



Sweden



Ireland



Switzerland



Italy



UK

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

CEN committee structure e.g. Eurocode 7 : CEN/TC 250/SC 7

SC00 SC

Dr Ian Smith, Edinburgh Napier University

SC11 SC

CEN CEN

TC 250 250 TC

TC…. TC….

TC… TC…

SC… SC…

SC 77 SC

SC… SC…

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Eurocodes Timeline 1975

1980

1985

1990

1995

1989

2000

1999

Programme passed to CEN

2005

2002 ENs start to appear 

2010

March 2010 Implmtn.

1975 EEC initiate programme

2011

1989 – 1999

Toda

ENVs produced



All European public-sector clients have been legally required to commission Eurocodecompliant structural designs since March 2010.



Private sector clients can continue to use any effective design methods. But, as most existing codes will be withdrawn, Eurocodes will be only recognised codes available.

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Fundamental requirements The structure and structural members should be designed, executed and maintained in such a way that they meet the following: •

Serviceability requirement – the structure during its intended life, with appropriate degrees of reliability and in an economic way, will remain fit for the use for which it is required.



Safety requirement – the structure will sustain all actions and influences likely to occur during execution and use.



Fire requirement – the structural resistance shall be adequate for the required period of time.



Robustness requirement – the structure will not be damaged by events such as explosion, impact or consequences of human errors, to an extent disproportionate to the original cause.

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Structure of a Eurocode Document National Title Page National Foreword EN Title Page EN Text EN Annexes

National Annex

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

EN Annexes EN Annexes are either Normative or Informative. Normative – contains information that must be followed. Informative – contains supplementary information that may be followed.

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

National Annexes •

The “link” between Eurocode and national standards for member state.



Contain rules and NDPs to ensure safety remains a national, and not a European, responsibility.



Foreword of each Eurocode lists paragraphs in which national choice is allowed. However, the National Annex has limited overriding authority to the Eurocode. A National Annex cannot change or modify the content of the EN Eurocode text in any way other than where it indicates that national choices may be made by means of Nationally Determined Parameters.

Guidance Paper L:  2.3.4

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

National Annex The National Annex flavours each Eurocode to each country’s needs. A National Annex exists for each Eurocode Part. National Annexes provide:

• Nationally Determined Parameters (NDPs) • Country specific data • Procedure to be used, where choice is offered • Guidance on the informative annexes • Reference to non-contradictory, complementary information (NCCI)

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

This evening’s presentation 1. Introduction to the Eurocodes 2. Overview of Eurocode 7, EN 1997 3. Basis of Geotechnical Design 4. Geotechnical Design by Calculation 5. Retaining Wall Design 6. Conclusion

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Eurocode 7: Geotechnical design •

Part 1: General rules



Part 2: Ground investigation and testing

Published

Published

December 2004

November 2007

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

National Annexes •

Part 1: Published November 2007



Part 2: Published December 2009

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Development of Eurocode 7 •  Agreement for geotechnical design more “challenging” than for EN 1990, EN 1991 and material Eurocodes. •

EN 1997 was one of the later codes to be published.



Unique in that some national practices maintained within design process, e.g. the 3 Design Approaches

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Soil properties 8 features considered by drafters of Eurocode 7: 1. Soil properties determined by investigation,  EN 1997 Part 2 2. Undrained and drained conditions to be considered 3. Property characteristic value is “cautious estimate” of mean value 4. Soil variability is high,  judgement required for ‘k’ values 5. Strength related to normal stress ,  care required when applying partial factors of safety to geotechnical loads 6. Soil can redistribute loading from weaker to stronger zones 7. Soil is compressible,  SLS usually controls design, though ULS calculations usually performed in design 8. Soil stress-strain behaviour is complex,  few calculation models provided in EN 1997 Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Contents of Eurocode 7 Part 1 Foreword 1. General 2. Basis of Geotechnical design 3. Geotechnical data 4. Supervision of construction, monitoring and maintenance 5. Fill, dewatering, ground improvement and reinforcement 6. Spread foundations 7. Pile foundations 8. Anchorages 9. Retaining structures 10. Hydraulic failure 11. Overall stability 12. Embankments  Annexes A – J 167 pages Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Contents of Eurocode 7 Part 2

1. 2. 3. 4. 5. 6.

Foreword General Planning of ground investigation Soil and rock sampling and groundwater measurements Field tests in soil and rock Laboratory tests on soil and rock Ground investigation report  Annexes A – X 196 pages

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Contents of Eurocode 7 Part 2 Scope: 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. Note: Establishment of characteristic values is covered in EN 1997-1.

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Contents of Eurocode 7 Part 2 24 Annexes: •

 Annex A List of test results of geotechnical test standards



 Annex B Planning of geotechnical investigations



 Annex C Example of groundwater pressure derivations based on a model and long term measurements



 Annex D Cone and piezocone penetration tests



 Annex E Pressure meter test



 Annex F Standard penetration test



 Annex G Dynamic probing test



 Annex H Weight sounding test



 Annex I Field vane test



 Annex J Flat dilatometer test



 Annex K Plate loading test



 Annex L Detailed information on preparation of soil specimens for testing



 Annex M Detailed information on tests for classification, identification and description of soil



 Annex N Detailed information on chemical testing of soil

• •

 Annex O Detailed information on strength index testing of soil  Annex P Detailed information on strength testing of soil



 Annex Q Detailed information on compressibility testing of soil



 Annex R Detailed information on compaction testing of soil



 Annex S Detailed information on permeability testing of soil



 Annex T Preparation of specimen for testing on rock material



 Annex U Classification testing of rock material



 Annex V Swelling testing of rock material



 Annex W Strength testing of rock material



 Annex X Bibliography

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Contents of Eurocode 7 Part 2 •

Reminder (Scope): EN 1997-2 is intended to be used in conjunction with EN 1997-1 and provides rules supplementary to EN 1997-1.



Part 2 does not cover standardisation of the geotechnical tests.



Several ISO Technical Specifications play a part…

Eurocode 7 Geotechnical Design – Part 2: Ground investigation and testing

EN ISO 22476 Field Testing Parts 1 – 13

Dr Ian Smith, Edinburgh Napier University

CEN ISO/TS 17892 Laboratory tests Parts 1 – 12

EN ISO 14688 EN ISO 14689 Identification and classification of soil and rock

EN ISO 22475 Sampling and groundwater measurements

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Contents of Eurocode 7 Part 2 EN 1997-1:2004 2.4 Geotechnical design by calculation

2.4.1 (2) It should be considered that knowledge of the ground conditions depends on the extent and quality of the geotechnical investigations. Such knowledge and the control of workmanship are usually more significant to fulfilling the fundamental requirements than is precision in the calculation models and partial factors.

In other words… Design to EN 1997 depends as much on Part 2 as Part 1.

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

European Geotechnical Codes ISO/CEN Standards for identification & classification Eurocodes: Test Standards and Technical Specs for ground properties

EN 1990 Basis of Structural Design EN 1991 Actions on Structures

Geotechnical Design (Eurocode 7: Parts 1 & 2) & NAs

Other structural Eurocodes

European Standards for the Execution of Special Geotechnical Works

e.g. EN 1998, EN 1993-5

Geotechnical Projects

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Using Eurocode 7 Key aspects •

Limit state design to ensure serviceability limit states not exceeded



Principles and Application Rules



Characteristic values of geotechnical parameters



Partial factors of safety



Characteristic values  design values



The 5 ultimate limit states



GEO/STR limit states - Design approaches



Serviceability limit state

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Limit state design Serviceability limit states: (EN1990 1.5.2.14)

“States that correspond to conditions beyond which specified service requirements for a structure or structural member are no longer met”

Ultimate limit states: (EN1990 1.5.2.13)

“States associated with collapse or with other similar forms of structural failure” Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Principles & Application Rules  All statements in each Eurocode are either: Principles (must be followed), or   Application Rules (offer advice). 

The Principles (preceded by the letter P) comprise general statements and definitions for which there is no alternative, as well as requirements and analytical models for which no alternative is permitted unless specifically stated. It is permissible to use alternative design rules to the Application Rules, provided that it is shown that the alternative rules accord with the relevant principles and are at least equivalent with regard to resistance, serviceability and durability which would otherwise be achieved for the structure. Note: If an alternative design rule is substituted for an Application Rule, the resulting design cannot be claimed to be wholly in accordance with the Eurocode although the design will remain in accordance with the Principles of the Eurocode. Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

This evening’s presentation 1. Introduction to the Eurocodes 2. Overview of Eurocode 7, EN 1997 3. Basis of Geotechnical Design 4. Geotechnical Design by Calculation 5. Retaining Wall Design 6. Conclusion

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Basis of Geotechnical Design EN 1997-1:2004 Section 2 Basis of geotechnical design 2.1 Design requirements 2.2 Design situations 2.3 Durability 2.4 Geotechnical design by calculation

2.5 Design by prescriptive measures 2.6 Load tests and tests on experimental models 2.7 Observational method 2.8 Geotechnical Design Report

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Basis of Geotechnical Design 2.1 Design requirements (1)P For each geotechnical design situation it shall be verified that no relevant limit state, as defined in EN 1990:2002, is exceeded. 2.1(1)

This section sets the scene for the design situations and identifies aspects to be considered in the design, including: factors to be considered (e.g. site conditions) (2.1(2)); methods of verifying the limit states ( 2.1(4)); and a means of identifying the complexity of the design together with the associated risks (2.1(8)). (4) Limit states should be verified by one or a combination of the following: — use of calculations…

(most common )

— adoption of prescriptive measures… — experimental models and load tests… — an observational method… Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Basis of Geotechnical Design 2.1 Design requirements Expanding on Clause 2.1(8), Eurocode 7 introduces the notion of three Geotechnical Categories to establish the geotechnical design requirements 2.1(10): 

Category 1 is for small projects with negligible-risk and where the fundamental requirements will be satisfied on the basis of experience and qualitative geotechnical investigations;



Category 2 is for conventional structures (e.g. foundations, retaining walls, embankments) with no exceptional risk or difficult soil or loading conditions;



Category 3 is for structures not covered by Categories 1 and 2 (e.g. very large structures, structures involving abnormal risks).

Most routine geotechnical design work will fall into Geotechnical Category 2. Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Basis of Geotechnical Design 2.2 Design situations (1)P Both short-term and long-term design situations shall be considered. 2.2(1)

Section 2.2 of Eurocode 7 Part 1 gives guidance as to what to include in the detailed specifications of design situations, such as: the actions, their combinations and load cases, and the general suitability of the ground on which the structure is located with respect to overall stability and ground movements.

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Basis of Geotechnical Design 2.3 Durability (1)P At the geotechnical design stage, the significance of environmental conditions shall be assessed in relation to durability and to enable provisions to be made for the protection or adequate resistance of the materials 2.3(1)

Section 2.3 of Eurocode 7 Part 1 gives brief guidance on designing for the durability of materials (such as concrete, steel and timber) used in the ground.

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Basis of Geotechnical Design 2.4 Geotechnical design by calculation

Fundamental! We shall look at this shortly…

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Basis of Geotechnical Design Other sub-sections of EN 1997-1:2004, Section 2 The remaining sub-sections of Section 2 of Eurocode 7 Part 1 are: 2.5 Design by prescriptive measures 2.6 Load tests and tests on experimental models 2.7 Observational method 2.8 Geotechnical Design Report

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

This evening’s presentation 1. Introduction to the Eurocodes 2. Overview of Eurocode 7, EN 1997 3. Basis of Geotechnical Design 4. Geotechnical Design by Calculation 5. Retaining Wall Design 6. Conclusion

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Geotechnical design by calculation Covered in Section 2.4 of Eurocode 7 Part 1 (1)P Design by calculation shall be in accordance with the fundamental requirements of EN 1990:2002 and with the particular rules of this standard. Design by calculation involves: — actions, which may be either imposed loads or imposed displacements, e.g. from ground movements; — properties of soils, rocks and other materials; — geometrical data; — limiting values of deformations, crack widths, vibrations etc.; — calculation models. EN 1997-1:2004 2.4.1(1)

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Geotechnical design by calculation Processes involved: Establish design values of actions and geometrical data

Establish design values of ground properties and resistances

Define limit that must not be exceeded (e.g. bearing resistance)

Perform relevant geotechnical analysis

Show, by calculation, that limit will not be exceeded

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Geotechnical design by calculation Actions: • An action is given the general symbol, F. • Actions can be permanent (persistent) or variable (transient), accidental, or seismic. • Persistent actions are denoted by FG. Transient actions are denoted by FQ. • Persistent actions can be either “favourable” or “unfavourable”. • Transient actions are always considered as unfavourable.

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Geotechnical design by calculation Ground properties: • Geotechnical parameters should be established with consideration given to published data and local and general experience… • Clauses 2.4.3(3) to (6) give guidance on how the parameters should be considered in the design process. • Material properties are given the general symbol, X. • Characteristic values of material properties are given the general symbol, Xk.

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Characteristic values of geotech parameters

(1)P The selection of characteristic values for geotechnical parameters shall be based on results and derived values from laboratory and field tests, complemented by well-established experience. EN 1997-1:2004 2.4.5.2(1)

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Characteristic values of geotech parameters Cautious estimate

• Statistical methods not readily applicable to the determination of characteristic values • Notion of cautious estimate introduced

(2)P The characteristic value of a geotechnical parameter shall be selected as a cautious estimate of the value affecting the occurrence of the limit state. EN 1997-1:2004 2.4.5.2(2)

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Derived values 1.5.3 Specific definitions used in EN 1997-2

1.5.3.1 derived value value of a geotechnical parameter obtained from test results by theory, correlation or empiricism (see 1.6)

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Teesside Branch, NGG NGG and IStructE IStructE

EUROCODE 7

Test results and derived values Type of test (Field, Lab)

F1

Correlations

EN 1997-2

Test results and derived values

1

F2

L1

C1 C1

C C2 1

2

3

L2 Information from other sources on the site, the soils and rocks and the project.

4

EN 1997-1 Cautious selection Geotechnical model and characteristic value of geotechnical parameters

Application of partial factors

Design value of geotechnical parameters Dr Ian Smith, Edinburgh Napier University

ICE Teesside Teesside Branch, NGG NGG and IStructE IStructE

EUROCODE 7

Other means… Statistical methods – can be used if sufficient sufficient geotechnical measurements/results measurements/res ults exist. Except on projects where a large amount of high quality ground investigation data is is available, it is unlikely that statistical methods would be adopted to select characteristic values of geotechnical parameters.

Standard tables of characteristic values, where available, may be used in the selection of a characteristic value. (12)P When using standard tables of characteristic values related to soil investigation parameters, the characteristic value shall be selected as a very cautious value. EN 1997-1:2004 2.4.5.2(12) Dr Ian Smith, Edinburgh Napier University

ICE Teesside Teesside Branch, NGG NGG and IStructE IStructE

EUROCODE 7

Partial factors of safety Provided in EN 1997-1 Nationally Determined Parameters (NDPs) provided in National Annexe Symbols:  Actions:

General: F

Permanent: G Transient: Q

Materials:

General: M

Soil properties: cu, , etc.

Resistance:

General: R

Bearing resistance: Rv

NB geotechnical engineers already use “” for unit weight (weight density).

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Design values These are obtained by combining the characteristic value with the appropriate partial factor of safety.

i.e. characteristic value design value partial factor of safety

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Geotechnical design by calculation Representative action Fk

Characteristic material property, e.g. c'

The design is all about Multiplied by

F

Divided by

values

Actions: (loads, forces etc.)

and

Design action Fd

M

values

Material Properties (c, tan , etc.) Design material property, e.g. c'd

Geotechnical Analysis

Design effect of actions, Ed

Design Resistance, Rd Verify Ed ≤ Rd

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Design values of actions

Characteristic action



representative action

(Fk)



design action

(Frep) Correlation factor, 

(Fd)



design effects of action (Ed)

Partial factor of safety, F

i.e. Frep = Fk  

(  1.0;  = 1.0 for persistent actions)

Fd = Frep  F

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Design values of geotech params Characteristic geotechnical Parameter  (Mk)

Design geotechnical Parameter  Partial factor of safety, M

(Md)

i.e.

 M d  

Dr Ian Smith, Edinburgh Napier University

 M k     M 

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Design values of geometrical data (2)P In cases where deviations in the geometrical data have a significant effect on the reliability of a structure, design values of geometrical data (a d) shall either be assessed directly or be derived from nominal values using the following equation (see 6.3.4 of EN 1990:2002):

ad = anom  a for which values of a are given in 6.5.4(2) and 9.3.2.2 EN 1997-1:2004 2.4.6.3(2)

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Design effects of actions (i) i) During the verification of geotechnical strength (i.e. GEO limit state) some effects of the actions will depend on the strength of the ground in addition to the magnitude of the applied action and the dimensions of the structure. Thus, the effect of an action in the GEO limit state is a function of the action, the material properties and the geometrical dimensions. i.e. Ed = E{Fd; Xd; ad} where Ed is the design effect of the action, and Fd is the design action; Xd is the design material property; ad is the design dimension, and where E{…} indicates that the effect, E is a function of the terms in the parenthesis.

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Design effects of actions (ii) During the verification of static equilibrium (i.e. EQU limit state) some effects of the actions (both destabilising and stabilising) will depend on the strength of the ground in addition to the magnitude of the applied action and the dimensions of the structure. Thus, the effect of an action in the EQU limit state, whether it be a stabilising or a destabilising action, is a function of the action, the material properties and the geometrical dimensions. i.e. Edst;d = E{Fd; Xd; ad}dst where Edst;d is the design effect of the destabilising action, and Estb;d = E{Fd; Xd; ad}stb where Estb;d is the design effect of the stabilising action.

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Design resistances Equation 6.6 in EN 1990:2002 indicates that the design resistance depends on material properties and the structural dimension. However, in geotechnical design, many resistances depend on the magnitude of the actions and so EN 1997-1:2004 2.4.7.3.3 redefines Equation 6.6 to include the contribution made by the design action. The clause actually offers three methods of establishing the design resistance,

 Rd    RF d  ; X d  ; a d  

or

 Rd  

 RF d  ; X k  ; a d      R

or

 RF  ; X  ; a   Rd     d  d  d     R

 Annex B of Eurocode 7 Part 1 offers guidance on which of the 3 formulae above to use for each design approach.

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

The five ultimate limit states Eurocode 7 lists five ultimate limit states to consider: • Verification of static equilibrium (EQU) • Verification of (structural) strength (STR) • Verification of (ground) strength (GEO) • Verification of resistance to uplift (UPL) • Verification of resistance to heave failure due to seepage (HYD)

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Ultimate limit states ULS for Stability:

EQU

UPL

HYD

Loss of static equilibrium

Uplift by water pressure

Hydraulic heave/erosion

ULS for Strength:

GEO

STR

Failure of the ground

Internal failure of structure

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Equilibrium (EQU) limit state Loss of static equilibrium

EQU: loss of equilibrium of the structure or the supporting ground when considered as a rigid body and where the internal strength of the structure and the ground do not provide resistance.

Limit state is satisfied if the sum of the design values of the effects of destabilising actions (Edst;d) is less than or equal to the sum of the design values of the effects of the stabilising actions (Estb;d) together with any contribution through the resistance of the ground around the structure (Td), i.e.

Dr Ian Smith, Edinburgh Napier University

Edst;d ≤ Estb;d + Td.

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Geotechnical (GEO) limit state Failure of the ground

GEO: failure or excessive deformation of the ground, where the soil or rock is significant in providing resistance.

This limit state is satisfied if the design effect of the actions (E d) is less than or equal to the design resistance (Rd), i.e.

Dr Ian Smith, Edinburgh Napier University

Ed ≤ Rd

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Structural (STR) limit state Internal failure of structure

STR: failure or excessive deformation of the structure, where the strength of the structural material is significant in providing resistance.

 As with GEO limit state, the STR limit state is satisfied if the design effect of the actions (E d) is less than or equal to the design resistance (Rd), i.e.

Dr Ian Smith, Edinburgh Napier University

Ed ≤ Rd

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Uplift (UPL) limit state Uplift by water pressure

UPL: the loss of equilibrium of the structure or the supporting ground by vertical uplift due to water pressures (buoyancy) or other actions.

This limit state is verified by checking that the sum of the design permanent and variable destabilising vertical actions (Vdst;d) is less than or equal to the sum of the design stabilising permanent vertical action (Gstb;d) and any additional resistance to uplift (Rd). i.e.

Dr Ian Smith, Edinburgh Napier University

Vdst;d ≤ Gstb;d + Rd.

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Hydraulic (HYD) limit state Hydraulic heave/erosion

UPL: hydraulic heave, internal erosion and piping in the ground as might be experienced, for example, at the base of a braced excavation.

This limit state is verified by checking that the design total pore water pressure (u dst;d) or seepage force (Sdst;d) at the base of the soil column under investigation is less than or equal to the total vertical stress ( stb;d) at the bottom of the column, or the submerged unit weight (G'stb;d) of the same column. i.e.

udst;d ≤ stb;d

Dr Ian Smith, Edinburgh Napier University

or

Sdst;d ≤ G'stb;d.

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

ULS for retaining structures

(a) Overturning (Eurocode 7 EQU limit state)

(b) Bearing failure (Eurocode 7 GEO limit state)

(d) Ground failure (Eurocode 7 GEO limit state)

Dr Ian Smith, Edinburgh Napier University

(c) Forward sliding (Eurocode 7 GEO limit state)

(e) Structural failure (Eurocode 7 STR limit state)

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EUROCODE 7

EQU limit state Destabilising actions and effects

Stabilising actions and effects

Representative destabilising actions, Fdst; rep

Representative stabilising actions, Fstb; rep

Partial factors,

Partial factors,

F dst

F stb

Design destabilising actions, Fdst;d

Design stabilising actions, Fstb;d

GEOTECHNICAL ANALYSIS

Design effect of destabilising actions, Edst;d

Design effect of stabilising actions, Estb;d

Verify Edst;d  ≤ Estb;d

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

EQU limit state example Overturning

q

Pq W

Dr Ian Smith, Edinburgh Napier University

Pa

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

GEO limit state

Partial factors,

 Ac ti ons and effects

Material properties and resistance

Representative actions, Frep

Characteristic material properties, Xk

Partial factors,

F

Design actions, F d

M

Design material properties, Xd

GEOTECHNICAL ANALYSIS

Design effect of actions, Ed

Design resistance, R d

Verify Ed  ≤ Rd

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

GEO/STR Limit states Three Design Approaches are offered - to reflect national choice

The design approach followed reflects whether the safety is applied to the material properties, the actions or the resistances. Design Approach 1:

Combination 1: A1 + M1 + R1 †Combination 2: A2 + M2 + R1

Design Approach 2: Design Approach 3:

A1 + M1 + R2 A* + M2 + R3

 A*: use set A1 on structural actions, set A2 on geotechnical actions †

For axially loaded piles, DA1, Combination 2 is: A2 + (M1 or M2) + R4

The UK National Annex states that Design Approach 1 shall be used. Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

GEO/STR Limit states GEO/STR - Partial factor sets Parameter  Permanent action (G)

Variable action (Q)

Symbol

A1

A2

Unfavourable

G

1.35

1.0

Favourable

G

1.0

1.0

Unfavourable

Q

1.5

1.3

-

-

-

A

1.0

1.0

-

-

-

Favourable Accidental action (A)

Unfavourable Favourable

M1

M2

R1

R2

R3

Coefficient of shearing resistance (tan ')



'

1.0

1.25

Effective cohesion (c')

c'

1.0

1.25

Undrained shear strength (c u)

cu

1.0

1.4

Unconfined compressive strength (q u)

qu

1.0

1.4

Weight density ( )



1.0

1.0

Bearing resistance (R v)

Rv

1.0

1.4

1.0

Sliding resistance (R h)

Rh

1.0

1.1

1.0

Earth resistance (R e)

Re

1.0

1.4

1.0

DA 1-1:

A1 + M1 + R1

Dr Ian Smith, Edinburgh Napier University

DA 1-2:

A2 + M2 + R1

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Representation Representatio n of degree of safety Over-design factor:

Degree of utilisation:

Dr Ian Smith, Edinburgh Napier University



 Rd   E d 



 E d   Rd 

ICE Teesside Teesside Branch, NGG NGG and IStructE IStructE

EUROCODE 7

GEO limit state examples sliding…

… and bearing

Gfav Gunfav

Qunfav

Gunfav Gunfav

Qunfav

Ed Ed Rd

Dr Ian Smith, Edinburgh Napier University

Rd ICE Teesside Teesside Branch, NGG NGG and IStructE IStructE

EUROCODE 7

This evening’s presentation 1. Int Introd roduct uction ion to the Eur Euroco ocodes des 2. Ove Overvi rview ew of of Euro Euroco code de 7, EN EN 199 1997 7 3. Ba Basis sis of Ge Geote otechn chnica icall Des Design ign 4. Geo Geote techn chnica icall Desig Design n by Calc Calcula ulatio tion n 5. Re Reta tain inin ing g Wa Wall ll De Desi sign gn 6. Conclusion

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Teesside Branch, NGG NGG and IStructE IStructE

EUROCODE 7

Retaining wall design Covered in Section 9 of Eurocode 7 Part 1 (1)P The provisions of this Section shall apply to structures, which retain ground comprising soil, rock or backfill and water. Material is retained if it is kept at a slope steeper than it would eventually adopt if no structure were present. Retaining structures include all types of wall and support systems in which structural elements have forces imposed by the retained material.

EN 1997-1:2004 9.1.1(1)P

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Retaining wall design Limit states The limit states to be considered are listed in 9.2(1) and are: • loss of overall stability; • failure of a structural element such as a wall, anchorage, wale or strut or failure of the connection between such elements; • combined failure in the ground and in the structural element; • failure by hydraulic heave and piping; • movement of the retaining structure, which may cause collapse or affect the appearance or  • efficient use of the structure or nearby structures or services, which rely on it; • unacceptable leakage through or beneath the wall; • unacceptable transport of soil particles through or beneath the wall; • unacceptable change in the ground-water regime. EN 1997-1:2004 9.2(1) Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Retaining wall design Plus… Gravity walls: bearing resistance failure of the soil below the base; failure by sliding at the base; failure by toppling; Embedded walls: failure by rotation or translation of the wall or parts thereof; failure by lack of vertical equilibrium. EN 1997-1:2004 9.2(1)

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Ultimate limit states

(a) Overturning (Eurocode 7 EQU limit state)

(b) Bearing failure (Eurocode 7 GEO limit state)

(d) Ground failure (Eurocode 7 GEO limit state)

Dr Ian Smith, Edinburgh Napier University

(c) Forward sliding (Eurocode 7 GEO limit state)

(e) Structural failure (Eurocode 7 STR limit state)

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Ultimate limit states Must also consider overall stability (Section 11)…

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Future unplanned excavation (2) In ultimate limit state calculations in which the stability of a retaining wall depends on the ground resistance in front of the structure, the level of the resisting soil should be lowered below the nominally expected level by an amount a. … — for a cantilever wall, a should equal 10 % of the wall height above excavation level, limited to a maximum of 0,5 m; — for a supported wall, a should equal 10 % of the distance between the lowest support and the excavation level, limited to a maximum of 0,5 m. EN 1997-1:2004 9.3.2.2(2) (3) Smaller values of a, including 0, may be used when the surface level is specified to be controlled reliably throughout the appropriate execution period. EN 1997-1:2004 9.3.2.2(3) Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Gravity walls When Rankine’s conditions do not apply... Charts for both horizontal and inclined retained surfaces are given in Annex C. 1.0 1 0.9 0.8 0.7 0.6 0.5

0.4

Ka 0.3

0.2

δ / φ' = 0 δ / φ' = 0.66 δ / φ' = 1 0.1 0

5

10

15

20

25

Design values of

30

35

40

45

φ'

Ka for a horizontal ground surface behind the wall Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Example Surcharge, q = 20 kPa 1.8 m

2

4.0 m 1

Retained fill: c' = 0; ' = 32  = 18 kN/m3

K a      h = 22.4 kPa

K a  q = 6.2 kPa

2.0 m 3

= 26.7 kPa 1.0 m

Foundation soil: c' = 0; ' = 28  = 20 kN/m3

7.4 kPa 34.1 kPa

2.6 m

Check the overturning (EQU) and sliding (GEO) (using Design Approach 1) limit states.

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Embedded walls

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Embedded walls Cantilever wall – pressure distribution q = 10kPa

h

0.1h; > 0.5m

Pq1 Pa1 d 

Pp1

d 0

O

K  pd 0 K ad 

Dr Ian Smith, Edinburgh Napier University

K a(h+d 0)

Pq2 K  p(h+d)

Pa2

Pp2

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Embedded walls Cantilever wall – simplified pressure distribution

Pq 

P p

Pa R 

K  pd 0

Dr Ian Smith, Edinburgh Napier University

h+d 0 3

K a(h+d 0)

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Passive resistance Favourable action:

P p ;d   P p ;k     G ; fav or 

Resistance:

Dr Ian Smith, Edinburgh Napier University

P p ;d  

P p ;k    Re

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Passive resistance

Design Approach 1

2

3

Combination 1

Combination 2

G;fav

1.0

1.0

1.0

1.0

Re

1.0

1.0

1.4

1.0

i.e. only concerns Design Approach 2

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Passive resistance but what about for embedded walls?… Single Source Principle…

NOTE Unfavourable (or destabilising) and favourable (or stabilising) permanent actions may in some situations be considered as coming from a single source. If they are considered so, a single partial factor may be applied to the sum of these actions or to the sum of their effects. EN 1997-1:2004 2.4.2 Note to (9)P

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Passive resistance

P p

Pa

“uncertainty” in Pp = “uncertainty” in Pa

i.e.

if Pa is a permanent unfavourable action, so must be Pp (Single source principle)

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Passive resistance Design Approach 1

2

3

Combination 1

Combination 2

G;fav

1.0

1.0

1.0

1.0

G;unfav

1.35

1.0

1.35

1.0

Re

1.0

1.0

1.4

1.0

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Conclusion (Recap…) 1. Intro to Eurocodes 2. Intro to Eurocode 7 3. Basis of Geotechnical Design 4. Geotechnical design by calculation Actions, Ground properties, Characteristic values of geotechnical parameters, Cautious estimate, Partial factors of safety, Design values, Design effects of actions, Design resistances, Five Ultimate limit states of Eurocode 7, Design Approaches (GEO), Over-design factor and the degree of utilisation, single source principle more…

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

EUROCODE 7

Conclusion (Recap…) 4. Geotechnical design by calculation (continued)

2.4.1 (2) It should be considered that knowledge of the ground conditions depends on the extent and quality of the geotechnical investigations. Such knowledge and the control of workmanship are usually more significant to fulfilling the fundamental requirements than is precision in the calculation models and partial factors. In other words… Design to EN 1997 depends as much on Part 2 as Part 1.

5. Retaining Wall Design

Dr Ian Smith, Edinburgh Napier University

ICE Teesside Branch, NGG and IStructE

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