DRAFT

MALAYSIAN 15D005R0 q

STANDARD
STAGE : PUBLIC COMMENT (40.20)
DATE : 01/02/2016 - 01/04/2016

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Malaysia National Annex to MS EN 1998-1:
2015, Eurocode 8: Design of structures for
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earthquake resistance - Part 1: General rules,

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seismic actions and rules for buildings

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OFFICER/SUPPORT STAFF: (NM / )

ICS: 91.120.25
Descriptors: Earthquake, Seismic Design of Structure, PGA, Site Natural Period, Hybrid Response
Spectrum, Return Period

© Copyright
DEPARTMENT OF STANDARDS MALAYSIA
 15D005R0 q

Contents

Page

Committee representation .......................................................................................................... ii

Foreword .............................................................................................................................. iii

NA.1 Scope ................................................................................................................... 1

NA.2 Nationally determined parameters ....................................................................... 1

NA.3 Decisions on the status of informative annexes ................................................. 13

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NA.4 References to non-contradictory complementary information ........................... 13

Annex A
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Horizontal Elastic Response Spectrum Model for the whole of Malaysia and for
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all ground types .................................................................................................. 14

Annex B Importance factor (γI) and design peak ground acceleration (PGA) for the whole
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of Malaysia ......................................................................................................... 18
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Bibliography ............................................................................................................................ 19
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15D005R0 q

Committee representation

The Industry Standards Committee on Building, Construction and Civil Engineering (ISC D) under whose authority this
Malaysian Standard was developed, comprises representatives from the following organisations:

Association of Consulting Engineers Malaysia

Construction Industry Development Board Malaysia
Department of Irrigation and Drainage Malaysia
Department of Standards Malaysia
Dewan Bandaraya Kuala Lumpur
Federation of Malaysian Manufacturers
Jabatan Bomba dan Penyelamat Malaysia
Jabatan Kerajaan Tempatan
Jabatan Kerja Raya Malaysia
Malaysia Plastics Manufacturers Association
Malaysian Timber Council
Timber Industry Board
Master Builders Association Malaysia

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Pertubuhan Akitek Malaysia

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Pertubuhan Perancang Malaysia
Projek Lebuhraya Utara-Selatan Berhad
Real Estate and Housing Developers’ Association Malaysia
SIRIM Berhad (Secretariat)
Suruhanjaya Perkhidmatan Air Negera m
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The Cement and Concrete Association of Malaysia
The Institution of Engineers, Malaysia
Universiti Sains Malaysia
Universiti Teknologi Malaysia
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The Technical Committee on Earthquake which developed this Malaysian Standard is managed by The Institution of
Engineers, Malaysia (IEM) in its capacity as an authorised Standards-Writing Organisation and consists of
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representatives from the following organisations:

Association of Consulting Engineers Malaysia

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Construction Industry Development Board, Malaysia

HSS Engineering Sdn Bhd
Institute of Structural Engineers (Malaysia Regional Group)
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Jabatan Kerja Raya Malaysia

Malaysia Meteorological Department
Malaysian Rubber Board
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Master Builders Association Malaysia

Pertubuhan Arkitek Malaysia
The Institution of Engineers, Malaysia
Universiti Malaya
Universiti Sains Malaysia
Universiti Teknologi Malaysia
Universiti Teknologi MARA
YL Design Consultancy Services

ii © STANDARDS MALAYSIA 2016 - All rights reserved

 15D005R0 q

Foreword

The Malaysia National Annex was developed by the Technical Committee on Earthquake under
the authority of the Industry Standards Committee on Building, Construction and Civil
Engineering. Development of this national annex was carried out by The Institution of
Engineers, Malaysia which is the Standards-Writing Organisation (SWO) appointed by SIRIM
Berhad to develop standards for earthquake.

This standard is based on the National Annex to BS EN 1998-1:2004, Eurocode 8: Design of

structures for earthquake resistance - Part 1: General rules, seismic actions and rules for
buildings and is implemented with the permission of the British Standards Publishing Ltd.

Acknowledgement is made to BSI for the use of information from the above publication.

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This Malaysia National Annex contains information on those parameters which are left open in

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MS EN 1998-1:2015 for national choice, known as nationally determined parameters. The
Malaysia National Annex is to be read in conjunction with the MS EN 1998-1:2015, Eurocode
8: Design of structures for earthquake resistance - Part 1: General rules, seismic actions and
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rules for buildings. Reference can be made to other parts of BS EN 1998 where applicable.
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At the time of publication, this standard is expected to be used as a reference in the Uniform
Building By-Laws (Revision 2012), which is a Statutory Document gazetted by the Act of
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Parliament.

Acknowledgement is made to the contributions of the Panel of International Experts which

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include Reader Dr. Nelson Lam, Dr. Megawati, Dr. Tsang Hing Ho, Prof. John Wilson, Prof.
Murat Saatcioglu, Prof. Friedeman Wenzel and PhD candidate Engr. Daniel Looi Ting Wee who
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have contributed in one way or another to the Malaysia National Annex.

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Compliance with a Malaysian Standard does not of itself confer immunity from legal obligations.
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 15D005R0 q

Malaysia National Annex to MS EN 1998-1: 2015, Eurocode 8: Design of

structures for earthquake resistance - Part 1: general rules, seismic
actions and rules for buildings

NA.1 Scope
This National Annex gives:

a) the Malaysia decisions for the Nationally Determined Parameters described in the following
subclauses of MS EN 1998-1:2015:

– 2.1(1)P – 5.2.2.2(10) – 7.7.2(4)

– 2.1(1)P – 5.2.4(1),(3) – 8.3(1)
– 3.1.1(4) – 5.4.3.5.2(1) – 9.2.1(1)

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– 3.1.2(1) – 5.8.2(3) – 9.2.2(1)

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– 3.2.1(1),(2),(3) – 5.8.2(4) – 9.2.3(1)
– 3.2.1(4) – 5.8.2(5) – 9.2.4(1)
– 3.2.1(5) – 5.11.1.3.2(3) – 9.3(2)
– 3.2.2.1(4) – 5.11.1.4 m– 9.3(2)
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– 3.2.2.2(1)P – 5.11.1.5(2) – 9.3(3)
– 3.2.2.3(1)P – 5.11.3.4(7)e) – 9.3(4), Table 9.1
– 3.2.2.5(4)P – 6.1.2(1) – 9.3(4), Table 9.1
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– 4.2.3.2(8) – 6.1.3(1) – 9.5.1(5)

– 4.2.4(2)P – 6.2(3) – 9.6(3)
– 4.2.5(5)P – 6.2(7) – 9.7.2(1)
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– 4.3.3.1(4) – 6.5.5(7) – 9.7.2(2)b)

– 4.3.3.1(8) – 6.7.4(2) – 9.7.2(2)c)
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– 4.4.2.5(2) – 7.1.2(1) – 9.7.2(5)

– 4.4.3.2(2) – 7.1.3(1),(3) – 10.3(2)P
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– 5.2.1(5) – 7.1.3(4)

b) the Malaysia decisions on the status of MS EN 1998-1:2015 informative annexes; and

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c) references to non-contradictory complementary information.

NA.2 Nationally determined parameters

NA.2.1 General

Malaysia decisions for the nationally determined parameters described in MS EN 1998-1:2015

are given in Table NA.1.

NA.2.2 Terms and definitions

The terms and definitions given in MS EN 1998-1:2015, clause 1.5 apply. Further terms are
used in the NA with the following meanings:

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NA.2.2.1 notional peak ground acceleration

The PGA used in the NA is actually the maximum response spectral acceleration divided by
2.5 (notional PGA = RSAmax/2.5) and not the peak value on the accelerogram, it is termed as
“notional PGA” to quantify the underlying meaning of the design PGA.

NA.2.2.2 notional return period

The notional design PGA value for Class II structure is 2/3 of the notional design PGA value of
a 2475 year Return Period (RP) earthquake action, it is associated with a notional Return Period
of 475 year. For example, a notional PGA value of 0.07 g on rock site for the Peninsular
Malaysia is deemed to be associated with notional 475 years RP.

NA.2.3 Symbols

HS total thickness of soil layers

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SDR (1.25) elastic response spectral displacement on rock site at T = 1.25 s

SDR (1.5 TS)

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elastic response spectral displacement on rock site at T = 1.5 TS
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TS small strain site natural period (this symbol should not be confused with Ts -
duration of the stationary part of the seismic motion, stated in the main text of
MS EN 1998-1:2015)
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VS weighted average shear wave velocity over the total thickness of soil layers
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Vs,i shear wave velocity of individual soil layer

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di thickness of individual soil layer

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m slope parameter to capture long period spectral shape

mF slope parameter m for flexible soil site

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mR slope parameter m for rock and stiff soil site

NA2.4 Abbreviation

FS Flexible soil

PGA Peak ground acceleration

R Rock

RP Return period

RSA Response spectral acceleration

RSD Response spectral displacement

SS Stiff soil

SWV Shear wave velocity

2 © STANDARDS MALAYSIA 2016 - All rights reserved
© STANDARDS MALAYSIA 2016 - All rights reserved

Table NA.1 Malaysia values for Nationally Determined Parameters described in MS EN 1998-1:2015
Clause Nationally Determined Parameter Eurocode recommendation Malaysia decision

2.1(1)P Reference return period TNCR of seismic TNCR = 475 years TNCR = 475 years (notional)
action for the no-collapse requirement PNCR = 10 % PNCR = 10 % (notional)
(or, equivalently, reference probability of Refer to Annex B.
exceedance in 50 years, PNCR).
2.1(1)P Reference return period TDLR of seismic TDLR = 95 years TDLR = 475 years
action for the damage limitation PDLR = 10 % PDLR = 2 %
requirement (or, equivalently, reference for Importance Class IV buildings

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probability of exceedance in 10 years, (deemed to satisfy for Importance Class I to III

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PDLR). buildings)
Refer to Annex B.

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3.1.1(4) Conditions under which ground None No additional investigation is necessary. There

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investigations additional to those is an option to employ geophysical
necessary for design for non-seismic measurements to assist in the determination of
actions may be omitted and default site classification.
ground classification may be used.

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3.1.2(1) Ground classification scheme accounting None Refer to Annex A.

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for deep geology, including values of
parameters S, TB, TC and TD defining

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horizontal and vertical elastic response
spectra in accordance with MS EN 1998-
1, 3.2.2.2 and 3.2.2.3.
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3.2.1(1), (2), (3) Seismic zone maps and reference None Malaysia reference ground accelerations are
ground accelerations therein. divided into Peninsular Malaysia, Sarawak and
Sabah. Refer to Annexes A and B.
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3.2.1(4) Governing parameter (identification and ag ≤ 0.78 m/s2 or agS ≤ 0.98 m/s2 The whole of Malaysia is classified as low
value) for threshold of low seismicity. seismicity.

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3.2.1(5) Governing parameter (identification and ag ≤ 0.39 m/s2 or agS ≤ 0.49 m/s2 No part of Malaysia is classified as very low
value) for threshold of very low seismicity.
seismicity.
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 Table NA.1 Malaysia values for Nationally Determined Parameters described in MS EN 1998-1:2015 (continued)

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Clause Nationally Determined Parameter Eurocode recommendation Malaysia decision

3.2.2.1(4), Parameters S, TB, TC, TD defining shape In the absence of deep geology effects, and for Type 1 Refer to Annex A. for parameters required for
3.2.2.2(1)P of horizontal elastic response spectra. spectra (where earthquakes that contribute most to the constructing horizontal elastic response
seismic hazard defined for the site for the purpose of spectrum.
probabilistic hazard assessment have a surface-wave
magnitude, Ms, greater than 5.5)
Ground S TB TC TD
type (s) (s) (s)

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A 1.0 0.15

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0.4 2.0
B 1.2 0.20 0.5 2.0
C 1.15 0.20 0.6 2.0

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D 1.35 0.20 0.8 2.0
E 1.4 0.15 0.5 2.0

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In the absence of deep geology effects, and for Type 2
spectra (where earthquakes that contribute most to the

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seismic hazard defined for the site for the purpose of
probabilistic hazard assessment have a surface-wave
magnitude, Ms, less than 5.5):

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Ground S TB TC TD
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type (s) (s) (s)

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A 1.0 0.05 0.25 1.20
B 1.35 0.05 0.25 1.20
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C 1.5 0.10 0.25 1.20
D 1.8 0.10 0.30 1.20
E 1.6 0.05 0.25 1.20
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3.2.2.3(1)P Parameters avg, TB, TC, TD defining shape Spectrum avg/ag TB TC TD avg/ag TB TC TD
of vertical elastic response spectra. (s) (s) (s) (s) (s) (s)
Type 1 0.90 0.05 0.15 1.0 0.70 0.05 0.15 1.0
Type 2 0.45 0.05 0.15 1.0

3.2.2.5(4)P Lower bound factor β on design spectral β = 0.2 Use the recommended value
values.
 Table NA.1 Malaysia values for Nationally Determined Parameters described in MS EN 1998-1:2015 (continued)
© STANDARDS MALAYSIA 2016 - All rights reserved

Clause Nationally Determined Parameter Eurocode recommendation Malaysia decision

4.2.3.2(8) Reference to definitions of centre of None Any appropriate method may be used.
stiffness and of torsional radius in multi Further guidance is given in UK (BSI) PD
storey buildings meeting or not 6698.
conditions (a) and (b) of BS EN 1998-1,
4.2.3.2(8).

4.2.4(2)P Ratio ϕ of coefficient ψEi on variable mass Use the recommended values.
Type of variable Storey ϕ

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used in seismic analysis to combination

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coefficient ψ2i for quasi permanent values action
of variable actions. Categories A–C* Roof 1.0
Storeys with correlated 0.8

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occupancies
Independently 0.5

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occupied storeys
Categories D–F* 1.0
and Archives

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* Categories as defined in MS EN 1991-1-1.

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4.2.5(5)P Importance factor γI for buildings. Class I: γI = 0.8 Class I: γI = 0.8
Class III: γI = 1.2 Class III: γI = 1.2

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Class IV: γI = 1.5
Class IV: γI = 1.4 Refer to Annex B.
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4.3.3.1(4) Decision on whether nonlinear methods None None
of analysis may be applied for the design
of non- base-isolated buildings.
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Reference to information on member

deformation capacities and the
associated partial factors for the Ultimate
Limit State for design or evaluation on the
basis of nonlinear analysis methods.

Threshold value of importance factor, γI,

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4.3.3.1 (8) None 3D (spatial) analysis models are
relating to the permitted use of analysis recommended.
with two planar models.
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 Table NA.1 Malaysia values for Nationally Determined Parameters described in MS EN 1998-1:2015 (continued)

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Clause Nationally Determined Parameter Eurocode recommendation Malaysia decision

4.4.2.5(2) Overstrength factor γRd for diaphragms. For brittle failure modes, such as shear, γRd =1.3. Use the recommended values.
For ductile failure modes, γRd =1.1
4.4.3.2(2) Reduction factor ν for displacements at Class I & II: v = 0.5 Only Class IV buildings need to be checked for
damage limitation limit state. Class III & IV: v = 0.4 damage limitation limit state based on a return
period of 475 years.
v = 0.5 is to be adopted.

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5.2.1(5) Geographical limitations on use of None None

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ductility classes for concrete buildings.

5.2.2.2(10) qo-value for concrete buildings subjected Adjustment to qo-value is a factor in the range 1 to 1.2, No adjustment is permitted on qo-value.

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to special Quality System Plan. with no recommended value within this range.

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5.2.4(1), (3) Material partial factors for concrete Use the γc and γs values for the persistent and transient Use the recommended values.
buildings in the seismic design situation. design situations.

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5.4.3.5.2(1) Minimum web reinforcement of large The minimum value for walls given in MS EN 1992-1-1 The minimum value for walls given in MS EN
lightly reinforced concrete walls. and its National Annex. 1992-1-1 and its National Annex. Single layer
of reinforcing in a wall is not recommended.

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5.8.2(3) Minimum cross-sectional width bw, min and Buildings up to 3 storeys: Use the recommended values.
© STANDARDS MALAYSIA 2016 - All rights reserved

depth hw, min of concrete foundation bw, min = 0.25 m

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beams hw, min = 0.4 m
Buildings with 4 or more storeys:
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bw, min = 0.25 m
hw, min = 0.5 m
5.8.2(4) Minimum thickness tmin and t min = 0.2 m Use the recommended values.
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reinforcement ratio ρs, min of concrete ρs, min = 0.2 %

foundation slabs.

5.8.2(5) Minimum reinforcement ratio ρb, min of ρb, min = 0.4 % ρb, min = 0.2 % in top face and 0.2 % in bottom
concrete foundation beams. face

5.11.1.3.2(3) Ductility class of precast wall panel DCM No specific requirement for precast wall panel
systems. systems.
© STANDARDS MALAYSIA 2016 - All rights reserved

Table NA.1 Malaysia values for Nationally Determined Parameters described in MS EN 1998-1:2015 (continued)
Clause Nationally Determined Parameter Eurocode recommendation Malaysia decision

5.11.1.4 Factor kp on q-factors of precast kp = 1.0 for structures with connections conforming Use the recommended values.
systems. to MS EN 1998-1, 5.11.2.1.1, 5.11.2.1.2, or 5.11.2.1.3
kp = 0.5 for structures with other types of connection

5.11.1.5(2) Ratio Ap of transient seismic action Ap = 0.3 unless otherwise specified by special studies In the absence of a site specific assessment,

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use the recommended value.

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assumed during erection of precast
structures to design seismic action
defined in MS EN 1998-1, Section 3.

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5.11.3.4(7)e) Minimum longitudinal steel ρc, min in ρc, min = 1 % Use the recommended values.
grouted connections.

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6.1.2(1) Upper limit of q for low-dissipative 1.5 2.0
structural behaviour concept. Further guidance is given in PD 6698.

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Limitations on structural behaviour None No limitation on structural behaviour concept.

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concept. Further guidance is given in PD 6698.

Geographical limitations on use of None No geographical limitations. Further guidance

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ductility classes for steel buildings. is given in PD 6698.
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6.1.3(1) Material partial factors for steel buildings Use the γs values for the persistent and transient design Use the recommended values.
in the seismic design situation. situations.
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6.2(3) Overstrength factor for capacity design of γov = 1.25 Use the recommended values.
steel buildings.

6.2(7) Information as to how EN 1993-1-10 – None The fracture toughness and through thickness
selection of steel for fracture toughness properties of the steel should be selected on a
and through thickness properties – may project specific basis. Further guidance is

15D005R0 q
be used in the seismic design situation. given in PD 6698.
6.5.5(7) Reference to complementary rules on None Complementary rules for connection design
acceptable connection design. may be developed on a project-specific basis.
Further guidance is given in PD 6698.
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 Table NA.1 Malaysia values for Nationally Determined Parameters described in MS EN 1998-1:2015 (continued)

15D005R0 q
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Clause Nationally Determined Parameter Eurocode recommendation Malaysia decision

6.7.4(2) Residual post-buckling resistance of γpb = 0.3 γpb = γpb * Nb,Rd (λ bar)/Npl, Rd
compression diagonals in steel frames (γpb * times design buckling resistance over
with V- bracings. plastic resistance)
γpb* = 0.7 for q ≤ 2
γpb* = 0.3 for q ≥ 5
For 2 ≤ q ≤ 5, γpb* = 0.3 may be assumed or
refer to PD 6698.

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Further guidance is given in PD 6698.

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7.1.2(1) Upper limit of q for low-dissipative 1.5

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structural behaviour concept.
Limitations on structural behaviour None

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concept.

Geographical limitations on use of None

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ductility classes for composite steel-
concrete buildings.
7.1.3(1), (3) Material partial factors for composite Use the γs values for the persistent and transient design

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steel concrete buildings in the seismic situations.
© STANDARDS MALAYSIA 2016 - All rights reserved

design situation.

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7.1.3(4) Overstrength factor for capacity design of γov = 1.25
composite steel-concrete buildings.
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7.7.2(4) Stiffness reduction factor for concrete r = 0.5
part of a composite steel-concrete
column section.
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8.3(1) Geographical limits on ductility class for None

timber buildings.

9.2.1(1) Type of masonry units with sufficient None

robustness.

9.2.2(1) Minimum strength of masonry units. fb,min = 5 N/mm2 (normal to bedface)

fbh,min = 2 N/mm2 (parallel to bedface)
 Table NA.1 Malaysia values for Nationally Determined Parameters described in MS EN 1998-1:2015 (continued)
© STANDARDS MALAYSIA 2016 - All rights reserved

Clause Nationally Determined Parameter Eurocode recommendation Malaysia decision

9.2.3(1) Minimum strength of mortar in masonry fm,min = 5 N/mm2 (unreinforced or confined masonry)
buildings. fm,min = 10 N/mm2 (reinforced masonry)
9.2.4(1) Alternative classes for perpend joints in None
masonry.

9.3(2) Conditions for use of unreinforced None

masonry satisfying provisions of BS EN

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1996-1 alone.

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9.3(2) Minimum effective thickness tef,min of None
unreinforced masonry walls satisfying

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provisions of BS EN 1996-1 alone.
9.3(3) Maximum value of ground acceleration ag,urm = 0.2 g

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ag,urm for the use of unreinforced
masonry satisfying provisions of MS
EN1998-1.

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9.3(4), q-factor values in masonry buildings. Unreinforced masonry in
Table 9.1

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accordance with MS EN 1998-1: q = 1.5
Confined masonry: q = 2.0

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Reinforced masonry: q = 2.5
9.3(4), q-factors for buildings with masonry None
Table 9.1 systems which provide enhanced
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ductility.
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 Table NA.1 Malaysia values for Nationally Determined Parameters described in MS EN 1998-1:2015 (continued)

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Clause Nationally Determined Parameter Eurocode recommendation Malaysia decision

9.5.1(5) Geometric requirements for masonry

shear walls. Masonry type tef,min tef,min (l/h)min
(mm) (mm)
Unreinforced, with natural 350 9 0.5
stone units
Unreinforced, with any 240 12 0.4
other type of units

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Unreinforced, with any 170 15 0.35

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other type of units, in
cases of low seismicity
Confined masonry 240 15 0.3

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Reinforced masonry 240 15 No
restriction

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Symbols used have the following meaning:
tef thickness of the wall (see BS EN 1996-1-1);

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hef effective height of the wall (see BS EN 1996 1-1);
h greater clear height of the openings adjacent to the

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wall;
l length of the wall.
© STANDARDS MALAYSIA 2016 - All rights

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9.6(3) Material partial factors in masonry γm = 2/3 of value specified in National Annex to
buildings in the seismic design situation. BS EN 1996-1, but not less than 1.5.
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γs = 1.0
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 Table NA.1 Malaysia values for Nationally Determined Parameters described in MS EN 1998-1:2015 (continued)
© STANDARDS MALAYSIA 2016 - All rights reserved

Clause Nationally Determined Parameter Eurocode recommendation Malaysia decision

9.7.2(1) Maximum number of storeys and Acceleration at site ≤ 0,07 ≤ 0,10 ≤ 0,15 ≤ 0,20
minimum area of shear walls of “simple ag.S k.g k.g k.g k.g
masonry building”.
Type of Number Minimum sum of cross-
of sections areas of horizontal
Construction storeys shear walls in each
(n)** direction, as percentage of
the total floor area per
storey(pA,min)

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Unreinforced 1 2.0 % 2.0 % 3.5 % n/a
masonry 2 2.0 % 2.5 % 5.0 % n/a
3 3.0 % 5.0 % n/a n/a

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4 5.0 % n/a* n/a n/a
Confined 1 2.0 % 2.5 % 3.0 % 3.5 %

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masonry 2 2.0 % 3.0 % 4.0 % n/a
3 4.0 % 5.0 % n/a n/a

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4 6.0 % n/a n/a n/a
Reinforced 1 2.0 % 2.0 % 2.0 % 3.5 %
masonry 2 2.0 % 2.0 % 3.0 % 5.0 %

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3 3.0 % 4.0 % 5.0 % n/a
4 4.0 % 5.0 % n/a n/a

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* n/a means “not acceptable”.
** Roof space above full storeys is not included in
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the number of storeys.
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9.7.2(2)b) Minimum aspect ratio in plan λmin of λmin = 0.25

“simple masonry buildings”.

9.7.2(2)c) Maximum floor area of recesses in plan pmax = 15 %

for “simple masonry buildings”,

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expressed as a percentage pmax of the
total floor plan area above the level
considered.
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 Table NA.1 Malaysia values for Nationally Determined Parameters described in MS EN 1998-1:2015 (continued)

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Clause Nationally Determined Parameter Eurocode recommendation Malaysia decision

9.7.2(5) Maximum difference in mass Δm, max and ∆m, max = 20 %

wall area ∆A, max between adjacent ∆A, max = 20 %
storeys of “simple masonry buildings”.

10.3(2)P Magnification factor γx on seismic γx = 1.2 for buildings Use the recommended value.
displacements for isolation devices.

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Malaysia decision not indicated shall use recommended value of MS EN1998-1:2015.

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© STANDARDS MALAYSIA 2016 - All rights

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 15D005R0 q

NA.3 Decisions on the status of the informative annexes

NA.3.1 Elastic displacement response spectrum (MS EN 1998-1:2015, Annex A)

MS EN 1998-1:2015 informative Annex A should not be used. The basis of the Malaysia
response spectrum is based on elastic displacement.

NA.3.2 Determination of the target displacement for nonlinear static (pushover)

analysis (MS EN 1998-1:2015, Annex B)

MS EN 1998-1:2015 informative Annex B may be used as an informative annex. Further

guidance is given in PD 6698.

NA.4 References to non-contradictory complementary information

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The following contains non-contradictory complementary information for use with MS EN 1998-
1:2015:
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PD 6698:2008, Background paper to the UK National Annexes to BS EN 1998-1, BS EN
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1998-2, BS EN 1998-4, BS EN 1998-5 and BS EN 1998-6.
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© STANDARDS MALAYSIA 2016 - All rights reserved 13

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Annex A
(normative)

Horizontal elastic displacement response spectrum model for the whole

of Malaysia and for all ground types

⎛ T2 ⎞
T ≤ T C :   S De (T ) = S D (TD )⎜⎜ ⎟⎟      
⎝ TCTD ⎠

⎛T ⎞
TC ≤ T ≤ T D :  S De (T ) = S D (TD )⎜⎜ ⎟⎟                
⎝ TD ⎠

t
en
T D ≤ T ≤ 4 :  S De (T ) = S D (TD ) + m × (T − TD )  

m
The elastic response spectrum model in the acceleration format can be conveniently obtained
by direct transformation from the displacement format using:
om
⎛ 2π ⎞
2

S e (T ) = S De (T ) × ⎜ ⎟
⎝ T ⎠
C

Table A.1. Spectral parameters SD (TD), TC and TD

lic

Ground Type TS S D (T D ) m TC TD
(s) (mm) (s) (s)
ub

Rock (R) TS < 0.15 γ I × S DR (1 .25 ) γ I × mR

0.3 1.25
Stiff Soil (SS) 0.15 ≤ TS < 0.5 γ I × S DR (1 .25 ) × 1 .5 γ I × mR
rP

Flexible Soil (FS) 0.5 ≤ TS ≤ 1.0 * γ I × S DR (1 . 5T S ) × 3 . 6 γ I × mF 1.2TS 1.5TS

NOTE. A soil site is characterised by its small-strain site natural period (TS) of the soil layer down to the depth of
Fo

much stiffer sediments or bedrock. TS can be estimated using the formula:

HS
VS = n
d
∑i V i
s ,i

4× HS
TS =
VS

The values of the site natural period (TS), small-strain shear modulus or shear wave velocity (SWV, VS) of soils can
be measured by various geotechnical or geophysical testing techniques. Sedimentary layers with SPT-N value
greater than 100 can be omitted in the computations of site natural period and weighted average SWV.

Generally two boreholes for a block of low-rise building is sufficient. Spacing of boreholes for multi-storey buildings
should be 15 m to 45 m. More boreholes are necessary for problematic and erratic soil formation. The arithmetic
mean of the site natural period TS shall be adopted for site classification.

* For TS > 1.0 s, or deposits consisting of at least 10 m thick of clays/silts with a high plasticity index (PI > 50),
dynamic site response analyses shall be performed or Type 1 elastic response spectrum for ground type D shall
be adopted.

14 © STANDARDS MALAYSIA 2016 - All rights reserved

 15D005R0 q

Table A.2. Regional-dependent hazard parameters, agR, SDR (1.25), mR and mF for
notional 475 years return period

Region agR SDR (1.25) mR mF

(g) (mm)
Peninsular Malaysia 0.07 16 6.7 0
Sarawak 0.07 16 0 0
Sabah 0.12 28 40 26.7

Figures NA.1 to NA.3 show the elastic horizontal response spectrum on rock sites in Malaysia
for Class IV structures (γI = 1.5) correspond to 2 475 years return period.

T ≤ 0.3: SDe(T) = (16 x 1.5) T² / (0.3 x 1.25)

70
0.3 ≤ T ≤ 1.25: SDe(T) = (16 x 1.5) T / 1.25
60

t
T ≥ 1.25: SDe(T) = (16 x 1.5) + (6.7 x 1.5)(T - 1.25)

en
50
SDe (mm)

40
m
om
30

20
C

10
lic

0
0 1 2 3 4
ub

T(s)
(a) Displacement Response Spectrum
rP
Fo

(b) Acceleration Response Spectrum

Figure NA.1. Elastic Response Spectrum on rock for Peninsular Malaysia (Notional
design PGA = 0.1 g, RP = 2 475 years)

© STANDARDS MALAYSIA 2016 - All rights reserved 15

15D005R0 q

T ≤ 0.3: SDe(T) = (16 x 1.5) T² / (0.3 x 1.25)

30 0.3 ≤ T ≤ 1.25: SDe(T) = (16 x 1.5) T / 1.25

T ≥ 1.25: SDe(T) = 16 x 1.5

25

20
SDe (mm)

15

10

t
0 1 2 3 4

en
T(s)
(a) Displacement Response Spectrum
m
om
C
lic
ub
rP
Fo

(b) Acceleration Response Spectrum

Figure NA.2. Elastic Response Spectrum on rock for Sarawak

(Notional design PGA = 0.1 g, RP = 2 475 years)

16 © STANDARDS MALAYSIA 2016 - All rights reserved

 15D005R0 q

T ≤ 0.3: SDe(T) = (28 x 1.5) T² / (0.3 x 1.25)

300
0.3 ≤ T ≤ 1.25: SDe(T) = (28 x 1.5) T / 1.25

250 T ≥ 1.25: SDe(T) = (28 x 1.5) + (40 x 1.5)(T - 1.25)

200
SDe (mm)

150

100

50

t
0 1 2 3 4

en
T(s)
(a) Displacement Response Spectrum
m
om
C
lic
ub
rP
Fo

(b) Acceleration Response Spectrum

Figure NA.3. Elastic Response Spectrum on rock for Sabah

(Notional design PGA = 0.18 g, RP = 2 475 years)

© STANDARDS MALAYSIA 2016 - All rights reserved 17

15D005R0 q

Annex B
(normative)

Importance factor (γI) and notional design peak ground acceleration

(PGA) for the whole of Malaysia

Table B.1. Notional design PGA on rock sites for Peninsular Malaysia, Sarawak and
Sabah

Importance Importance Recommended building Notional design PGA, ag

class factor, γI categories (g’s)
Peninsular Sabah
Malaysia and

t
Sarawak

en
I 0.8 Minor constructions 0.06 0.10
(0.8 x 0.07) (0.8 x 0.12)
II 1.0 Ordinary buildings
m
(individual dwellings or
0.07
Reference
0.12
Reference
om
shops in low rise buildings) PGA (notional PGA (notional
475 years RP) 475 years RP)
III 1.2 Buildings of large 0.08 0.14
C

occupancies (1.2 x 0.07) (1.2 x 0.12)

(condominiums, shopping
lic

centres, schools and public

buildings)
IV 1.5 Lifeline built facilities 0.10 0.18
ub

(hospitals, emergency (2 475 years RP) (2 475 years RP)

services, power plants and
rP

communication facilities)
Fo

18 © STANDARDS MALAYSIA 2016 - All rights reserved

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Bibliography

[1] MS EN 1992-1-1:2010, Eurocode 2 - Design of concrete structures - Part 1-1: General rules
and rules for buildings

[2] BS EN 1993-1-10:2010, Eurocode 3 - Design of steel structures - Part 1-10: Material

toughness and through-thickness properties

[3] BS EN 1996-1-1:2005, Eurocode 6 - Design of masonry structures - Part 1-1: General rules
for reinforced and unreinforced masonry structures

[4] MS EN 1998-1:2015, Eurocode 8 - Design of structures for earthquake resistance - Part 1:

General rules, seismic actions and rules for buildings

[5] PD 6698:2008, Background paper to the UK National Annexes to BS EN 1998-1, BS EN

t
1998-2, BS EN 1998-4, BS EN 1998-5 and BS EN 1998-6

en
m
om
C
lic
ub
rP
Fo

© STANDARDS MALAYSIA 2016 - All rights reserved 19

Acknowledgements

Members of Technical Committee on Earthquake

Name Organisation
Ir. Prof. Dr. Jeffrey Chiang Choong Luin The Institution of Engineers, Malaysia
(Chairman)
Ir. Adjunct. Prof. MC Hee The Institution of Engineers, Malaysia
Ir. Mun Kwai Peng (IEM–SWO Coordinator) The Institution of Engineers, Malaysia
Ir. Lee Weng Onn The Institution of Engineers, Malaysia
Ir. Dr. Ooi Teik Aun The Institution of Engineers, Malaysia (GETD)
Ir. Dr. Ooi Heong Beng Institute of Structural Engineers (Malaysia
Regional Group)
Ir. P C Augustin Association of Consulting Engineers Malaysia
Ir. Tu Yong Eng YL Design Consultancy Services
Ir. Chen Wai Peng HSS Engineering Sdn. Bhd
Ar. Andy Gan Khai Fatt Pertubuhan Arkitek Malaysia

t
Mr. Ong Ka Thiam Master Builders Association Malaysia

en
En. Syed Hazni Syed Abd. Ghani Construction Industry Development Board,
Malaysia
Dr. Wan Azli bin Wan Hassan
m
Malaysia Meteorological Department/
Ministry of Science Technology & Innovation
om
Dr. Nazirah Ahmad Malaysian Rubber Board
Ir. Prof. Dr. Mohd. Zamin bin Jumaat University Malaya
Dr. Lau Tze Liang Universiti Sains Malaysia
C

Prof. Dr. Azlan Adnan Universiti Teknologi Malaysia

Prof. Dr. Azmi Ibrahim Universiti Teknologi MARA
lic

Members of Working Group 1 (WG1) on Earthquake Actions

ub

Ir. Adjunct. Prof. MC Hee (Chairman) The Institution of Engineers, Malaysia

rP

Reader Dr. Nelson Lam University of Melbourne, Australia

Dr. Tsang Hing-Ho Swinburne University of Technology, Australia
Engr. Daniel Looi Ting Wee The Institution of Engineers, Malaysia
Fo

(University of Hong Kong)

Ir. E P Lim Hashim & Neh Sdn Bhd
Mr. Ahmed Zuhal Zaeem University of Malaya

Members of Working Group 2 (WG2) on Vulnerability of Concrete Structures

Ir. Lee Weng Onn (Chairman) The Institution of Engineers, Malaysia

Ir. Prof. Dr. Jeffrey Chiang Choong Luin The Institution of Engineers, Malaysia

Members of Working Group 3 (WG3) on Geotechnical

Ir. Mun Kwai Peng (Chairman) The Institution of Engineers, Malaysia
Ir. Dr. Ooi Teik Aun The Institution of Engineers, Malaysia
Ir. Liew Shaw Shong The Institution of Engineers, Malaysia

© STANDARDS MALAYSIA 2016 - All rights reserved

Members of Working Group 4 (WG4) on Non Structural Elements

Ar. Andy Gan Khai Fatt (Chairman) Pertubuhan Arkitek Malaysia

Ir. Dr. Ooi Heong Beng Institute of Structural Engineers (Malaysia
Regional Group)

Members of Working Group 5 (WG5) on Base Isolations

Dr. Nazirah Ahmad (Chairman) Malaysian Rubber Board

Prof. Dr. Azlan Adnan Universiti Teknologi Malaysia
Engr. Muhammad Umar Zulkefli Malaysian Rubber Board
Ir. Che Kob bin Ismail IRC Jurutera Perunding Sdn Bhd
Mr. Or Tan Teng Doshin Rubber
Ir. Cheng Hung Lim Minconsult Sdn Bhd
Prof. Dr. Azmi Ibrahim Universiti Teknologi MARA

t
en
Members of Working Group 6 (WG6) on Task Force on National Annex

Ir. Mun Kwai Peng (Chairman) m

The Institution of Engineers, Malaysia
om
Ir. Adjunct. Prof. MC Hee The Institution of Engineers, Malaysia
Ir. Dr. Ooi Heong Beng Institute of Structural Engineers (Malaysia
Regional Group)
C

Ir. David Ng The Institution of Engineers, Malaysia

Prof. Dr. Azlan Adnan Universiti Teknologi Malaysia
lic
ub
rP
Fo

© STANDARDS MALAYSIA 2016 - All rights reserved