ACECC Workshop on Harmonization of
Design Codes in the Asian Region
November 4, 2006 Taipei, Taiwan

Contents
1. Toward Harmonization of Design Codes in the Asian Region - Overview -Horikoshi, Kenichi
2. Code development activities in Japan

Honjo, Yusuke
3. Development of ISO23469 -Seismic Action for Designing Geotechnical
Works-, and its follow-up project

Mori, Shinichiro
4. JSCE Efforts at Codification of Design in Steel Structures

Yamaguchi, Eiki
5. Harmonization among Design Codes within the Asian Region in the
Geotechnical Field

Suzuki, Makoto
6. Development of Steel Design Codes in Thailand

Prakit Premthamkorn
7. Status of Korean Steel Code and Development of Asian Steel Code

Sang-Hyo Kim, Young Jong Kang, Kyong-Ho Chang
8. Developing A Modern Design Code for Steel and Composite Constructionin Asia

K.F. Chung
9. Geotechnical standards in Hong Kong

L.M. Mak
10. The Development of Construction Codes and Standards in Vietnam

Nguyen Ngoc Ba

11. Status of Design Codes in Taiwan

Chang, Yao-Wen
12. Concrete Building Code in Taiwan

Hwang, Shyh-Jiann
13. The Geotechnical and Civil Engineering Design Codes of China

Zhang Weimin
14. Towards Harmonization of Design Code in Asia - Structural Concrete -Ueda, Tamon
15. Harmonization of Geotechnical with Structural Design Codes in Europe

Trevor L.L. Orr
16. Emerging Trends in Seismic Design of Geotechnical Works

Iai, Susumu
17. Toward Harmonization of Design Codes in the Asian Region -Summaries
of Discussion Session-

Honjo, Yusuke, Horikoshi, KenichiPhotos
Workshop

Opening Ceremony

The venue of workshop

Lecturers of Workshop

Prof. J. C. Chern, Chair of ACECCMini Tour

Main gate of National Taiwan University

Group photo in front of Library, N.T.U

ACECC workshop on Harmonization of Design Codes in the Asian Region
Nov. 4, 2006, Taipei, Taiwan

Toward Harmonization of Design Codes in the Asian Region-OverviewCommittee on ACECC, Japan Society of Civil Engineers

1

The outline of the Asian Civil Engineering Coordinating Council (ACECC)

The Asian Civil Engineering Coordinating Council (ACECC) was established in 1999 for the
purpose of civil engineers’ information exchange, interaction and contribution to the infrastructuredevelopment in the Asian Region, by the following initial five members: the American Society ofEngineers (ASCE), the Chinese Institute of Civil and Hydraulic Engineering (CICHE), the Korean
Society of Civil Engineers (KSCE), the Philippine Institute of Civil Engineers (PICE), and the Japan
Society of Civil Engineers (JSCE). Subsequently, Engineers Australia (EA), the Vietnam Federationof Civil Engineering Associations (VIFCEA), and the Mongolian Association of Civil Engineers(MACE) joined with the above-mentioned five societies, thus the ACECC currently consists of eightsocieties/institutions.
The objectives of ACECC are stipulated in the ACECC Constitution as follows:
The objectives of ACECC
1.

To promote and advance the science and practice of Civil Engineering and related
professions for sustainable developments in the Asian region.

2.

To encourage communication between persons in charge of scientific and technicalresponsibility for any field of civil engineering.

3.

To improve, extend and enhance such activities as infrastructure construction andmanagement, preservation of the precious environment and natural disaster prevention.

4.

To foster exchange of ideas among the member societies/institutions.

5.

To cooperate with any regional, national and international organizations to support theirwork, as the ACECC decides necessary.

6.

To provide advise to member societies/institutions to strengthen their domestic activities.

7.

To achieve the above objectives, international conferences called Civil Engineering
Conference in the Asian Region (CECAR) will be held on a triennial basis as the main
activity of the ACECC.

Holding the Civil Engineering Conference in the Asian Region (CECAR), which is mentioned in
the above Article 7, is one of the main activities of ACECC. ACECC organizes CECAR once inthree years where experts in the civil engineering research and technology from industry, government
and academia gather to have discussions about the problems related to civil engineering in the AsianRegion and seek ways to shape the future of Asia. CECAR was held three times in the past. The 2nd
was held in Tokyo, 2001 with about 730 participants, and the 3rd was held in Seoul, 2004, with about
1,000 participants including about 250 from Japan, and it is gaining increasing attention every time.
The next 4th CECAR is to be held on June 25-28, 2007 in Taipei. Please visit the following
websites for details:
ACECC Website:
http://www.acecc.net/
4th CECAR Website:
http://www.elitepco.com.tw/4cecar/index-1E.html
1

2

The organization of ACECCACECC is comprised of the committees shown below. The Executive Committee is the top
administrating board and makes final decisions as ACECC. From Japan, Dr. Yukihiko Sumiyoshi isa member of the Committee as JSCE Representative.
ACECC Organizations
Executive Committee
Planning Committee
Technical Coordinating Committee
Technical Committeea) Inter-regional Cooperation for Great Mekong Sub-region (Chair: Prof. Osamu
Kusakabe, JSCE)b) Sumatra Offshore Earthquake and the Indian Ocean Tsunami (Chair: Prof. Fumihiko
Imamura, JSCE)c) Quantitative Risk Assessment for Hazard Mitigation (Chair: Prof. Alfredo H-S Ang,
ASCE)d) Sustainable Development of Civil Engineering (Chair: Prof. Alan Cheng-Fang Lin,
CICHE)The ACECC Secretariat is currently managed by CICHE, which is going to host the 4th CECAR.
Besides the above-mentioned committees, Awarding Subcommittee, E-publication Subcommittee
have just been organized, and in Taiwan, Local Organizing Committee is now working for the 4th
CECAR.
As shown in the above objectives and organizations, the issues that ACECC is addressing are quite
wide-ranging.

3

ACECC Operational Task

The Planning Committee of ACECC is a committee made up of working-level people.
In order to promote the ACECC practical activities, the following operational tasks are assigned toeach ACECC member, and JSCE is in charge of harmonization of design codes in the Asian region.

No.
1
2
3
4
5
6
7

ACECC Operational Task
Name of Task
Expert Resource Pool
Technical Resource Center
Code of Ethics
Asian Design Code
Civil engineering terminology dictionary
Cross-licensing
Public perception

Member in charge
KSCE (Korea)
VIFCEA (Vietnam)
EA (Australia)
JSCE (Japan)
PICE (Philippines)
CICHE (Taiwan)
ASCE (USA)

JSCE has already made a web page which lists all the code formulating organizations of the ACECC
members with the linkage to them:
http://www.acecc.net/modules/tinycontent5/index.php?id=37
2

It provides a useful means to get the code information at each member/institution.
We are fully aware, however, that just providing this kind of information does not attain our
purpose, and that it is very important that engineers who are working on code formulation exchange
information, share common knowledge and have discussions toward the future. Thus, we planned tohold a workshop on design codes on November 2006 in Taipei.
The reasons we decided to have the workshop in Taiwan are: the ACECC Secretariat is currently
located in Taiwan, since the workshop on the geotechnical codes was scheduled to be held in Taipei
the previous day, the overseas code handling engineers are going to gather for the workshop, andsince Taiwan is situated in a place closer than Tokyo to Southeast Asian countries that needinfrastructure development from now, it will facilitate engineers from those countries participating in
the workshop.

4

Harmonization of design codes in the Asian Region

As is well known, developing countries in the Asian region have various issues such as urban
problems, environmental issues, resource problems and in addition, disaster prevention issues. In
order to address these issues, infrastructure facilities are now being constructed at high speed.
Among others, as many of the large-scale construction projects need advanced technology, inmany cases they are put for international biddings in which enterprises with advanced technology
and experiences take part, and as one project is implemented with multicountry engineers’
engagements in design, construction and consulting, in that sense, they are quite international.
In most of the Asian countries that are going to develop their infrastructure from now, it can not be
said that the design codes for various facilities are well organized, and as a matter of fact, it is still
the case that overseas design codes are applied to a structural design on a case-by-case bases. In
other words, the integration of design codes is far behind the infrastructure development. It is also
true that engineers often get into trouble in communication with each other due to the difference inthe application of design codes.
In Japan, since awareness of performance-based design is becoming higher, various design codes
applicable as global standard has been developed and transmitted internationally in some of the study
fields. Much more efforts were poured into the achievement of mutual understandings andapplicability in different countries/economies. Sharing such experience and information among
ACECC and non-ACECC members is thought to be very meaningful.
Based on the above mentioned recognition, in order to have a multilateral discussion on the code
formulation, we decided to have a workshop on harmonization of design codes in the Asian region in
Taipei beyond the bounds of the nations and the study fields for the following objectives:a) To share the information on activities and methodologies for formulating design codes ineach country and make use of them for future activities,b) To discuss the direction for the code harmonization in the Asian region. As well, to provide
a place for discussions in the same vocabulary,c) To transmit to the world the idea about the design code in the Asian region as the Asianvoice,d) To formulate a basis of codes such as Eyrocode 0 to comprehend all the codes in each field ,ande) To decide a direction for the discussion at the 4th CECAR.
The design codes which are used in each country and each organization have been cultivated in along history. We know that harmonization of design codes cannot be achieved overnight. We would
like to move a steady but strategic activity forward based on the discussion made at this workshop.

3

ACECC workshop on Harmonization of Design Codes in the Asian Region, Nov. 4, 2006, Taipei

Harmonization of Design Codesin the Asian Region
Sponsored by
JSCE: Japan society of Civil Engineers
CICHE: Chinese Institute of Civil and Hydraulic Engineering

Co-Sponsored by
MEXT21st Century COE Programfor Disaster Prevention Research Institute (DPRI), Kyoto University
Department of Construction Engineering,
National Taiwan University of Science and Technology
Taiwan Geotechnical Society

Objectives of the ACECC
1. To promote and advance the science and practice of civil engineering andrelated professions for sustainable development in the Asian region.
2. To encourage communication between persons in charge of scientific andtechnical responsibility for any field of civil engineering.

Introduction of ACECC:
The Asian Civil Engineering Coordinating Council
established on Sept. 27, 1999 in Tokyo.

Member of ACECC(in alphabetic order)
ASCE
CICHE
IEAust
JSCE
KSCE
MACE
PICE
VIFCEA

American Society of Civil Engineers
Chinese Institute of Civil and Hydraulic Engineering
Engineers Australia
Japan Society of Civil Engineers
Korean Society of Civil Engineers
Mongolian Association of Civil Engineers
Philippine Institute of Civil Engineers
Vietnam Federation of Civil Engineering Associations

Membership shall be open to worldwide professional organizations.

CECAR:Civil Engineering Conference in the Asian Region
1st CECAR
2nd CECAR
3rd CECAR
4th CECAR

February 19-20, 1998
April 16-20, 2001
August 16-19, 2004
June 25-27, 2007

Manila, Philippines
Tokyo, Japan
Seoul, Korea
Taipei, Taiwan

3. To improve, extend and enhance activities such as infrastructure
construction and management, preservation of the precious environment
and natural disaster prevention.
4. To foster exchange of ideas among the member societies/institutions.
5. To cooperate with any regional, national and international organizations to
support their work, as the ACECC deems necessary.
6. To provide advice to member societies/institutions to strengthen theirdomestic activities.
7. To achieve the above objectives, international conferences called the Civil
Engineering Conference in the Asian Region (CECAR) will be held on atriennial basis as the main activity of the ACECC.

More than 1000 participants from all over the world!!

ACECC Operational task assigned to each member
Creation of expert resource pool (KSCE)
Establishment of technical resource center (VIFCA)
Asian design codes (JSCE)
Development of civil engineering dictionary (PICE)
Public recognition of civil engineering profession (ASCE)
Asian civil engineers code of ethics (EA)
Cross-licensing of professional civil engineers (CICHE)Code Development and related issues

Peculiarity in Asian countries

Developing Countries
International projects based on bilateral or multilateral assistance,
Code development can not catch up with very rapid infrastructure development,
Without own code, or Mixture of different overseas codes,
Lack of latest code information source,

GNP per Capita, 1998

Developed Countries
Cooperation for code development as global standard
Cooperation for creation of unified idea of design concept and terminologies

Necessity
to discuss future of code development
to exchange information on code development in each country
to enhance personal network among code writers
beyond boundaries of nations and fields of study

http://www.worldbank.org/depweb/english/modules/economic/gnp/map1.htm

Wide variety of developing stages & developing rates

http://www.acecc.net
http://www.acecc.net//

Objectives of the ACECC workshop
1. To share the information on activities and methodologies forformulating design codes in each country and make use of themfor future activities,
2. To discuss the direction for the code harmonization in the Asian
region. As well, to provide a place for discussions in the same
vocabulary,
3. To transmit to the world the idea about the design code in the
Asian region as the Asian voice,
4. To formulate a basis of codes such as Eurocode 0 to comprehend
all the codes in each field , and5. To decide a direction for the discussion at the 4th CECAR.

Workshop ProgramNote:
Some papers are not included in the proceedings.

Please enjoy the ACECC workshop!!

Full final proceedings will be distributed after theworkshop.

Thank you

Table of Contents
WTO/TBT agreement and its influenceson design codes
Structural Eurocodes
Comprehensive Design Codes in Japan

Code Development Activities in JapanACECC Workshop
Harmonization of Design Codes in the Asian Region
November 4, 2006
Taipeicode PLATFORM ver.1 (JACE, 2003)
 Geo-code 21(JGS,2004)
Conclusions
Y. Honjo, Gifu University

WTO/TBT (1995)

WTO/TBT agreement䠖

(AGREEMENT ON TECHNICAL BARRIERS TO TRADE)

WTO/TBT was enforced in 1995, and is applied to
all WTO member countries.
Purpose of the agreement is to ensure thattechnical regulations and standards ... do notcreate unnecessary obstacles to international
trade.
Technical regulations should based oninternational standards, if such exist.
 Performance based regulations.


WTO/TBT agreement, PBD and RBD

PBD(Performance
Based Design)specifications
by performance

RBD/
LSD/
LRFD

other
designmethods

DesignVerification

Respect
International
Standards
䠄ISO2394 etc.䠅

2.4 Wherever technical regulations are required
and relevant international standards exist ...
Members shall use them, or relevant part ofthem, as basis for their technical regulations ...
2.8 Wherever appropriate, Members shall specify
technical regulations based on productrequirements in terms of performance rather
than design or descriptive characteristics.

Implementation of PBD codes:2006
Performance
Requirements

WTO/TBT

Article 2: Preparation, Adoption and Application of TechnicalRegulations by Central Government Bodies

Oct 2005 JGS PBD design principles(Geo-code 21) established.
Railway Design Standards, TechnicalStandards for Port and Harbor Facilities
are moving to PBD.
Specifications for Highway Bridges areunder drafting for introduction of PBD.

What is Eurocodes䠛

Purpose of Eurocodes

EN1990 Basis of design for structural Eurocodes
EN1991 Actions on structures
EN1992 Design of concrete structures
EN1993 Design of steel structures
EN1994 Design of composite structures
EN1995 Design of timber structures
EN1996 Design of masonry structures
EN1997 Geotechnical design
EN1998 Design of structures for earthquake resistance
EN1999 Design of Aluminum structures

The purpose of Eurocodes is to establish a setof rules for design of civil and building
structures thereby eventually replace present
design rules that are different from one
country to another.
promote construction industries with in EU region
by unifying the market.
 Strengthen the competitiveness of EU constructionindustry against non-EU.
Started in 1970’s. Will complete by 2010.

WTO/TBT agreement, PBD and RBD

PBD(Performance
Based Design)specifications
by performance

Impact of the Eurocodesde jule strategy

RBD/
LSD/
LRFD

other
designmethods

DesignVerification

䠄UK 1984䠅

Respect
International
Standards
䠄ISO2394 etc.䠅

Performance
Requirements

WTO/TBT

9

PBD

Performance based design(1)performance based specifications
Structure for
Building
Regulations
NKB report No.34
November 1978
Defined regulation
Structure for buildings(Foliente, G.C., 2000)

To which level regulation
be enforced, and to whichlevel it should be given to
the judgment of designers.

Performance based design(2)performance based specifications

Nordic 5 Leave New Zealand
Goal

Objectives

Functional
Requirements

Functional
Requirements

Operational
Requirements

Performance
Requirements

Verification
Methods

Verification
Methods

Acceptable
Solutions

Acceptable
Methods

Australia

UK

Performance based design(3)Performance Matrix

CanadaObjectives

Goals

Objectives

Functional Requirem.

Functional
Requirements

Functional
Requirem.

Performance

Acceptable
Solutions

Perform. Deem toRequirem.
Satisfy

Technical Sol.

VISION 2000
Performance Based
Seismic Engineeringof Buildings( SEAOC 1995 )Alternative
Approaches

Mandatory
Requirem.

Supporting
Documents(Guidance)(CIB,1998)

Purposes of Comprehensive
Design Codes development

Comprehensive Design Codes
Development in Japan
code PLATFORM ver.1 (JSCE, 2003)
Principles, guidelines and terminologies for structuraldesign code drafting founded on performance based
design concept ver. 1.
(Japanese Society of Civil Engineers, 2003)
Geo-code 21(JGS, 2004)
Principles of Foundation Design Grounded on
Performance Based Design Concept(Japanese Geotechnical Sciety,2004)
Guidelines for Actions for Civil Structures on
Performance Based Design Concept (JSCE, 2007)

Comprehensive Design Codeconcepts, terminologies and procedures.
z A code for code writers
code
PLATFORM

Propose an ideal design code based on
performance based concept.
Harmonize design concepts andterminologies in major Japanese designcodes.
Dispatch our technology to the world bya single voce.

Drafting Body(2001-2002)z Describing basic rules of design code, e.g.

Information
Exchanges

A tool for dialogue
between the ownerand the designer
on performances ofa buildings

0LQLVWU\RI/DQGDQG
7UDQVSRUWDWLRQInternational
Codes andStandards
e.g. ISO2394

Contract-6&(
Contract

Base Design
Code A䢚䠄Railway䠅

Base Design
Code B
䠄Highway䠅

Base Design
Code C䠄Port andHarbor䠅

Unified Concepts&RQVXOWDQW
6HFUHWDULDW&RPPLWWHHRQLQYHVWLJDWLQJDQG
GUDIWLQJDFRPSUHKHQVLYHGHVLJQFRGH PHPEHUV&KDLU2VDPX.XVDNDEH*HQHUDO6HFUHWDU\<XVXNH
+RQMR
6FKRODUVDQG(QJLQHHUVIURPYDULRXVILHOGVVWHHOFRQFUHWH
JHRWHFKQLFDOVHLVPLFZLQG
UHOLDELOLW\HWFRequirements

Performance Requirements

Table of contents

Objective

Code, Approach
Performance
Requirements

㸯㸬'HILQLWLRQRIWHUPLQRORJLHV
㸰㸬*HQHUDO VFRSHDQGIUDPHZRUN
㸱㸬3HUIRUPDQFHUHTXLUHPHQWVRIVWUXFWXUHV㸲㸬9HULILFDWLRQSURFHGXUHV$SSURDFK$$SSURDFK%Approach B

Verification

2EMHFWLYHV3HUIRUPDQFHUHTXLUHPHQWVSHUIRUPDQFHFULWHULD

Performance Criteria
Comprehensive Design CodeApproach A

Specific Base
Design code
Specific Design Code㸳㸬6WUXFWXUDOGHVLJQUHSRUWVHierarchy of Requirements and Codes

Hierarchy in performance description of a structure (1)Objective, Performance Requirements and performance criteria

Objectives: The objective is the final social
requirement of a structure with respect toone specific performance (e.g. structural
performance) described in the generalterminologies.
For examples, 'buildings shall provide sufficient safety to theresidence at the time of earthquake events so that they arepreserved from serious injuries and loss of lives' or 'Marginal
operation of functions of a structure is preserved'.

Hierarchy in performance description of a structure (3)Objective, Performance Requirements and performance criteria

Performance Requirements is given by a
Performance Matrix= Limit states + Magnitude of Action +Importance of Structures

Performance requirements: The performancerequirements describes the functions of astructure that should be provided to achieve
the stated objective by general terminologies.
Example: 'A structure shall not collapse
during an earthquake' or 'Damage to a
structure shall be controlled to an extent
whereby marginal operation is preserved.'.

Description of Performance Criteria
Limit states + Magnitude of Action + Importance of Structures

Damage to a Structure

Magnitude of Actions

Performance Criteria: The performance
criteria specify the details that are necessary
to fulfill the functional statements. In
principle, they should be quantitatively
verifiable in structural design.

Hierarchy in performance description of a structure (2)Objective, Performance Requirements and performance criteria

Serviceability
Limit State

High freq.
Low impact䖂䕿䕧Medium freq.
Med. Impact䖂 䕿㻌

Low freq.
High impact

Repairable
Limit State

Ultimate
Limit State

䕧
㻌

䖂

㻌 䕿 䕧

Note䠖 䖂䚷Important Structure 䕿 Ordinary Structure䚷䕧 Easily Repairable Structure䚷Objective

Code, Approach
Performance
Requirements
Performance Criteria

Performance Requirements

Requirements

Comprehensive Design CodeApproach A

Specific Base
Design code
Specific Design Code

Verification

Approach B

Hierarchy in Verification Methods(1)A Comprehensive Design Code that stands on
top of both Approaches A and B
Approach A: Fully performance based design
approach.
Approach B: A code for code writers. Limit
State Design (ISO2394)
It is believed that the Limit State Design
Method is one of the most suitable method torealize Performance Based Design (PBD).

Verification Approaches

Limit State Design Concept:

JGS “General principles of foundation design
based on the performance based concept”

Force or ResistanceResistance R

Geo-code 21

Behavior of a member
or a structure

General Principles
of foundation design
founded on performancebased design concept

LSD

Force Q
Allowable Stress Design(A S D)

Displacement

Benefits of Performance Based
Design Codes
Higher accountability and transparency to theusers of the codes. Easier to understand theintention of the code writers to the users.
Easier to harmonize the design codes under
different social and legal systems.
Construction cost reduction is expected byintroduction of new technologies?
Easier to keep consistency of the descriptionof the design code.

Became JGS
standard in 2004.

Remained Issues of PBD codes
How to find an interface between the top
down approach of users and administrators,
and bottom up approach of engineers or code
writers.
(User’s thinking vs. Engineers’ thinking䠅
A social system is required to judge
performance of structures based on PBD.
Judgment for flaw (=defect) in the design
when done by PBD.

Objective

Code, Approach
Performance
Requirements
Engineer’sview

Performance Criteria

Performance Requirements

User’s view

Requirements㻿㼥㼟㼠㼑㼙㼟㻌㼠㼛㻌㼟㼡㼜㼜㼛㼞㼠㻌㻼㻮㻰㻼㼑㼞㼒㼛㼞㼙㼍㼚㼏㼑㻼㼑㼞㼒㼛㼞㼙㼍㼚㼏㼑 㼎㼍㼟㼑㼐㻌㼟㼜㼑㼏㼕㼒㼕㼏㼍㼠㼕㼛㼚㼟㻌㼛㼒㻌㻯㼛㼐㼑㼟㻌㼍㼚㼐㻌㻿㼠㼍㼚㼐㼍㼞㼐㼟㼎㼍㼟㼑㼐㻌㼟㼜㼑㼏㼕㼒㼕㼏㼍㼠㼕㼛㼚㼟㻌㼛㼒㻌㻯㼛㼐㼑㼟㻌㼍㼚㼐㻌㻿㼠㼍㼚㼐㼍㼞㼐㼟Comprehensive Design CodeApproach A

Specific Base
Design code
Specific Design CodeHierarchy of Requirements and Verifications

Verification

Approach B㻮㼕㼐㼐㼕㼚㼓㻌㼟㼥㼟㼠㼑㼙㻮㼕㼐㼐㼕㼚㼓㻌㼟㼥㼟㼠㼑㼙䠄㻱㻵㻘㻌㼂㻱㻌㼑㼠㼏㻚䠅䠄㻱㻵㻘㻌㼂㻱㻌㼑㼠㼏㻚䠅㻵㼚㼟㼡㼞㼍㼚㼏㼑㻌㻿㼥㼟㼠㼑㼙㻵㼚㼟㼡㼞㼍㼚㼏㼑㻌㻿㼥㼟㼠㼑㼙䠄㻼㻵㻌㼑㼠㼏㻚䠅䠄㻼㻵㻌㼑㼠㼏㻚䠅㼀㼑㼏㼔㼚㼕㼏㼍㼘㻌㼍㼜㼜㼞㼛㼢㼍㼘㻌㼟㼥㼟㼠㼑㼙㼀㼑㼏㼔㼚㼕㼏㼍㼘㻌㼍㼜㼜㼞㼛㼢㼍㼘㻌㼟㼥㼟㼠㼑㼙䠄㻺㼑㼣㻌㼏㼛㼚㼟㼠㼞㼡㼏㼠㼕㼛㼚㻌㼙㼑㼠㼔㼛㼐㼟㻌㼑㼠㼏䠅䠄㻺㼑㼣㻌㼏㼛㼚㼟㼠㼞㼡㼏㼠㼕㼛㼚㻌㼙㼑㼠㼔㼛㼐㼟㻌㼑㼠㼏䠅㻯㼛㼚㼠㼞㼍㼏㼠㻌㼟㼥㼟㼠㼑㼙㻯㼛㼚㼠㼞㼍㼏㼠㻌㼟㼥㼟㼠㼑㼙
㻯㼛㼚
㻯
㻯㼛
㻯㼛㼚㼠
㼛㼚㼠
㼚㼠 㼍㼏㼠㼍 㼠 㼥㼟㼠㼠 㼙䠄㻰㻮㻘㻌㻰㻮㻲㻻䠈㻯㻹䠈㻼㻲㻵㻌㼑㼠㼏㻚䠅䠄㻰㻮㻘㻌㻰㻮㻲㻻䠄㻰㻮㻘㻌㻰㻮㻲㻻䠈㻯㻹䠈㻼㻲㻵㻌㼑㼠㼏㻚䠅㻘㻻䠈㻯㻹䠈㻼䠈 䠈㻼㻲㻵㻌㼑㼠㼠㼏㻚䠅䠅
(quoted from Horikoshi, 2005)

Asian Regional CodeOne of our next aim is to extend thisactivity to Asian Region
Asian Concrete Model Code ISSMGW/TC 23 LSD in geotech. eng.


 codes for small/developing countries
 Workshop at Taipai, Nov 2-3, 2006

Int. Sym. On New Generation Design Codes
For Geotechnical Eng. Practice.

Thank you very much!

ㅰ䚻ACECC workshop on Harmonization of Design Codes in the Asian Region
Nov. 4, 2006, Taipei, Taiwan

JSCE Efforts at Codification of Design in Steel Structures
E. Yamaguchi
Department of Civil Engineering, Kyushu Institute of Technology, Kitakyushu, Japan

1

INTRODUCTION

Committee on Steel Structures is one of the technical committees founded in Japan Society of Civil
Engineers (JSCE). It deals with steel/composite materials and structures, and has some 15 active
subcommittees at the moment, covering a wide range of technical issues.
A major role that the committee takes is to collect latest findings and developments in the field andpublish them in the form of design-related books such as model codes, recommendations andguidelines. In this paper, the recent efforts of the committee in this category are summarized.

2

PAST ACTIVITIESCommittee on Steel Structures, JSCE have been putting much effort into the design-related activities.
It seems that the design-related books published by the committee are aimed mainly at domestic use.
As a result, most of them are prepared only in Japanese. One of the few is Design Code for Steel
Structures shown in Photo 1 (Japan Society of Civil Engineers 1997). This code was prepared first inJapanese and then translated into English.
This is a model code for general steel structures. It was issued first in 1987 and employed the limit
design concept. It is noted that at that time, most of the codes of practice in Japan were based on theallowable stress design concept. This JSCE code was revised and published in 1997. The English
version mentioned above is the translation of the 2nd version. The following three limit states arerecognized in this code:
Ultimate Limit State
Serviceability Limit State
Fatigue Limit State

Photo 1. Design Code for Steel Structures.
1

Photo 2. Collapsed bridge (1995 Hyogo-ken Nanbu Earthquake).

In recent years, the performance-based design concept has emerged. Committee on Steel
Structures, JSCE was well aware of it and started research into it. The results came out in 2003 as abook “For Construction of Performance-Based Design for Steel Structures”. Part B of the book is amodel code of the performance-based design. It consists of four major parts:
I General Provisions
II Structural Planning
III Design
IV Construction
The book presents and illustrates the way the performance-based design code should be. But it is notcomprehensive yet.
Prior to the above book, Japan Society of Steel Construction (JSSC) made similar effort at theperformance-based design and published the book entitled “Guidelines for Performance-Based
Design of Civil Engineering Steel Structures” in 2001. This is a code for performance-based designcode writers and includes the backgrounds and the underlying concept of the performance-based
design. The book consists of three major parts:
I General Rules for Performance-Based Design of Steel Structures
II Manual for Verification Procedure of Steel Structure Design
III Fundamental Knowledge in Some Fields

3

CURRENT ACTIVITIESDesign codes need to be reviewed and updated, because new technologies and/or unconventional
damages come out constantly. For example, in Japan, the 1995 Hyogo-ken Nanbu Earthquake, also
known as Kobe Earthquake, caused an enormous amount of structural damage (Photo 2) and had ahuge impact on seismic design. The 2004 Niigata-ken Chuetsu Earthquake has given second thoughts
to seismic design also. In recent years, a hot issue in steel bridges is a fatigue problem: many fatigue
cracks have been found in the bridges in service.
Reviewing the past activities related to design codes, Committee on Steel Structures, JSCE decides
to launch a project on Design Standards for Steel/Composite Structures. To this end, a subcommittee
was set up in 2004. The subcommittee has been preparing the following 6 volumes for the design
standards since then:2Photo 3. Participants in the seminar in Hanoi in 2006

General Provisions
Structural Planning
Structural Design
Seismic Design
Construction
MaintenanceAll the volumes should be comprehensive and based on the performance-based design concept.
The target publication years are* 2007 for the three volumes of General Provisions, Structural Planning, and Structural Design* 2008 for the two volumes of Construction, and Maintenance.
The reason why the two volumes of Construction and Maintenance are to be published a year later isthat JSCE has no preliminary design codes in these two areas and needed to start from scratch. On
the other hand, the remaining three have some past work to start with.

4

INTERNATIONAL COLLABORATIONInternational collaboration is getting more and more important. The field of structural design codes is
not an exception, not to mention Eurocodes. Committee on Steel Structures, JSCE has taken thistrend seriously. It also has the intention of making Design Standards under preparationinternationally acceptable in terms of design format and quality.
The committee therefore founded the International Collaboration Task Force in Subcommittee on
Design Standards for Steel/Composite Structures. Also, three distinguished Korean Professors wereinvited to the subcommittee: Professor Young Suk Park of Myungji University, Professor Kab Soo
Kyung of Korea Maritime University and Professor Dong Ho Ha of Konkuk University.
The International Collaboration Task Force has been quite active. The following activities havebeen done so far:
1. Meeting with Korean researchers in Tokyo in 2004
2. Meeting with Korean researchers in Seoul in 2004
3. Invitation of Professor Joel Raoul（SETRA, France）to Japan in 2004
4. Seminar and meeting with Thai researchers in Bangkok in 2005
5. Seminar and meeting with Bangladesh researchers in Dhaka in 2005
6. Seminar and meeting with Korean researchers in Seoul in 20063

Photo 4. Signing cooperative agreement in Dhaka in 2005.

7. Seminar and meeting with Vietnamese researchers in Hanoi in 2006 (Photo 3)
Collaboration for codification as well as technical issues has been discussed in these activities.
With Civil Engineering Division, Institution of Engineers, Bangladesh, Cooperative Agreement
between has been signed (Photo 4).
In 2007, two activities have been planned:
1. Seminar and meeting with Chinese researchers in Shanghai in January
2. Seminar and meeting with Thai researchers in Bangkok in March
5

CONCLUDING REMARKS

Some efforts of Committee on Steel Structures, JSCE at the codification of design in steel structures
were reviewed. The international activities of the committee were also mentioned. Needless to say,international collaboration is very important, and in fact, Asian Model Codes and the codification
issues (International Journal 2005) have been discussed in different frameworks than JSCE as well.
Committee on Steel Structures, JSCE intends to further promote international collaboration
especially for the codification of design in steel structures. To that end, the committee plans topublish the design standards not only in Japanese but also in English in the near future.

REFERENCES
Japan Society of Civil Engineers (1997) Design Code for Steel Structures.
International Journal of Steel and Composite Structures (2005) Worldwide Codified Design andTechnology in Steel Structures. Vol. 5, No. 2-3.

4

Committee on Steel Structures, JSCE

JSCE Efforts at Codification of Design in Steel Structures
Design Code for Steel Structures Part A
A model code
Steel structures in general
First published in 1987
Limit State Design
Kyushu Institute ofTechnology

Revised in 1997 (English version)

Eiki Yamaguchi

Committee on Steel Structures, JSCEFor Construction of Performance-Based Design
for Steel Structures (2003)
General Provisions
Structural Planning
DesignConstruction

JSSC (Japan Society of Steel Construction)

Guidelines for Performance-Based Design ofCivil Engineering Steel Structures (2001)
Steel structures in general
Code for PBD code writers

A model code of Performance-Based Design
Not very comprehensive yet

Guidelines for Performance-Based Design of Civil Engineering Steel Structures

I General Rules for Performance-Based Design of Steel Structures
II Manual for Verification Procedure of Steel Structure Design

Revision

Driving Forces:* New design concept(performance-based design)* New technology

III Appendices* Unconventional types of damage

Committee on Steel Structures, JSCE

Design Standards for Steel and Composite Structures
6 Volumes in preparation:
General Provisions
Structural Planning
Structural Design
Seismic Design
Fabrication and Construction
Maintenance

Prospect of Design Standards for Steel/Composite Structures

Publication:
Group A: General Provisions; Structural Planning;
Structural Design; Seismic DesignGroup B: Fabrication and Construction; MaintenanceGroup A: Year 2007
Group B : Year 2008

Performance-Based Design

International Collaboration

Subcommittee on Design Standards for Steel/Composite Structures

Internationally Acceptable Design Standards
Design Format
Quality

International Collaboration Task Force

Professor Y.S. Park, Myungji University
Professor D.H. Ha, Konkuk University
Tokyo, January 26, 2004

Korea

FranceSeoul, July 2, 2004

Mr. Joel Raoul㸦SETRA㸧
November 17-25, 2004

Thailand

Bangladesh

Dhaka, August 10, 2005

Bangkok, January, 2005

Bangladesh

Bangladesh

Cooperative Agreement

Dhaka, August 10, 2005

Korea

Meeting with KBRC

KBRC㸦Korea Bridge Research Center㸧
Project funded by Korean Government for developing
design codes for highway bridges

Agreement: meeting every year to exchange ideas on
bridge design codes

Professor Koh, Hyun-Moo

March 25, 2006

VietnamYear 2007

Joint Seminar
Shanghai, China; January 16-17, 2007
Bangkok, Thailand; March 30, 2007

Hanoi, September 25, 2006

JSSC

Codification Symposium on Steel Structures

Representatives of China, Korea and Japan in steel
construction have a meeting every year.

International Symposium on Worldwide Codified Design andTechnology in Steel Structures, 2004
2nd International Symposium on Worldwide Codified Design andTechnology in Steel Structures, 2005
International Symposium on Codified Design of Steel Structures,
2006

2005 Meeting in Seoul:
An issue: Asian Model Code for Steel Structures
Chair: Professor S.H. Kim, Yonsei University

Hong Kong, Singapore, China, Japan, Australia, US, UK,
Netherlands, …
Professor S.L. Chang and Professor K.F. Chung
The Hong Kong Polytechnic University

Concluding Remarks* To solve traffic jams, more than 10 overpasses were constructed
recently in Bangkok, Thailand.
* For fast construction, both girders and piers are steel. The design
was based on American codes (AASHTO).
* Japan has more experiences as far as steel substructures (bridgepiers) are concerned. But no reference was made to Japaneseexperiences and codes. More exchange of information on steel
design technology may be desirable.

Thank you!

ACECC workshop on Harmonization of Design Codes in the Asian Region
Nov. 4, 2006, Taipei, Taiwan

Harmonization among Design Codes within the Asian Region in
the Geotechnical Field
M. Suzuki
Institute of Technology, Shimizu Corporation, Tokyo, Japan1BACKGROUND

ISO (International Organization for Standardization) is a non-intergovernmental internationalorganization, whose purpose is to plan worldwide standardization and development on related works,
which will help the participating nations exchange materials and services, and cooperate in the areaof technology and economics. One of these standards is ISO2394: General principles on reliability
for structures (ISO 1998), which deals with a standard for designing structures by civil engineeringand architecture.
In Europe, CEN has been investigating how to standardize such issues for the last twenty-odd
years in the expectation of adapting the deliverables to designing structures in the EU and theirefforts are being unified as Eurocodes. EN1990 of Eurocodes designates the basic rules for designingstructures. ISO and CEN are, as can be guessed from their Vienna Agreements, are closely related
and ISO2394 and EN1990 (CEN 2002) have similar contents.
Japan needs to harmonize with the structural design codes because Japan has ratified the standardsof ISO. If Japan were to utilize design codes different from those designated by the ISO for designinga similar structure, flexibility toward safety in each organization would not be comparable.
Harmonization, however, does not necessarily mean utilizing similar design codes; rather, it means toconform with basic frameworks of different design systems. These activities are necessary within
Asian nations which possess different ground conditions and seismic hazards.

2

EUROCODE 7

European nations have been trying to unify their structural design codes, as exemplified by Eurocode
7 (EN1997) (CEN 2004), which is a standard for soils and foundations. Geotechnical engineering has
been dealing with the issues of stabilization (ultimate limit state: ULS) and elasticity (serviceability
limit state: SLS) by Terzaghi as the limits for these. Furthermore, Terzaghi and Peck utilized thesafety factor in design codes, while Brinch Hansen brought in the partial factor design for USL and
SLS.
Considering this background and the fact that Ovsen from Denmark was the first chairman of
CEN/SC7, they created the first partial factor method which was unique to geotechnical engineeringfor Eurocode 7. However, while Eurocodes for other materials are partial factor methods which are
expected to use the safety margin as load factors, Eurocode 7 was a design code focusing on material
factors, and considered the large influence of the uncertainty of the soil. As a result, it could notconform with other materials and a problem occurred because two separate calculations of structuresand soils using different partial factors became necessary in foundation designing. During many
discussions by SC7, Germany and France suggested a combination of different partial factors, andfinally a design code which recognizes both the original plan and these nations’ plan emerged. This
result does not seem to conform with Eurocodes.

13JAPANESE ACTIVITIES IN THE FIELD OF GEOTECHNICAL ENGINEERING

From 1997 to 1999, the Japanese Geotechnical Society set up a Committee to Study the Current
Status Foundation Design in Japan & Its Future, chaired by Prof. Osamu Kusakabe, under the
Department of Research Collaboration. The background for setting up this committee was the TBTAgreement in the 1990s which recognized the necessity of standardization of quality design, due tothe swiftly popularized design standards in accordance with limit state design methods such as
Eurocodes. In Japan, it was necessary to reach a consensus on rules for designing foundations ofwhich we could be proud. The goal was to suggest a way of harmonizing the design codes of such
structures as roads, ports, railways, and buildings, which had been divided through historical events.
The code scheme that resulted from these activities was named “Comprehensive foundation design
code: Geocode 21.” These deliverables were unveiled at the 45th symposium on geotechnicalengineering sponsored by the Japanese Geotechnical Society in October 2000.
In 1998, the Department of Standardizing of the Japanese Geotechnical Society began discussing
requirements for standards in the coming years, and in 1999, in view of the trends in the formulationof ISO's international standards, collected information on various codes including the ISO/TC182(Geotechnics) and Eurocodes. During this process, the Department of Standardizing considered suchmatters as the influence of and opinions about design and construction standards in the field ofgeotechnical engineering formulated by the Japanese Geotechnical Society. As a result, theFoundation Design Standard Committee, chaired by Prof. Osamu Kusakabe, was set up in 2000 toreach consensus on the draft standard prepared by the Committee. The Committee concluded that it
was becoming increasingly important to respect the international standards required by the
WTO/TBT Agreement and formulate performance specifications. The Committee also concluded thatJapan should adopt the limit state design methods indicated in ISO2394 and Eurocodes informulating the country's representative design principles for foundation structures. Seismic design
efforts following the Hanshin–Awaji Earthquake were also made in accordance with the limit state
design principles, and the Committee concluded that these efforts to disseminate information in theinternational community would encourage the progress of geotechnical engineering in Japan.
Since, however, the matters under consideration were beyond the scope of deliberation by thepermanent committee which examined such matters as soil surveys, in 2001 the Committee onStandardization of Foundation Design, chaired by Prof. Yusuke Honjo, was formed to develop design
standards concerning foundation structures. This committee reviewed the design standards for thefoundation structures being managed by different implementing bodies and developed new standards
in order to achieve consistency among the design philosophies and systems for foundation structuresin Japan and clarify Japan's position in connection with international consistency. The Committee
also held a conference to which foundation design code experts from other countries were invited tomake keynote speeches, and contributed an English translation of Geocode 21 Ver.2.0 to a journal(Honjo & Kusakabe 2002).
After that, the Committee on Geotechnical Design and Construction Standards, chaired by Prof.
Osamu Kusakabe, was set up in order to form a permanent committee dealing with all geotechnicaldesign and construction standards. Thus, a system for considering design and construction standards
was established beyond the existing framework of standards mainly for soil test and geotechnicalsurvey methods. These activities recognize the importance not only of responding to the ongoinginternationalization of codes and standards and collecting ISO-related information, but also of
formulating ISO standards.
In July 2004, JGS unveiled the Principles for Foundation Design Grounded on Performance-based
Design Concept (tentative) and collected opinions until October. Then, following reviews by theCommittee on Geotechnical Design and Construction Standards and then the Department ofStandardizing and the board of directors, the document was published as the JGS Standard (JGS
2006).
Almost concurrently with these activities, the Ministry of Land, Infrastructure and Transport(MLIT) formed the Committee on the Basis of Structural Design for Buildings and Public Works at
the Japan Institute of Construction Engineering and drew up the "Basis of Structural Design for2

Buildings and Public Works (MLIT 2002)." Under contract from MLIT, the Japan Society of Civil
Engineers (JSCE) created the Basic Research Committee on Comprehensive Design CodeDevelopment, chaired by Prof. Osamu Kusakabe, and, after discussions from 2001 to 2003, drafted
the Principles, Guidelines and Terminologies for Structural Design Code Drafting Founded on the
Performance-based Design Concept Ver.1.0 (code PLATFORM) (JSCE 2003).

4

JGS STANDARD

Principles for Foundation Design Grounded on Performance-based Design Concept
4.1
Composition of the standard
In order to enhance transparency and accountability regarding the performance of structures,
performance requirements were hierarchically organized (see Figure 1). Today, similar hierarchies
are used in many performance standards including the Nordic Code. The hierarchy of descriptions of
performance requirements adopted for the JGS Standard is three-tiered: purpose, required
performance, and performance specifications.

Objective

Code, Approach
Performance
Requirements
Performance Criteria
Comprehensive Design CodeSpecific Base
Design code

Approach A

Verification

Approach B

Performance Requirements

Requirements

Specific Design Code

Figure 1. Hierarchy of requirements, verification and codes

Chapter 0 to Chapter 2 of the standard deal with the basics of structural design, basics offoundation structure design, and geotechnical information. Chapter 3 to Chapter 7 deal with thedesign of shallow foundations, design of pile foundations, design of column foundations, design ofpile-supported retaining walls and design of temporary structures. Originally, REQ (required), REC(recommended) or PER (pertinent) was shown at the beginning of each item to indicate a prescribed
item, a recommended item among a number of alternatives, or one or more allowable methods oralternatives, respectively. It was decided, however, to indicate these differences in the standard
through expressions of different intensities.
4.2

Two approaches to the need for standardization and diversification of performanceverification methods
In the international community, there is a trend toward clearly defining the performance of designed
structures by means of performance specifications like those that have been used for industrial
products since the TBT agreement in order to help the designer and the owner of the structure to be
designed to reach a consensus, and to enhance the degree of freedom in design. There is also a strong
trend toward international and regional standardization and unification of design standards. It is3necessary to respond to these seemingly contradictory trends in a rational way. In order to meet theneeds of these two trends simultaneously, the performance verification method of the JGS Standard
allows two approaches: approach A and approach B (see Figure 1). Verification approach A is
performance-based verification, and verification approach B is verification based on the design
standards specific to implementing bodies (called "specific base design codes" or "specific designcodes").
4.3
Design standards based on the limit state design method
The JGS Standard conforms to ISO2394 based on a probabilistic limit state design method thatindicates a structural safety verification method prescribed as an international standard. If limit states
are equated with various structural performance requirements for structures, the limit state design
method is thought to be one of the best design methods currently available.
4.4
Standardization of characteristic values of geotechnical parameters
The design process involves determining margins of safety, taking into consideration the uncertainty
associated with given loads, resisting elements and design calculation models, so that various
performance requirements for structures can be satisfied. When the JGS Standard was developed,
attention was focused on the fact that almost all design standards, whether in Japan or abroad, fail todeal adequately with characteristic values of geotechnical parameters. Therefore, four types of
expression have been used: measured values obtained from geotechnical parameter measurement,
values derived from the measured values through primary processing or correlation analysis,
characteristic values chosen from the derived values as representative values, and design values used
for safety verification. Characteristic values were defined as the averages of derived values. Thismethod has been adopted to prevent geotechnical surveyors and designers from arbitrarily
determining margins of safety when deciding characteristic values of geotechnical parameters. In
other words, the idea is to clarify the basis for discussing margins of safety when drawing up design
standards.
4.5
Principles for foundation design based on the latest knowledge
The chapters concerning different types of foundation structures aimed to make design checklists
based on the latest knowledge concerning foundation design. Qualitative descriptions were used inthese checklists where possible, and quantitative descriptions were kept to a minimum so thatdesigners and design code writers can make engineering judgments in order to meet performancerequirements. Some concrete examples of verification methods are also shown in the appendix
because they may help disseminate information on Japan's state-of-the-art design technology among
engineers in other countries.
4.6
Standardization of communication flow and qualifications of engineers
With the aim of standardizing information associated with geotechnical structure design, the JGS
Standard stipulates the types and content of reports to be drawn up by geotechnical surveyors,
designers and construction contractors. In view of the growing importance of various engineer
qualifications needed in connection with the emergence of international common markets, an attempt
was also made to stipulate qualification requirements for designers and geotechnical surveyors, but
without going into great detail.

5

CONCLUSION

Although the JGS Standard is a set of design principles concerning foundation structures, earth
structures were not covered by the first version because earth structures require complex procedures.
Currently, there is a subcommittee on the performance evaluation of earth structures, chaired by Prof.
Atsushi Iizuka, operating under JSCE's Committee of Geotechnical Engineering, and thesubcommittee will continue to work until the end of this fiscal year. One of the working groups of4the subcommittee is currently developing "Design Principles for Embankments," which eventually
will be incorporated into the JGS Standard.
We hope to promote the adoption of the Japanese design standard in the field of geotechnicalengineering among the international community through the activities of ISSMGE's ITC23 (Limit
State Design in Geotechnical Engineering Practice, chaired by Prof. Yusuke Honjo).

REFERENCES
ISO (1998) ISO2394, General principles on reliability for structures.
CEN (2002) EN1990, Eurocode - Basis of structural design.
CEN (2004) EN1997-1, Eurocode 7 Geotechnical design - Part 1: General rules.
Honjo, Y. and Kusakabe, O. (2002) Proposal of comprehensive foundation design code, Geocode21
Ver.2, Proc. of IWS Kamakura 2002, A.A.Balkema Publishers, pp.95-106.
JGS (2006) JGS 4001-2004, Principles for foundation designs grounded on a performance-based
design concept.
MLIT (2002) Basis of Structural Design for Buildings and Public Works.
JSCE (2003) Principles, guidelines and terminologies for structural design code drafting founded on
the performance based design concept Ver.1.0, (code PLATFORM ver.1.0).

5Workshop

Contents
Harmonization among Design Codes within the
Asian Region

Geotechnical Fields

Background of design codes
Toward performance-based design
Eurocode 7
Japanese activities

Shimizu Corporation

JGS Standard

Makoto Suzuki

Background of Design Codes
WTO/TBT Agreement in the 1990s recognized thenecessity of standardization of quality design.
It was becoming increasingly important to respect theinternational standards required by the WTO/TBTAgreement and formulate performance specifications.
Japan should adopt the limit state design methods
indicated in ISO2394.
Seismic design efforts to disseminate information in theinternational community would encourage the progress ofgeotechnical engineering in Japan.

Toward Performance-based Design
Cordification of structural design is important.
Structural design is performed under uncertainties.
Safety factor is not quantitative index.
R
Fs
S
Probabilistic description of safety margin is rational.
Partial factor design is a practical procedure.
Revision for compliance with ISO standard.

European Nations

Contradictory International Trends
ISO and Eurocodes in Europe
international and regional standardization, unification

ISO:ISO2394


General principles on reliability for structures

CEN:EN1990
Seismic performance specification in North America
Clearly defining the performance of designed
structures in order to help the designer and theowner to reach a consensus, and to enhance thedegree of freedom in designEurocode - Basis of structural design

Vienna Agreements
WTO/TBT Agreement

Eurocode 7

Eurocode 7

Eurocode 7 (EN1997) is a standard for soils andfoundations.

While Eurocodes are partial factor methods expected
to use the safety margin as load factors, EC7 focus
on material factors.

They have been dealing with the issues ofstabilization (ultimate limit state: ULS) and elasticity(serviceability limit state: SLS) by Terzaghi.

Large influence of the uncertainty of the soil has to beconsidered.
EC7 could not conform with other materials.

Terzaghi and Peck utilized the safety factor in designcodes.

Two separate calculations of structures and soils
using different partial factors became necessary infoundation designing.

Brinch Hansen brought in the partial factor design.
CEN/SC7 created the first partial factor method which
was unique to geotechnical engineering.

Three approaches have been adopted.

Japanese Activities in JGS
1997-1999


Committee to Study the Current Status Foundation Design inJapan & Its Future, chaired by Prof. Kusakabe“ Comprehensive foundation design code: Geocode 21”

Japanese Activities in JGS
2004




2000




Foundation Design Standard Committee, chaired by Prof.
Kusakabe
Draft JGS standard were preparedCommittee on Geotechnical Design and Construction
Standards
Principles for Foundation Design Grounded on Performancebased Design Concept (tentative)
JGS Standard: JGS4001-2004

2001-2003




Committee on Standardization of Foundation Design,chaired by Prof. Honjo
English translation of Geocode 21 ver.2.0

Japanese Activities
2002: MLIT

Committee on the Basis of Structural Design for Buildings andPublic Works at the Japan Institute of Construction Engineering
Basis of Structural Design for Buildings and Public Works

2001-2003: JSCE

Basic Research Committee on Comprehensive Design CodeDevelopment, chaired by Prof. KusakabePrinciples, Guidelines and Terminologies for Structural Design
Code Drafting Founded on the Performance-based Design
Concept ver.1.0 (code PLATFORM)JGS Standard
Principles for Foundation Design Grounded on Performance-based Design Concept

A4 size 246 pages ¥2,835[ member ¥1,890 ]Contents:-standard text (chapter 0-7)
-commentary-appendix-standard text in English

Chapter setting up in present
and the future

Performance requirements were hierarchically organized.
chapter 0 - chapter 7in present

The hierarchy of descriptions is three-tiered: purpose,
required performance, and performance specifications.
Two approaches: approach A and approach B
Requirements

EMBANKMENTSLOPE (or CUTTING)

on going

Objective

Code, Approach
Performance
Requirements

futureApproach B

Approach A

Specific Base
Design code

Verification

TUNNEL, CAVARNGROUND IMPROVEMENTREINFORCED SOIL

Performance Criteria
Comprehensive Design Code

Performance Requirements

BASIS OF STRUCTURAL DESIGNBASIS OF DESIGN OF FOUNDATION STRUCTURESGEOTECHNICAL INFORMATIONDESIGN OF SHALLOW FOUNDATIONSDESIGN OF PILE FOUNDATIONSDESIGN OF COLUMN-TYPE FOUNDATIONSDESIGN OF RETAINING STRUCTURESDESIGNING TEMPORARY STRUCTURES

Composition of the standard

Specific Design Code

Problem Items
Standardization of characteristic values of geotechnicalparameters They were defined as the averages of derived values.
Performance regulations and verification
 The method of the performance regulations according
to the verification technique.
What is the verification approach A?
Checking list for each foundation designing
No load specification
Qualifications of engineers

Conclusion
JGS Standard is a set of design principles concerning
foundation structures.
There is a subcommittee on the performance evaluationof earth structure in JSCE.
ISSMGE's ITC23 (Limit State Design in GeotechnicalEngineering Practice, chaired by Prof. Honjo)

Geotechnical Parameters
Determination of geotechnical parameters

Results directly obtained from various investigation techniques and testing methods
including measurements and observation/monitoring (Measured values)
Applying theories, empirical relationships and correlations
May include preliminary data treatment
Estimated geotechnical parameters (Derived values)
Taking into account limit states and variations (uncertainties)

Representative geotechnical parameters (Characteristic values)
Applying partial factors
Resistances may be evaluated from properties of the ground

Geotechnical parameters to be used for design calculation (Design values)

ACECC workshop on Harmonization of Design Codes in the Asian Region
Nov. 4, 2006, Taipei, Taiwan

Development of Steel Design Codes in Thailand
Prakit Premthamkorn
Chair, Subcommittee on Steel Structures, Engineering Institute of Thailand
Civil Engineering Department, Mahanakorn University of Technology, Bangkok, Thailand
ABSTRACTEngineering Institute of Thailand (EIT), the most prominent engineering professional organization in
Thailand, is introduced. The code development methodology by EIT is then outlined. Problems anddifficulties facing during developing and implementing the design codes are discussed. Direction of EIT’s
code development is also presented. Development of design codes for steel structures is given for
example. Finally some aspects of harmonizing design codes among Asian countries regarding problems,difficulties and possible approaches are discussed.
1 INTRODUCTION
The Engineering Institute of Thailand (EIT) was founded in 1943 under his majesty the King’s patronage.
Currently, EIT consists of 8 technical committees, which are:(1) Civil Engineering(2) Electrical Engineering(3) Industrial Engineering(4) Mining, Metallurgy & Petroleum Engineering(5) Chemical Engineering(6) Environmental Engineering(7) Automotive Engineering(8) Mechanical Engineering
Each technical committee has several subcommittees to cover broader field of industry. With EIT’s
support and endorsement, there have been a few professional societies that stemmed from EIT’s Civil
Engineering subcommittees such as Thai Concrete Institute, Traffic and Transportation Engineering
Society.
The management of EIT is done through Board of Directors which are elected by its members for a
4-year term. The board shall then appoint a chairman and members for each technical committee and its
subcommittees. All members who are working on voluntary basis are the drive of EIT to achieve its goalsto:• Develop design codes• Promote education, research and practice of engineering profession• Organize technical conference and workshop for better engineering practice• Provide technical consultation for members relating to engineering problems• Promote harmony among domestic organizations• Collaborate with international organizations
One apparent means to achieve the above policies is through EIT’s publications such as design
specifications, books, technical reports and proceedings of technical seminar and conferences.

1

ACECC workshop on Harmonization of Design Codes in the Asian Region
Nov. 4, 2006, Taipei, Taiwan

For the Civil Engineering Committee, there are 9 subcommittees:(1) Steel Structures(2) Concrete(3) Wind and Earthquake Engineering(4) Geotechnical Engineering(5) Transportation Engineering(6) Water Resource(7) Construction Management and Planning(8) Computational Mechanics(9) Engineering Ethics and Society Services
EIT’s Civil Engineering Committee has developed design codes covering the following topics /subjects / fields:• Design Loads• Construction Material• Steel Structures• Concrete Structures• Code of Standard Practice• Construction Safety• Inspection and Maintenance
The main emphasis herein is placed on the development of design codes by the Steel Structure
subcommittee.
2 EIT’S CODE DEVELOPMENT METHODOLOGYEIT welcomes comments and suggestion of referral standards from its members. However, the following
referral standards are chosen as initial references for design code development in civil engineering.
Materials:• Thai Industrial Standard (TIS)• Others: JIS, ASTM, BS, DIN, AS
Design Specifications:• ACI, AISC, AASHTO, and other American codes• JSCE, Eurocode
Regarding the adopted referral standards, procedures for developing design codes are summarized
below:(1) Nomination of code for development from subcommittee(2) Approval of EIT’s Board of Director for drafting including content and budgeting(3) Appointment of permanent committees and drafting/revision committees(4) Drafting(5) Public technical hearing(6) Publish the design code
(7) Arrange seminar and training for engineers
During the process of code development, drafting committees face by a few problems resulting
mainly from lack of strong financial support. Drafting committee members are working on voluntarybasis, therefore, working schedule can hardly be maintained and a progress is expectedly slow. One ofobvious difficulties in implementation of EIT design codes is incomplete arrays of design specifications.

2

ACECC workshop on Harmonization of Design Codes in the Asian Region
Nov. 4, 2006, Taipei, Taiwan

In practice, several design codes may be applied to a design or construction project. Comprehensive
design specifications are preferred by practitioners. As a result, EIT design codes are mostly foreducational usage not for serious engineering practice. In addition, the codes are used among relatively
small number of practicing engineers and thus lack economy of scale for development of non-main stream
codes.
To promote the use of EIT design codes among practicing engineers, EIT is aiming to develop thecomprehensive design specifications. In addition the EIT design codes must be current and incorporate
research results or findings that suit local practices.
3 DEVELOPMENT OF DESIGN CODES FOR STEEL STRUCTURES: A CASE STUDY
In general EIT’s design specification is divided into 3 parts, code of standard practice, design manual andsupplement. For steel structures, three existing design specifications are chosen for discussion.
(1) Specification for Structural Steel Buildings: Load Resistance Factor Design: LRFD
(SI unit), based on 2001 AISC’s LRFD Code and published in 2002. It is currently used
as a reference code for University courses and gaining popularity among practicing
engineers.
(2) Specification for Structural Steel Buildings: Allowable Stress Design: ASD (Metricunit), based on 1983 AISC’s ASD Code and published in 1997. This code was the first
design code for steel structures; therefore it has been used as reference code for mostengineers.
(3) Design Specification for Cold-form Steel Sections (Metric unit), based on a very old
version of AISI’s Code and published in 1985. This code is relatively unknown and out ofdate. It urgently needs revision for simplified version to suit the usage for small andsecondary structure design (design manual, tables and charts).
The direction of design code development for steel structures is summarized below:• Needs supplemental standards such as material standard (steel, bolts), welding
standard, connection design manuals, standard practice.
• Member design manuals based on TIS steel section• Connection design manuals• Revision of load and strength factor to suit local practice• Codes for design of specific structures (bridges and transmission towers)
Following are design specifications for steel structures, which are under development:• Manual of steel construction: LRFD
• Manual of steel construction: ASD• Code of standard practice for steel buildings & bridges• Specification for structural joints using HS bolts• Guidelines for welding inspection• Design of hollow section• Weathering steel• Fire resistance for steel structures

3

ACECC workshop on Harmonization of Design Codes in the Asian Region
Nov. 4, 2006, Taipei, Taiwan

4 HARMONIZATION OF DESIGN CODES
Due to the tide of globalization, harmonization of design codes is now a trend. The American Society of
Civil Engineering and it affiliations have been probably the world most prominent and influential indevelopment of design codes in Civil Engineering areas. EuroCode, that is resulted from harmonization ofdesign codes in European countries, is now gaining popularity. Asian countries with their leading
professional societies such as JSCE and ACECC are now facing this challenging trend. Asia with its
largest number of countries and population needs some form of harmonized code to compete with theother two major continentals. Barriers and difficulties in harmonization of design codes in Asian region
are as following:• Language• Referral standards (e.g. material standards, supplemental standards)• Other technical issueso Philosophy and concepts
o Loadingo Geographical differences
There are many probable measures that can lead toward harmonization of design codes. Below shows
the measure suggested by this author.
• Direct adoption or partial adoption of design codes among ACECC members• Promote dialogue among societies during code development• Exchange of information• Create a consortium for development
5 CONCLUSION
In the path toward harmonization of design codes, understanding the similarities and differences in codedevelopment methodology among all ACECC members is essential. This paper presents codedevelopment methodology by Engineering Institute of Thailand, Problems and difficulties facing during
developing and implementing the EIT design codes discussed herein are believed to be useful in theprocess of harmonization of design codes. To achieve the goal, barriers and differences of language,referral standards and other technical issues such as design philosophy and concept, loading andgeographical differences must be overcome. An attempt to promote dialogue among societies during codedevelopment is encouraged. A consortium may be initiated for harmonization of design codes among
ACECC members. To this end, the author encourages the initiation from major Asian engineering
professional societies such as JSCE, and ACECC to take on the harmonization of design codes in the
Asian region.

4

Outline of Presentation

Development of Steel Design
Codes in Thailand
The Engineering Institute of Thailand(E.I.T.)

Introduction to Engineering Institute ofThailand

Code Development Methodology by EITDevelopment of Codes for Steel DesignHarmonization of Design Codes

Prakit Premthamkorn

The Engineering Institute ofThailand (E.I.T)

Structure of E.I.T.

under his majesty the king’
king’s patronage
Board of Directors
Thailand oldest engineering professional societyFound in 1943

Consists of 8 engineering subcommittees including
Civil Engineering

There have been a few professional societies thatgrew out from EIT’
EIT’s C.E subcom.
subcom. Such as Thai
Concrete Institute, Traffic and Transportationsociety, etc.








Develop design codes
Promote education, research &practice of engineering profession
Organize technical conference &workshop for better eng. practice
Provide technical consultation formembers relating to eng. problems
Promote harmony among domesticorganizations
Collaborate with internationalorganizations

Civil Engineering Committee
SubSub-committees
1.
2.
3.
4.
5.
6.
7.
8.
9.

Steel Structures
Concrete
Wind and Earthquake Engineering
Geotechnical Engineering
Transportation Engineering
Water Resource
Construction Management and Planning
Computational Mechanics
Engineering Ethics and Society Services

Technical
Committees
1. Civil Engineering
2. Electrical Eng.
3. Industrial Eng.
4. Mining, Metallurgy &Petroleum Eng.
5. Chemical Eng.
6. Environmental Eng.
7. Automotive Eng.
8. Mechanical Eng.

E.I.T. Publications
Design specifications

Civil Engineering
Electrical Engineering
Mechanical EngineeringBooks & Technical reportsProceedingsDesign Codes: Civil EngineeringDesign Loads

Construction Material

Steel StructuresConcrete Structures

Code of Standard PracticeConstruction Safety

Inspection & Maintenance

Referral Standards for Civil
EngineeringMaterials

Referral Standards



Development ProcedureProblem and Difficulties



Direction

Procedures for Development of
Design Codes
Nomination of code for development fromsubcommittee

2.

Approval of E.I.T.’
E.I.T.’s Board of Director for drafting
including content, budgeting3.

Appointment of Permanent committee &Drafting/Revision committee

ACI, AISC, AASHTO, and other American
codes (99%)

4.

Drafting

5.

Public Technical Hearing

JSCE, Eurocode

6.

Publish the Design Codes

7.

Arrange seminar and training for engineers

Thai Industrial Standard (TIS)

Others: JIS, ASTM, BS, DIN, AS

Design Specifications





1.





EIT’s Code Development
Methodology

Problems and Difficulties

Incomplete arrays of standards



Mostly for educational usage, not for serious
engineering practiceLack of strong financial support



Drafting committee members are working on
voluntary basis [very very slow]

Relatively small number of practicing engineers[lacks economy of scale]

DirectionComplete arrays of design codes

Incorporate research results or findingsDesign codes that suit local practices

Structure of E.I.T. Design Specification

Development of Design
Codes for Steel Structures
A Case Study

Design Specification

Code of Standard
PracticeSpecification for Structural Steel Buildings:
Load Resistance Factor Design (LRFD)Specification for Structural Steel Buildings:
Allowable Stress Design (ASD)Design Specification for ColdCold-form Steel
Sections,

Based on a very old version of AISI’
AISI’s Code,published in 1985
 Metric unit
 Relatively unknown
 Urgently need revision for simplified version tosuit the usage for small and secondary structure
design (Design manual, table, chart)

Based on 2001 AISC’
AISC’s LRFD Code, published in 2002
SI unitCurrent reference code for University courses andgaining popularity among practicing engineersSpecification for Structural Steel Buildings: Allowable
Stress Design (ASD)Design Specification for ColdCold-form Steel
Sections

Supplement

Specification for Structural Steel Buildings: Load
Resistance Factor Design (LRFD)

Design Codes: Steel Structures
Existing specifications

Design Manual

Based on 1983 AISC’
AISC’s ASD Code, published in 1997
Metric unit
Reference design code for most engineers

Direction







Needs supplemental standards such as material
standard (steel, bolts), welding standard,connection design manuals, standard practiceMember design manuals based on TIS steel
sections
Connection design manuals
Revise load and strength factors
Codes for design of specific structures (bridges
and transmission towers)

Direction







Needs supplemental standards such as material
standard (steel, bolts), welding standard,connection design manuals, standard practiceMember design manuals based on TIS steel
sections
Connection design manuals
Revise load and strength factors
Codes for design of specific structures (bridges
and transmission towers)

Design Codes: Steel Structures
Specifications (under development)

Manual of Steel Construction: LRFD

Manual of Steel Construction: ASD

Code of Standard Practice for Steel Buildings & Bridges

Specification for Structural Joints using HS Bolts

Guidelines for Welding Inspections

Design of Hollow Sections



Weathering Steel

Fire Resistance

Barriers of Harmonization

Harmonization of
Design Codes



Language

Referral standards (e.g. material
standards, supplemental standards)“Best approach of harmonization is tolearn from the design codes of eachother among ACECC members andunderstand the differences”
differences”



Other technical issues

Approach

Direct adoption or partial adoption of designcodes among ACECC members



Promote dialogue among societies duringcode development (e.g. new JSCE’
JSCE’s Bridge
Design Code)

Exchange of informationCreate a consortium for development

Philosophy and concepts



LoadingGeographical differences

Status of Korean Steel Code and Development of Asian Steel Code
Sang-Hyo Kim*, Young-Jong Kang ** and Kyong-Ho Chang ****Professor, School of Civil and Environmental Engineering, Yonsei University, sanghyo@yonsei.ac.kr**
Professor, Department of Civil Engineering, Korea University, yjkang@korea.ac.kr***
Professor, Deparment of Civil and Environmental Engineering, Chung-Ang University, changkor@cau.ac.kr

1. Introduction
In most Asian countries different codes and standards
have been developed by adopting and modifying codesand specifications of the United States and European
countries including the former Soviet Union. Therefore,
the major code provisions do not agree with others andmost international bidding of construction projects in
Asian market requires internationally approved codesand standards. However, these international codes do notreflect the local natural conditions, socio-culturalenvironment, technology, and workmanship in the Asian
region. Thus the demand on common standards, codeand specifications for Asian construction industries keeps
increasing more than ever before.
Recently the pressure for adopting the ISO Standards
or Equivalent codes, such as Euro Code, AISC /AASHTO Specifications, in the bidding of, orparticipation in, international construction projects
required by the ISO, keeps increasing under the WTO
free-trade environment. Even Steel structures are widelyconstructed in the Asian region, the current codes of the
major societies are primarily based on traditional ASD(Allowable Stress Design), and the major codeprovisions do not agree or interchangeable with eachother. Inconveniences due to differences in code andstandards in design, fabrication, erection, maintenanceand management of steel structures are experienced bypracticing engineers of Asian countries.
The need of Asian Steel Code is widely recognized byacademics and engineers in the region and it should be
developed by Asian countries in mutual collaborative
joint efforts. Since the steel industries of China-JapanKorea are leading the steel industry in Asia as shown
Table 1, the three countries should play a leading role indeveloping the Asian Steel Code.
The initiative efforts for development of Asian Steel
Code have been made by the JSSC and the first meetingon International Standards of Steel Structures has been
held successfully in Tokyo, June 2000. Since then no
further significant progress has been made until the
China-Japan-Korea symposium held in November 2003,
where the keynotes and the panel discussions on Design
Codes of Steel Buildings and Steel Bridges were madeby the representatives of the three countries for better
understanding the codes and specifications used in the
countries. In 2006 CJK symposium held in Seoul, thepanel discussion has been made to implement a road map
for development of Asian Steel Code with the key
agenda including organizations, strategic move, desirable
workshops / meetings / symposia for ASC development,
and effective hierarchical structure of the ASC standards,
financial supports, and tentative construction of theTable 1. Crude steel production statistics(2002~2005, Unit : 1,000 Metric tones)- AsiaCountry

2002

2003

2004

2005

Indonesia
Malaysia
Australia
India
Korea
Japan
China
Taiwan

2,462
4,722
7,527
28,81445,390107,745
182,249
18,320

2,042
3,960
7,544
31,77945,310110,511
222,413
18,832

2,412
5,698
7,414
32,62647,521
112,718
280,486
19,598

2,800
6,300
7,757
38,08347,820112,471349,362
18,5671

International Committee on Asian Code for Steel
Structures (ICACSS).
Recently, it is globally recognized that the design
methods, codes and specifications for steel structures aregradually changing from the ASD-based to the LSD/
LRFD-based, whose calibration is exclusively based onreliability-based code optimization. Moreover, designcodes of most of advanced countries are presently
moving toward Performance-Based Design (PBD).

3. A road map for Asian Steel CodeFor the successful development of ASC, systematic andstrategic move is important. First of all, the threesocieties should try to discuss the key agenda such as
need / goal / objective, organization, action plan,meetings / workshops, financial supports, constitution,etc., and to come up with consensus and resolutions forcode development. At the meeting, the first thing to do is
to clearly define the need, goad, objective of Asian Steel
Code or Standards in order to persuade the academics
and practitioners of the steel societies of each country.
The goal of the ASC development may be set up in
three stages of sustainable development as follows:

2. Current state of progress for Asian Steel CodeThe theme of the last 6th CJK symposium, held in Tokyo,
November 2003, was “Design Codes of Steel buildings
and Steel Bridges”, where in the two-days sessions the
keynote lectures were addressed by the keynote speakers
who represent the three societies and then the panel
discussions were made on the current issues of steel
design codes and steel design technology as well as thecurrent move for further development in each country.
During the past PSSC98 held in Seoul, the first
informal talk was initiated by Professor Fukumoto about
the necessity for organizing the ICACSS (International
Committee on Asian Code of Steel Structures) and theneed to have a preparatory meeting in near future, and to
discuss the possibility of “Asian Code of Steel
Structures”. And then the consensus was made among
the representatives of the three countries and agreed
upon further talk.
Consequently, the first official meeting on
International Standards of Steel Structures was initiatedand proposed by the International Committee of the
JSSC under the leadership of Prof. Ben Gato, Prof.
Fukumoto, and Prof. Takanashi, and accordingly it was
successfully held in Tokyo, June 2000.
The result of the meeting was quite successful, and therepresentatives of the three countries made theresolutions to organize ICACSS, to have a further talk at
PSSC 2001 Beijing, to prepare the constitution by
preparatory group, no later than the end of 2000, throughe-mail / file exchange. However, no further significant
progress through formal or informal meeting was madesince the first meeting though its result was quite
promising and fruitful. And thus the formal organization,
ICACSS, has not yet been established to discuss the
Asian Code problems. But the talking about Asian steel
codes or standards is informally going on among theleading figures of the three societies.

y At first, ASC in the form of Asian Steel Model
Code (ASMC) need to be developed, because it willtake time to gradually shift the practice from theAllowable Stress-based code to the prescriptive
Limit State-based code and finally to a
Performance-based code. In the mean time, acommon performance-based ASMC is more
preferable to wait until academics and practitioners
are familiarized with the performance-based code;y Next, national steel codes of the prescriptive Limit
State-based need to be converted to theperformance-based Limit State code confirming to
ASC based on the ASMC and the recommended
code calibration procedure;’y Finally, in the long run, ASC standards need to be
adopted based on ASMC with some updated
revision of the code.
4. Concluding remarks
It has to be admitted that there must be some problems
and barriers mainly because it may be difficult toeffectively promote Asian code development due todiverse backgrounds in technical, social and culturalenvironments of each country.
However, these problems and barriers could beovercome by open-minded leading experts of eachsociety who really think that the development of Asiansteel code or standards are really important in this worldof global free trade market under the WTO system and inhigh competitive environment with concrete constructionindustry. The belief and zeal of leading experts of eachsociety will make it possible to promote theestablishment of ICACSS and to immediately start thecode drafting works for development of performancebased Asian Steel Code through mutual technicalcollaboration and joint efforts.

2

Of course, once the ICACSS (International Committeeon Asian Code for Steel Structure) is established, it may
be important to learn a lot from the case of successful
development of ACMC (Asian Concrete Model Code).
However, it may be positively expected that thedevelopment of ASMC could be efficiently driven
compared with ACMC because the three societies havealready built up true friendship and mutual cooperation
through the major countries in Asia. Moreover, thefinancial problem for the activities of the codecommittees and the working groups and the technicalresearches on the code development may be more easily
solved through the supports from the steel industry ofeach society.
Though there must be problems and barriers in orderto move toward the next generation performance-based
ASMC and there is much more work required to reachthe level of certainty necessary to implement the ASMC,
the role of the major societies will become central for thedevelopment of Asian Steel Standards. Hopefully, it may
be expected that the major societies could easily remove
technical and social obstacles without any difficulty,
come up with the consensus for the establishment of
ICACSS in the near future.
Recognizing that the greatest advantage of ASMC or
Asian Steel Standards, it may be positively concluded
that once it is developed, it can be used, with theavailability of common basis or standards, for the easy
drafting of national codes conforming to international
standards, which makes the three Asian countries
become more competitive in international / Asian
construction markets, and may provide the three societies
with the vehicle driving for more close technicalcooperation and development of Asian steel industries.

3

I. Current Status of Design Codes for Structures in Korea

Design Code for Highway Bridges

Status of Korean Steel Codes andDevelopment of Asian Steel Code- approved by MOCT
- developed by KRTA (Korea Road & Transportation Association)- contains
1) General scope

Sang-Hyo Kim (Yonsei Univ.)
Young-Jong Kang (Korea Univ.)
Kyong-Ho Chang (Chung-Ang Univ.)2) Loads and others
3) Steel bridges (ASD)
4) Concrete bridges (Strength Design)5) Substructures
6) Seismic Design

KSSC

D LRFD Code- Developed in 1996, MOCTACECC Workshop on Harmonization of Design Codes in the Asian Region
November 4, 2006

- practically not in use

Taiwan1

Nov. 4. 2006 ACECC Workshop on Harmonization of Design Codes in the Asian Region

I. Current Status of Design Codes for Structures in Korea- AASHTO-LRFD: first being used for Incheon Grand Bridge
2

I. Current Status of Design Codes for Structures in Korea

Design Code for Concrete Structures

Design Code for Buildings- LRFD- approved by MOCT

- approved by MOCT- Steel Building(LRFD) by KSSC and AIK (Architectural Institute of Korea)- developed by KCI (Korea Concrete Institute)- Concrete Building(LRFD) by KCI and AIK

Design Code for Railway Bridges

Design Code for Steel Structures- ASD- approved by MOCT

- approved by MOCT

- developed by KSSC (Korean Society of Steel Construction)- developed by KSSC and KSCE (Steel Bridges)- based on Allowable Stress Design

3

Nov. 4. 2006 ACECC Workshop on Harmonization of Design Codes in the Asian Region

II. Development of New Design Codes

Nov. 4. 2006 ACECC Workshop on Harmonization of Design Codes in the Asian Region

KCI and KSCE (Concrete Bridges)

4

Nov. 4. 2006 ACECC Workshop on Harmonization of Design Codes in the Asian Region

III. Code Harmonization in the Asian Region- Steel Structures -Demand on LRFD codes for highway and railway bridges• Most international bidding of construction
projects in Asian market require internationallyapproved codes and standards.

Demand on Performance-based design codes- starts a preliminary research project to develop a design guideline
supported by MOCT (2006. 10 ~ 2009. 10)- proposed a RFP to develop a performance-based design code forsteel highway bridges (5 years project)

5Nov. 4. 2006 ACECC Workshop on Harmonization of Design Codes in the Asian Region

6

Nov. 4. 2006 ACECC Workshop on Harmonization of Design Codes in the Asian Region

Appendix A (1/2)

Appendix A.
Country

Project

Material Standard

Design Standard• • • •• •• • ••••••••••••••••••••• •• • • • • •• •• • • • • •• • •• • • • • • ••• ••••• •• • • • • • • • • •••••••••••• •• • • • • •• •• • • • • ••• • •• • • • • •• • • • • •• • •• •• • ••••••••••••••••••••••••••• • • • • • •• • • • • • • • • •Construction Company•• • ••• • •Country•• • •

Project• • • ••• • • • • • •Design Standard

• •••

• •••

• • • • • • ••••••••

• •••

• •••

• • • • • • ••••••••• •••• •• • • • • •• • • • ••• •• • •• • • • • • • • • • • • •Period• •• •• • • •• •• • ••••••••••••••••••••••••••••

Construction Company• • • ••• • • • • • •• •• • • • • •• •• • • • • ••• • •

Saudi Arabia

Olefins and Benzene Plant

98-2000

ASTM

AISC

Daelim•• • • • • • •• • • • • • • • • •• • •• • • •• ••• ••• • • • ••• • •• •• •• • ••••••••••••••••••••••••••••••••••••••••• •• • • • • •• •• • • • • ••• • •

Singapore

Capital tower

97-2000

ASTM

BSSsangyong•• • • • • • •• • • • • • • • • •••••••••••• •• • • • • •• •• • • • • ••• • •

Singapore

Sun Tec City

BS

Hyundai• • • ••• • • • • • • • • • • • • • • • • • •••••••••••• • •• • • ••• • ••• • •• •• • •••••••••••••••••••••• •• • • • • •• •• • • • • ••• • •

Singapore

Capital tower

97-2000

ASTM

BSSsangyong

TaiwanAroma Plant

98-2000

ASTM

AISC

Daelim• • • •• • •• •• •• • ••••••••••••••••• • • • • • •• • • • • • • • • •• • • •••• • •• ••••••••••••••••••••••• •• • • • • •• •••••••••••••• •• • • • • •• •• • • • • •• • • ••• • • • • • •• • • •• •• • • • • •• • •• •• • •••••••••••••••••••••• • • • • • • • • • • • • • • • •••• ••• • • • • • • • • • • •• ••• • • • • •• • • ••• • • • • • ••• • • • • • •• • • • • • • • • •• • • •• • • •• •• •• • ••••••••••••••••••• • • • • •••• • • • • •• • • • • •• •• •• •• • •• •• •• • •••••••••••••••••••••••••••••••••

TaiwanCogeneration Power Plant

98-2000

ASTM

AISC

DaelimH2S Removal Plant

92-94

ASTM

AISC

SK

Thailand

Aromatics & Reformer

94-97

ASTM

AISC

SK

ThailandMarine Terminal Expansion

93-94

ASTM

AISC

SK

Thailand

Lube Base Oil

96-98

ASTM

AISC

SK

• • • ••• • • • • • •Thailand

Sriacha Petroleum Extension Project

91-92

ASTM

AISC

SK

• • • ••• • • • • • •ThailandRayong Tank Rerminal Map Ta Phut

97-98

ASTM

AISC

SK

96-98

ASTM

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Thailand• •• • • • • •• •• • • • • •91-97• ••• • • • • • • • • • • • • • •• •• • • • • •• • ••••• • •• • • • • • • • • • • • • • •• •••• • • • • • ••••••••• •• • • • • •• •• • • • • •ThailandSulfuric Acid Plant

AISC

SK

VietnamPOSLILAMA Steel Plant

95-96

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AISC

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93-95

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VietnamDiamond plaza

95-99

KS

AISC

POSCO

•• • •• • • ••• • • • • • •Nov. 4. 2006 ACECC Workshop on Harmonization of Design Codes in the Asian Region

III. Code Harminization in the Asian Region- Steel Structures -8• The competition with concrete construction isgetting higher in construction market.

the local natural conditions, socio-culturalenvironment, technology, and workmanship in
the Asian region.

• In order to compete with concrete construction
and share the construction market in Asian
countries, more advanced, unified, globally
acceptable codes and standards – a common
performance-based standards – for steel
construction is urgently required because the AsianConcrete Model Code based on the performancebased design has been developed already.

• The need of Asian Steel Code is widely

recognized to provide the basis for common
standards for steel construction industry in Asia.

Nov. 4. 2006 ACECC Workshop on Harmonization of Design Codes in the Asian Region

III. Code Harminization in the Asian Region- Steel Structures -Nov. 4. 2006 ACECC Workshop on Harmonization of Design Codes in the Asian Region

III. Code Harminization in the Asian Region- Steel Structures -• However, the international codes do not reflect

9

Material Standard• • • • • • •• ••• • • • • • • • • • • • • • • • • • • • • • • • • •• • •• • • •• • • • • • • ••••• • •• • • • •• • •• • • • ••• • •• • •• •• • •••••••••••••••••••••••••••••••••••••••••• • •• • • •• • • • • • • • ••• •• ••••••• • • • • • •• • • •• •• •• • •• • • • • • • • • • • • • • • • • • •• •• • ••• • • • • • •• • • • • • • • • •7Period• • •• • • • • • •Appendix A (2/2)

Appendix A.

10Nov. 4. 2006 ACECC Workshop on Harmonization of Design Codes in the Asian Region

III. Code Harminization in the Asian Region- Steel Structures Table 1. Crude steel production statistics-Asia

Who develop the Asian Steel Code?

(2002~2005, Unit : 1,000 Metric tones)

Country

2002

2003

2004

2005

Indonesia

2,462

2,042

2,412

2,800
6,300

Malaysia

4,722

3,960

5,698

Australia

7,527

7,544

7,414

7,757

India

28,814

31,77932,62638,083

Korea

45,39045,31047,52147,820Japan

107,745

110,511

112,718

112,471

China

182,249

222,413

280,486

349,362

Taiwan18,23018,832

19,59818,567* Source: International Iron and Steel Institute (IISI)
11

Nov. 4. 2006 ACECC Workshop on Harmonization of Design Codes in the Asian Region

12

Nov. 4. 2006 ACECC Workshop on Harmonization of Design Codes in the Asian Region

III. Code Harminization in the Asian Region- Steel Structures -III. Code Harminization in the Asian Region- Steel Structures -• Asian Concrete Model Code (ACMC 2001) has
been developed by International Committee on
Concrete Model Code (ICCMC), whose members
are representatives from 13 Asian countries
and Australia.

• International Committee on Asian Code for Steel
Structures (ICACSS), needs to be established,
as soon as possible, in order to implement theroad map for further research and development
as well as code writing works.

y 7 professional organizations in Asian countries
support the development of ACMC 2001:
China – Japan – Korea, India, Indonesia,
Philippines, SriLanka.
13

Nov. 4. 2006 ACECC Workshop on Harmonization of Design Codes in the Asian Region

III. Code Harminization in the Asian Region- Current State of Progress for Asian Steel Code -14

Nov. 4. 2006 ACECC Workshop on Harmonization of Design Codes in the Asian Region

III. Code Harminization in the Asian Region- Current State of Progress for Asian Steel Code -y During PSSC98 held in Seoul, the first informal
talk was initiated by Prof. Fukumoto about thenecessity for organizing the ICACSS (International
Committee on Asian Code of Steel Structures)and the need to have further talk.

• 2nd formal meeting on Asian Steel Code during
the 8th C-J-K symposium on Structural Steel
Construction in Seoul, Oct. 2005.

• No agreement on further talks on Asian Steel Code.
y The first official meeting on ICACSS was heldin Tokyo, June 2000, by the International
Committee of JSSC under the leadership ofProf. Gato, Prof. Fukumoto, and Prof.Takanashi.
15

Nov. 4. 2006 ACECC Workshop on Harmonization of Design Codes in the Asian Region

16

Nov. 4. 2006 ACECC Workshop on Harmonization of Design Codes in the Asian Region

ACECC Workshop on Harmonization of Design Codes in the Asian Region
Nov. 4, 2006, Taipei, Taiwan

Developing A Modern Design Code for Steel and Composite
Construction in Asia
K. F. Chung
Department of Civil and Structural Engineering
The Hong Kong Polytechnic University, Hong Kong SAR, China

ABSTRACT
Globalization is surely affecting us in various walks of life these days. In the construction industry
nowadays, it is very trendy for engineers to think and talk about international professionalrecognition, worldwide consultancy service, and regional if not global codes of practice. It is wellknown among those of us in the construction industry that the highly acclaimed Structural Eurocodes
have been officially published in the last few years, and they are expected to be adopted throughout
all the European countries as definitive technical documents on the design and construction ofbuildings and bridges. In the last couples of years, similar code developments are engaged in many
parts of the world, including a number of countries in the North America as well as in Asia.
This paper aims to present various key issues towards the development of a modern designcode for steel and composite construction in Asia as an attempt to examine the huge opportunities
offered in a regional code for Asia. Experiences are drawn from the recent drafting of the Hong
Kong Steel Code which is compiled by a joint venture between academics and engineers over a
period of two and a half years. As the situations of steel and composite building construction in
Hong Kong are widely shared among the neighbouring countries, similar courses of action arerecommended to increase both the efficiency and the competitiveness of the construction industry in
the region.
KEYWORDS
Globalization, Construction, Codification, Steel and Composite Structures, Performance-based
design1

INTRODUCTION

Globalization is surely affecting us in various walks of life these days. After decades ofinfrastructure construction and technological advances in transportation, aviation as well as
electronic superhighways, the world is ‘flat’. Hokkaido, Xian, Bangkok, Perth and Kular Lumpur
are neighbours in a real and practical sense. We all live in a global village.
In the construction industry nowadays, it is very trendy for engineers to think and talk about
international professional recognition, worldwide consultancy service, and regional if not global
codes of practice. In the last century, people considered hardship to leave home for work as they
anticipate complete isolation from their families and folks for months if not years. Nowadays,
people travel light and afar. They communicate through e-mails and cellular phones all over theworld.
In the construction industry, it is a very common scene for a Japanese contractor to work in
Dubai for a Chinese construction project led by an American Architect and designed by a group of
Singapore and Hong Kong engineers, using many constructional materials and building products
shipped from all over the world: Australia, Belgium, and South Africa. Many workers are Koreans!
1The world has truly evolved into a place that globalization has already in full swing, shaping ouroutlook and aspiration.
It is well known to many of us that the highly acclaimed Structural Eurocodes have been
officially published in the last few years after a couple of decades of drafting, development and trial
applications. The Structural Eurocodes are expected to be adopted throughout all the European
countries, and they serve as important technical documents for harmonization of the design andconstruction requirements in the European countries. Similar code developments are found in many
parts of the world, such as the design code for cold formed steel structures in the North America as
well as the model concrete code in Asia. More recently, there are notably a number of codification
activities in several countries in Asia on steel and composite construction: Japan on steel bridges,
Hong Kong on steel and composite buildings, Thailand on structural steel design. Moreover, both
Singapore and Malaysia are heavily engaged into the exploration of new direction of their steel
construction industries into the next decades.
2

HARMONIZED CODIFICATION

It is interesting to note that there is actually a complete change of attitude towards harmonized
codification over the past few decades. In the early days of Eurocodes, there were actuallyconsiderable resistances towards the development of a single set of documents of codes of practice
to be adopted throughout Europe. While some people concerned about the invasion of foreigncompetitors, many people simply failed to comprehend the huge opportunities which came alongwith the possible threats. As expected, agreements and consensus during code development did notcome naturally either, and a great deal of efforts was spent in proposing suitable design rules as well
as re-formulating design expressions into a consistent format. The situations were further
complicated in certain cases in which only limited relevant test data were available, or several
established but distinctive design methods were widely adopted in different countries.
However, nowadays, the general responses to harmonised codification are very positive, andthis may be explained by the following observations. Firstly, the fundamental concepts ofharmonised codification have been firmly established after many years of design development byengineers, researchers and code drafters. These concepts have been widely publicized in theliterature, and they are readily adopted in subsequent design development progressively in the lasttwo decades. Secondly, the modern design philosophy, namely, the limit state design, is widelyadopted, and many design methods with rational basis rather than empirical expressions areavailable. This greatly facilitates re-formulation of these design methods into a consist format, if
needed. Thirdly, modern design tools including rational design procedures, design rules with highly
involved mathematics, and integrated analysis and design methods with finite element modellingdemand the design methods to be completely rational.
In general, both the technical expertise and the resources available during the preparation of
relevant background documents are often found to be instrumental to the code drafting anddeveloping process.
3

MODERN DESIGN CODIFICATION

A review on the composition of many modern structural design codes reveals a typical layout asfollows:a) Materials• Physical, chemical and mechanical properties• Requirements on structural performanceb) Sections and dimensions• Typical shapes and sizes, limiting dimensions and scope of applicationsc) Section capacities• Section capacities under single actions• Section capacities under combined actions2d) Member resistances• Member resistances under single actions• Member resistances under combined actionse) System behaviourf) Connection design• Force analysis methods• Basic resistances of fasteners, fixings and connectors• Detailing rules
All these sections are considered to be essential for effective control on the design of a structure, andthe given layout is considered to be a simple, effective, and structured arrangement to assist a
structural engineer to perform his design in practice.
In general, a practical design code is expected to provide all key design requirements andconsiderations for a structural engineer to perform structural design. Moreover, proven design
methods are also provided to assist the structural engineer to justify structural adequacy of astructure in a professional manner. In practice, the design code is considered to be a legal document
for the structural engineer in many incidents to perform his statutory duty to his client as well as to
the regulatory authority. Consequently, the design clauses in the code are often written andcompiled in a prescriptive approach, i.e. everything is spelled out with every use cautioned andevery limit defined. While the majority of the design clauses are well controlled, there are occasions
that the design becomes grossly conservative or things become unnecessarily complicated wheninterpretation between the lines of the design clauses is required, or the design is operating beyond
the intended use of the design clauses. Hence, the prescriptive approach is generally considered tobe restrictive, and little information is provided once the limits of the design clauses are crossed.
With recent advances in design development of structural design codes, performance-based
approach should be considered as a major advancement which enables and promotes rational design
and analysis on the structural behaviour of a structure, providing both guidance and comprehension
during design. In general, the design method in a modern design-friendly code is formulated in sucha way that a structural engineer is able to perform the design with comprehension on its principles
when working through the design procedures. The design procedures are complied in a fashion thatthe structural engineer is able to make choices on the calculation efforts he is prepared to giveagainst the structural accuracy and economy of the structure he requires. Moreover, he should be
able to decide whether it is sufficient to adopt simple and conservative data, or it is necessary toevaluate specific design parameters precisely according to the situation he is dealing with. When the
structural engineer is making choices and decisions as the design proceeds, he is able to control thedesign more rationally, engineering not just the final product, but also the design process.
With the wealth of technological knows-how available in the international communities ofstructural engineering, it is the right time now to exploit the enormous advantages offered by theperformance-based approach to capture the research findings of many researchers all over the world,
and to compile all the design information in a consistent and user-friendly format which go beyond
geographical barriers.
4

GENERALIZED DESIGN RULES

It is very interesting to review the development of a number of national steel codes, and to examinesome of the design methods and clauses which have evolved over the years; an illustration on
member buckling check is given below. It is about to see how the use of the slenderness of amember which is a structural parameter derived from structural mechanics against elastic buckling
facilitate ensures simple and direct evaluation of member resistances for hot rolled steel columns andbeams, cold formed steel columns and beams, as well as composite columns.

3

4.1

Member Buckling Check of Hot-rolled Steel Sections in British Steel Codes

Consider the member buckling check in the British Steel Code BS449 or BS5950 (BSI, 1985; BSI,
1990; BSI, 2000). For a column susceptible to axial buckling, the slenderness of the column, λ, hasbeen established for many years, and it is defined as follows:
λ

=

Le
ry

Le

is the effective length of the column, depending on its restraining conditions in both
directions; andis the radius of gyration of the cross-section of the column, depending on crosssection geometry.

(1)

where
ry

It should be noted that λ is an important structural parameter of a column which is a direct measureof the tendency of the column undergoing elastic buckling. Through a non-linear interaction curve,
which is commonly referred as the Perry-Robertson formula, the effect of axial buckling in a realcolumn is expressed as a reduction in its design strength from its yield value, i.e. a compressive
strength. The compressive strength of a real column with material and geometrical initial
imperfection is readily obtained through a specific column buckling curve after considering material
yielding and geometrical instability. It should be noted that based on the section shapes and sizes aswell as the bending axes during buckling of the columns, a total of four column buckling curves are
established after careful calibration against test data. For columns with fabricated sections made of
thick steel plates, the design methodology is the same although the design yield strengths of thecolumns should be reduced by 20 N/mm2 to allow for the presence of high residual stresses due towelding.
For a beam susceptible to lateral buckling, an equivalent slenderness of the beam, λLT , isdevised, and it is defined as follows:
λLT

=

uvλ

(2)

where u and v are secondary section properties of the beam related to lateral bending andtorsion.
The adoption of the equivalent slenderness of the beam is a good example of harmonized
codification, and both the design parameters, u and v, may be considered to be correction factors
which enable lateral buckling check of a beam to be performed in a way very similar to axial
buckling check of a column. Hence, the effect of lateral buckling in a real beam is expressed as a
reduction in its design strength from its yield value, i.e. a bending strength. The bending strength ofa real beam with material and geometrical initial imperfection is readily obtained after considering
material yielding and geometrical instability. It should be noted that there is only one beam
buckling curve in BS5950 while different design coefficients are adopted for hot rolled andfabricated beam sections. For standardized steel sections, tabulated values of u and v are readilyfound in section dimensions and properties tables.
Hence, it is demonstrated that in both buckling checks of columns and beams, the design
methods are considered to be highly structured and rationally, and all design parameters andcoefficients are derived explicitly with analytical formulation. However, it should be noted that thestructural adequacy and economy of the design methods often hinge on one single value, theeffective length of the member. Up to the very presence, there is still little or no effective means to
examine the buckling behaviour of a particular member in a structure except through advanced finite
element modelling, and the determination of the effective length of the member, and hence, themember slenderness, remains largely empirical.
44.2

Member Buckling Check of Cold-formed Steel Sections

In order to adopt harmonized codification, both buckling checks of cold formed steel columns andbeams (BSI, 1987; BSI, 1998) are formulated in a way very similar to those of hot rolled steel
sections. Hence, the effects of member buckling in real columns and beams are expressed as
reduction in their design strength from their yield values, i.e. compressive and bending strengths
respectively. Local buckling in cold formed steel members is, however, allowed for through the
adoption of effective cross-sections, and no interaction between local buckling in flat plate elementsof a cross-section and overall bucking with different buckling mode shapes in a member are
considered at all. It should be noted that there is only one buckling curve for columns and also one
buckling curve for beams.
4.3

Member Buckling Check in European Codes

It is interesting to note that the harmonized design checks for both axial and lateral buckling of steel
members given in BS5950 have been adopted in Eurocode 3 (BSI, 2003) with different formulation.
The design rules are re-formulated in such a way that the effects of member buckling in real steel
columns and beams are expressed as reduction to the basic section capacities of the members, i.e.
strength reduction factors, χc and χb , to the axial compression capacities and the moment capacitiesof the members respectively. Moreover, modified slenderness ratios are adopted, and they aredefined as follows:
λ

=

λ
λY

or

Pc
Pcr

for axial buckling of columns

(3)

λ LT

=

λ LT
λY

or

Mc
Mcr

for lateral buckling of beams

(4)

λY

is a material parameter given by:

and

where

=
E
py
Pc
Pcr

I
Le
Mc
Mcr

π

E
;
py

is the elastic modulus of steel;is the design yield strength of steel;is the section capacity of the column;
is the elastic critical buckling resistance of the column;
EI= π2 2Leis the second moment of area of the cross-section of the column;
is the effective system length;
is the moment capacity of the beam; andis the elastic critical buckling moment resistance of the beam

It should be noted that the modified slenderness ratio is defined either as a ratio of the geometrical
slenderness to the material parameter of the member, or a ratio of the square root of the section
capacity of the member to its corresponding elastic critical buckling resistance. Hence, the design
methods are “normalized” against the mechanical properties of the members, and they are equallyapplicable to other materials, such as metal and timber structures, provided that calibration against
geometrical and mechanical initial imperfections has been performed. There are five different
buckling curves for columns while four for beams, and the selection depends on the section types
and sizes, and bending axes, if applicable.
54.4

Member Buckling of Composite Columns

For composite columns with concrete encased H sections or concrete in-filled hollow sections, thesame design methodology has been adopted in Eurocode 4 (BSI, 2004), and the axial buckling
resistances of the composite columns are based on the modified slenderness ratio which is defined asfollows:
λwhere Pc
Pcp,cr(EI)cp
Le=

Pcp
Pcp, cr(5)is the section capacity of the composite column, and it is equal to the sum of thesection capacities of individual components: concrete core, steel section and steel
reinforcement;is the elastic axial buckling resistance of the composite column;(EI)cp= π22
Leis the effective flexural rigidity of the composite column, and it is equal to the sumof the effective flexural rigidities of individual components: concrete core, steel
section and steel reinforcement; andis the effective system length.

Hence, the effect of axial buckling in real composite columns is expressed as reduction to the basic
section capacities of the members, i.e. a strength reduction factor, χc , to the compression capacitiesof the composite cross-sections of the columns. There are three different column buckling curves,and the selection depends on the section types and the bending axes.
Consequently, it is demonstrated that by adopting the same design methodology, i.e. aslenderness ratio of a member or its associated resistance ratio, the effect of buckling is readily
expressed as a strength reduction factor to either the section capacity or the member resistancethrough a non-linear interaction curve. The same methodology is shown to be highly satisfactorily
in hot rolled steel, cold formed steel as well as composite columns and beams. Moreover, theadoption of different buckling curves enables wide coverage of cross-sections of different shapes
and sizes as well as bending axes when the members buckle. It should be noted that whileharmonized codification is highly satisfactorily in member buckling as well as section capacities
under combined actions, there are certainly room for improvement in other areas, for examples,
slender beam-columns under combined compression and bending.
5

DEVELOPMENT OF THE HONG KONG STEEL CODE

The historical background of the codes of practice and the regulatory control for the construction ofsteel structures in Hong Kong were initially derived from the London By-laws and then BS 449.
The first limit state steel code BS5950:1985 was hardly used in Hong Kong as the Buildings
Authority of the Government of Hong Kong published its own steel code based on permissible stressdesign philosophy in 1987. The subsequent revisions of BS5950: 1990 and BS59590: 2000 were
well received in Hong Kong, and they are commonly used in the design of both temporary andpermanent structures.
In recognition of the stated aim of the Government of the Hong Kong Special Administrative
Region to develop a technologically driven and knowledge based society in 2000, the Buildings
Department commissioned a number of consultancy studies to produce codes of practice for the local
construction industry: the Concrete Code, the Precast Concrete Code, the Wind Loading Code, theFoundation Code, the Demolition Code, as well as the Loading Code.
In October 2002, the Buildings Department promulgated a consultancy study entitled“Structural Use of Steel using Limit State Approach”. After formal tendering, the consultancy study6was awarded to a joint venture formed between Ove Arup & Partners Hong Kong Limited and The
Hong Kong Polytechnic University in February 2003. It was required to deliver a technologicallyadvanced and yet concise single volume document for the construction industry in Hong Kong andthe Region, covering various aspects of analysis, design, fabrication and construction of steel andcomposite structures. The project was completed within two and a half years.
The Code is intended to encourage the effective use of structural steel in both steel andcomposite structures based on worldwide best practice and design philosophies presented in various
national codes. With the help of an International Advisory Committee which comprises ofprominent academics, researchers and engineers worldwide, the Code is able to present modern
design methodologies for steel and composite structures with coordinated formulation. Moreover,the design methods are presented in consistent formats which are found to be user-friendly among
practitioners. Specific guidance is also given in the Code to cover a number of important topics on
high-rise buildings.
In order to provide a platform for technical exchanges on various key issues on steel andcomposite construction between international code developers and the project team members,international symposia as well as special sessions in international conferences were organized andparticipated:• International Symposium on Worldwide Codified Design and Technology in Steel Structures,
9 – 10 February 2004, Hong Kong SAR, China• International Conference on Steel and Composite Structures, 2 – 4 September 2004, Seoul,
Korea• International Symposium on Cold formed Metal Structures, 10 December 2004, Hong Kong
SAR, China• International Conference on Advances in Steel Structures, 13 – 15 June 2005, Shanghai,
China• Second International Symposium on Worldwide Codified Design and Technology in Steel
Structures, 17 -18 June 2005, Hong Kong SAR, China• International Symposium on Advances in Steel and Composite Structures, 2 December 2005,
Hong Kong SAR, China• Second International Symposium on Recent Developments on Fire Protection in Structures,
12 January 2006, Hong Kong SAR, China• International Symposium on Worldwide Trends and Development in Codified Design ofSteel Structures, 2 – 3 October 2006, Singapore, and 5 – 6 October 2006, Kuala Lumpur,
Malaysia• Second International Symposium on Cold formed Metal Structures, 8 December 2006, Hong
Kong SAR, China
Moreover, as it was extremely important for the local construction industry to participate in the code
drafting process, a number of industry-wide consultation meetings were held during the project
period, and the project team was able to present various parts of the draft code to all stakeholders inorder to proactively solicit their supports and contributions.
The Code was officially published in August 2005 (Buildings Department, 2005), and thecomplete document is available for free download in the official web-site of the Buildings
Department of the Government of Hong Kong SAR (http://www.bd.gov.hk).
6

DEVELOPING A MODERN STEEL CODE IN ASIA

During the compilation of the Hong Kong Steel Code, the following observations are made which
may be considered as useful guidelines in developing a national steel code or even a regional steel
code in Asia.

7

6.1

Concrete as The Industry Norm

Concrete has long been widely used in building construction, and the construction industry isdeveloped in such a way that many aspects of design and construction activities fit in very well withthe use of concrete. Hence, concrete is generally regarded as the norm, i.e. simple andstraightforward.
However, steel construction has a very different set of design and construction activities
which is generally different from those of concrete construction. As steel structures are slender
structures when compared with their concrete counterparts, various important design issues on theirstructural behaviour such as member buckling, excessive deformation and responses to fire should
be considered. Moreover, it should be noted that steel construction is basically a form of
prefabricated construction which replies heavily on site assembly of structural members throughbolts or welding. Hence, different skills are needed in the complete production cycle: fabrication
drawings, material procurement, shop fabrication, delivery, site installation, welding, corrosion andfire protection, inspection…etc. Many skilled workmen with different expertise are required on site,
and guidance on established and preferred construction practice is highly desirable.
6.2

Co-ordinated Code of Practice with Consistent Methodologies

It is very important to disseminate all these technical information on the design and construction
activities of steel construction in a co-ordinated code of practice with consistent methodologies toeverybody in the construction industry: designers, independent checkers, regulatory authorities,
construction personnel, third party inspection and quality control personnel. In the absence of such a
code of practice, there will be many competing design methods and practice with different
methodologies and limits of applications ready for adoption in the construction industry, leading tofrustration, abortive work, as well as loss of efficiency and competitiveness.
In general, such a code is warmly welcomed by the construction industry, as many players in
the construction industry will be benefited from the code, and probably all players will be in the longrun. Moreover, it is very important to hold high-level consultation regularly with the constructionindustry: government departments, professional bodies, academic institutions, and specialist groups.
Although they are the end-users of the code, they should be part of the drafting process,commending or criticizing the drafts as well as shaping the code into an industry-friendly document.
6.3

Development for and from The Industry

Any code of practice should be developed alongside with the current practice of the industry. This isdefinitely no exception for a steel code. It will be much easier to improve and expound the current
practice, rather than introduce something totally new and different. A steep learning curve on steel
construction will have direct impact on the construction industry, and people will simply shy awayfrom the change, and move on with concrete. In reality, a successful implementation of a new code
is believed to reply largely on the current technical levels of the local industry while advances insteel construction should be introduced to the local construction industry at a staged manner.
Moreover, it will be interesting to realize that many sectors of the construction industry havecompiled a set of technical documents which fit well into their local context for their own use, suchas steel building products supply, steel fabrication, welding and non-destructive tests. It will be
extremely helpful to involve them and seek their active contribution at the initial phrase of the code
drafting in order to avoid disappointment, or major embarrassment at a later stage.
6.4

Harmonization on Material Supply

One of the major driving forces for regional harmonized codification is the material supply. Unlike
the concrete construction in which local materials are often employed, steel building products areinternational trades, and they are shipped all over the world for construction. With the advances in8material technology and product developments in many parts of the world, a lot of building products
which are developed under a specific national code are often sold to foreign countries with different
design requirements and considerations. In order to justify local use of overseas building products, agreat deal of effort is needed to re-design and re-test the products according to local conditions andpractice. As a whole, this is a very expensive process as it tends to happen many times in theconstruction industry. A regional harmonized codification will be able to improve the situation
greatly as any product re-development will be applicable to the region rather than merely to a single
country.
6.5

International Advisory Committee

It will be highly beneficial to establish an International Advisory Committee which comprises ofprominent academics, researchers and engineers worldwide. This will be one of the most important
technical resources to ensure assess and integration to both the modern design methodologies andthe latest international trends of codification.
7

A MODERN STEEL CODE FOR ASIA

Some essential aspects of a modern design code for Asia (Chung, 2006) are highlighted for generalconsideration.
7.1

Cross-referencing of Material Requirements

Due to the diversity of material sources of foreign steel building products, it is often necessary torefer to their respective national material codes. While this may be very straightforward in the
majority of incidents, it may turn into a major operation if the materials do not come from the ‘usual
sources’. In a steel design code, while it is customary to simply cross-referencing to specific clausesof a material code, it will be extremely helpful to quote directly the specific technical requirements.
In general, this will give a better picture to everybody involved about what is really required
technically, i.e. all the material requirements should be written in a performance-based approach.
Hence, the approach allows justifications to these requirements to be provided in a technical basis.
It should be noted that due to the complexity of steel construction, and the large number ofdifferent materials, structural sections, components and fasteners involved in steel and composite
structures, the compilation of a chapter on material requirements is a major undertaking. It isinteresting to note that this chapter will likely be the most ‘wanted’ document as such information isdesperately needed in the construction industry.
7.2

Harmonized Codification for Hot-rolled Steel, Cold-formed Steel and Composite Structures

It will be highly desirable to adopt harmonized codification for hot rolled steel, cold formed steel
and composite structures as far as technically feasible as this will simplify the overall design
procedures in practice. It will also greatly facilitate both the learning and the application processesof these design methods as it is only necessary to get familiar with those rules with any one of thesematerials, probably those of steel structures.
In general, all the design clauses should be presented in a user-friendly manner to assist practicaluse. They should be arranged in line with regular design procedures: design strength, section
classification, section capacities, member resistances, system behaviour and connection design.
Design rules against both strength and stability should be rationalized, and design tables and chartsshould be provided.

9

7.3

Preferred Construction Practice

It is important to provide guidelines on preferred construction practice on both shop fabrication andsite activities. Moreover, details on quality control on steel and composite structures should be
provided, and reference to specialist documents will be highly beneficial.
8

CONCLUSIONS

Owing to rapid infrastructure developments in a number of cities and countries in Asia, there is agenuine need to develop a modern code on steel and composite buildings which is applicablethroughout Asia. In this paper, experiences are drawn from the recent drafting of the Hong Kong
Steel Code which is compiled by a joint venture between academics and engineers over a period of
two and a half years. In general, it is considered that the situations of the steel and composite
construction in Hong Kong are widely shared in the neighbouring countries, and similar courses ofaction are highly recommended to increase both the efficiency and the competitiveness of theconstruction industry in the region.
While the development of a regional steel code is a matter of codifying advanced steel
construction technology within the local context in Asia, it is also a matter beyond structural
engineering. The participation of professional institutions and government bodies in all the Asian
countries is instrumental for the successful compilation as well as the practical implementation of
the regional steel code. Nevertheless, a modern design code for steel and composite construction is
emerging in Asia in the 21st century, all depending on the availability of financial resources,
technical expertise as well as political will in order to accomplish the feat in good time.

REFERENCES
1. British Standards Institution (1985). BS5950 Structural use of steelwork in building. Part 1:
Code of practice for design in simple and continuous construction: hot rolled sections.
2. British Standards Institution (1990). BS5950 Structural use of steelwork in building. Part 1:
Code of practice for design in simple and continuous construction: hot rolled sections.
3. British Standards Institution (2000). BS5950 Structural use of steelwork in building. Part 1:
Code of practice for design of hot rolled and welded sections.
4. British Standards Institution (1987). BS5950 Structural use of steelwork in building. Part 5:
Code of practice for design of cold formed sections.
5. British Standards Institution (1998). BS5950 Structural use of steelwork in building. Part 5:
Code of practice for cold formed thin gauge sections.
6. British Standards Institution (2003). BS EN 1993-1-1: 2003 Eurocode 3: Design of steel
structures. Part 1.1: General rules and rules for buildings.
7. British Standards Institution (2004). BS EN 1994-1-1: 2004 Eurocode 4: Design of composite
steel and concrete structures. Part 1.1: General rules and rules for buildings.
8. Buildings Department, the Government of Hong Kong SAR (2005). Code of Practice for the
Structural Use of Steel.
9. Chung, K F 2006, ‘Developing a performance-based design code for steel and composite
structures in Asia’, Proceedings of International Symposium on Worldwide Trends andDevelopment in Codified Design of Steel Structures 2006. Association of Consulting Engineers
Malaysia, edited by L M Wong, T K Sooi and S P Chiew, pp. 35-45.

10

ACECC Workshop on
Harmonization of Design Codes in Asian Region
November 4, 2006, Taipei, Taiwan

Geotechnical standards in Hong Kong
L. M. Mak
President, Hong Kong Geotechnical Society(This paper has been prepared based on the paper prepared by Pun, et al (2006) on the same topic forInternational Symposium on New Generation Design Codes for Geotechnical Engineering Practice,
November 2 and 3, 2006, Taipei, Taiwan)

1.

INTRODUCTION

Hong Kong has a very hilly terrain as shown in Figure 1 below. After the war, Hong Kong has
experienced rapid economic growth, together with extensive civil engineering and building works.
This resulted in the formation of a considerable number of man-made slopes and retaining walls inthe dense urban environment. Before 1977, slopes and walls were designed and formed by the rulesof thumb. So the slopes and walls on such hilly terrain were prone to landslides during seasonal
tropical rainstorms.

Figure 1 – Hilly terrain and concentrated developments in Hong Kong
The 18th June 1972 must be the darkest day in the landslide history of Hong Kong. Tragedies
struck one after another. The first occurred in the afternoon on a fill slope in Sau Mau Ping afterdays of heavy rain. 78 squatter huts were buried and 67 people were killed. Natural disasters makeno distinction between rich and poor. In the evening on the same day, another landslide occurred at
Po Shan Road in the mid-levels. A 12-storey apartment building was completely knocked down by
the landslide debris, killing 71 people. Four years later in 1976, a fill slope behind Sau Mau Ping
Estate collapsed during heavy rain. The landslide debris poured into the lower floors of Block 9 asshown in the photo, killing 18 people.
These three fatal landslides in the 1972 and 1976 resulted in a very great loss of life and property.
So in 1977, the Hong Kong Government set up the Geotechnical Control Office to deal with slope
safety problems in the territory. The GCO was renamed to the Geotechnical Engineering Office, i.e.
GEO, in 1992 and is now under the Civil Engineering and Development Department of the Hong
Kong SAR Government. The primary responsibilities of the GEO are setting geotechnical standards,
exercising geotechnical control, upgrading sub-standard slopes and providing public education on
slope safety.

1

Since its establishment, the GEO has strived to ensure the highest standard of slope safety in
Hong Kong. The successful results can be reflected in this slide in the drastic drop in the landslide
fatality rate since the GEO was formed in 1977.

2.

SETTING OF GEOTECHNICAL STANDARDS IN HONG KONG

2.1 Setting Standards
An important function of the GEO is setting
geotechnical standards. Since its establishment, the
GEO has produced many publications covering a wide
range of geotechnical engineering topics. The morecomprehensive ones are called Manuals, Geoguides andGeospecs (Table 1). The main objective of publishingthese documents is to allow the profession to use aseries of common, up-to-date and comprehensive
geotechnical standards which are appropriate to Hong
Kong conditions. The documents present recommended
standard of good practice for various geotechnicalactivities.
Table 1: List of Manuals, Geoguides and Geospecs

Figure 2 - Some publications by the GEO

Manuals:
Geotechnical Manual for Slopes, 2nd edition
Highway Slope Manual
Geoguides:
Geoguide 1: Guide to Retaining Wall Design, 2nd edition
Geoguide 2: Guide to Site Investigation
Geoguide 3: Guide to Rock and Soil Descriptions
Geoguide 4: Guide to Cavern Engineering
Geoguide 5: Guide to Slope Maintenance, 3rd edition
Geoguide 6: Guide to Reinforced Fill Structure and Slope Design
Geospecs:
Geospec 1: Model Specification for Prestressed Ground Anchors
Geospec 3: Model Specification for Soil Testing
Apart from the above, the GEO has also published other documents series. They document resultsof comprehensive literature reviews, or generally present results pf applied researches and studies.
Another series is theTechnical Guidance Notes.
Up to mid-2006, the GEO has released some 300 publications. A full list of GEO publications isavailable from the CEDD website (www.cedd.gov.hk).
2.2
Status of the Publications
Regarding the status of GEO’s publications, the prevailing government policy is that the details of allpermanent geotechnical works of public or private projects shall be submitted to the GEO forchecking or approval. The policy also stipulates that related activities, including investigations,designs and works, shall be carried out in accordance with the prevailing standards. A certain GEO
guidance documents are adopted as local geotechnical standards by the HK SAR Government.

2

The standards adopted for public development projects are generally also adopted for privatebuilding and civil engineering developments in Hong Kong. This is achieved through the Buildings
Ordinance (Law of Hong Kong – Chapter 123) and its related Regulations and Practice Notes.
2.3
Process of Production of Guidance Documents
The GEO prepares new standards and guidance documents as needed. In the process of producing
standards or documents, the GEO will benchmark against international geotechnical standards andadapt them in Hong Kong as appropriate. This is to suit local conditions, practice and environment.
Extensive consultation among practitioners is always carried out in the setting of geotechnicalstandards. This is to ensure that the document is considered a consensus document by interested
parties in Hong Kong.
3.

STANDARDS FOR DIFFERENT TYPES OF GEOTECHNICAL WORKS

Different design approaches have been adopted in Hong Kong for different types of geotechnicalworks. This is evolving to suit the local conditions and practices within each type of work.
Traditionally, all types of works are designed using the global factor of safety approach. But
developments in limit state design with the use of partial factor method has also been gaining
experience in Hong Kong. Let’s go through the design standards of some major geotechnical works.
3.1
Slopes Works
For slope works, the GEO first published the Geotechnical Manual for Slopes in 1979 and then asecond edition in 1984. The Manual gives guidance for the standard of practice for slope design andconstruction. The Highway Slope Manual published in 2000 further supplements the Geotechnical
Manual by giving a standard of good practice on highway slope engineering. The slope design
approach adopted by the Manuals is the theoretical global stability analysis based on limit
equilibrium methods. Minimum global factors of safety are stipulated for slopes of different
consequence categories. Also, slopes should be designed for the groundwater conditions that would
result from rainfall with a return period of 1 in 10 years.
3.2
Retaining Structures
The Geoguide 1 – Guide to Retaining Wall Design published in 1993 gives a standard of goodpractice for the design and construction of new permanent earth retaining wall. Besides, Geoguide 6– Guide to Reinforced Fill Structure and Slope Design published in 2002 provides a standard of goodpractice for the design and construction of new permanent reinforced fill structures and slopes.
Geoguide 1 – Guide to Retaining Wall Design (GEO, 1993) recommends a standard of goodpractice Both Geoguides 1 and 6 share the same design approach. It is to use limit state design
against the occurrence of different limit states. We generally focus on the Serviceability Limit Stateand the Ultimate Limit State. Then different partial factors of safety will be used for different typesof loadings and material parameters. As illustrated below, the partial factor at the Ultimate Limit
State for the dead weight and the drained shear strength of soil is 1.0 and 1.2 respectively. The factor
for the dead weight of the retaining wall is also 1.0. But the factor for surcharge will be 1.5 to caterfor more uncertainty. The design groundwater level should be based on the worst credible
groundwater conditions that will arise in extreme events.

3

Table 2: Minimum Partial Load and Material Factors for Use in Retaining Wall Design against
Ultimate Limit States
Loading/Material
Dead load due to weight of the retaining wall, soil, rock and water
Surcharge
Seismic load
Water pressure
Unit weight of soil, rock, water and structural material
Drained shear strength and base friction angle of soil
Undrained shear strength of soil
Shear strength of rock joint
Compressive strength of rock
Permeability of soil/rockPermeability of granular filter and drainage material

Partial Factor
1.0
1.5
1.0
1.0
1.0
1.2
2.0
1.2
2.0
1.0
10.0

3.3
Foundation Works
The Code of Practice for Foundation issued by the Buildings Department sets the standards andprovides guidelines on design and construction of foundations for private developments in HongKong. The GEO first published in 1996 a technical reference document on pile design in Hong Kong.
The second edition was published in 2006, i.e. GEO Publication 1/2006 – Foundation Design andConstruction. Piles are generally designed on the basis of an adequate global factor of safety against
ultimate failures of compression, tension and lateral resistance.
3.4
Temporary Excavation
For temporary excavation, GCO Publication 1/90 – Review of Design Methods for Excavations
presents a review of design of temporary excavation and lateral support systems in Hong Kong. The
Publication adopts the global factor of safety approach for the design of temporary excavation works
to guard the retaining structures against sliding, uplift and overturning.
On the other hand, the CIRIA Report No. C580 “Embedded retaining walls – guidance for
economic design”, published in 2003, gives a different design framework. They advocate soilstructure interaction analyses with the limit state partial factor method of design. Both design
approaches can be adopted for design of the temporary excavation and lateral support works in Hong
Kong.
3.5
Cavern Construction
There has been an increasing interest in Hong Kong in placing some facilities underground, e.g.
refuse transfer stations. So the GEO Geoguide 4 – Guide to Cavern Engineering recommends
standard of good practice for civil engineering aspects of rock caverns. The cavern design adopts
empirical methods with rock support assessment systems, e.g. Q-system or the Rock Mass Rating(RMR) Classification.
3.6
Reclamation
For Reclamation works, the Port Works Design Manual (CEO, 2002) gives guidance andrecommendations on reclamation design, covering design considerations, stability analysis,
settlement assessment and monitoring. The global factor of safety approach is used when designing
the foundation of marine works against slip failure.
3.7
Summary of Design Approaches
Different design approaches have been adopted in Hong Kong for different types of geotechnicalworks as described above. This is evolving to suit the local conditions and practices within each typeof the various geotechnical works. Traditionally, all types of works are designed using the global
4

factor of safety approach. Developments in limit state design with the use of partial factor method
has been gaining experience in Hong Kong.

4.

FURTHER STANDARDS AND GUIDELINES RELATED TO SLOPE ENGINEERING

Other than the basic standards documents mentioned above, the GEO has also produced a number of
guidance documents on specific subjects of geotechnical works. Geoguide 2 and Geoguide 3 present
recommended standard of good practice for site investigation and description of Hong Kong rocks
and soils respectively. Geospec 3 – Model Specifications for Soil Testing also gives therecommended standard methods for testing of soils in Hong Kong for civil engineering purposes.
Some examples of the further standards and guidelines related to slope engineering are given in
Table 3 and described below.
Table 3: Further Geotechnical Standards and Guidelines Related to Slope Engineering
Subjects
Site investigation

Titles of Publication
Geoguide 2 – Guide to Site Investigation
Geoguide 3 – Guide to Rock and Soil Description
TGN 3 – Use of Downhole Geophysical Methods in Identification of
Weak Layers in the GroundTGN 24 – Site Investigation for Tunnel WorksLaboratory testing
Geospec 3 – Model Specifications for Soil Testing
Prescriptive measures
GEO Report No. 56 – Application of Prescriptive Measure to Slopes
and Retaining Walls
TGN 9 – updating of GEO Report No. 56
TGN 13 – Guidelines on the Use of Prescriptive Measures for Rock Cut
SlopesTGN 17 – Prescriptive Soil Nail Design for Concrete and Masonry Retaining
Walls
Soil nailing
TGN 18 – Acceptance of Methods for Quality Control
TGN 19 – Installation of Soil Nails and Control of Grouting
TGN 21 – Design of Soil Nail Heads
TGN 23 – Good Practice in Design of Steel Soil Nails for Soil Cut Slopes
HKIE Publication on Soil Nails in Loose Fill Slopes: A Preliminary Study(Final Report)
GEO Report No. 133 – Non-destructive Test for Determining the Lengths of
Steel Soil Nails
Drainage
GEO Publication No. 1/93 – Review of Granular and Geotextile Filters
TGN 27 – Hydraulic Design of Stepped Channels on Slopes
Fill slope
TGN 7 – Fill Slope Recompaction – Investigation, Design and Construction
recompaction
Considerations
Slope maintenance
Geoguide 5 – Guide to Slope Maintenance
GEO Report No. 136 – Guidelines on Safe Access for Slope
Maintenance
Maintenance of waterCode of Practice on Inspection and Maintenance of Water Carrying
carrying services
Services Affecting Slopes
Natural terrain
GEO Report No. 75 – Landslides and Boulder Falls from Natural
Terrain : Interim Risk Guidelines
GEO Report No. 104 – Review of Natural Terrain Landslide Debris5

Landscaping

resisting Barrier Design
GEO Report No. 138 – Review of Natural Terrain Hazard Studies
TGN 22 – Guidelines on Geomorphological Mapping for Natural Terrain
Hazard Studies
GEO Publication 1/2000 – Technical Guidelines on Landscape
Treatment and Bio-engineering for Man-made Slopes and Retaining
Walls
TGN 20 – Updating of GEO Publication No. 1/2000

Proper slope maintenance is extremely vital to the continued stability of a slope. So the GEO
published Geoguide 5 – Guide to Slope Maintenance gives guidance to slope owners on goodpractice for slope maintenance. The guidance requires at least annual Routine MaintenanceInspections and five-yearly Engineer Inspections for Maintenance by professional geotechnicalengineers for man-made slopes and walls with high consequence to life.
Soil nailing has been commonly used as a slope stabilization technique in Hong Kong since the1980s. It is in fact in the form of a steel bar installed into a slope or retaining wall by drill-and-grout
method without prestressing. GEO has been conducting a series of soil nail studies. Improved
technical guidelines for soil nail design and construction have been developed and published in TGN
no. 19 and 23. Besides, the GEO is in fact preparing a new Geoguide on this area.
Other than the conventional analytical approach for slope design, the GEO first formulated the
Prescriptive Measures in 1995. Prescriptive measures are pre-determined, experience-based andsuitably conservative works prescribed to a man-made slope and retaining wall to improve its
stability. No detailed ground investigation and design analysis is required. The GEO Report No. 56
gives a standard of good practice for using prescriptive measures as improvement works on soil cut
slopes and masonry retaining walls. This slide here shows how soil nailing works can be prescribedon a cut slope.
It is common in Hong Kong to have water-carrying services, no matter buried or exposed, in thevicinity of slopes. The services include water mains, stormwater and sewer drains. Leakage fromthese services may cause slope failure even without notable signs of leakage. Therefore the GEO
takes the lead to prepare this Code of Practice which gives guidance on monitoring and maintenanceof water-carrying services affecting slopes.
In 1993, the GEO started studies on risk of landslides and boulder falls from natural terrain. GEO
Report No. 75 established appropriate tolerable risk criteria for risk assessment purposes. The interimsocietal risk criteria for natural terrain landslide hazards recommended by the report are shown in
Figure 2. The risk criteria framework, adopted by many overseas countries, consists of the following
three regions: (i) unacceptable region, (ii)"as low as reasonably practicable" (ALARP) region, and(iii) broadly acceptable region. Two options are available but Option 1 is preferred. They serve as abasis for the evaluation of quantitative risk assessment results. The GEO has also produced
guidelines on how to conduct a natural terrain hazard study in GEO Report No. 138. Apart fromhazard assessment, the design of mitigation measures is also critical. GEO Report No. 104 gives
guidelines on the design of debris-resisting barriers.
In the past decade, the GEO has been making concerted efforts to provide good aesthetics toslopes and retaining walls. So they published the GEO Publication 1/2000 which provides guidanceon good aesthetic design for landscape treatment and bio-engineering for man-made slopes andretaining walls.

6

Option 1 (Preferred)
Option 2
Figure 2 – The Recommended Interim Societal Risk Criteria for Landslides and Boulder Falls fromNatural Terrain
4.

CONCLUSIONS

There have been a number of geotechnical guidance documents produced in Hong Kong, in the formof Manuals, Geoguides, Geospecs and other publications and reports for the use of local practitioners.
These documents aim to promote standards and good practice in different aspects of geotechnicalengineering. These standards have been benchmarked against international ones and are adapted tosuit local conditions and practices.

5.

RELEVANT REFERENCES

BD (2004). Code of Practice for Foundation. Buildings Department, Hong Kong.
CEO (2002). Guide to Design of Reclamation (Port Works Design Manual Part 3). Civil Engineering
Office, Civil Engineering and Development Department, Hong Kong.
ERM (1998). Landslides and Boulder Falls from Natural Terrain : Interim Risk Guidelines (GEO Report
No. 75). Geotechnical Engineering Office, Civil Engineering and Development Department, Hong Kong.
ETWB (2006). Code of Practice on Monitoring and Maintenance of Water Carrying Services
Affecting Slopes. Environmental, Transport and Works Bureau, Hong Kong SAR Government.

7

Gaba, A.R., Simpson, B., Powrie, W. and Beadman, D.R. (2003). Embedded Retaining Walls –Guidance for Economic Design (Construction Industry Research & Information Association (CIRIA)
Report No. C580). London.
GEO (1984). Geotechnical Manual for Slopes (2nd Edition). Geotechnical Engineering Office, Civil
Engineering and Development Department, Hong Kong.
GEO (1987a). Guide to Site Investigation (Geoguide 2). Geotechnical Engineering Office, Civil
Engineering and Development Department, Hong Kong.
GEO (1987b). Guide to Rock and Soil Descriptions (Geoguide 3). Geotechnical Engineering Office,
Civil Engineering and Development Department, Hong Kong.
GEO (1990). Review of Design Methods for Excavation (GEO Publication No. 1/90). Geotechnical Engineering
Office, Civil Engineering and Development Department, Hong Kong.
GEO (1992). Guide to Cavern Engineering (Geoguide 4). Geotechnical Engineering Office, Civil
Engineering and Development Department, Hong Kong.
GEO (1993). Guide to Retaining Wall Design (Geoguide 1) (2nd Edition). Geotechnical Engineering
Office, Civil Engineering and Development Department, Hong Kong.
GEO (2000a). Highway Slope Manual. Geotechnical Engineering Office, Civil Engineering andDevelopment Department, Hong Kong.
GEO (2000b). Technical Guidelines on Landscape Treatment and Bio-engineering for Man-made Slopes
and Retaining Walls (GEO Publication No. 1/2006). Geotechnical Engineering Office, Civil Engineering andDevelopment Department, Hong Kong.
GEO (2001). Model Specification for Soil Testing (Geospec 3). Geotechnical Engineering Office, Civil
Engineering and Development Department, Hong Kong.
GEO (2002). Guide to Reinforced Fill Structure and Slope Design (Geoguide 6). GeotechnicalEngineering Office, Civil Engineering and Development Department, Hong Kong.
GEO (2003). Guide to Slope Maintenance (Geoguide 5) (3rd Edition). Geotechnical Engineering Office,
Civil Engineering and Development Department, Hong Kong.
GEO (2004a). Updating of GEO Report No. 56 – Application of Prescriptive Measure to Slopes andRetaining Walls, GEO Technical Guidance Note No. 9. Geotechnical Engineering Office, Civil Engineeringand Development Department, Hong Kong.
GEO (2004b). Guidelines on the Use of Prescriptive Measures for Rock Cut Slopes, GEO Technical
Guidance Note No. 13. Geotechnical Engineering Office, Civil Engineering and Development Department,
Hong Kong.
GEO (2004c). Prescriptive Soil Nail Design for Concrete and Masonry Retaining Walls, GEO Technical
Guidance Note No. 17. Geotechnical Engineering Office, Civil Engineering and Development Department,
Hong Kong.
GEO (2004d). Updating of GEO Publication 1/2000 – Technical Guidelines on Landscape Treatment andBio-engineering for Man-made Slopes and Retaining Walls, GEO Technical Guidance Note No. 20.
Geotechnical Engineering Office, Civil Engineering and Development Department, Hong Kong.
8

GEO (2005). Good Practice in Design of Steel Soil Nails for Soil Cut Slopes, GEO Technical Guidance Note
No. 23. Geotechnical Engineering Office, Civil Engineering and Development Department, Hong Kong.
GEO (2006). Foundation Design and Construction (GEO Publication No. 1/2006). Geotechnical Engineering
Office, Civil Engineering and Development Department, Hong Kong.
HKIE (2003). Soil Nails in Loose Fill Slopes: A Preliminary Study (Final Report). Geotechnical Division of
the Hong Kong Institution of Engineers.
Lo, D.O.K., 2000. Review of Natural Terrain Landslide Debris-resisting Barrier Design (GEO
Report No. 104), Geotechnical Engineering Office, Civil Engineering and Development Department,
Hong Kong.
Lumb, P. (1975). Slope failures in Hong Kong. Quarterly Journal of Engineering Geology, vol. 8, p.
31-65.
Ng, K.C., Parry, S., King, J.P., Franks, C.A.M. & Shaw, R., 2003. Guidelines for Natural Terrain
Hazard Studies (GEO Report No. 138). Geotechnical Engineering Office, Civil Engineering andDevelopment Department, Hong Kong.
Pun, W. K., Cheung, W. M. & Lui, L. S. (2006). Geotechnical Standards in Hong Kong, Proceedingsof International Symposium on New Generation Design Codes for Geotechnical Engineering
Practice, November 2 and 3, Taipei, Taiwan (Accepted for publication)
Wong, H.N., Pang, L.S., Wong, A.C.W., Pun, W.K. & Yu, Y.F. (1999). Application of Prescriptive
Measures to Slopes and Retaining Walls (GEO Report No. 56) (Second Edition). GeotechnicalEngineering Office, Civil Engineering and Development Department, Hong Kong.

9

Introduction¾ Hilly Terrain in Hong Kong Î formation of a large numberof man-made slopes and retaining walls

Geotechnical Standardsin Hong Kong

Major Disastrous Landslides in Hong Kong

¾ Before 1977, slopes & walls were formed and designed

by rules of thumb Î prone to landslides under heavy rain

Landslide at Po Shan Road, Mid-levels, in 1972

Major
Landslides(Fatality =Disastrous
71)

Landslide at Sau Mau Ping in 1972 (Fatality = 67)

Major Disastrous Landslides in Hong Kong

Establishment of the GCO/GEO¾ The Geotechnical Control Office was established in1977 (Renamed to Geotechnical Engineering Office,
GEO, in 1992)¾ Primary responsibilities:
 Setting geotechnicalstandards
 Exercising geotechnicalcontrol Upgrading sub-standard

slopes Providing public education

Landslide at Sau Mau Ping in 1976 (Fatality = 18)‫!ڂ‬՞!ࣽ!ႜ!ើ!ۖ!ᖄ!۟!‫!ڽ‬Ջ!ऱ!Գ!ᑇ

Known Landslip Fatalities in Hong Kong

Setting Geotechnical Standards

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Pre-GEO Post-GEO¾ One of the GEO’s major functions : to set geotechnical

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120

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standards, which should be common, up-to-date,comprehensive and appropriate to local Hong Kongconditions

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80

¾ GEO has been producing guidance documents which

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20

2005

2003

2000

1997

1994

1991

1988

1985

1982

1979

1976

1973

1970

1967

1964

1961

1958

1955

1952

1949

0

‫ڣ‬ٝ
Year

3 Comprehensive Series of Publications
Geoguides

3 Comprehensive Series of Publications(Cont’(Cont’d)Manuals

Other Publications Series
GEO Publications

Geospecs

Other Publications Series (Cont’(Cont’d)
GEO Reports

Technical Guidance Notes(TGN)

www.cedd.gov.hk

Process of Production of GuidanceDocuments

Status of GEO’s Publications¾ Policy: All permanent geotechnical works of public or

private projects shall be submitted to the GEO forchecking or approval.
¾ All geotechnical activities shall be carried out inaccordance with the prevailing standards.

¾ GEO prepares new standards and guidance documents

as needed, with the processes of :
 Benchmarking against international geotechnicalstandards
 Adapting the standards to suit local conditions¾ A certain GEO guidance documents are adopted as local

geotechnical standards by the HK SAR Government

Standards for Different Types ofGeotechnical Works Consulting local practitioners to achieve a

consensus

Slope Works¾ Different design approaches are adopted in Hong Kongfor different types of geotechnical works
Î To suit local conditions and practices within eachtype of work

¾ Publications: Geotechnical Manual for Slopes(2nd Edition)
 Highway Slope Manual¾ Limit state design with the use of partial factor method

has been developing in Hong Kong over the traditional
global factor of safety approach

Slope Works (Cont’d)

Retaining Structures¾ Adopted design approach : Theoretical global stability

analysis based on limit equilibrium methods¾ Publication:¾ Minimum Global Factors of Safety (FOS) required¾ Design Groundwater
Min. FOS required for
different consequences Geoguide 1 – Guide to Retaining Wall
Design (2nd Edition)

Global slope stability

 Geoguide 6 – Guide to Reinforced

Fill Structure and Slope Design
Building

Groundwaterlevel resulted
from rainstorm
with return periodof 1 in 10 years

Retaining Structures (Cont’d)¾ Adopted approach : limit state design against occurrenceof different limit states¾ Different partial FOS for different loadings & material¾ Design groundwater level

Partial Factor vs ULS:
• Wall’s dead weight = 1.0

Partial Factor vs ULS:• Surcharge = 1.5

The worst credible
groundwater levelin extreme events

Foundation Works¾ Publication:

Code of Practice for Foundations(published by the Buildings
Department) sets the standards and provides

guidelines on design andconstruction of foundations forprivate developments in Hong
Kong

Partial Factor vs ULS:
• Soil’s dead weight = 1.0• Soil’s shear strength = 1.2

Foundation Works (Cont’d)Temporary Excavation¾ Publication:¾ Publication: GCO Publication No. 1/90 –Review of Design Methods for Excavations

GEO Publication No. 1/2006 –Foundation Design and Construction
 adopts the global FOS approach forpiles against failures in compression,
tension and lateral resistanceTemporary Excavation (Cont’d)¾ Publication:
CIRIA Report No. C580 – Embedded
Retaining Walls - Guidance for
Economic Design
 advocates limit state partial factor

method of design

 adopts the global FOS approach for

excavations against ultimate failures,
e.g. sliding, overturning and uplifting

Cavern Construction¾ Publication:

Geoguide 4 – Guide to Cavern
Engineering
 adopts empirical methods for cavern

design using rock support assessment
systems, e.g. Q-system or the Rock
Mass Rating (RMR) Classification

Further Standards and Guidelines Related
to Slope Engineering
Site Investigation & Laboratory Testing¾ Publications: Geoguide 2 – Guide to Site Investigation
 Geoguide 3 – Guide to Rock and Soil

Slope Maintenance¾ Proper slope maintenance isextremely vital to continued
stability of a slope¾ Publication:
Geoguide 5 – Guide to Slope
Maintenance (3rd Edition)

Description
 Geospec 3 – Model Specification for

Soil Testing Routine Maintenance Inspections- annually Inspection by professional engineers- every 5 years

Soil Nails¾ Soil nailing has been commonlyused as a slope stabilization
technique in Hong Kong
¾ Technical Guidance Notes(TGNs) : TGN 19 – Installation of Soil

Nails and Control of Grouting

Prescriptive Measures¾ Prescriptive Measures: Pre-determined, experience-based

and suitably conservative works, i.e. soil nails, prescribed ona man-made slope/retaining wall to improve stability¾ Publication: GEO Report No. 56 –Application of Prescriptive Measures to
Slopes and Retaining Walls (2nd Edition)

 TGN 23 – Good Practice in

Design of Steel Soil Nails forSoil Cut Slopes¾ A new Geoguide on designand construction of soil nails
is underway

Water-carrying Services

Natural Terrain Landslide Risk

¾ Leakage from water-carrying services in the vicinity of¾ GEO has been studying the risk of landslides andslopes may cause slope failure even without notablesigns of leakage¾ Publication:
Code of Practice on Monitoring and
Maintenance of Water-carrying
Services Affecting Slopes(Published by the Environment,
Transport and Works Bureau)boulder falls from natural terrain¾ Publication: GEO Report No. 75- Landslides and Boulder Falls
from Natural Terrain: Interim Risk
Guidelines
 Establish appropriate tolerable

risk criteria for risk assessment
purposeNatural Terrain Landslide Risk (Cont’d)¾ Some other studies: GEO Report No. 104 –Review of Natural Terrain
Landslide Debris-resisting
Barrier Design
 GEO Report No. 138 –Guidelines for Natural
Terrain Hazard Studies
Option 1 (preferred)

Option 2

Recommended Interim Societal Risk Criteria for Landslideand Boulder Falls from Natural Terrain

Slope Aesthetics

Conclusion¾ GEO has been making¾ There have been a number of geotechnical guidance

concerted efforts toprovide good aesthetics
to slopes and retainingwalls¾ Publication:

GEO Publication No. 1/2000 Technical Guidelines on
Landscape Treatment and Bioengineering for Man-madeSlopes and Retaining Walls

Thank You

documents produced, in the form of Manuals,
Geoguides, Geospecs and other publications andreports in Hong Kong.
¾ These documents aim to promote standards and goodpractice in different aspects of geotechnicalengineering.
¾ The standards have been benchmarked againstinternational ones and are adapted to suit local
conditions and practices.

ACECC workshop on Harmonization of Design Codes in the Asian Region
Nov. 4, 2006, Taipei, Taiwan

The Development of Construction Codes and Standards in
VietnamN.B. Nguyen
Center for Standardization in Construction, Vietnam Institute for Building Science and Technology(IBST), Hanoi, Vietnam

1 INTRODUCTION
Vietnam is a developing country that covers 329,562 square kilometres in the South East Asia with adense population of 84.4 million, estimated by July 2006 (CIA 2006). At present, the infrastructuresof this country is still underdeveloped. With an annual GDP grow rate of around 8% in recent years
and the even of becoming a member of WTO in November 2006, it is expected that the construction
market in Vietnam will be promissing in the next few decades.
After the country changed the economy system from subsidized to market economy and open up
the door for foreign investment early in 1990s, the construction activities in Vietnam have been
overwhelmed with the various sources of investment including ODA, FDI, government or private
ones. This has created a significant impact on the development of Vietnamese construction standards
system, which was founded on the standard system of the former Union of Soviet Socialist Republics(USSR). More standards have been introduced or revised in harmonization with international
standards, and Vietnamese engineers have been more engaged with using international or overseas
standards. On the contrary, overseas engineers who come to practice in the construction industry in
Vietnam also need to learn about Vietnamese construction standards system because there are still
mandatory codes and standards that apply to any construction project in Vietnam territory. The
application of different standards systems has sometimes created trouble in engineeringcommunication as there are differences in the local system and overseas ones. Therefore it would be
an advantage for overseas civil engineers who wish to participate in construction activities inVietnam to gain prior knowledge about the Vietnamese construction standards system, although it
would be better if a common standards system is mutually adopted or adapted amongst Asian region.
The objective of this paper is to present an overview of Vietnamese construction standards system
and related regulatory documents, and the methodology of standards development carried out by the
Ministry of Construction. Some ideas about code harmonization in the Asia region are also presented.
2 OVERVIEW OF VIETNAMESE CONSTRUCTION STANDARDS SYSTEM
2.1 Construction standards
The first Vietnamese construction standard was introduced in 1961 under the name "QP 01.61:
Temporary code for wind load calculation". During the period from 1961 to 1990 a number of
construction standards were developed with the help from the USSR and naturally they were basedon the USSR standards system. In the subsidized economy, the implementation of construction
standards in this period based primarily on mandatory basis with the number of mandatory
construction standards accounted for about 95% of the total construction standards (Nguyen et al.
2003).
From 1990 to date, a large volume of construction standards has been introduced or revised toadapt to the open economy of the country. Approximately one thousand construction standards
currently in use have been published in this period, which account for about 75% of the total
construction standards. Many standards introduced or revised in this period are based on advanced
standards from ISO/IEC, BS, and the American standards systems. The implementation of
construction standards has also been changed gradually from mandatory basis to voluntary basis toalign with international practice.
1

At present, there are approximately 1300 construction standards at national and branch levels.
They are prepared, approved and managed by different ministries. The Ministry of Science andTechnology (MOST) is responsible for approval and management of standards for generalapplications and those in the field of productions and goods such as specifications for cements, tiles,
reinforcement, etc. The Ministry of Construction (MoC) is responsible for preparing, approval andmanagement of construction standards for general application in civil engineering, for example thestandard for design of reinforced concrete structures, standard for design of steel structures, orstandards for check and acceptance work of construction project. Construction standards issued by
the MOST or MoC are national standards. In the fields of transportation and agricultural construction
there are specialized standards developed by the Ministry of Transportation (MT) and the Ministry ofAgriculture and Rural Development (MARD), respectively. These standards are branch standards andare used mainly for construction projects managed by the respective ministries such as roads, dams,
bridges, etc. It should be noted that the department responsible for standardization work in the
MOST is the Directorate for Standards and Quality (STAMEQ) whereas responsibility forstandardization work in the MoC, MT, and MARD is assigned to Department of Science andTechnology in each ministry.
The coding part of each national standard consists of three fields. The first field contains the lettercode indicating the type of standard and also the ministry that issues it. Before 2001 the standards
issued by the MoC were assigned with the code TCXD. However new or revised standards issued
from 2001 to date were assigned with the code TCXDVN to emphasize that they are standards atnational level. Standards issued by the MOST are assigned with the letter code TCVN. The second
field contains the number in order of issue. The last number is the year in which the standard isapproved. For the coding part of branch standards, it consists of four fields, the first field is thenumber code of the ministry that issues the standard, the second field is the letter code TCN thatindicates the standard is a branch standard, the last two fields are similar to the last two fields of thenational standards. Details of the structure of the current Vietnamese construction standards system
are tabulated in Table 1. It should be noted that the year of issue may be fully written or only two last
digits are written.
Table 1. Structure of the current Vietnamese building standards system
Level
Code
Field
Issued by
National
TCVN
General specifications,
MOST
Production standards (cements,
tiles, reinforcement, etc.)
TCXD,
Other fields in civil engineeringMoC
TCXDVN(design, construction, planning,etc.)
Branch
22 TCN
Specialized in Transportation
MT
construction
14 TCN
Specialized in Agriculture
MARD
construction

ExampleTCVN 3992:1985

TCXD 239:1998,
TCXDVN
356:2005
22 TCN 45:79
14 TCN 63:2002

Apart from national standards and branch standards, however, there are also company standards
that are developed by companies themselves. The letter code of such standards is TC. Thesestandards are usually in the field of concrete pre-cast production, and used for quality control ofproducts within the company that develop them. At present such standards are not well recognized
nor widely accepted by the construction industry in Vietnam.
2.2 Building regulations
In the process of changing the application of construction standards from mandatory basis tovoluntary basis in the 1990s, it was recognized that technical regulatory documents were needed touniformly control construction activities. In 1996 the Ministry of Construction of Vietnam
introduced the first volume of a three-volume Vietnamese Building Code (VBC). This volume covers
2the general requirements in construction activities and requirements in the field of construction
planning. One year later the last two volumes of VBC covering other aspects of construction
activities were also introduced. In principle, this Building Code was based on performance based
concept. It contains minimum technical requirements that must be achieved and provides guidance on
possible means to achieve the requirements (deem-to-satisfy provisions) or refers to standards thatcan be used to meet the requirements. Compliance to this Building Code is compulsory to any
construction activity in Vietnam territory regardless of the source of investment.
Although the VBC covers almost all aspects of construction activities, the content of this VBC isstill too general in some fields that lead to difficulties in the implementation. Therefore, new specificcodes have been issued for particular fields, which are:- Vietnamese Plumbing Code, introduced in 1999;- Building Code of Construction Accessibility for People with Disabilities, introduced in 2002;- Energy Efficiency Building Code, introduced in 2005;
These specific codes are also mandatory. According to definitions in the ISO/IEC Guide 2 (2004),
these codes and the VBC can be regarded as technical regulations. This type of technical regulations
has existed only in construction industry in Vietnam up to date. It should be noted that the English
term "code" does not indicate the specific type of these regulations, although in Vietnamese there is a
specific term for this type, because it may refer to a technical regulation or to a standard.
3 THE STANDARD DEVELOPMENT PROCESS OF THE MINISTRY OF CONSTRUCTION
As stated earlier, the department responsible for the standardization work in the Ministry ofConstruction is the Department of Science and Technology (DST). At present, any research institutes,
construction management organizations, enterprises or universities can make proposal and preparecodes and standards. However, in practice most of the construction codes and standards are preparedby three research institutes: Vietnam Institute for Building Science and Technology (IBST), Instituteof Architectural Research, and Institute for Science and Technology of Building Materials. In thispaper, an organization that prepares codes and standards is referred to as a standards developer.
Currently the development of a construction standard or code of the MoC follows nine steps as
below:- Step 1: Planning
Each standards developer studies the need for new standards to be developed or existing standards
to be revised and makes an annual standard development program. This program is submitted to
the DST for approval before any detailed proposal for building a certain standard is made. In
some cases where there is an urgent need for standards concerning the safety, health orenvironment issues, the development of such standards may not necessarily go through this step.
It should be noted that up to date the construction standards in particular and Vietnamesestandards in general are not periodically revised. They can be revised if there is clear justificationon the need to revise them only.
- Step 2: Proposal for developing or revising standards.
Once a standard program is approved, the standards developer prepares a proposal for eachstandard to be developed or revised. The proposal is usually initiated by a Work Group (WG) of
the standards developer that will prepare the standard. This proposal must elaborate thesignificance, objectives, scope and methodology of developing the standard, the members of the
WG to prepare it, and the cost and time to complete it. Before submitting the proposal to the DST,
a review meeting for the proposal is organized at the standards developer with a witness from theDST. After the meeting, if the proposal is approved by the scientific and technical panel of themeeting then it will be submitted to the DST for consideration. Once it is approved by the DST, a
contract for preparing the standard will be awarded to the standards developer by the MoC.
- Step 3: Development of the first draft.
After being awarded the contract, the WG whose members are specified in the contract shallprepare the first draft of the standard. At the end of this step, a seminar is usually held tointroduce the first draft and to gather comments from industry.
3

- Step 4: Making the second draft.
After getting comments from the seminar, the first draft is amended or revised to become thesecond draft. Once completed, this draft is submitted to the scientific and technical committee ofthe standards developer for review.
- Step 5: Review of the second draft.
The scientific and technical committee of the standards developer sends the second draft to two or
three reviewers for comments and then sets up a meeting for reviewing the second draft. There is
at least one witness from the DST and one invited expert from an external organization attend themeeting.
- Step 6: Making the third draft.
After the review meeting, the second draft is corrected or amended to become the third draft. This
draft is verified by the scientific and technical committee of the standards developer before being
submitted to the DST for review.
- Step 7: Review of the third draft
This step is similar to Step 5 except that the review meeting is organized by DST and run by ascientific and technical panel at ministry level. This panel is set up by DST and it usuallycomprises of experts from various organizations, including those that would be affected by thestandard such as consultant or construction companies.
- Step 8: Making the final draft
The final draft will be made after the review meeting at ministry level and resubmitted to the DST
for approval.
- Step 9. Publication and dissemination of the standard
Once the final draft is approved, it will be issued by the MoC and notified in the Government
Gazette. Usually the standard will become effective after 15 days from the day of notification.
The standard will be printed and a soft copy is uploaded to the website of the MoC(http:\\www.xaydung.gov.vn). The electronic versions of standards or codes that have been issued
by MoC since 2003 are available in the website for free download. Some codes and standards
published by MoC before 2003 can also be found in the website. For complicated standards,
seminars may be organized to introduce them after the standards have been published to help
industry to understand the standards and also to receive feedback from the users.
The limitation of this procedure is that only few people are involved in the development of thestandard. The public seminar at Step 3 is occasionally held; even it is held there are usually not many
people attended due to the lack of information and other constrains. The reviewing process, either atorganizational level or ministry level, receives comments from only few experts in the field that thestandard concerns. Therefore this procedure does not undergo the full consensus process as requested
by WTO. It is the fact that before the standard is published, most people from the industry who will
be affected by the standard are unaware about the content of the standard. Once it is published, any
feedback from industry application can only be considered in the revised version, which usually takes
a couple of years from the previous version.
To overcome this limitation, from 2005 there has been an additional step in the procedure ofpreparing a standard of IBST. After Step 5, the second draft is amended and uploaded to the website
of IBST for comments (http://www.ibst.vn). Anyone interested can download the draft and give
feedback to the Center for Standardization in Construction of IBST during the time of preparing thethird draft. The feedback, if any, will be sent to the WG that prepares the draft for consideration.
Discussion may be held electronically by email or via telephone or fax and updated information canbe made to the third draft before it is sent to DST in Step 6. This mechanism provides industry with
an opportunity to influence the content of the standard before it is published. Although this new stepof IBST has not been widely known among people in construction industry, it has received many
good comments and encouragements. With the introduction of a new law on standards and technicalregulations, it is expected that this mechanism must be included in the preparation procedure of any
standard.

44 LAW ON STANDARDS AND TECHNICAL REGULATIONSIn June 2006 a new law on standards and technical regulations has been passed by the XIth National
Assembly at ninth Section and it will be effective from the first of January 2007. There will be asignificant change in the development and management of the Vietnamese standards system.
Under the new law, the Vietnamese standards system will consist of standards and technicalregulations. There will be only two types of standards: national standards and company standards.
The branch standards will be revised to become either national standards or company standards. Allnational standards will have the letter code TCVN whereas company standards will have the lettercode TCCS. The technical regulations will also be divided into national technical regulations, which
are assigned with the letter code QCVN, and provincial technical regulations, which are assignedwith the letter code QCDP. The application of standards is based on voluntary basis whereas thetechnical regulations must be compulsorily applied.
The preparation of national standards will be carried out by National Standards TechnicalCommittees (NSTCs) established from experts in existing standards developers, and the authoritythat approve and issue national standards will be the Ministry of Science and Technology only. The
procedure for developing a national standard will follow four basic steps as follows:- Step 1: Planning.
Organizations or individuals propose standards to be developed or revised to the MOST for
consideration. Some standards, especially those subjected to periodical revision, do notnecessarily go through this step but directly appointed by MOST.
- Step 2: Preparation
The MOST assigns an appropriate NSTC to prepare the draft of a standard. Once the draft is made,the NSTC should seek for comments from concerned organizations and individuals by appropriate
methods including organizing seminars.
- Step 3: Amendment and correction of the draft
After receiving comments from concerned organizations and individuals, the NSTC makes
necessary amendments and corrections to the draft and sends it to MOST for review.
- Step 4: Approval
The review process is carried out by the MOST. If it is accepted then it will be issued by the
MOST.
The procedure for developing national technical regulations is basically the same as that fordeveloping national standards, except that the preparation and issuance are carried out by appropriate
ministries, not NSTC.
It should be noted that under this law, all standards will be periodically reviewed for theapplicability every three years whereas the cycle for periodical review of technical regulations is five
years.
5 REGULATIONS ON APPLICATION OF FOREIGN CONSTRUCTION STANDARDS IN
VIETNAMThe last decade has witness a booming in infrastructure development in Vietnam. Several large-scaleconstruction projects have been built such as My Thuan cable-stayed bridge, Bai Chay cable-stayed
bridge, National highway No. 5, Nghi Son cement plant, etc. Together with the flow of international
investment in various kinds and the need for advance technology in big projects, the construction
activities in Vietnam has also been internationalized gradually with the participant of many
international or foreign enterprises taking part in the activities. From the code application point ofview, the application of international or overseas standards in construction activities in Vietnam isinevitable.
In 1999 the MoC issued the Circular No. 07/1999/TT-BXD guiding the application of foreign
standards in construction activities in Vietnam, in which standards from nine countries/organizations
including ISO, EURO, USA, UK, France, Germany, Russia, Japan, and Australia may be approved
for use in Vietnam by ministries managing specialized construction works after passing the5reviewing process taken by relevant construction authorities of those ministries. They do not need topass through Ministry of Construction for approval. For standards from other countries/organizations,they must be approved by Ministry of Construction before use and in the case-by-case basis only.
In recent years, the number of construction projects built with private or foreign investment has
been increased significantly. This has created a demand for a better regulation on application offoreign construction standards. Along with the effort in regulatory reform in Vietnam aiming at
removing unnecessary technical barriers to trade in various sectors, in 2005 the Minister ofConstruction issued decision No. 09/2005/QD-BXD promulgating a new regulation on application offoreign construction standard in construction activities in Vietnam. According to this regulation, theforeign construction standards may be applied to construction activities in Vietnam provided thatthey:
- are standards at national, regional or international level and are effective;- meet the requirements set out in the current Vietnamese Building Code and other mandatory codes;- comply with principles for application of foreign construction standards defined in Article 3 of theregulations;- are considered for application and are decided for application by the Investor/Owner before
basic/technical design dossiers are made.
The principles for application of foreign construction standards defined in Article 3 of theregulations are:
- To ensure that construction works and products be made and they:a) are safe for human use, for the works and adjacent works;b) meet Vietnam’s regulations on ecological safety and environmental protection;c) yield econo-technical efficiency.
- To ensure synchronism and feasibility in construction process, from designing, construction toacceptance of works, and in the work entirely.
- To compulsorily use input data related to Vietnam’s particular conditions stipulated in mandatory
construction standards in the following domains:a) Natural and climatic conditions;b) Geological and hydrological conditions;c) Classification of seismic zones and seismic degrees.
In general all foreign construction standards may be applied in Vietnam if they meet certain
requirements related to very basic local characteristics. The significant change in this regulationcompared to the previous one is that it has handed over the decision of using foreign construction
standard to the Investor/Owner instead of seeking approval from appropriate ministries. This is an
important issue that promotes the use of foreign construction standards and facilitates foreign
investors to do business in Vietnam. For construction projects funded by the State Budget, if there isa Vietnamese standard available, this standard must be applied. In special circumstances, foreign
construction standards will be applied if they are approved by the Ministry of Construction or
relevant ministries for projects under their respective authorities.
5 HARMONIZATION OF DESIGN CODES IN THE ASIA REGION
It is the fact that design codes from the US such as Uniform Building Code, International Building
Code and from the UK and European countries such as BS 8110 and Eurocodes are well known
among civil engineers in many countries in the world. The reasons for this are mainly because they
are advance codes and that they are available in English language, which can be considered as theinternational language.
In Vietnam, design codes from the US and European countries have been increasingly usedalthough the current design codes in Vietnam are still based on Russian codes. Due to language
problem, other advance codes such as those from Japan and China are not well-known in Vietnam
and thus are not welcomed. Nevertheless, they are still used in some construction projects in Vietnam.
As many design codes are being applied in Vietnam, local and foreign consultant engineers areforced to study different codes to adapt to the requirements from different construction projects. This6

results in the waste of time and lack of in-depth knowledge and skill necessary for design work.
Moreover, communication problems amongst engineers are an additional issue that sometimes
creates unnecessary troubles to concerned parties. Therefore, harmonization of design codes isessential and Vietnamese professionals are eager to participate in any activity for this work. In 2001
the Asian Concrete Model Code was published in dual languages, Vietnamese and English, after 8
years of hard work by International Committee of Concrete Model Code for Asia (ICCMC) which
also includes Vietnamese professionals as members. Although this model code has little impact ondaily practice, it will serve as the foundation for other practical codes to be built.
In the globalization process, Vietnam must choose an advance design codes system to follow andthe Eurocode system has been being chosen. In September 2006 the first Vietnamese code on seismic
design based on Eurocode 8 was introduced and the development of the codes on design of concreteand steel structures based on Eurocode 2 and Eurocode 3 is being carried out. It is expected that otherdesign codes in the Eurocode system will be subsequently adopted soon. Considering this situation in
Vietnam, the following approaches for harmonization of design codes are proposed:(1) Develop a new Asian design codes system that can be adopted by a group of Asian countries.
This approach would take long time to complete such codes and require significant efforts fromengineers and leaders of countries that join this group.
(2) Develop ISO design codes.
There are many ISO standards that are already developed as basis for design of structures, forexample ISO 9194, ISO 3010, ISO 11697 etc. However the existing ISO standards are still not
sufficient for design work. More efforts are needed to develop a full system of design standards
that can be adopted internationally.
(3) Adopt the Eurocodes system to be used amongst a group of Asian countries.
This approach is more feasible because many Asian countries are familiar with the BS standards
system and are getting use with the Eurocodes.
(4) Adopt some advance design codes systems such as the Eurocodes, Japanese codes, Chinese
codes to be used amongst a group of Asian countries.
Some advance design codes from Asian countries like Japan, China may be adopted, provided thatthey are properly translated into English to prevent language problem in application.
6 SUMMARY AND CONCLUSIONSThis paper presents an overview of Vietnamese construction standards system and related regulatory
documents. The construction standards system was basically established based on USSR system but
it has been changed gradually towards European standards. Besides the standards, there are four
mandatory codes in construction that can be considered as technical regulations. The current
methodology of standards development carried out by the Ministry of Construction and the change inthe development and management of national standards requested by a new law in Vietnam were alsopresented. This paper also introduces the current regulations on application of foreign construction
standards to construction activities in Vietnam.
From the application of national and overseas design standards in Vietnam, it has shown that
harmonization of design codes, in the Asia region in particular and in the global scale in general, isessential. Some approaches for harmonization of design codes in the Asia region were proposed,
namely: Develop a new Asian design codes system, develop ISO design codes, adopt the Eurocodes
system, and adopt a list of design codes systems including those from Asian countries.

REFERENCES
CIA (2006) The World Factbook (https://www.cia.gov/cia/publications/factbook/geos/vm.html)
Nguyen V. L., Nguyen T. H., Nguyen H. D., Nguyen V. C., and Tran Q. D. (2004) Research on
Developing a Synchronized Vietnamese Building Standards System by 2010 using Integration andInnovation Approaches. Research Report, Ministry of Construction, Hanoi (in Vietnamese).
7International Standard ISO/IEC Guide 2 (2004) Standardization and related activities - General
vocabulary.

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ACECC workshop on Harmonization of Design Codes in the Asian Region, Nov. 4, 2006, Taipei

Contents
The Development of Vietnamese
Codes and Standards in Construction

Dr. Nguyen Ngoc Ba
Deputy Director of Center for Standardization in Construction
Vietnam Institute for Building Science and Technology (IBST)
Ministry of Construction

1. Introduction
2. Overview of Vietnamese Construction Standards

system
3. The Standard Development Process of the MoC
4. Vietnamese Law on Standards and TechnicalRegulations
5. Regulations on Application of Foreign
Construction Standards in Vietnam
6. Harmonization of Design Codes

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ACECC workshop on Harmonization of Design Codes in the Asian Region, Nov. 4, 2006, Taipei

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ACECC workshop on Harmonization of Design Codes in the Asian Region, Nov. 4, 2006, Taipei

Introduction

Overview of Vietnamese Construction
Standards System

 Total Area: 329,562 sq. km
 Population: 84.4 million

 National Standards: ~ 7500

 GDP: $43.75 billion (2005)

 Construction Standards: ~ 1300

 GDP grow rate: ~8%
 Infrastructure:underdeveloped

3

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ACECC workshop on Harmonization of Design Codes in the Asian Region, Nov. 4, 2006, Taipei

ACECC workshop on Harmonization of Design Codes in the Asian Region, Nov. 4, 2006, Taipei

History of Construction Standards System

Structure of Vietnamese Construction Standards System
Level

Code

Field

National TCVN

•USSR based standards•Mandatory basis•Towards ISO, BS,
UBC, ASTM, etc.
•Voluntary basis
present

1990

1961

Subsidized
economyBranchMarketeconomyIssue

ExampleGeneral specifications,specifications,
Production standards(cements,
cements, tiles,
tiles,
reinforcement,
reinforcement, etc.)
TCXD,
Other fields (design,
TCXDVN construction, planning,etc.)

MOST TCVN 3992:1985

22 TCN

Transportation
constructionMT

14 TCN

Agriculture construction MARD 14 TCN 63:2002

MoC

TCXD 238:1999
TCXDVN
375:2006
22 TCN 45:79

Company standards: Used within company only
5

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ACECC workshop on Harmonization of Design Codes in the Asian Region, Nov. 4, 2006, Taipei

ACECC workshop on Harmonization of Design Codes in the Asian Region, Nov. 4, 2006, Taipei

Building codes (regulations)Standards development of MoC
 Management of Standards Development: Vietnamese Building code - Volume I

Department of Science and Technology (DST) Standards Preparation: Any organizations.

(1996), Volumes II, III (1997);
 Vietnamese Plumbing code (1999).

Mainly:• Vietnam Institute for Building Science andTechnology (IBST),• Institute of Architectural Research, and• Institute for Science and Technology of Building
Materials.

 Building code of construction accessibility

for people with disabilities (2002);
 Energy Efficiency Building code (2005);

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ACECC workshop on Harmonization of Design Codes in the Asian Region, Nov. 4, 2006, Taipei

Planning

Public comments

 Add an additional step to the current procedure:

Making the 2nd draft

Work
Group

Review of the 2nd draft

ACECC workshop on Harmonization of Design Codes in the Asian Region, Nov. 4, 2006, Taipei

IBST's current standards development
procedure

Proposal preparation
Development of 1st draft

8

Invitation for public comments on 2nddraft(http://www.ibst.vn(http://www.ibst.vn))

Organizational
Experts + 1

Making the 3rd draft
Review of the 3rd draft

Inter-organization
Experts

Making the final draft
Approval and publication
9

10

ACECC workshop on Harmonization of Design Codes in the Asian Region, Nov. 4, 2006, Taipei

ACECC workshop on Harmonization of Design Codes in the Asian Region, Nov. 4, 2006, Taipei

Law on Standards and Technical Regulations

Law on Standards and Technical Regulations
 Standards:

Standards System

Standards(Voluntary)

Technical
Regulations (codes)(Mandatory)- Prepared by National Standards
Technical Commitees - TCVN/TC- Approved and issued by Ministry of
Science and Technology (MOST) Technical regulations:

National
Standards(TCVN)

Company
Standards(TCCS)

National
codes(QPVN)

Provincial
codes(QPDP)
11- Prepared and issued by relevant
ministries
12

ACECC workshop on Harmonization of Design Codes in the Asian Region, Nov. 4, 2006, Taipei

ACECC workshop on Harmonization of Design Codes in the Asian Region, Nov. 4, 2006, Taipei

Law on Standards and Technical Regulations

Regulation on application of foreign
construction standards to construction
activities in Vietnam

Planning

NSTC

Draft Preparation

Public comments

Foreign construction standards can be applied toprojects in Vietnam provided that they:
 are effective national standards, regional

Amendment/correction ofdraft

standards, or international standards;
 comply with VBC and other mandatory codes;
 comply with principles set out in this Regulation;
Regulation;

Approval and publication

 are approved by the Investor / Owner.

13

14

ACECC workshop on Harmonization of Design Codes in the Asian Region, Nov. 4, 2006, Taipei

ACECC workshop on Harmonization of Design Codes in the Asian Region, Nov. 4, 2006, Taipei

Principles for application of foreign
construction standards

Regulation on application of foreign
construction standards to construction
activities in Vietnam

To ensure that construction works and products be made and they:a) are safe for human use, for the works and adjacent works;b) meet Vietnam’s regulations on ecological safety and environmental
environmental
protection;c) yield econoecono-technical efficiency.
 To ensure synchronism and feasibility in construction process, fromfromdesigning, construction to acceptance of works, and in the work entirely.
 To compulsorily use input data related to Vietnam’s particular conditions
conditions
stipulated in mandatory construction standards in the following domains:a) Natural and climatic conditions;b) Geological and hydrological conditions;c) Classification of seismic zones and seismic degrees.
 Projects funded by the State Budget- Vietnamese standards must be applied if
available;- Foreign standards can be applied in special
circumstances, they must be approved by
Ministry of Construction or relevant ministries for
projects under their respective authorities.

15

16

ACECC workshop on Harmonization of Design Codes in the Asian Region, Nov. 4, 2006, Taipei

ACECC workshop on Harmonization of Design Codes in the Asian Region, Nov. 4, 2006, Taipei

Harmonization of design codes in the
Asian region

Harmonization of design codes in the
Asian region

 Current situation in application of design codes Orientation of Vietnamese design codes:

in Vietnam- Local design codes: Still based on Russian
system.
- Overseas design codes: BS system (change toEurocodes),Eurocodes), US system (UBC, IBC, ACI,AASHTO), Japanese system, Chinese system.
 Consequence: Waste of time, lack of inin-depth

knowledge and skill, communication problems.
17

Adoption of Eurocodes
 Initial steps:- The first code based on Eurocode 8: TCXDVN
375:2006 "Design code for earthquake resistantof structures" was approved and issued in
October 2006
- Design codes based on Eurocode 2 andEurocode 3 are being developed.
18

ACECC workshop on Harmonization of Design Codes in the Asian Region, Nov. 4, 2006, Taipei

ACECC workshop on Harmonization of Design Codes in the Asian Region, Nov. 4, 2006, Taipei

Harmonization of design codes in the
Asian region

Harmonization of design codes in the
Asian region

 Orientation of Vietnamese design codes:

 Proposed approaches:

Adoption of Eurocodes
 Initial steps:- The first code based on Eurocode 8: TCXDVN
375:2006 "Design code for earthquake resistantof structures" was approved and issued in
October 2006
- Design codes based on Eurocode 2 andEurocode 3 are being developed.
18

ACECC workshop on Harmonization of Design Codes in the Asian Region, Nov. 4, 2006, Taipei

Thank you!

20(1) Develop a new Asian design codes system(2) Develop ISO design codes system(3) Adopt Eurocodes system(4) Adopt advance design codes systems:
Eurocodes,
Eurocodes, Japanese codes, Chinese codes,
etc.
19General

ACECC Workshop on Harmonization of
Design Codes in the Asian Region

LAWS

Taipei, November 4, 2006

• Drafted by government agencies• Enacted by legislative body

Status of Design Codes
in Taiwan

DESIGN CODES
Regulations
Specifications
Guides

Yao-Wen Chang

Established and issued by

Senior Structural Engineer
Sinotech Engineering Consultants, Ltd

competent authority of government
1

Establishment of Codes

2

Establishment of Codes• Initiated by competent authority.

• For local natural conditions such as earthquake
and wind effects, relevant requirements indesign codes are based on local research.
• International design codes (mainly USA andJapan) were referredΚ• Drafted by relevant engineering societies.
• Reviewed by special panels comprised of
specialists, professors and representatives ofengineering organizations.

– Concrete Κ ACI 318 Building Code Requirements for
Structural Concrete or AASHTO– SteelΚ AISC Manual of Steel Construction or
AASHTO– Bridges Κ AASHTO Standard Specifications for
Highway Bridges• Approved and issued by competent government
authority.

3

4

Revision of Codes

Building Codes• Design codes are revised as required based onlatest research results and/or updated
international codes.
• Process of revision is similar to theestablishment of codes.

Building Technical Regulations (৬ᗰ‫ݾ‬๬๵ঞ)
Issued by Ministry of the Interior (MOI)

Architecture
Design &Construction

5

Structure Design• General requirements• Loadings• Foundations• Masonry structures• Wood structures• Steel structures• Concrete structures• Steel reinforced
concrete structures• Cold-formed steel
structures

Equipment
Design6

Building Codes

Highway Bridge Design Codes

Separate Volumes from Building Technical Regulations(issued by MOI)

Issued by Ministry of Transportation & Communications(MOTC)•

Specifications for Seismic Design of Buildings•

Specifications for Wind Resistance Design of Buildings

Based on AASHTO code, but LRFD not yet adopted(৬ᗰढરଅ๻ૠ๵ᒤ)• General requirements

Specifications for Design and Construction of Wood Structures• Loads and loading combinations•(৬ᗰढરᔼ๻ૠ๵ᒤ)•(ֵዌທ৬ᗰढ๻ૠ֗ਜՠ‫ݾ‬๬๵ᒤ)••• Foundations

Specifications for Foundation Design of Buildings(৬ᗰढഗ៕ዌທ๻ૠ๵ᒤ)• Substructures

Specifications for Design of Steel Buildings• Reinforced concrete (ASD and LFD)

(ᙓዌທ৬ᗰढᙓ࿨ዌ๻ૠ‫ݾ‬๬๵ᒤ)•• Prestressed concrete (ASD)

Specifications for Design of Structural Concrete• Steel (ASD and LFD)

(࿨ዌ෗ᕩՒ๻ૠ๵ᒤ)•• Bearings

Specifications for Design of Steel Reinforced Concrete Structures(ᙓ೎ᙓ࿢෗ᕩՒዌທ๻ૠ๵ᒤ)•Specifications for Design of Highway Bridges (2001)•

Specifications for Seismic Design of Highway Bridges(2000)

Specifications for Design of Cold-formed Steel Structures(‫ܐ‬॥ীᙓዌທ৬ᗰढ࿨ዌ๻ૠ๵ᒤ)7

8

Other Highway Codes

Other Design Codes

Issued by Ministry of Transportation & Communications(MOTC)•

Specifications for Highway Geometry Design•

Specifications for Highway Drainage Design•

Specifications for Design of Railway Bridges (MOTC)•

Specifications for Seismic Design of Railway Bridges(MOTC) (ᥳሁᖯඩરᔼ๻ૠ๵ᒤ)•Design Guide for Harbor Structures (MOTC)•

Design Standard of Urban Roads and Accessory Works(MOI) (ؑ೴ሐሁ֗ॵ᥆ՠ࿓๻ૠᑑᄷ)(ᥳሁᖯඩ๻ૠ๵ᒤ)(ֆሁሁᒵ๻ૠ๵ᒤ)(ཽ᨜ዌທढ๻ૠഗᄷ)(ֆሁඈֽ๻ૠ๵ᒤ)•Specifications for Design of Highway Tunnels•

Specifications for Design of Flexible Pavement(ֆሁᙞሐ๻ૠ๵ᒤ)(ਫࢤⲯ૿๻ૠ๵ᒤ)9

10

Development of Bridge Seismic Code
 1960 Highway Bridge Design Specifications

Development ofBridge Seismic Codes
In Taiwan

 No seismic design guidance.
 Designers use earthquake coefficients
recommended in the Engineer’s Manual
published by Chinese Institute of Engineers.

1112

Development of Bridge Seismic CodeDevelopment of Bridge Seismic Code
 1995 Highway Bridge Seismic Design Specs

 1987 Highway Bridge Design Specifications

 Separate volume from Bridge Design Specs Based on

 Horizontal earthquake force calculated bycoefficient method.
 Factors include earthquake zoning, site
condition, importance and fundamental
period adjustment.
 Based on 1980 Highway Bridge Codepublished by Japan Road Association.
 No special details required.

 Earthquake hazard analysis and spectrum study Seismic codes and research in US and Japan Small to moderate earthquakes
 Resisted in the elastic range
 No significant structural damage

 Large earthquakes (min 475-year return period)
 Avoid collapse of all or part of bridge
 Plastic response permitted
 Shear or brittle failure not allowed Special ductile details required
 Soil liquefaction evaluation
13

14

Development of Bridge Seismic CodeDevelopment of Bridge Seismic Code

 2000 Highway Bridge Seismic Design Specs

 2002 Highway Bridge Seismic Design Specs(DRAFT) Based on the lesson learned from Chi Chi
earthquake (Sept. 21, 1999).
 Revisions
 Earthquake zoning Peak ground acceleration
 Response spectrum
 Vertical seismic force Falling prevention design

 Major revisions
 New analysis method
 Earthquake micro-zoning Near fault effect Base isolation
Not approved because of different opinionsfrom review panel
15

THANK YOU

17

16

ACECC Workshop

November 4, 2006

OutlineHarmonization of Design Codes in the Asian Region

Concrete Building Codein Taiwan
Shyh-Jiann Hwang (National Taiwan University)z Status of Concrete Codesz Current Concrete Codes in Taiwanz Code Development in CICHE

Committee of Concrete Engineering
Chinese Institute of Civil and Hydraulic Engineering

Status of Design Codes in Taiwan

Status of Concrete Codes

Regulations
DesignCodes

Drafted byApproved byGovernment

Legislative
Body

Engineering
Societies

Government

Standards andSpecifications

Status of Concrete Building Codes
Building
Design Codes

Design Code &Specification for
Structural Concrete

Test Standards,
Chinese Nation Standard,
Material Specification, etc.

Drafted by:
Chinese Institute of
Civil and HydraulicEngineering (CICHE)Approved by:Construction and
Planning
Administration (CPA),
Ministry of Interior

Current Concrete Codes
in Taiwan

Draft of Design Code
Design Code
Design Code for
Structural Concrete

Code Draft
Design Code andCommentary for
Structural Concrete(• • •401• -86a)
401

Draft of Construction CodePublisher Issued
CPA

2002

Publisher Issued

CICHE

1997

Lessons from Chi-Chi Earthquake

Construction CodeSpecification for
Structural Concrete

Code Draft
Construction Codeand Commentary for
Structural Concrete(• • •402• -88a)
402

Publisher Issued

CPA

2002

Publisher Issued

CICHE

1999

Lessons from Chi-Chi Earthquake
Damages of School Buildings

Vertical Faulting = 9.0m

293 elementary and high schools were completely or partially damaged.

Lessons from Chi-Chi Earthquake
Bridge Damages

Model of Taiwan Concrete Codes
American Concrete Institute

Building Code Requirements for
Structural Concrete (ACI 318-95)
1995
Chinese Institute of Civil and Hydraulic Engineering

Design Code and Commentary for
Structural Concrete (•• -86a)(• • •401401

1997

Construction Code and Commentaryfor Structural Concrete (•• -88a) 1999(• • •402402

Design Code for
Structural Concrete

Code Units in Taiwan

z General Requirements

Length

Force

Mass

Time

z Analysis and Designz Flexural and Axial Loads
z Shear and Torsion

m

kgf

kg

sec

z Development and Splices of Reinforcementz TwoTwo-way Slab Systemz Wallsz Footingsz Precast Concrete

Design Code for
Structural Concrete

Specification for
Structural Concretez Composite Concrete Flexural Members

z General Requirementz Prestressed Concretez Concrete Materials

z Shells and Folded Plate Membersz Concrete Mixturesz Strength Evaluation of Existing Structuresz Formwork

z Special Provisions for Seismic Design

z Steelz Structural Plane Concretez Joints and Embedmentz Appendix: StrutStrut-andand-tie Modelz Concrete Mixing and Conveying

Anchoring to Concrete
Working Stress Designz Concrete Placingz Concrete FinishingSpecification for
Structural Concretez Concrete Curing and Protectionz Mass Concretez Prestressed Concretez SelfSelf-Compacting Concretez Shot Concretez Quality Controlz Examination and Inspection
z Evaluation and Acceptance of Concretez Check and Acceptance

Code Developmentin CICHE

Task Force of Concrete Codes

Development of Design Code
Design Code
Cover

Establishment
Chinese Institute of HydraulicEngineering
Chinese Institute of Civil Engineering
Chinesehinese Institutenstitute of Civil
ivil and Hydraulicydraulic
Engineering
ngineering (CICHE))(
Committee of Concrete Engineering

Year
1931
1936
1974
1965

Design Code of • • •401-56•

VersionYear• • •401• -56
401

1967

• • •401• -59
401

1970

• • •401• -68
401

1979

• • •401• -80
401

1991

• • •401• -84
401

1995

• • •401• -86
401

1997

• • •401• -86a
401

2002

• • •401• -93
401

2004

Note

Adopted by CPA

Prepared by: Working Group on Concrete Design
Committee of Concrete Engineering
Chinese Institute of Civil and Hydraulic Engineering

Design Code of • • •401-59•(1967)

Referencez Taiwan Power
Company, “Design
Code of Reinforced
Concrete”
Concrete”
z ACI 318318-63
Contentz Working Stress
DesignDesign Code of • • •401-68•(1970)

Reference• -56
z • • •401401
z ACI 318318-63
NEW
z Ultimate Strength
Design (Appendix)

Design Code of • • •401-80•(1979)
Reference• •401• -59
401
z ACI 318318-77
NEWz Ultimate Strength Design(Text)z Working Stress Design(Appendix)
z Special Provisions for
Seismic Design (Appendix)z •(1991)

Reference• -68
z • • •401401
z ACI 318318-89
NEWz Special Provisions for
Seismic Design (Text)

Design Code of • • •401-84•

Design Code of • • •401-86•(1995)
Reference• -84
z • • •401401
z ACI 318318-95

Reference• -80
z • • •401401
z ACI 318318-89
NEWz Commentary

Design Code of • • •401-86a•
CICHE(2002)

VersionDesign Code of • • •401-93•
Reference• -86az • • • 401401
z ACI 318318-02
NEWz Load Factors
z Strength Reduction
Factorsz StrutStrut-andand-Tie Modelz Anchoring to Concrete

Development of Construction Code
Cover

NEW
z Drawings andSpecificationsz Structural Plain Concretez Unified Design Provisions
for RC and PC(2004)

CPA

Reference• -86
z • • •401401
z Building Design Code, CPA

Construction Code(1997)

Construction Code of • • •402-57•(1968)Year• • •402• -57
402

1968

• • •402• -70
402

1981

• • •402• -80
402

1991

• • •402• -88
402

1999

• • •402-88a•

2002• • •402• -94
402

2005

Note

Adopted by CPA

Prepared by: Working Group on Concrete Construction
Committee of Concrete Engineering
Chinese Institute of Civil and Hydraulic Engineering

Referencez CICHE, “Construction
Code of ConcreteEngineering,”
Engineering,” 1956
z ACI Committee 301,
“ACI Standard
Specifications for
Structural Concrete for
Building,”
Building,” 1956Construction Code of • • •402-70•

Construction Code of • • •402-80•(1981)(1991)

Reference• -57
z • • •402402
z ACI 301301-75
z ACI 318318-77

Reference• -70z • • •402402
z ACI 301301-88
z ACI 318318-89
Newz Commentaryz Concrete Conveyingz Special Concretez Quality Control

Newz Prestressed Concrete

Construction Code of • • •402-88•(1999)

Construction Code of • • •402-88a
•
CICHE

CPA

(2002)

Reference• -80
z • • •402402
z ACI 301301-96
z ACI 318318-95
Reference• -88
z • • •402402
z Building Design Code, CPA

Recent Efforts

Construction Code of • • •402-94•(2005)

Reference• -88az • • •402402
z ACI 301301-99
z ACI 318318-05
Newz SelfSelf-Compacting
Concrete

CICHE• • • •
401-95• • • •
402-94CPA?
? ?

Future Efforts

zDevelopment of Concrete Codes

zHarmonization of Design Codes in

the Asian Region

Thanks for your attention

The Geotechnical andCivil Engineering Design
Codes of China

+LVWRU\

Zhang Weimin
Nanjing Hydraulic Research InstituteNanjing , China
ഃॆϦ߬ඹϦ઒࠸ഃॆࢳ༰ཙࡎၝ

Ⴣน੖—V
Background
i The National first Five-Year Plan, 156
projects that the Soviet Union help tobuild.
i The Soviet Union design codes be used.
i The Soviet Union design codes mainly
been adopted and these codes come into
being the foundation of Chinese Standard
system.

Chinese initial design standard:•The main used design codes before 1960

The Soviet Union design codes
ǉIndustries and civil building natural grounddesign standards and technological regulationsǊ
ǉ civil building and industry construction work
geology survey standardǊ
ǉ industry construction work and civil building
geology survey speediness operate tentativecodeǊ
ǉ soil test rules of the building foundation Ǌ
ǉ railway lead worker person handbook by
project geological drillingsǊ

̚‘V
i On the basis of the Soviet Union Design Codes,

i Geotechnical test manualǊˈ1953

Nanjing Hydraulic Research Institute
Water Resources Ministry
i The tentative code of natural groundsǊ,1954
Construction Ministryi ǉTentative code of Design load Ǌˈ1954
Construction Ministry

combine domestic engineering practice , The
Chinese standard began to be established.
i ǉproject geologic map types and legendǊ, 1959,

Ministry of Water Resources and Power Industry
ǉ railway bridge design specificationǊ , 1960 ,Ministry of Railways
i ǉrailway tunnel design specificationǊ , 1960 ,Ministries of Railways̚‘VTwo large scale design code works,• Start at 70’s, Ministry of Water resources andPower Industry, Ministry of Construction, Ministryof Communications, Ministry of Railways andMinistry of Metallurgical Industry, issued theirown design codes.
• behind the reform and opening, the national codeissued and the industry codes revision continuously• the local standards issued in Shanghai, Fujian,Guangdong, Zhejiang, Tianjin, Beijing……
The US Standards, UK and Europe Standards, andJapan standards have been referenced also.

ǉsurvey detailed rules and regulations of atrailway project geologiesǊ, 1960 Ministriesof Railways
ǉ High Stove design tentative specificationǊ,
1966, Ministry of Metallurgical Industry,ǉthe wet settlement of yellow soil
standardsǊ,1966,
Ministry of Construction… …

• ǉFoundation design specification for industry
and civil constructionǊˈ TJ 21-77,1974• ǉYellow soil district building standardsǊ,1979,
TJ 25-78• ǉ High building’s case shape foundation designand construction ruleǊ , 1981, JGJ 6-80
• ǉ Industry and civil building pouring pile designand construction Ǌˈ JGJ No. 4-80, 1985

 The Standard System‘V̚– new technologyǃnew methods were usedin the codes– the codes been required closed to theinternational standard (ISO)– Standard system and standard series havebeen formedƽ National standard (GB)•For the technical requirement that need to unify in thenation-wide, should establish the national standard.
standardization department of the State Council
responsible for the administration•

requirement on quality,safety, hygiene, environment•

term, symbol, measurement unit and system National standard (GB)•general assessment and evaluation method

 Industry (profession, occupation) Standard•

engineering project general IT requirement; Local Standard (DB)•the other general technical control requirement

ǉThe standardization law of People’s Republic ofChinaǊ (December 29,1988)
ǉThe management method of the national standards
on construction engineeringǊ( December 30,1992)

ƽ Industry (profession, occupation) Standard

There are 58 kinds of industry standards in China. That
covered the almost all fields:• For the technical requirement that has nonational standard and need to be unified in thecertain profession, can make the industry
standard .

Agriculture(NY), Forestry(LY), Machinery(JB)
Automobile(QC), Boat(CB), Aviation(HK),
Medicine(YY), Chemical engineering(HG), Petroleum
chemical(SH), Ocean (HY), Finance(JR), Hygiene(WS),• The relevant administrative department of theState Council is responsible.

Building construction (JG), City public construction(CJ),
Water resources (SL), Communication(JT), Power(DL),
Railway(TD), Environmental protection(HJ), Build
material(JC), Land management(TD), Coal(MT),Metallurgy(YB), Colored metallurgy(YS),
Petroleum(SY), Survey(CH) , Public safety(GA)• The industry standard should put on records tonational standardization administrative
department.

……

ƽ Local Standard (DB)For the hygiene, safety and environment
requirement that has no national standard and need
to be unified in province,autonomous region , canmake the Local standard .
Local Government responsible for the Local
standard works

Beijing (DB11) Tianjing(DB12) …….
Shanghai(DB31) Jiangsu(DB32) …….

China Standards on Geotechnical Eng.
i National

34
22
i Hydro32
i Electric power 24
i City10i Mining & metal 42i Railway
32
i Road18
i Water carriage 11
i Coal7i Architecture

Petroleum
5
Petro-chemical
8
Chemical
4
Mining4
Forest2
Broadcast1
Nucleus1
Standard committee 11
Local
50

Guangdong(DB44) ……
i Total

3. Standard classification•••

Mandatory standard: It ensures health standard
and law, administrative statute of the personalsafety as well as the property safety should
regulate.
Recommendation standard. recommendation
standard now with( /T) : The standard beyond the
mandatory standard is the recommendation
natureThe standard by standardization committee ofChina's engineering construction, named as
CECS, nationwide standard valid, all giving a
recommendation nature.

•318

Engineering construction standard system classified
as 24 fields in China :(1) plan (2) survey (3) house building(4) geotechnical engineering (5) structure(6) disaster prevent (7) engineering evaluation(8) fire prevention (9) environment(10)water supplies and drainage(11)heat and air supplies(12) broadcast and communication eng.
(13) automation eng. (14) railways

(15) transport eng. (16) hydraulic eng.
(17) electric eng.

(19)Industry kiln and stove ( 20) piping eng.
(21)industry equipment (22) industry technics( 23) weld

3 Main industry fields and standards(18) mining eng.

(24) others

3.2 Water resources and hydroelectric power
i amount to 40 volume , national 8 volume
i the particularities of hydroelectric project,itself become body separately by standard
standard.

3.1 Building construction works
i Amount more than 130 volumes.
i National standard 17 volumes .
i the scope of application is wide, the civil
building, the industrial building , Urbanarchitecture have a wide range andinfluence.

i Based on the standards, the world levelbuilding projects have been designed.
i Three gorge projecti Transferring Southern water to the North projecti SutongYangtze river bridge, span 1088 m, the Deepest

Foundation (120m )i Double curves arch dam( Small gulf 292 m high),
i Concrete faced rock fill dam (Shuibuya 233 m high),
i Roller concrete gravity dam ( dragon beach 216.5m high),
i Underground power plant ( dragon beach, 388.5m

long ˈ 28.5m wide, 74.6m high )i Geotechnical test standards is

authoritativeness in the country.
i Relatively full geosynthtics standards
in the country.

3. 3 Power engineering
i 28 volumes , the national 2 volumes
i suitable for power engineering, thespecial quality industrial building ,Including power plant, transformer
substation, store the gray field, theelectric wire Way,etc.
i a complete set on 220 KV, 500 KV

3.4 The mining and metallurgy
i The second largest, total 45 volumes ,national 3 volumes
i 20 volumes on survey

3.6 Roadi 18 volumes
i similar to railway, have their own

specialties also: road surface ?…
i In the highway developing process in
China recent years, these codes make aimportant role.

3.5 Railway projecti 33 volumes, national standard 1 volume
i have their specialties,line shape projects,

long tunnel, bridge, the geological conditionchangeable.

3.7 water carriage
i 11 volumes ,i port projects, and water way projects

ISO /TC182

P-member
Activities Soils classifications

Thank youProf. Wei-Min ZHANG
Deputy Director of GEO Department,
Nanjing Hydraulic Research Institute
Hujuguan Road 34, Nanjing , China, 210024
E-mail :wmzhang@nhri.cn
wmzhang_cn@yahoo.com
Tel: +86-25-85829502
Fax: +86-25-85829555

ACECC workshop on Harmonization of Design Codes in the Asian Region e
Nov. 4, 2006, Taipei, Taiwan

Towards Harmonization of Design Code in Asia- Structural
Concrete Ueda T.
Chairman, International Committee on Concrete Model Code for Asia
Division of Built Environment, Hokkaido University, Sapporo, Japan

1

INTRODUCTION

Asia contributes one third of the world construction market, while the remaining two thirds areshared equally by Europe and North America. The cement consumption, which is a good index forconstruction industry size, in Asia is now well above 50% of the world consumption. China isranked 1st followed by India. In China the cement consumption is 10 times of that in Japan in 2005.
Besides the big size of construction industry, it should be noted that there are many international
projects for construction industry in Asia. Those facts imply the necessity of international codes forconstruction industry.
With this background, internationalization of code for structural concrete has been paid attention
since the early 1990’s. International Committee on Concrete Model Code for Asia (ICCMC) wasestablished in 1994. This paper introduces briefly Asian Concrete Model Code (ACMC) which was
issued by ICCMC and the collaboration between ICCMC and ISO to make ACMC as a basis for ISO
coded.
2

ICCMC

Before establishment of ICCMC, Japan Concrete (JCI) Institute set up a Research Committee on
Concrete Model Coe to conduct feasibility study of concrete model code in Asia with collaborationof many Asian countries in 1992. The JCI committee disclosed that there are three types ofcountries: Country without domestic code Country with domestic code, which is a copy of codes in developed countries
 Country with domestic code, which is developed in the country
Many countries in Asia showed necessity and feasibility of concrete model code in Asia like
Eurocode in Europe and ACI Code in North America with the following reasons: Nationalism Technological readiness Inappropriateness for adoption of codes in Europe and North America, which can be explainedby difference in• Material type and quality• Climate• Technological level• Economical level• Social system for construction labor
Considering the situation in Asia, a model code should be A model for countries to develop own codes Flexible to diversity within Asia in terms of material available, climate, technological level,
economical level and social system
ICCMC has its history as below:
1

1992
1994
1998
1999
2001
2003
2006
2006

Establishment of JCI Research Committee on Concrete Model CodeEstablishment of ICCMC
1st Draft of ACMC
2nd Draft of ACMC
ACMC2001 (2001 Edition of ACMC)
Vietnamese Version of ACMC2001
ACMC2006 (2006 Edition of ACMC)
Chinese Version of ACMC2006

As of November 2006, ICCMC collects over 80 individual members, 6 representative members(representing concrete related institution) and 10 corporate members from the following 14
countries/economy; Australia, Bangladesh, China, India, Indonesia, Iran, Japan, Korea, Malaysia,
Philippines, Singapore, Taiwan, Thailand, and Vietnam.ICCMC has been organizing committee
meetings regularly with local institutional hosts. In total 22 meetings in 12 countries/economy.
3

ACMC

The latest version of ACMC,ACMC2006, contains three parts (Part1: Design, Part 2: Materials andConstruction, and Part 3: Maintenance), which covers all kinds of concrete structures (un-reinforced
concrete structures, reinforced concrete structures, prestressed concrete structures, and composite
structures with concrete). Its two main features as follows: Performance-based concept
 Multi-level document structure

ACMC2006
Level 1 document

Part I – DesignPart II – Materials

Part III –and construction

Maintenance

Level 2

Level 2

Level 2

document

document

document

Level 3

Level 3

Level 3

document

document

document

Common
code

Local
code

Figure 1. Multi-level document structure of ACMC.
The performance-based concept only specifies performance requirements, while verification
method for the requirement is not mandatory, meaning that any method can be used once it is proved
appropriate. The multi-level document structure allows to have documents common to any country
and any structure (common code) and documents specific to particular country or particular structure(local/specific code) (see Figure 1). Level 1 and 2 documents are the common code, while Level 3

2

document is local/specific code. Both the performance-based concept and the multi-level document
structure are suitable for the model code, which deals with the big diversity in Asia.
ICCMC has been issuing Level 3 documents since 2001. There are two types of Level 3
document: national code type and technical report type. The list of Level 3 documents is as below:(1) “An example of design for seismic actions – performance examination of RC building designed
according to the Architectural Institute of Japan (AIJ) Guidelines ” , 2001. (Technical
Report)“Vietnam Construction Standard TCXDVN 318: 2004 - Concrete and Reinforced
Concrete Structures - Guide to Maintenance ” , 2004. (National Code)“Guidelines for
Maintenance and Rehabilitation of Concrete Structures against Chloride Induced Deterioration”,
2004. (Technical Report)“The Standard Specification for Materials and Construction of Concrete
Structures in Japan”, 2005. (National Code Type)4
COLLABORATIONBETWEEN
ICCMC AND ISO
Figure 2. ISO/TC 71 and Subcommittees.
In SC 4 there is an Ad-Hoc WG on performance-based code, which was initiated by members from

SC 1: Test methods for concrete
SC 3: Concrete production andexecution of concrete structures
TC 71: Concrete,
reinforced
concrete andprestressed
concrete

SC 4: Performance requirements
for structural concrete
SC 5: Simplified design standard for
concrete structures
SC 6: Non-traditional reinforcing
materials for concrete structures
SC 7: Maintenance and repairof concrete structures

ICCMC, to study how to implement the performance-based concept and regional code like ACMC
into the ISO codes. SC 7, proposed by the members from ICCMC, is currently chaired by Prof Songof Korea with the author as Secretary. SC 7 is now drafting an umbrella code for maintenance basedon ACMC.
As seen above, the network in ICCMC has been successfully established a Asian tem work todisseminate technology in Asia and to enhance the voice from Asia in ISO activities.
5

ISSUES RELATED TO INTERNATIONALIZATION OF CODE IN ASIA

There are some difficulties with internationalization of code in Asia as follows: Volunteer work from limited countries• Unfamiliarity for code drafting• Small motivation with no direct benefit such as research grant to individual Difficulty in being recognized by government• Country where codes are well established shows little interest
3






• ICCMC is not a governmental body
• China and Taiwan issue
Organizations responsible for preparing codes are various among different countries, such as
non-governmental and governmental organization.
Country like Japan where civil and architectural structures are dealt by different organizationneeds unification of codes are preferable.
Financial support is still necessary for many Asian countries to participate international
collaboration.
Country with more advanced technology is expected to take leadership for code drafting.

4Big Construction Market in Asia
(in 2000)

Towards Harmonization of
Design Code in Asia
- Structural Concrete -

18

25

16

20

14
12

15

10
8
6

5

4
2

UEDA Tamon, Hokkaido University໭ᾏ㐨኱Ꮫ ୖ⏣ ከ㛛

% in world construction market

Egypt

Saudi
ArabiaUK

BrazilGermanyUSA

0

Australia

Egypt

BrazilSaudi Arabia

USA

Germany

ThailandAustralia

Korea

Singapore

India

Japan

China

0

Asia Total䜰䝆䜰ᇦෆ䛻䛚䛡䜛タィᇶ‽䛾ㄪ࿴䛻ྥ䛡䛶䞊䝁䞁䜽䝸䞊䝖ᕤᏛศ㔝䞊10% of construction in GDP

Asia: 1/3 of world market
ACECC Workshop on Harmonization of Design Codes in the Asian Region, 4 Nov 2006, Taipei



ACECC Workshop on Harmonization of Design Codes in the Asian Region, 4 Nov 2006, Taipei



Big Construction Market in Asia
100,000

India

China

90,000

Japan

India

80,000Korea

70,000Singapore

600,000

1400

AfricaAmerica

400,000

Japan

1200
Europe1000
800

Oceania

600

Middle East

300,000
200,000

60,000

TaiwanKorea

50,000ThailandGermany

40,000Cement30,000
consumption
20,000in China = 10 times of
10,000
Japan
0

USA

100,000

Asia (excluding
Middle East)

Worldwide cement consumption
1st: China, 2nd: India

1992

1987

1982

1977

1972

1967

1962

1999

1997

1992

1987

1982

1977

1972

1967

1962

1957

1952

1947

0

1957

0
1947

200

1952

400

1997

1600

500,000

1947
1952
1957
1962
1967
1972
1977
1982
1987
1992
1997

1800

Fast growing of construction in Asia

More than 50% in Asia

ACECC Workshop on Harmonization of Design Codes in the Asian Region, 4 Nov 2006, Taipei



ACECC Workshop on Harmonization of Design Codes in the Asian Region, 4 Nov 2006, Taipei

Codes and Standards in Asia
Three groups in the world construction market:
3 cases

Europe: 1/3 of World Market

Adopt other countries’
countries’ codes

America (North/South America): 1/3 of World
MarketDevelop their own codes

Asia (including Oceania): 1/3 of World Market

Big projects

There are model codes:¾ ACI codes¾ Euro Codes¾ Asia needs one. oHave no codes yet

International teamCodes from various
countries are used in
one project.
Creates confusion andmisunderstanding

Asian Concrete Model CodeACECC Workshop on Harmonization of Design Codes in the Asian Region, 4 Nov 2006, Taipei



ACECC Workshop on Harmonization of Design Codes in the Asian Region, 4 Nov 2006, Taipei

Need of development of its own codein first and second cases:

To develop its own model code in Asia•

Nationalism•

Technological readiness•

Inappropriateness in codes in Europe and North
America (due to difference in material quality,
climate, technological level and economical level)

The Model Code is
To help the countries to develop their own codes
To reduce confusion/misunderstanding in multimultinational projects

The Model Code should be
Considering those fact, the best solution is
Flexible in its nature to fit the diversity in Asia
ACECC Workshop on Harmonization of Design Codes in the Asian Region, 4 Nov 2006, Taipei



ACECC Workshop on Harmonization of Design Codes in the Asian Region, 4 Nov 2006, Taipei

Committee members and meetings (as of Aug 2006)
History for Asian Concrete Model Code (ACMC)

Over 70 individual members

1992: JCI Research Committee on Concrete Model Code

8 representative members

1994: International Committee on Concrete Model Codefor Asia (ICCMC)

Over 20 corporate members
From 13 countries (Australia, Bangladesh, China,
India, Indonesia, Iran, Japan, Korea, Malaysia,
Philippines, Singapore, Thailand, and Vietnam)

1998: First draft of ACMC
1999: Second draft of ACMC
2001: ACMC 2001

22 Committee meetings in 12 countries/economy
since 1994

2004: Vietnamese version for maintenance part of ACMC
2006: ACMC 2006 Æ ChineseChinese-translated version in 2006
ACECC Workshop on Harmonization of Design Codes in the Asian Region, 4 Nov 2006, Taipei

Local committees in Japan, Korea and Thailand


ACECC Workshop on Harmonization of Design Codes in the Asian Region, 4 Nov 2006, Taipei



13 member countries

ACMC
ACMC2006
Iran

Korea Japan

China
India

Bangladesh

VietnamThailand

Malaysia

Philippines

Singapore
Indonesia

Australia
ACECC Workshop on Harmonization of Design Codes in the Asian Region, 4 Nov 2006, Taipei



ACECC Workshop on Harmonization of Design Codes in the Asian Region, 4 Nov 2006, Taipei

ACMC 2006

Comparison among model codes

3 Parts:
Structural design, materials and construction,and maintenance

ACMC 2006
2006

Items

Scope:

Covered Asia andregionPacific

All kinds of concrete structures (plain concrete,
reinforced concrete, prestressed concrete, andcomposite structures with concrete)

EuropePerformance
Limit state-baseddesigndesignDesignmethod2 Features:

Eurocode 2 ACI 318

PerformancePerformance-based concept

North andSouth
America
Ultimate
strengthdesignMultiMulti-level code document structure
ACECC Workshop on Harmonization of Design Codes in the Asian Region, 4 Nov 2006, Taipei



ACECC Workshop on Harmonization of Design Codes in the Asian Region, 4 Nov 2006, Taipei

MultiMulti-level document structure

PerformancePerformance-based concept
 Clear description of the required performance of astructure (in such a way that the owners and users of
the structure, who are likely to be nonnon-engineers, canunderstand)

ACMC2006
Level 1 document

 No specification on how to satisfy the required
performance or how to prove that the required
performance is satisfied, which means that you canchoose any method if proved to be appropriate

Part I – DesignPart II – Materials
and construction

Part III –Maintenance

Level 2
document

Level 2
document

Level 2
document

Commoncode

Best way
Level 3
document

To assure easy understanding among people withdifferent background

Level 3
document

ACECC Workshop on Harmonization of Design Codes in the Asian Region, 4 Nov 2006, Taipei

Financial Support to ICCMC

Level 3 Documents

Membership(1) “An example of design for seismic actions –performance examination of RC building designed
according to the Architectural Institute of Japan (AIJ)
Guidelines”
Guidelines”, 2001.

– Corporative members– Individual members

Japanese government– MEXT as Scientific GrantGrant-inin-Aid 䠄⛉◊䠅
– MLIT as project on internationalization of codes 䠄ἢᓊᢏ⾡䝉䞁䝍䞊䛛䜙䛾ጤク䠅
– METI as project on strengthening of Japanese presence in ISO
䠄つ᱁༠఍䛛䜙䛾ጤク䠅

(2) “Vietnam Construction Standard TCXDVN 318:
2004 - Concrete and Reinforced Concrete Structures Guide to Maintenance”
Maintenance”, 2004.
(3) “Guidelines for Maintenance and Rehabilitation ofConcrete Structures against Chloride Induced
Deterioration”
Deterioration”, 2004.

Other Japanese organization(4) “The Standard Specification for Materials andConstruction of Concrete Structures in Japan”
Japan”, 2005.

Other Asian Countries

ACECC Workshop on Harmonization of Design Codes in the Asian Region, 4 Nov 2006, Taipei

Local
code

For particular region/economy
or types of structure

To accommodate the diversity in technological andeconomical level
ACECC Workshop on Harmonization of Design Codes in the Asian Region, 4 Nov 2006, Taipei

Level 3
document– JCI– Overseas Construction Association of Japan– KCI, Engineering Institute of Thailand– Hosting organizations for ICCMC meeting

ACECC Workshop on Harmonization of Design Codes in the Asian Region, 4 Nov 2006, Taipei

Relation to ISO

Relation to ISO

SC 1: Test methods for concrete

ISO/TC71

SC 3: Concrete production andexecution of concrete structures
TC 71: Concrete,
reinforced
concrete andprestressed
concrete– Enhancement of Asian presence• TC71, SC1, SC3, SC4, SC5, SC6 and SC7

SC 4: Performance requirements
for structural concrete– Establishment of new SC• SC7 “Maintenance and Repair of Concrete Structures”
Structures”• Chairman from Korea and Secretary from Japan• ISO umbrella code to be drafted based on ACMC

SC 5: Simplified design standard for
concrete structures
SC 6: Non-traditional reinforcing
materials for concrete structures– Initiation of discussion on “PerformancePerformance-based
Concept”
Concept”

SC 7: Maintenance and repairof concrete structures
ACECC Workshop on Harmonization of Design Codes in the Asian Region, 4 Nov 2006, Taipei• ACMC is with performanceperformance-based concept while ISO codes
basically with limit state conceptAsian Model Code:Difficulties in Code Drafting andInternational Collaboration

Asian Model Code:Benefit for Asian Countries
For Asian Countries with Own CodeVolunteer work from limited countries– Dissemination of their technology to be international
code in Asia and ISO– Strengthening their presence in international circle
such as ISO through collaboration among Asian
countries– Unfamiliarity for code drafting– Small motivation with no direct benefit such as
research grant to individual

Difficulty in being recognized by government

For Asian Countries without Own Code– Country where codes are well established shows
little interest– ICCMC is not a governmental body
– China and Taiwan issue– Development of national codes– Enhancement of technological level– Strengthening their presence in international circle
ACECC Workshop on Harmonization of Design Codes in the Asian Region, 4 Nov 2006, Taipei

ACECC Workshop on Harmonization of Design Codes in the Asian Region, 4 Nov 2006, Taipei



ACECC Workshop on Harmonization of Design Codes in the Asian Region, 4 Nov 2006, Taipei

Asian Model Code:Other Issues(1) Organizations responsible for preparing codes arevarious among different countries, such as nonnongovernmental and governmental organization.
(2) Country like Japan where civil and architectural
structures are dealt by different organization needs
unification of codes are preferable.
(3) Financial support is still necessary for many Asian
countries to participate international collaboration.
(4) Country with more advanced technology is expected
to take leadership for code drafting.
ACECC Workshop on Harmonization of Design Codes in the Asian Region, 4 Nov 2006, Taipei

Thank you for your attention

Web site for ICCMC
www.iccmc.org


ACECC Workshop on Harmonization of Design Codes in the Asian Region, 4 Nov 2006, Taipei

ACECC Workshop on Harmonization of Design Codes in the Asian Region
Nov. 4, 2006, Taipei, Taiwan

Harmonization of Geotechnical with Structural Design Codes in
EuropeTrevor L. L. Orr
Trinity College Dublin, Ireland

ABSTRACT: The Eurocode programme for the development of a set of harmonised codes forstructural design, including Eurocode 7 for geotechnical design, is described. The main features ofthe limit state design method for the Eurocodes set out in EN 1990 are outlined. The challenges facedby the drafters of Eurocode 7 in preparing a code that was consistent with EN 1990, took account of
the special features of soil and geotechnical design, and was acceptable to the European geotechnicalcommunity, are explained. The design issues that had to be overcome included the scope of Eurocode
7, the definition of the characteristic value of a soil parameter, the value of the partial factor on
permanent loads in geotechnical design, the application of partial factors to soil parameters or
resistances, the treatment of water pressures and forces, and the accommodation of national design
practices. How these challenges and design issues were overcome is explained. It is concluded that
Eurocode 7 will harmonize geotechnical design throughout Europe and will harmonize geotechnicalwith structural design codes in Europe.

1

EUROCODE PROGRAMME

1.1
Reasons for the Eurocodes
Since the 1950s there has been movement towards greater economic and political cooperation andintegration in Western Europe. This led to the establishment of the European Economic Community(EEC) in 1957, which has developed and expanded to become the European Union (EU) with 25
member states at present in 2006. The concept of the Structural Eurocodes was conceived in 1975 by
the Commission of the European Economic Community (EEC) for the following reasons:• To remove of the obstacles to trade in construction that exist in Europe due to different national
standards through the creation of a set of common harmonized design standards for all
construction materials and hence to facilitate the exchange of construction services and improve
the functioning of the internal market in Europe,• To provide a set of common European design standards to be used as reference documents formember states to prove compliance of building and civil engineering works with the essential
requirements regarding mechanical resistance, stability and safety in the case of fire in the European
Council’s Construction Products Directive with which all the building regulations in the European
member states must comply. Where applicable, the national building regulations will refer to theEurocodes, stating that structural and geotechnical work complying with them and the National
Annexes to the Eurocodes will be deemed to satisfy the requirements in the building regulations.
• To improve the competitiveness of the European construction industry internationally.
Ten Eurocodes for structural and geotechnical design are being prepared, as shown in Table 1.
Eurocode EN 1990 provides the basis of design that is used in all the Eurocodes; Eurocode 1
provides the actions, i.e. loads, to used in structural design; Eurocodes 3 – 6 and 9 provide the rules
for the design of structures using the following main structural materials: concrete, steel, composite
steel and concrete, timber, masonry and aluminium alloy; Eurocode 7 provides the rules forgeotechnical design, i.e. designs involving soil material; and Eurocode 8 provides the rules for thedesign of structures for earthquake resistance.
1

Table 1: Set of Eurocodes and the number of Eurocode parts
Eurocodes
Titles of 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 and concrete structures
EN 1995
Eurocode 5: Design of timber structures
EN 1996
Eurocode 6: Design of masonry structures
EN 1997
Eurocode 7: Geotechnical design
EN 1998
Eurocode 8: Design provisions for earthquake resistance ofstructures
EN 1999
Eurocode 9: Design of aluminium structures
Total

Numbers of parts
1
10
4
20
3
3
4
2
6
5
58

Initially the Eurocode work was carried out under the direction of the European Commission.
However progress on the Eurocodes was slow, partly because the volume of the Eurocode work
increased as the number of Eurocode parts was increased to 58, as shown in Table 1 and partly
because the European Commission was not established to prepare codes or standards. Hence it was
decided in 1989 to transfer the work of preparing the Eurocodes from the European Commission to
CEN, the European Committee for Standardization, so that they could be published by CEN as
EuroNorms (ENs), i.e. as European Standards. The Eurocodes were transferred to CEN in 1990 and atechnical committee, TC 250, was established to oversee the preparation of the Structural Eurocodes.
A sub-committee, SC, with a secretariat provided by one of the European standards organizations,
was established for each Eurocode; for example in the case of Eurocode 7, sub-committee SC7 wasestablished and the Dutch Standardization Organization, NEN, became the secretariat for Eurocode 7.
Progress on the Eurocodes became much faster once the Eurocode work was transferred to CEN andthe different sub-committees of TC 250 were established.
1.2
Eurocode Design Method
Since the aim of the Eurocodes is to produce a common set of harmonised design codes for all
structural materials, they are all based on the same limit state design method that is set out in thehead Eurocode, EN 1990. By having the codes for geotechnical and structural design based on thesame design method, geotechnical design is harmonized with structural design. The Eurocode design
method is the limit state design method, which involves checking that the occurrence of all ultimate
limit states (ULSs) and serviceability limit states (SLSs) is sufficiently unlikely. Ultimate limit states
are checked using calculations involving design parameter values obtained by applying partial factors
to characteristic parameter values as to achieve a certain target reliability. Thus this limit statemethod is based on reliability, with the characteristic values and the partial factors chosen so as toachieve the target probability of failure, although they are also chosen so that the resulting designs do
not differ too much from the designs obtained using the existing design codes. Since most of theEurocodes are for the design of structures using manufactured materials, the design method in EN
1990 focuses on structural design.
1.3
Development of a Eurocode
The stages in the development of a Eurocode for a particular material include a European stage
followed by a national stage. The European stage involves first identifying a model limit state codefor that material, then preparing an ENV, i.e. pre-standard, version of the Eurocode for provisionaluse. Trial calculations are carried out using the ENV and then, on the basis of experience with using
the ENV and comments received, work is carried out to convert the ENV into a prEN, or a draft EN
Eurocode. After publication of the prEN, a vote is taken to convert the prEN into a full EN, i.e. a
EuroNorm or European Standard. CEN then translates the agreed text of the Eurocode into the three
official CEN languages, English, French and German, and publishes the EN version. The date when2

CEN publishes the EN version of a Eurocode is known as the date of availability, DAV. Many of theEurocode parts have now been published as ENs, for example Part 1 of Eurocode 7, which was
published in November 2004 as EN 1997-1.
The national stage in the development of a Eurocode begins after the publication of the EN
version when there is first a 2-year National Calibration Period during which each national standards
organisation has to publish the Eurocode as a national standard with its National Annex, for example
in Ireland Part 1 of Eurocode 7 will be published as IS EN 1997-1. The National Annex of a country
contains the values of the NDPs, i.e. nationally determined parameters, which are the values of thepartial factors and other parameters whose values are left to national choice in the Eurocodes, that are
to be used with the Eurocode in that country. There is then a 3-year Coexistence Period during which
either the Eurocodes or the national standards may be used, although all government contracts will be
carried out using the Eurocodes. At the end of the Coexistence Period, all national standards thatcover the same areas as the Eurocodes must be withdrawn. Since most of the Eurocodes refer to other
Eurocodes, they cannot be used in isolation, and hence it is planned that all the Eurocodes will becomplete by 2010 for the start of what has been termed the Eurocode Era.

2

DEVELOPMENT OF EUROCODE 7

When it was decided in 1981 to start work on Eurocode 7, there was no model limit state code forgeotechnical design. The only country in Western Europe that had a limit state geotechnical designcode at that time was Denmark. Hence Dr. Niels Krebs Ovesen from Denmark was invited to chair acommittee consisting of representative from the EEC countries to prepare a model limit state codefor Eurocode 7. This model code was produced in 1987 and was used as the basis for the prestandard version of Part 1 of Eurocode 7, published in 1994 as ENV 1997-1: Geotechnical Design:
General Rules. Following a trial period with use of the ENV, comments were received on the text
and a committee was established to convert the ENV into a prEN. The prEN version of Eurocode 7
was voted on and approved by all the CEN European member states in April 2004. CEN thenpublished the EN version of Eurocode 7 in November 2004, which is the DAV for Eurocode 7. The
2-year Calibration Period for Eurocode 7, during which each country has to prepare its National
Annex with its nationally determined parameters, expires in November 2006. The Coexistence Period
for Eurocode 7 lasts for three years until November 2009. However, since Eurocode 7 depends onsome of the other Eurocodes, it will probably be 2010, as noted above, before Eurocode 7 will be theonly standard for geotechnical design in Europe.

3

CHALLENGES IN DEVELOPING EUROCODE 7

The committee drafting Eurocode 7 was faced with the following challenges, which were to produce
a code for geotechnical design that was:
1) Consistent with EN 1990 and thus harmonized geotechnical design with structural design
2) Took account of the special features of soil and geotechnical design, and
3) Was acceptable to the European geotechnical engineering community.
3.1
Consistency with EN 1990
EN 1990 was originally drafted for structural design and for manufactured materials. Since at thetime when work started on Eurocode 7, there was little experience in Western Europe of using thelimit state design method for geotechnical design and since the use of reliability-based partial factors
applied to characteristic parameters values is so different to the traditional design method using
overall factors of safety, many geotechnical engineers were not happy with adopting the EN 1990
limit state design method in geotechnical design. The use of a statistical approach to select thecharacteristic value of a geotechnical parameter was not considered to be appropriate, particularly thedefinition of the characteristic value as the 5% fractile. Also, as explained in Section 3.3, it wasconsidered that the partial factor of 1.35 in EN 1990 for permanent unfavourable loads wasinappropriate for many geotechnical design situations, e.g. slope stability.
3

Table 2: Differences between features of soil and steel and the consequences for design
Soil features
Steel features
Consequences for geotechnical design
Natural material
Manufactured
Properties need to be determined, not specified
2 phaseSingle phase
Need to consider behaviour of water as well as soil
Non-homogeneous Homogeneous
Characteristic value not 5% fractile of test results
High variability
Low variability
Need judgement when selecting characteristic value
Frictional
Non frictional
Need care factoring favourable and unfavourable loads
Compressible
Non compressible Design is often controlled by SLS rather than ULS
Non-linear
LinearSLS calculations often difficult –ULS design used

3.2
Taking Account of the Special Features of Soil and Geotechnical Design
The special features of soil compared to other structural materials and the influence of these factors
on geotechnical design needed to be taken into account in Eurocode 7 that harmonises geotechnicaldesign with structural design. The special features of soil compared to other structural materials, suchas steel, and the consequences of these for geotechnical design are listed in Table 2. How thesefeatures were accommodated in developing a Eurocode 7 that was consistent with EN 1990 isoutlined in Section 3.
3.3
Acceptability by the European Geotechnical Community
Throughout Europe, different national geotechnical design practices have been developed thatinvolve different ground investigation and soil testing methods and equipment, and different
geotechnical calculation models. These different design practices have developed as a result ofdifferent ground conditions, climatic conditions and design traditions in Europe; for example in the
sandy soils in the Netherlands the cone penetration test (CPT) is commonly used, in the stony glacialsoils in north-western Europe, the standard penetration test (SPT) is commonly used, while in thecohesive soils in France, the pressuremeter is mostly used. Other reasons for the different design
practices in Europe are the different regulatory regimes and cultures; for example in Germany thegeotechnical design calculation methods are all prescribed in the national standards while in the UK,
the calculation methods are not prescribed; the national standard provides the principles forgeotechnical design and hence is a code of good practice rather than a prescriptive standard. In
moving towards a common harmonised European code for geotechnical design, it transpired that thedifferent national practices in Europe and the valuable experiences embodied in them would have tobe accommodated in order to have Eurocode 7 accepted by the European geotechnical community.

4

DESIGN ISSUES IN HARMONIZING GEOTECHNICAL AND STRUCTURAL CODES

In order to address the challenges listed above and harmonize the geotechnical Eurocode with theother structural Eurocodes, the following six specific design issues arose:a) The scope of Eurocode 7b) The definition of the characteristic value of a geotechnical parameterc) The value of the partial factors on permanent loadsd) The application of partial factors to material parameters or resistancese) The treatment of water pressures and forcesf) The accommodation of different national design practices
How these design issues were treated in the development of Eurocode 7 is explained in the following
sections.
4.1
Scope of Eurocode 7
The Structural Eurocodes include only standards for design, not for the testing of materials. However,in geotechnical design, the determination of properties of the ground properties is the first and an
important part of all geotechnical designs. Hence TC 250 agreed that the scope of Eurocode 7 should
include the requirements for ground investigations and the evaluation of geotechnical parameters.
Thus there are two parts of Eurocode 7:4• Part 1: General rules• Part 2: Ground investigation and testing
New European standards are being prepared by CEN for the procedures and equipment for carryingout geotechnical field and laboratory tests. These are not design standards and so are not Eurocodes
nor are they part of Eurocode 7.
4.2
Characteristic Value of a Geotechnical Parameter
The EN 1990 statistical definition of the characteristic value as a 5% fractile of an unlimited test
series was not considered appropriate for geotechnical design because actual soil failures arenormally controlled by the mean value on the failure surface and not by localised low strength values.
Since the volume of soil involved in a soil test is much less than that involved in an actual failure, thecharacteristic strength should be based on a 95% confidence of the mean strength on the failuresurface, not on the 5% fractile of the test results. For this reason and because of the limited amountof geotechnical data normally available, the drafters of Eurocode 7 were concerned that a purely
statistical definition of the characteristic value was not appropriate for geotechnical design. Hencethe following definition for the characteristic value of a geotechnical parameter is given in Eurocode
7: The characteristic value of a geotechnical parameter shall be selected as a cautious estimate of
the value affecting the occurrence of the limit state. Each of the underlined words in this definition isimportant because they show that in geotechnical design the characteristic value has to be selected,
i.e. judgement has to be used; it is a cautious estimate, i.e. it is a conservative value; and its value
depends on the limit state, i.e. the type of failure and the volume soil involved in the limit state.
4.3
Partial Factors on Permanent Loads
In structural design, the partial factor on unfavourable permanent loads is 1.35 and on favourable
permanent loads is 1.0. In geotechnical design, where the permanent loads are often due to the weightof the soil, these partial factors can cause problems because it is often difficult to tell which part of apermanent load due to the soil is unfavourable and which favourable, for example in slope stability
analyses. Applying different partial factors on favourable and unfavourable loads can lead tohorizontal ground being predicted as being unstable; this is clearly illogical. In geotechnical design,
uncertainty in the permanent loads is usually much less than the uncertainty in the soil properties orresistances. Since soil is frictional, if the normal load is part of resistance and is increased, then thedesign resistance is also increased, which is unsafe. For these reasons a partial factor of 1.0 for
unfavourable permanent loads in geotechnical designs was accepted by TC 250 at the ENV stage.
4.4
Partial Factors on Soil Parameters or Resistances
The ENV version of Eurocode 7 had a materials and load factor approach, with partial factors on soil
parameters not resistances, and loads. This involved three Cases: A, B and C, with different sets ofpartial factors for each Case. Some countries in Europe wanted factors on resistances instead offactors on soil parameters and therefore the EN version of Eurocode 7 was produced with three
Design Approaches with different sets of partial factors allowing partial factors on either soil
parameters or on resistances, i.e. allowing either a either a materials or a resistance factor design.
The 3 Design Approaches are:• DA1, with two Combinations, which is a materials and load factor approach where
Combinations 1 and 2 are equivalent to the Cases B and C in the ENV version. In principle two
calculations are required with this Design Approach, although it is often clear which
Combination controls the design.
• DA2, which is a resistance and load factor approach. Only one calculations is required using thisDesign Approach.
• DA3, which is a materials and load factor approach, like DA1, with Combinations 1 and 2
combined. Only one calculations is required using this Design Approach.
4.5
Treatment of Water Pressures and Forces
The significance of saturated soil being a 2-phase material, consisting of soil particles and water, andthe importance of considering the effects and consequences of water pressures and forces whenevaluating safety in geotechnical designs, is recognised in Eurocode 7. Water pressures and forces5are treated as permanent actions. Additional ultimate limit states are defined in Eurocode 7 for thefollowing design situations where failure is largely due to water pressures or forces, with little or nosoil strength involved:• UPL - Uplift due to hydrostatic pore water pressures• HYD - Heave failure due to seepage pressures
Separate sets of partial factors provided for UPL and HYD.
4.6
Accommodating Existing National Design Practices
Eurocode 7 provides the principles for geotechnical design, with very few equations and only a few
calculation methods given in Annexes for guidance, not as code requirements. National design
practices include valuable geotechnical experience in the form of existing national investigation,
testing and design calculation methods. Many countries were not prepared to accept Eurocode 7
unless these national practices could be accommodated. Since Eurocode 7 is not prescriptive, thevaluable experience embodied in these practices will not be lost because Eurocode 7 may becomplemented by non-conflicting national standards that provide additional design rules reflecting
national design practice and experience. Schuppener and Vogt(2005) have outlined how nonconflicting national geotechnical design codes are integrated with national EN version of Eurocode 7.

5

TRAINING IN AND PROMOTION OF EUROCODES

When the Eurocodes are introduced, there will be a great need for training and promotion because
many of the limit state design concepts in Eurocode 7 are new to European geotechnical engineers.
The use of the Eurocodes will be promoted in European engineering schools and as part ofcontinuing professional development. An awareness campaign is planned which will include
conferences on the Eurocodes. In addition, guidance documents, handbooks, manuals and design aids
will be required as well as software and associated training. Thomas Telford is publishing a set of
Designers’ Guides to the Eurocodes; an example of these is the Designers’ Guide to Eurocode 7 byFrank et al.(2004). Another publication is the Proceedings of the International Conference on the
Evaluation of Eurocode 7 by Orr(2005).

6

CONCLUSIONS

After the decision 31 years ago to create the set of Eurocodes for structural design, the complete setof Eurocodes is nearly ready for use. Eurocode 7 provides European engineers with a common
standard for geotechnical and so harmonizes geotechnical design in Europe. Through being
consistent with EN 1990, Eurocode 7 harmonizes geotechnical with structural design codes in Europe.
In achieving this, the drafters of Eurocode 7 have taken account of the special features of soil andgeotechnical design and have accommodated the different existing national geotechnical design
practices in Europe. From 2010 only the Eurocodes will be used for geotechnical and structuraldesign in Europe – i.e. the Eurocode Era will have begun. Since Eurocode 7 provides the principles
of geotechnical design and is not prescriptive, it is applicable worldwide, as well as in Europe.

REFERENCES
Frank R., Bauduin C., Driscoll R., Kavvadas M., Krebs Ovesen N., Orr T. and Schuppener B. (2004)
Designers’ Guide to Eurocode 7, Thomas Telford, London
Orr T.L.L. (2005) Proceedings of the International Workshop on the Evaluation of Eurocode 7,
Trinity College, Dublin, Department of Civil, Structural and Environmental Engineering, Trinity
College, Dublin
Schuppener B and Vogt N. (2005) European limit state geotechnical design codes and how we
integrate national geotechnical design codes, Proceedings of the International Workshop on the
Evaluation of Eurocode 7, 21-31, Department of Civil, Structural and Environmental Engineering,
Trinity College, Dublin
6

Harmonization of Geotechnicalwith Structural Design Codes in
Europe Since 1950s movement towards greater economic andpolitical cooperation and integration in Western Europe
 1957 - Establishment of European Economic Community(EEC) which is now the EU with 25 countries 1975 – EEC decided to prepare the Structural Eurocodes

Trevor L.L. Orr

 Reasons for the Eurocodes

Trinity College, Dublin University
Ireland

ACECC Workshop on Harmonization of Design Codesin the Asian Region
Taipei: 4 November 2006

– to remove the obstacles to trade in construction through the creationof a set of common harmonized design standards for all construction
materials in place of existing different national standards– to improve the internal market– to provide a set of common design standards as reference
documents to prove compliance of building and civil engineering
works with the requirements regarding mechanical resistance,stability and safety in the case of fire in the EU’
EU’s Construction
Products Directive– to improve the competitiveness of the European construction industry
internationallyEurocode Parts and Organisation

Eurocode Programme
The following 10 Eurocodes are being prepared:
prepared:
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 andconcrete structures– EN 1995 Eurocode 5: Design of timber structures– EN 1996 Eurocode 6: Design of masonry structures– EN 1999 Eurocode 9: Design of aluminium alloy structures

Development of Eurocodes–

Designstandards
for different
structural
materials

EN 1997 Eurocode 7: Geotechnical design– EN 1998 Eurocode 8: Design of structures for earthquake
resistance–*Note: Actions = Loads

Stages of a Eurocode- European
 Model limit state code identified
 ENV – prepre-standard Eurocode prepared Trial calculations using the ENV
 Conversion to a prEN (pre EN standard) Vote taken to convert prEN to a full EN Eurocode
 Publication of Eurocode by CEN as an EN , e.g. EN 19971997-1
 Date of publication by CEN as an EN is the DAV - Date of
Availability
 EN version of each Eurocode contains recommended
values for partial factors, JandJand other parameters left fornational choice The 10 Eurocodes have 58 parts
 For example: Eurocode 2: Design of Concrete Structures has 4 parts
parts– Part 1: General rules and rules for buildings– Part 2: Rules for structural fire design– Part 3: Rules for the design of bridges– Part 4: Rules for the design of liquid retaining and containment
structures
 Eurocode 7: Geotechnical Design has 2 parts:– Part 1: General rules– Part 2: Ground investigation
 Eurocode work initially organized under European Commission– Number of parts and scale of work increased– Progress slow
 1990 – Eurocode work transferred to CEN – European Committee forStandardization– TC 250 for Structural Eurocodes, SC (sub(sub-committees) formed foreach Eurocode– Much faster progress– CEN can publish Eurocodes as ENs (EuroNorms), i.e. European
Standards

Stages of a Eurocode- National
 Each country is responsible for the level of safety of thestructures in that country Hence each country must choose the values of the partial
factors and other parameters, known as Nationally
Determined Parameters, NDPs,
NDPs, to be used with each
Eurocode in that country– Each country is expected to use the recommended J values– If other J values chosen, then country will have to give CEN reason

 NDPs are published in the National Annex to accompany
each Eurocode when it is published in each country After the DAV,
DAV, each country has a maximum of 2-years in
a National Calibration Period to prepare a National Annex
and issue the Eurocode as a National Standard,Standard, e.g. IS EN
19971997-1 for Eurocode 7 Part 1 in IrelandStages of a Eurocode- Implementation
 After publication of National Standard version of a Eurocode
with the National Annex, there is 33-year Coexistence Period –either the Eurocode or national standard may be used
 At end of DAV,
DAV, all national standards covering the same
aspects as the Eurocodes must be withdrawn and only theEurocode used
 Since each National Annex will be different,
different, so when
deigning to a Eurocode, one must use the Eurocode with the
National Annex for the country in which the structure is to beconstructed Aim is that the values chosen for J values will converge
 Since Eurocodes are interdependent,
interdependent, the full implementationof the Eurocodes cannot occur until they are all available Planned all Eurocodes available by 2010 for start ofEurocode Era

3 Challenges in Drafting
Eurocode 7
3 challenges were to prepare a geotechnical code that:
1. Was consistent with EN 1990 - harmonized geotechnicaldesign with structural design in the other Eurocodes
2. Took account of special features of soil and geotechnicaldesign3. Was acceptable to all of the European geotechnicalengineering community
Similar challenges would be faced elsewhere, for example inAsia, when preparing modern geotechnical design codesthat harmonize geotechnical design with structural design

 EN 1990 provides the design method to be used for all theEurocodes for the design of all structures
 Objective creating a set of common harmonized design
standards for all structural materials - involves
harmonizing geotechnical design with structural design
 Eurocodes all based on the same limit state design method
 Involves checking ultimate and serviceability limit states Partial factors applied to characteristic parameter values
 Definition of characteristic values and determination ofpartial factor values are reliability/probability based
 Focus is on structural design

1. Consistent with EN 1990
 EN 1990 was originally drafted for structural designs
involving manufactured materials, such as steel As there was little experience in Western Europe in the useof the limit state design method in geotechnics, many
geotechnical engineers were not happy with applying theprobability based design method in EN 1990 togeotechnical design The use of a statistical approach to select the characteristic
value of a geotechnical parameter was not considered tobe appropriate,appropriate, particularly the definition of thecharacteristic value as the 5% fractile of test results
 The partial factor of 1.35 in EN 1990 was consideredinappropriate for many geotechnical design situations, e.g.
slope stability

2. Special Features of Soil andConsequences

3. Acceptable to all of the European
Geotechnical Community

Comparison between Soil and Steel Throughout Europe, there are different national geotechnicaldesign practices involving different:

Steel

Soil




Natural
2 phase
NonNonhomogeneousHigh variability FrictionalCompressible NonNon-linearEurocode Design MethodConsequences

Manufactured  Properties determined not specified
Single phase Consider water as well as soil
Homogeneous  Characteristic value not 5% fractileof test results
Low variability  Need judgement selecting
characteristic value
NonNon-frictional  Need care factoring permanentloads
NonNon Design often controlled by SLS
compressible– not by ULS
 SLS calculations often difficult
Linear– design using ULS calculation– Ground investigation methods– Soil testing methods– Geotechnical design methods

 Different design practices are due to different:– Ground conditions– Climatic conditions– Design traditions

 Also due to different regulatory regimes and cultures, e.g.

– In Germany the calculation methods are all prescribed in the national
national
standard– In the UK, the calculation methods are not prescribed and the standard
standard
is a code of good practice To be acceptable to the European geotechnical community,
the different design practices needed to be accommodated

6 Design Issues in Harmonizing
Geotechnical and Structural Design
 Scope of Eurocode 7
 Definition of the characteristic value of a geotechnicalparameter Value of the partial factor on permanent loads
 Application of partial factors to soil parameters or
resistances Treatment of water pressures and forces Accommodation of national design practices

Scope of Eurocode 7
 Eurocodes include only standards for design,design, not for
testing of materials
 Determination of ground properties part of the geotechnicaldesign process Agreed scope of Eurocode 7 should include requirements
for ground investigations and the evaluation of
geotechnical parameters– Eurocode 7 is a comprehensive design code covering all aspects ofofgeotechnical design: investigation, determination of parameters,
design,design, monitoring and maintenance Hence there are two parts of Eurocode 7:– Part 1: General rules– Part 2: Ground investigation and testing New European standards being prepared by CEN for
carrying out geotechnical field and laboratory tests – notEurocodes and not part of Eurocode 7

Characteristic Value

Partial Factor on Permanent Loads

 EN 1990 statistical definition of the characteristic value as a
5% fractile of an unlimited test series not consideredappropriate for geotechnical design because In structural design partial factor on unfavourable permanentloads = 1.35 and on favourable permanent loads = 1.0– Soil failures are controlled by the mean value on failure surface
surface– Volume of soil tested much less than that involved in a failure– Hence strength based on mean of test results, not 5% fractile

 Concern by drafters of Eurocode 7 that a purely statisticaldefinition of the characteristic value is not appropriate forgeotechnical design due to limited test data Definition in Eurocode 7:– The characteristic value of a geotechnical parameter shall beselected as a cautious estimate of the value affecting theoccurrence of the limit statePartial Factors on Soil Parameters
or Resistances ENV had a materials factor approach with partial factors on:– Loads (actions)– Soil parameters,
parameters, not resistances

 3 Cases:
Cases: A, B and C (different sets of partial factors)
 Some countries in Europe wanted factors on resistances
instead of factors on soil parameters
 EN 1997 produced with 3 Design Approaches allowing eithera materials or a resistance factor design– DA1, with 2 Combinations, is a materials and load factor approach
approachequivalent to Cases B and C– DA2 is a resistance and load factor approach– DA3 is a materials and load factor approach – like DA1, with
Combinations 1 and 2 combined

 In geotechnical design, this can cause problems:– Often difficult to tell which part of load is unfavourable and which
which
favourable – e.g. in slope stability analyses– Can lead to horizontal ground being predicted as unstable - illogical– Uncertainty in loads usually much less than uncertainty in soil
properties or resistances– Since soil is frictional, if normal load as part of resistance isisincreased, then the design resistance is increased, which is unsafe
unsafe Partial factor JG = 1.0 for unfavourable permanent loads was
accepted by TC 250 for geotechnical design at the ENV
stage

Treatment of Water Pressures 2-phase nature of soil – soil particles and water Importance of water pressure when evaluating safety ingeotechnical designs is recognised in Eurocode 7
 Water pressures and forces are treated as permanentactions
 Additional ultimate limit states are defined where failure
largely due to water pressures with little or no soil strength
involved:– UPL - Uplift due to hydrostatic pore water pressures– HYD - Heave failure due to seepage pressures

 Separate sets of partial factors provided for UPL and HYD

Accommodation of National
Design Practices
 Eurocode 7 provides the principles for geotechnical design,design,with very few equations and no calculation methods
provided are code requirements.
 National design practices include valuable geotechnicalexperience in the form of existing calculation methods andnational investigation, testing and design methods
 Since Eurocode 7 is not prescriptive,
prescriptive, this valuable
experience need not be lost as Eurocode 7 may besupplemented by national standards that are nonnonconflicting with Eurocode 7
 National standards can provide additional design rules
reflecting national design practices and experience

Designers’ Guide to Eurocode 7
 One of a series of guides tothe use of Eurocodes Includes explanations toEurocode text
 Includes fully worked design
examples using the 3 Design
Approaches
 Published by Thomas
Telford – Institution of Civil
Engineers, London

Training and Promotion
 When the Eurocodes are introduced, there will be a greatneed for training and promotion – for example many of theconcepts in Eurocode 7 are new to European geotechnicalengineers Use of Eurocodes will be promoted in European
engineering schools and as part of continuing professional
development
 An awareness campaign is planned which will including
conferences on the Eurocodes Guidance documents:– Handbooks, manuals and design aids Software and associated training

Evaluation of Eurocode 7
Proceedings of an International Workshop on Eurocode 7
held in Dublin in 2005
 Contents:– Review of Workshop– Design examples– Complete set of model solutions– Papers on limit state design
including design for serviceability
and use of FEM– Solutions to examples using
different Japanese design codes 320 Pages
 To order email Trevor Orr:
torr@tcd.ie

Conclusions
 31 years after deciding to create the set of Eurocodes forstructural design, the complete set of Eurocodes is now
nearly ready for use– Patience is required when introducing new codes

 Eurocode 7 provides geotechnical engineers with a common
standard and so harmonizes geotechnical design in Europe
 Eurocode 7 is consistent with EN 1990 and so harmonizes
geotechnical design with structural design This has been achieved by– Taking account of the special features of soil and geotechnical design– Accommodating existing national design practices

 Eurocode 7 is a comprehensive code,
code, covering all aspectsof geotechnical design:– Ground investigation and determination of parameter values– Geotechnical design– Monitoring– Maintenance Since Eurocode 7 focuses on the principles of geotechnicaldesign, it is applicable worldwide,
worldwide, as well as in Europe When using Eurocode 7 it will be necessary to use it with
the National Annex and g values for the country where theconstruction is to take place From 2010 only the Eurocodes will be used forgeotechnical and structural design in Europe – i.e. theEurocode Era will have begun

Thank You Eurocode 7 is a comprehensive code,
code, covering all aspectsof geotechnical design:– Ground investigation and determination of parameter values– Geotechnical design– Monitoring– Maintenance Since Eurocode 7 focuses on the principles of geotechnicaldesign, it is applicable worldwide,
worldwide, as well as in Europe When using Eurocode 7 it will be necessary to use it with
the National Annex and g values for the country where theconstruction is to take place From 2010 only the Eurocodes will be used forgeotechnical and structural design in Europe – i.e. theEurocode Era will have begun

ACECC workshop on Harmonization of Design Codes in the Asian Region e
Nov. 4, 2006, Taipei, Taiwan

Emerging Trends in Seismic Design of Geotechnical Works
S. Iai
Professor, Disaster Prevention Research Institute, Kyoto University, Kyoto, Japan
Director, Institute of Sustainability Science, Kyoto University, Kyoto, Japan
T. Tobita
Assistant Professor, Disaster Prevention Research Institute, Kyoto University, Kyoto, Japan

1

INTRODUCTION

Geotechnical works typically consist of soil and structural parts such as buried structures (e.g. buried
tunnels, box culverts, pipelines, and underground storage facilities), foundations (e.g. shallow anddeep foundations, and underground diaphragm walls), retaining walls (e.g. soil retaining and quay
walls), pile-supported wharves and piers, earth structures (e.g. earth and rockfill dams andembankments), gravity dams, landfill and waste sites. The seismic performance of geotechnicalworks is significantly affected by ground displacement. In particular, soil-structure interaction andeffects of liquefaction play major roles and pose difficult problems for engineers.
Objective of this paper is to review how these problems have been dealt with in the developmentof seismic design codes. Port structures in Japan will be taken as a representative example ofgeotechnical works. In particular, the paper discusses how we learned the lessons from the casehistories during past earthquakes. The paper then discusses the emerging trends in seismic design of
geotechnical works. The paper concludes with a proposal that will be useful for designing new andlarge geotechnical works that have to meet the rapidly growing social and economic demands in Asia.
2

EARTHQUAKES AND SEISMIC CODE DEVELOPMENT (1964-1999)

Large damaging earthquake have occurred in Japan
almost every five years as shown in Fig. 1. In
particular, large earthquakes with Richter magnitude
7.5 or larger occurred along the boundaries of the
Pacific, Eurasian, Philippine, and North American
plates. Earthquakes with smaller Richter magnitude
can also be devastating when they occur in thevicinity or an urban area. The 1995 Hyogoken-Nambu
earthquake is a typical example.
Table 1 shows major earthquakes occurred in Japan
since 1964 Niigata earthquake, together with therelevant research activities and application to design
practice in ports and airports in Japan. This tablesuggests that a large earthquake and associateddamage to port structures posed new priority researchsubjects, triggering the new research projects. After acertain period of time for research and further
establishment or maturity of the research results,
these results were adopted for design practice in termsof design code, standard, guidelines, or manuals. The
correspondence
betweentheoccurrenceofearthquakes and the research developments may beeasily recognized in this table. The earthquake
engineering in Japan has been developed hand-inhand with the case histories of seismic damage.

1958

North American
1969
Plate

1994 M8.1

1973
1993 M7.8
1952
1968
1993 M7.8

1994 M7.5
1933

1983 M7.7

Pacific Plate
1978 M7.4

1938
1964

1953

Eurasian Plate

1923

1927
1995
1925
M7.2 1944
1943
1946

Philippine Plate

Fig. 1 Earthquakes in Japan (1923-1999)

1

Let us review some of the items shown in Table 1 in order to appreciate in a more tangible manner
how the earthquake engineering research and design practice have been developed in Japanese.
Table 1 Major earthquakes and research results/application to practice
Earthquakes
Year
Research results/application to practice1964 Niigata
1964
Initiation of strong motion recordings in port areas
1968 Tokachi-oki
1970
Liquefaction criterion proposed for design practice1973 Nemuro-oki
1975
Seismic coefficient method re-evaluated1978 Miyagiken-oki
1979
Design standard of port structures
1983 Nihonkai-chubu
1984
Guidelines for measures against liquefaction
1984
Strategic plan for seismic hazard mitigation in port areas
1989
Measures against liquefaction specified in design standard
1993 Kushiro-oki
1993
Measures against liquefaction (densification and gravel drains)demonstrated
1993 Hokkaido-Nansei1993
Handbook for measures against liquefactionoki
1994 Hokkaido-Toho-oki
1994 Sanriku-Haruka-oki 1994
Measures against liquefaction (preloading) demonstrated
1995 Hyogoken Nambu
1995
Methodologies for evaluating earthquake induced deformation
established
1997
Level 1 and 2 earthquake motions specified for design practice
1997
Performance based design method introduced in measures againstliquefaction
1997
Implementation of effective stress analysis in design practice(FLIP)
1998
Initiation of earthquake motion recording in airports
1999
Implementation of measures against liquefaction for runways
1999
Implementation of seismic performance based design in design
standard
2001
PIANC: International Guidelines for Seismic Design of Port
Structures

3

CONVENTIONAL DESIGN (SIMPLIFIED LIMIT EQUILIBRIUM DESIGN)

1964 Niigata earthquake caused extensive liquefaction and serious damage to port structures,
triggered the strong research needs on liquefaction. Liquefaction induced damage to a bridge isshown in Fig. 2. The research results, combined with the shaking table tests of saturated sand deposit
and field investigations during 1968 Tokachi-oki earthquake, were summarized in 1970, after 6 years
from the earthquake, as a liquefaction criterion using SPT N-values and gradation of soil1).

Fig. 2 Damage to Showa-Ohashi bridge due to liquefaction during 1964 Niigata earthquake2

1968 Tokachi-oki earthquake produced a wealth of strong motion records through the network ofstrong motion recording deployed throughout port areas in Japan in 1964. In particular, peak groundaccelerations exceeded 0.2g in Hachinohe, Aomori, and Muroran ports. Seismic coefficients used forpseudo-static analysis of quay walls were re-evaluated based on the back-analysis using the peakground accelerations and performance of quay walls2). With an additional study for 1973 Nemuro-oki
earthquake3), the results of the studies were compiled as a relation between the peak groundacceleration and the seismic coefficient in 19754). It took almost 8 years from the initiation of thisresearch to complete for application.
Many sheet pile quay walls in Akita port were damaged during 1983 Nihonkai-chubu earthquake
as shown in Fig. 3. The peak ground acceleration was 0.2g. Most of the damaged quay walls wereassociated with liquefaction of backfill soil. One quay wall that did not suffer damage in Akita port
was constructed at the non-liquefied site. This case history initiated a high priority research project
for establishing guidelines for measures against liquefaction. The research project was intensively
performed, and the research results were adopted for practice design in less than one year. In
particular, guidelines for measures against liquefaction were drafted and completed in 1984. A
strategic plan was set up in the same year by the Ports and Harbours Bureau, Ministry of Transport,
for mitigating catastrophic damage to ports in Japan.
Effectiveness of the measures against liquefaction was demonstrated in 1993 Kushiro-oki
earthquake. Despite the strong earthquake motion with a peak ground acceleration of 0.3g, the quay
walls with measures against liquefaction suffered no or minor damage.
With respect to the airport facilities, the 1993 Kushiro-oki earthquake demonstrated seismic
resistance of a 60m high embankment constructed for runway expansion in the mountainous area.
The earthquakes following this event, including 1993 Hokkaido-Nansei-oki, 1994 Hokkaido-Tohooki, 1994 Sanriku-oki earthquakes, registered peak ground accelerations ranging from 0.3 to 0.5g,
being one level higher than the accelerations recorded before 1993, demonstrated that the seismic
design procedure adopted for practice were effective and adequate for mitigating seismic hazards.
To summarize, the conventional design was based on the simplified limit equilibrium analysis andliquefaction assessment that were separately performed. If required, measures against liquefaction
were implemented. The conventional design was proven to be effective by the case histories during
earthquakes up to the peak ground accelerations of 0.3 to 0.5g level.

Fig.3 Damage to a sheet pile quay wall at Akita port during 1983 Nihonkai-Chubu earthquake (After
Akita prefecture)3

4

PERFORMANCE BASED DESIGN

The 1995 Hyogoken-Nambu earthquake drastically changed the affirmative recognition of theseismic design. The peak accelerations during this earthquake ranged from 0.5 to 0.8g, causing
catastrophic damage to highly developed and modernized urban areas as shown in Fig. 4 and 55). This
triggered the research towards establishing the performance based design. This posed a challenge inearthquake engineering especially because of the complex soil-structure interaction phenomenon
occurring in the port structures, including liquefaction. The research, however, was completed withinseveral months using underwater shake tables and numerical analysis based on effective stressanalysis. The results of the analysis were immediately adopted for restoration of damaged quay walls
and seismic design for new structures. As shown in Table 1, these results were compiled into theguidelines for measures against liquefaction, and performance based approach adopted in design
standard6,7).
The goal is to overcome the limitations present in conventional seismic design. Conventionalbuilding code seismic design is based on providing capacity to resist a design seismic force, but it
does not provide information on the performance of a structure when the limit of the force-balance is
exceeded. If we demand that limit equilibrium not be exceeded in conventional design for the
relatively high intensity ground motions associated with a very rare seismic event, theconstruction/retrofitting cost will most likely be too high. If force-balance design is based on a more
frequent seismic event, then it is difficult to estimate the seismic performance of the structure whensubjected to ground motions that are greater than those used in design.
In performance-based design, appropriate levels of design earthquake motions must be defined
based on its variability and corresponding acceptable levels of structural damage must be clearly
identified. Two levels of earthquake motions are typically used as design reference motions.
The acceptable level of damage is specified according to the specific needs of the users/owners of
the facilities and may be defined on the basis of the acceptable level of structural and operational
damage given in Table 28). The structural damage category in this table is directly related to theamount of work needed to restore the full functional capacity of the structure and is often referred toas direct loss due to earthquakes. The operational damage category is related to the amount of workneeded to restore full or partial serviceability. Economic losses associated with the loss ofserviceability are often referred to as indirect losses. In addition to the fundamental functions ofservicing sea transport, the functions of port structures may include protection of human life andproperty, functioning as an emergency base for transportation, and as protection from spilling
hazardous materials. If applicable, the effects on these issues should be considered in defining theacceptable level of damage in addition to those shown in Table 2.
Once the design earthquake levels and acceptable damage levels have been properly defined, therequired performance of a structure may be specified by the appropriate performance grade S, A, B,
or C defined in Table 3. In performance-based design, a structure is designed to meet these
performance grades.

Fig. 4 Damage to steel piles for pile-supported-wharf in Kobe Port during 1995 Hyogoken-Nambu
earthquake
4

Fig. 5 Damage to a caisson quay wall at Kobe port during 1995 Hyogoken-Nambu earthquake

Table 2 Acceptable level of damage in performance-based design*
Acceptable level
Structural
Operationalof damage
Degree I :Minor or no damage
Little or no loss of serviceability
Serviceable
Degree II:Controlled damage**
Short-term loss of serviceability***
Repairable
Degree III:
Extensive damage in near Long-term or complete loss of
Near collapse
collapse
serviceability
Degree IV:
Complete loss of structure Complete loss of serviceability
Collapse***** Considerations: Protection of human life and property, functions as an emergency base fortransportation, and protection from spilling hazardous materials, if applicable, should beconsidered in defining the damage criteria in addition to those shown in this table.
** With limited inelastic response and/or residual deformation*** Structure out of service for short to moderate time for repairs**** Without significant effects on surroundings

Table 3 Performance grades S, A, B, and C
Performance grade Design earthquake
Level 1(L1)Grade S
Degree I: Serviceable
Grade A
Degree I: Serviceable
Grade B
Degree I: Serviceable
Grade C
Degree II: Repairable

Level 2(L2)Degree I: Serviceable
Degree II: Repairable
Degree III: Near collapse
Degree IV: Collapse

55

EMERGING TRENDS IN DESIGN

Emerging trends in design may be summarized as follows.
5.1 From Design-for-Construction to Design-for-Performance
The concept of operational damage introduced in the performance based design plays a significant
role in emerging trends in design. In conventional design, construction of a good geotechnical work
was the sole objective of design. In the emerging trends in design, providing appropriate function andservice rather than a physical construction becomes the final objective of design. There is an
important paradigm shift from structure-oriented to performance-oriented approach.
5.2 From Standardized-Design to Site-Specific-Design
Conventional design relied on the standardized earthquake loads such as those specified by design
spectra and seismic coefficient. If needed, variability of these loads was considered in a framework
such as reliability design methodology but the loads were standardized. In the merging trends indesign, site-specific earthquake motions are used for achieving the optimum design best suited forthe construction site.
5.3 From Analysis-of-Structural/Foundation Parts to Analysis-of-Soil-Structure-System
Conventional design was based on the analysis of structural or soil part idealized to fit to thesimplified methodologies. In the emerging trends in design, analysis of whole soil-structure system
and identification of failure modes are the bases.
In fact, these emerging trends in design are incorporated in the International Standard (ISO) on
seismic actions for designing geotechnical works9).
5.4 Further emerging trends: Producing Service
The discussions on these emerging trends in design can be extended further. By expanding theconcept of performance-oriented approach, a new horizon of design will become apparent. In stead oftrying to reduce the cost for construction, the new objective of design will be to increase the service
produced by the designing process. In stead of constructing buildings and producing things based on
the concept of production efficiency through mass production process and ending up producing
unnecessary products and infrastructures, the new objective of design will be to offer performanceand service required by the society and human.
The concept of offering performance and service further triggers us to have a new look at civilengineering structures. In stead of trying to optimize individual structures for construction, we candefine a system consisting of a group of structures and try to optimize it. The structural system canbe as large as an entire urban system. In this case, we can look at this system as built environment
rather than social infrastructure. Once we establish the function and objective of the built
environment, then we can further expand our design approach for natural environment and theinteraction between the built and natural environments. In stead of using conventional materials suchas steel and concrete, new materials and intelligent technologies may offer a completely new
performance and service. In stead of trying to maintain the old infrastructure based on life-cycle
management, we can renovate and redevelop those infrastructures to achieve required and enhanced
performance and service. Based on these merging trends, objective of the seismic design may betransformed into the new objective to create a space of safety and security in the decade to come.
The approaches and new concepts in design discussed above will be useful for designing new andlarge geotechnical works that have to meet the rapidly growing social and economic demands in Asia.

6

Fig. 6 Large waterfront development, Singapore (Penta Ocean)

6

DESIGNING LARGE URBAN AREA AGAINST COMBINED HAZARDSThe extreme event of tsunamis, such as those caused by the Sumatra earthquake of 2004 to the Sumatra
area10) might not be easy to cope with the design strategy discussed in the previous chapter. The height of
the tsunamis ranged from 5 to 30m. Over a 3km inland from the coast line was affected by the tsunami.
The coastal area, as shown in Fig. 7, was washed away due to the combined effects of liquefaction during
the earthquake and erosion by the tsunami. Long distance such as tens of kilometers should be covered
for appropriate vulnerability assessment.
One way to cope with this is to use a simplified design charts. In fact, sets of design charts weredeveloped based on a series of parametric studies on embankments and gravity structures11). Thesedesign charts are incorporated in a spread sheet format. Input data required are (1) basic parameters
defining the cross section of structures, (2) geotechnical conditions as represented by SPT N-values,and (3) earthquake data, as represented by wave form, peak ground acceleration, or distance andAlternative way to cope with this extreme event is set up a reasonable strategy to evacuate andrecovery. In order to enhance the quality of evacuation, education, early warning system, and bettercity planning could be beneficial. Constructing a reasonable set of evacuation lands with enoughheight may be also useful. These evacuation lands may be utilized for either community facilities,
parks or religious purpose facilities such as mosques and temples for daily use of residents. In thisway of combining the objectives of the facilities in stead of pursuing the sole objective, better
planning for mitigating disasters may be achieved.
Securing the robust evacuation root is also important. In the example of the district shown in Fig. 7, atleast one bridge should be robust enough to allow evacuation immediately after the earthquake. In thehighly developed urban area, fires, collapse of buildings and other associated events that close theevacuation root must be evaluated for better planning of evacuation.
Early recovery of the damaged urban areas should also be well planned. Emergency base for recovery,
hospitals, and other important facilities should be robust enough to be functional in the extreme event.

7

Fig. 7 Coastal area of Banda Aceh, Indonesia, before (above) and after (below) the Indian Ocean-Sumatra
earthquake of 2004 (after Quickbird)

8

6

CONCLUSIONS

Increasing the robustness of geotechnical works is an important design consideration. The paper
reviews how we learned the lessons from the case histories during past earthquakes. The emerging
trends in design discussed in this paper may be summarized as follows:(1) In conventional design, construction of a good geotechnical work was the sole objective of design.
In the emerging trends in design, providing appropriate function and service rather than a physicalconstruction becomes the final objective of design. There is an important paradigm shift fromstructure-oriented to performance-oriented approach.
(2) Conventional design relied on the standardized approach. If needed, variability in thesestandardized values was considered in a framework such as reliability design methodology in astandardized manner. In the merging trends in design, site-specific approach is adoped forachieving the optimum design best suited for the construction site.
(3) Conventional design was based on the analysis of structural or soil part idealized to fit to thesimplified methodologies. In the emerging trends in design, analysis of whole soil-structure system
and identification of failure modes are the bases.
(4) The discussions on these emerging trends in design can be extended further. By expanding theconcept of performance-oriented approach, a new horizon of design will become apparent. In steadof trying to reduce the cost for construction, the new objective of design will be to increase theservice produced by the designing process. In stead of constructing buildings and producing things
based on the concept of production efficiency through mass production process and ending up
producing unnecessary products and infrastructures, the new objective of design will be to offer
performance and service required by the society and human.
(5) Designing large urban area against combined hazards such as those cause by the Sumatra
earthquake of 2004 poses new challenge in design. One way to cope with this is to use a simplified
design charts. In fact, sets of design charts were developed based on a series of parametric studies
on embankments and gravity structures. Alternative way to cope with this extreme event is set up areasonable strategy to evacuate and recovery. In order to enhance the quality of evacuation,
education, early warning system, and better city planning could be beneficial. Combining theobjectives of the facilities such as an emergency purpose and community or religious gathering
purpose in stead of pursuing the sole objective may be beneficial to better planning for mitigating
disasters.
These emerging trends in design will be useful for designing new and large geotechnical works thathave to meet the rapidly growing social and economic demands in Asia.

REFERENCES
1) Tsuchida, H. (1970): Prediction of and measures against liquefaction of sandy ground, Seminar of Portand Harbour Research Institute, pp.(3)-1〜(3)-33 (in Japanese)
2) Katayama, T., Nakano, T Hasumi, T., and Yamaguchi, K. (1969): Evaluation of current seismic design
based on the case histories of 1968 Tokachi-oki and other earthquakes, Technical Note of Port andHarbour Research Institute, No.93 (in Japanese)3) Mitsuhashi, I., and Nakayama, T. (1974): Evaluation of current seismic deign based on the casehistories of 1973 Nemuro-oki and other earthquakes, Technical Note of Port and Harbour ResearchInstitute, No.184 (in Japanese)
4) Noda, S., Uwabe, T., and Chiba, T. (1975): Relation between seismic coefficient and peak groundacceleration for gravity quay walls, Report of Port and Harbour Research Institute, Vol.14, No.4,
pp.67-111 (in Japanese)
5) Earthquake damage investigation committee (ed) (1995): Study on damage to port structures during
Hyogoken-Nambu earthquake, Technical Note No.813 (in Japanese)96) Ports and Harbours Bureau, Ministry of Transport (ed) (1997): Handbook on liquefaction remediationof reclaimed land (Revised), Coastal Development Institute of Technology (in Japanese) (in English byBalkema)7) Ports and Harbours Bureau, Ministry of Transport (ed) (1999): Design standard for port and harbour
facilities and commentaries (in Japanese) (in English by Overseas Coastal Development Institute,Japan)
8) PIANC (2001): Seismic Design Guidelines of Port Structures, Balkema, 474p.
9) Iai, S. (2005): International Standard (ISO) on seismic actions for designing geotechnical works – anoverview, Soil Dynamics and Earthquake Engineering, 25, pp.605-615
10) Tobita, T., Iai, S., Chairullah, B., and Asper, W. (2006). Recon-naissance report of the 2004 SumatraAndaman, Indo-nesia, Earthquake - Damage to geotechnical works in Band Aceh and Meulaboh-.
Journal of Natural Disas-ter Science, 28, 1, (Accepted).
11) Higashijima, M., Fujita, I., Ichii, K., Iai, S., Sugano, T., and Kitamura, M. (2006). Development of asimple seismic performance evaluation technic for coastal structures. 2006 Ocean Development
Symposium. Vol.22, pp.511-516

10

Emerging trends in seismic
design of geotechnical works

Earthquakes
and Seismic
Code
Development䠄1964-1999䠅

1958

North American
1969
Plate

1994 M8.1

1973

1993Kushiro
1993 M7.8

1952
1968Tokachi-oki 1973Nemuro-oki

19681993 M7.8
1983Nihonkai-chubu

1994 M7.5
1933

Pacific Plate

1983 M7.7

1978 M7.4
1938

1964Niigata

1964

Susumu Iai
Disaster Prevention Research InstituteKyoto University

1953

Eurasian Plate

1923

1927
1995
1925
M7.2
1943
1944
1995Kobe

1946

earthquake.mpeg

䠄Tsuchida/Kurata䠅• 1969 Katayama• 1974 Mitsuhashi• 1975 Noda et al.
• 1979 Designcodeg• 1968 Hachinohe

a
m
ax /

recording䠄recording䠄Tsuchida/Kurata䠅
Tsuchida/Kurata䠅
• 1970 Liquefaction criterion
䠄Tsuchida䠅
Tsuchida䠅䠄1968Tokachi1968Tokachi-oki/1973Namuro/1978Miyagi
PGA=0.2䡚
PGA=0.2䡚0.3g䠅
0.3g䠅
0
1/3 =
/g ) k h
Tokachi Inatori(a max= (1/3)k h Shimizu
Tsumara7kh =• 1964 Strong motion(2)Pseudo-static method

Equivalent Seismic Coefficient kh
0.1
0.2
0.3

䠄1964Niigata䠅
1964Niigata䠅

Urakawea

2

3 45

6

ShimodaYokohama

MiyakoKamakura
1

Urakawa
Hakodate

AklitaSakaideKushiro Aomori

UchiumiAburatsu

Shimizu

8
Pt.MonttUwajima

IwafuneW akayama Tokyo Shimoda

Noheji

Yokosuka
Funakawa

Hachinohe
Shimizu

1 Muroran
2 Kushiro
3 Akkeshi
4 Uno
5
6 Nemuro
7 Hanasaki
8 Komatsujima

0

0.1

0.2
0.3
0.4
Peak Ground Acceleration (amax/g)(4) Effectiveness of measuresagainst liquefaction)

䠄1983Nihonkai1983Nihonkai-Chubu䠅
Chubu䠅

1993Kushiro/1993Hokkaido1993Kushiro/1993Hokkaido-Nanseioki/1994HokkaidoNanseioki/1994Hokkaido-

by Ministry ofTransport (highperformance quay
walls)• 1989 Design code
(revision)

SakataTakamatsu(3)Measures against liquefaction• 1984 Manual• 1984 Strategic plan

)
/g
ax
am
.6 (

0

(1)Liquefaction criterion

Philippine Plate

0.5

Tohooki/1994SanrikuTohooki/1994Sanriku-Harukaoki PGA=0.3䡚
PGA=0.3䡚0.5g䠅
0.5g䠅

• 1993 Effectiveness ofmeasures againstliquefaction• 1993 Effectiveness ofseismic design of highembankments• 1993 Handbook onliquefaction
remediation• 1994 Effectiveness ofoverconsolidation

High embankment for Kushiro Airport

(5)Performance based design

Emerging Trends in Seismic Designof Geotechnical Works (2000䡚䠅

䠄1995Hyogoken1995Hyogoken-Nambu PGA=0.5䡚
PGA=0.5䡚0.8g䠅
0.8g䠅
• 1995 Numerical analysis/underwater
shake table tests• 1997 Level 1&2 earthquake motions• 1997 Performance design forliquefaction remediation(Handbook on liquefaction remediation(revised))• 1997 FLIP open to public use (Finite
element code for evaluating degree ofdamage to soilsoil-structure systems)• 1998 Strong motion recording for
airports• 1999 Liquefaction remediation forairport runway (Tokyo International
Airport)• 1999 Design code (revision)

Horizontal
Cracking at
Displacement
Pile Cap1.5 㹼 1.7m
1.0 5.0 5.0 1.0 2.0+3.6
HWL +1.6
LWL +0.0-7.5
Alluvial Clay
-9.6
Alluvial Sand
Pleistocene Gravel(1)Pleistocene Clay(1)Pleistocene Gravel(2)Pleistocene Clay(2)after earthquake
before earthquake
concave bucklingconvex buckling

3%tilting

Sandy Fill

Rubble-11.9-13.1
Pile Thickness Change
-16.5
-16.7
-18.5

• Imminent Large Earthquakes (Government)• Strong motion records→
records→ Scenario earthquake motions
䠄Nozu䠅
Nozu䠅

• Digital data of earthquake motions open to public䠄Nozu/Kurata䠅
Nozu/Kurata䠅

1.20m

1.20m
0.004m

0.10m

+0.0m

-7.5m

୰ኸ㜵⅏఍㆟HP䜘䜚
-25.0mPerformance Based Design• Structure oriented→ Performance oriented• Standardized earthquake loads䠄
loads䠄Seismic
coefficient/Design spectra䠅
spectra䠅→ SiteSite-specificearthquake motions• Analysis of Structural Part→ Analysis of SoilSoilStructure System Simplified analysis:
Detailed analysis:

Failure modes
On Firm Foundation

Loose Saturated Sandy Foundation

Loose Subsoil
Firm Layer
Firm Foundation

Globalization and seismic codedevelopment
earthquake.mpeg• Handbook on liquefaction remediation
1997• UBC→IBC 2000
• PIANC Seismic Design Guidelines for Port
Structures 2001
• ISO23469 Seismic Actions for Designing
Geotechnical Works 2005
• USA/NEES Grand Challenge Program 2006

Global Seismic Hazard Assessment Program GSHAP
http://seismo.ethz.ch/GSHAP/

NEHRP http://eqhazmaps.usgs.gov/
Postal code search

MCE
GroundMotionMap

MCE

IBC2000
NEHRP

Eurocode 8 Design of structures forearthquake resistance• Part 1: General rules, seismic actions and rules
for buildings• Part 2: Bridges• Part 3: Strengthening and repair of buildings• Part 4: Silos, tanks and pipelines• Part 5: Foundations, retaining structures andgeotechnical aspects• Part 6: Towers, masts and chimneys

Fundamental requirements

Network for Earthquake
Engineering Simulation (NEES)

Fundamental requirements

The facilities fall into five general categories:
Shaking tables
Tsunami wave basin
Geotechnical centrifuges
Field experimentation and monitoring
Large-scale laboratory experimentation

Emerging trends

1995Kobe

䠄Construction→ Service䠅Service䠅Seismic design of urban system• Digital data of strong••••

motion open to
public(Nozu/Kurata)2001
Oil tank damage 2003
Blast experiments ofurban system inTokachi(Sugano)2004
Emergency system(Access and deployment)
RealReal-time monitoring forhazard mitigation
1964Niigata
2003Tomakomai
䠄after Mainichi䠅

Port Mosque

Grand Mosque

Source: Digitalglobe Analysis

Coastal facilities䠄Coastal protection→Coastal service䠅

Emerging trends
䠄Measures for wide area andcombined hazards䠅
hazards䠅

New type
Kobe
City• Combined hazards(tsunami+earthquake)tsunami+earthquake)(flood+earthquake)flood+earthquake)• Coastal facilities (long)→ Design chart system
2005

Conventional typeࣁ࣮ࣂ࣮࢛࣮࢘ࢡ⫼ ᚋ ⥳ ᆅ

P

ቃ⏺
ᐁẸ

P
‫ۃ‬‫ ۃ‬᝿ᐃὠἼ㧗‫ۃ‬.3‫ۃ‬‫ۃ‬‫ۃ‬+:/

‫ۃ‬/:/

+:/ 

ᶆ‽᩿㠃ᅗ

Future directions

Egypt

䠄Cost reduction→ Service increase䠅
increase䠅• Construction→ Performance• Performance→ Developing new servicee.g.䠅
e.g.䠅Built environment䠄
environment䠄urban system䠅
system䠅, Naturalenvironment䠄
environment䠄bio system䠅
system䠅• Steel & concrete→ New materials and IT• Combined engineering (Hard/soft)• Maintenance→ Renovation/Redevelopment• Seismic design→ Creating a space of safety andsecurity

Dubai

Singapore

Conclusions• Design for construction → Design for
performance• Standardized approach → SiteSite-specific approach• Segment (structure or soil part) design →System (soil(soil-structure system) design → Built
environment design• Cost reduction → Service increase• Emerging trends appropriate for rapidly
rapidly growing
social and economic needs in AsiaACECC workshop on Harmonization of Design Codes in the Asian Region
Nov. 4, 2006, Taipei, Taiwan

Toward Harmonization of Design Codes in the Asian Region-Summaries of Discussion SessionYusuke Honjo, Gifu University, Japan
Kenichi Horikoshi, Committee on ACECC, JSCE

After the reports from each country and the special reports, a discussion session was provided
chaired by Prof. Yusuke Honjo of Gifu University, Japan. Code harmonization is such a big issue
that cannot reach a conclusion in a one-day workshop. Continuous information exchanges anddiscussions are necessary.
Followings are the contents of the discussion session at the workshop.
1) It was recognized that there are a wide variety of design codes in each field in each country,
which have been influenced by many other countries, such as Russia, USA, Europe, and Japan.
Although it seems that harmonization is not easy, we should realize that we have common natural
conditions, such as climates, ground types and disasters in the Asian region.
2) As for the code harmonization, we need to differentiate between short-term and long-term targets.
The short-term target can be to encourage code writers in each field to make dialogs, and look forthe possibility of harmonization. Creating a glossary of terminology may also be a nice step forthe harmonization.
3) As an immediate target, we will have a special forum of this subject at the 4th CECAR next June.
It may be possible to prepare a report from each field, as well as to provide a draft of ‘Glossaryof terminology’ for the basis of design.
4) As for the long-term target, we should learn from the Eurocode experience. When the Eurocode
project started about 30 years ago, the limit state design concept was very new and this concept
was a base for the harmonization. Therefore, if we try to harmonize design codes in the Asian
region, a new concept such as ‘performance based-design’ is necessary. Asian concrete model
code introduced at this workshop can be a pilot model. This model code has already applied tothe performance based-design concept as well as multi-level code document.
5) A civil engineering society is not the only body to deal with design codes. It is necessary to
exchange information with other professional groups such as concrete and steel institutes, andarchitectural institute. Professionals from other bodies should be invited to the ACECC related
events. At the same time, we should realize the difficulty to reach agreements with all the bodies
in a short period. However, since the documents that a civil engineering society is producing are
not legally effective, it is possible to start our activities without full agreements by the relatedbodies.
6) Eurocodes are the government oriented projects and they have close ties with European Union.
Whereas, the problem is that the engineering society has a committee of a certain field withresponsibility of related code development and it’s up to the government to authorize them. The
government has the right for the final decision. Writing up a model framework does not imply
immediate application of practice of design codes.
7) In terms of the code harmonization as the long-term target, flexible framework is necessary forfurther revisions to avoid conflicts. Once we set up the initial version of a code, we always haveto be aware of the revision and modification that should come from needs from individual
countries as well as the overall region.

18) Clear motivation is necessary. Creation of future ISO can be one of the motivations for code
harmonization. The concrete model code was created to fill in the missing parts of the current
ISOs. If other codes have already good documentations, it is very difficult to create another codeof the same parts. Therefore, it is important to identify what is the current problem with the ISOs.
9) The situation for ISO 23469, which is applied to geotechnical work, was slightly different. The
basic motivation was that most of the top level experts are not happy with the current designcodes. They aim to build something that will be adopted as the state of practice in the coming
decade. The code development is always behind the progress of engineering. Therefore, for thegeneral framework of ISO, they should do something as flexible as possible to accommodate
something coming into part of design practice.
10) Although the role of the government is very important for code harmonization, we should notconsider too much about political constrains. It is more important to discuss what is the ideal
code applicable as a result of harmonization. This will attract more people in the world.
11) We believe that discussions at this workshop will be the first step toward code harmonization in
the Asian Region. This workshop could provide a basis for further discussions especially at the
4th CECAR.
To be continued to the 4th CECAR

2

What we have found today?
 Variety of design codes

Summary of
the ACECC Workshop
November 4, 2004
Taipei By countries/regions, By type of structures, i.e. Building, Highway bridges,
railways, port and harbor etc.
 By type of materials, i.e. steel, concrete, composite,
geotechnical, seismic etc.

 Variety of vocabulary WSD vs. LSD and LRFD
 Complex influences of US, Europe, Russia,

China, Japan etc. and own code developments.
CHAOS!?

Common background WE are in the same region of the world.
similar natural conditions, such as climate,ground conditions, seismic conditions, disasterphenomena, etc.
 WTO/TBT agreement and performance based
specifications
 International standards: ISO
 Regional code developments: Eurocodes,
Eurocodes, North
America LSD and LRFD

Longer term target:
Eurocodes 30 years

 Do we need a basis of design code like
Eurocode 0 or ISO2394?
 LSD concept => ISO2374, EC0 PBD=> Need a document?

 Can Performance Based Design concept bebases for harmonizing regional codes?
 Performance based concept
 MultiMulti-level code document structure From the special reports

 Can Asian Structural Concrete code be a pilot model?
 What are the lessons we learnt from Structural
Eurocodes and ISO23469 activities?

Immediate target
 It is encouraged each fields to makedialogs and look for possibilities toharmonize and develop Asian regionalcode.
 Do we need to harmonize ourterminologies especially to look for codes
based on PBD concept?
 ‘Glossary of terminologies for basis ofdesign based on PBD concept’
concept’?

Toward 4th CECAR
Special Forum for ‘Design Code’ Publish the presentations at this workshop by
January 2007 (ACECC(ACECC executive committee
meeting) Report from each filed for harmonization
 Concrete Steel / Composite
 Geotechnical Seismic design First draft of ‘Glossary of terminologies for basesof design based on PBD concept’
concept’?

Policy We look for a code that will show the

future view of design codes. (This is notcodes to be immediately applied to daily
practice.) Based on PBD concept. However, PBD
may mean different from a person toperson. What is definition of PBD?
PBD?
 Should follow and harmonized with
WTO/TBT agreements and ISO standards.

Tasks of each filed
 It is encouraged each filed to harmonize
and develop Asian regional code.
 Do we need general concepts to follow?
 Can Asian Structural Concrete code can be apilot model?
 What are the lessons we learnt from
Structural Eurocodes and ISO23469
activities?