MALAYSIAN
STANDARD
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MS EN 1998-1:2015
(NATIONAL ANNEX:2017)
Malaysia
Malaysia Nati
National
onal Annex
An nex to
Eurocode
uro code 8:
8: Design
Design of structu
str uctu res for
eart
earthqu
hquake
ake resi
resistance
stance Part 1: General rules,
seismic
seismic actions and rules for bui ldings
ICS: 91.120.25
Descriptors: earthquake, seismic design, structure, PGA, site natural period, hybrid response,
spectrum, return period
© Cop
Copyri
yrigh
ghtt 2017
2017
DEPARTMENT OF STANDARDS
STANDARDS MALAYSIA
MAL AYSIA
DEVELOPMENT OF MALAYSIAN STANDARDS
The Department of Standards Malaysia (STANDARDS MALAYSIA) is the national
standards and accreditation body of Malaysia.
The main function of STANDARDS MALAYSIA is to foster and promote standards,
standardisation and accreditation as a means of advancing the national economy, promoting
industrial efficiency and development, benefiting the health and safety of the public,
protecting the consumers, facilitating domestic and international trade and furthering
international cooperation in relation to standards and standardisation.
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Malaysian Standards (MS) are developed through consensus by committees which comprise
balanced representation of producers, users, consumers and others with relevant interests,
as may be appropriate to the subject at hand. To the greatest extent possible, Malaysian
Standards are aligned to or are adoption of international standards. Approval of a standard
as a Malaysian Standard is governed by the Standards of Malaysia Act 1996 [Act 549].
Malaysian Standards are reviewed periodically. The use of Malaysian Standards is voluntary
except in so far as they are made mandatory by regulatory authorities by means of
regulations, local by-laws or any other similar ways.
For the purposes of Malaysian Standards, the following definitions apply:
Revision: A process where existing
existi ng Malaysian Standard is reviewed and updated which
which
resulted
resulted in the publication of a new edition of the Malaysian Standard.
Confirmed MS:
A Malaysian Standard that has been reviewed
revi ewed by the responsible
responsible
committee and confirmed that
t hat its contents are current.
Amen dm ent : A process where
where a provision(s)
provi sion(s) of existing
existi ng Malaysian Standard is altered. The
changes are indicated in an amendment page which is incorporated into the existing
Malaysian Standard.
Standard. Amendments can be
be of technical and/or editorial nature.
Technical corrigendum: A corrected reprint of the current edition
editi on which is issued to correct
either a technical error or ambiguity in a Malaysian Standard inadvertently introduced either
in drafting or in printing and which could lead to incorrect or unsafe application of the
publication.
NOTE: Technical corrigenda are not to correct errors which can be assumed to have no consequences in the application
of the MS, for example minor printing errors.
STANDARDS MALAYSIA has appointed SIRIM Berhad as the agent to develop, distribute
and sell Malaysian Standards.
For further i nformation on Malaysian Standards,
Standards, please contact:
Department of Standards Malaysia
Ministry of Science, Technology and Innovation
Innovat ion
Level 1 & 2, Block 2300, Century Square
Jalan Usahawan
63000 Cyberjaya
Selangor Darul Ehsan
MALAYSIA
Tel: 60 3 8318 0002
Fax: 60 3 8319 3131
http://www.jsm.gov.my
E-mail: central@jsm.gov.my
OR
SIRIM Berhad
(Company No. 367474 - V)
1, Persiaran Dato’ Menteri
Section 2, P. O. Box 7035
40700 Shah Alam
Selangor Darul Ehsan
MALAYSIA
Tel: 60 3 5544 6000
Fax: 60 3 5510 8095
http://www.sirim.my
E-mail: msonline@sirim.m
msonline@sirim.my
y
MS EN 1998-1:2015
(NATIONAL ANNEX:2017)
A NNEX:2017)
Contents
Page
Committee
Committee representation
representation ..........................................................................................
.....................................................................................................
........... ii
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Foreword
Foreword..........................................................
............................................................................................
....................................................................
.................................... v
N.A.1
Scope ..............................................
.................................................................................
.....................................................................
.....................................
... 1
N.A.2
Nationally
Nationally determined
determined parameters
parameters............................................................
.............................................................................
................. 1
N.A.3
Decisions on the status of the informative annexes .............................................
............................................. 14
N.A.4
References to non-contradictory complementary information...............
....... ................
................
............
.... 14
Annex A
Ground classification scheme in accordance with site natural period for soil
deposit exceeding 30 m in depth ..........................................................
...................................................................
......... 15
Annex B
Seismic hazard map of Malaysia ............. ................
........ .............
.............
................
...............
..............
....... ... 16
Annex C
Horizontal elastic response spectrum of ground types A to E (5 % damping)
for Peninsular Malaysia, Sabah and Sarawak ................
........ ................
................
........ ...............
....... .......... 17
Annex D
Normalised elastic response spectrum of ground types A to E (5 % damping)
for soil deposit exceeding 30 m in depth for Malaysia........... ...............
....... ..............
...........
..... 19
Annex E
Importance factor (γI) for Malaysia
Malaysia .................................................................
................................................................. 22
Bibliography
Bibliography ..........................................................
.............................................................................................
..............................................................
........................... 23
© STANDARDS MALAYSIA 2017 - All rights reserved
i
MS EN 1998-1:2015
(NATIONAL ANNEX:2017)
Committee representation
The Industry Standards Committee on Building, Construction and Civil E ngineering (ISC D) under whose authority this
Malaysian Standard was developed, comprises representatives from the f ollowing organisations:
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Association of Consulting Engineers Malaysia
Construction Industry Development Board Malaysia
Department of Irrigation and Drainage Malaysia
Department of Standards Malaysia
Federation of Malaysian Manufacturers
Jabatan Bomba dan Penyelamat Malaysia
Jabatan Kerajaan Tempatan
Jabatan Kerja Raya
Malaysian Iron and Steel Industry Federation
Malaysian Timber Industry Board
Master Builders Association Malaysia
Pertubuhan Akitek Malaysia
Pertubuhan Perancang Malaysia
Projek Lebuhraya Utara-Selatan Berhad
Real Estate and Housing Developers' Association Malaysia
SIRIM Berhad (Secretariat)
Suruhanjaya Perkhidmatan Air Negara
The Cement and Concrete Association of Malaysia
The Institution of Engineers, Malaysia
Universiti Putra Malaysia
Universiti Sains Malaysia
Universiti Teknologi Malaysia
The Technical Committee on Earthquake which supervised the development of this Malaysian Standard consists of
representatives from the following organisations:
Association of Consulting Engineers Malaysia
Construction Industry Development Board Malaysia
Department of Mineral and Geoscience Malaysia
Department of Standards Malaysia
HSS Integrated Sdn Bhd
Jabatan Kerja Raya
Lembaga Getah Malaysia
Malaysian Meteorological Department
Master Builders Association Malaysia
MC Hee & Associates Consulting Engineers
Pertubuhan Akitek Malaysia
Perunding Bersatu
SIRIM Berhad (Secretariat)
Tesonic (M) Sdn Bhd
The Institution of Engineers, Malaysia
The Institution of Engineers, Malaysia (GETD)
The Institution of Structural Engineers, Malaysia Regional Gr oup
Universiti Kebangsaan Malaysia
Universiti Malaya
Universiti Malaysia Sabah
Universiti Sains Malaysia
Universiti Teknologi Malaysia
Universiti Teknologi MARA
Universiti Tunku Abdul Rahman
W Lee & Associates Sdn Bhd
YL Design Consultancy Services
Co-opted members:
Department of Mineral and Geoscience Malaysia (Sabah)
Jabatan Kerja Raya Sabah
Jabatan Kerja Raya Sarawak
The Institution of Engineers, Malaysia (Sabah)
ii
© STANDARDS MALAYSIA 2017 - All rights reserved
MS EN 1998-1:2015
(NATIONAL ANNEX:2017)
A NNEX:2017)
Committee representation (continued)
The Working Groups which developed this Malaysian Standard consist of representatives from the following
organisations:
Working Group 1 on Determination of PGA under Local and Far Field Seismic Condition
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Association of Consulting Engineers Malaysia
Association of Consulting Engineers Malaysia (Sabah)
Association of Consulting Engineers Malaysia (Sarawak)
Construction Industry Development Board Malaysia
Department of Mineral and Geoscience Malaysia
Jabatan Kerja Raya
Jabatan Kerja Raya Sarawak
Jabatan Perancangan Bandar dan Desa
Malaysian Meteorological Department
MC Hee & Associates Consulting Engineers
Perunding Hashim & NEH Sdn Bhd
Sabah Housing and Real Estate Developers Association
SIRIM Berhad (Secretariat)
Universiti Malaya
Universiti Malaysia Sabah
Universiti Malaysia Sarawak
Universiti Putra Malaysia
Universiti Sains Malaysia
Universiti Teknologi Malaysia
Universiti Teknologi MARA
Co-opted member:
Sarawak Energy Berhad
Working Group 2 on Vulnerability
Vulnerability of Concrete Structures
The Institution of Engineers, Malaysia
Working Group 3 on Geotechnical
The Institution of Engineers, Malaysia
Working Group 4 on Nonstructural
Nonstructural Elements
Elements
Integrated Brickworks Sdn Bhd
Pertubuhan Akitek Malaysia
The Institution of Engineers, Malaysia
The Institution of Structural Engineers, Malaysia Regional Gr oup
The Royal Institution of Surveyors, Malaysia
Zenbes Sdn Bhd
Working Group 5 on Base Isolations
Isolations
Doshin Rubber
IRC Jurutera Perunding Sdn Bhd
Lembaga Getah Malaysia
Minconsult Sdn Bhd
Universiti Teknologi Malaysia
Universiti Teknologi MARA
© STANDARDS MALAYSIA 2017 - All rights reserved
iii
MS EN 1998-1:2015
(NATIONAL ANNEX:2017)
Committee representation (concluded)
Working Grou p 6 on Task
Task Forc e on National
National Ann ex
The Institution of Engineers, Malaysia
The Institution of Structural Engineers, Malaysia Regional Gr oup
Universiti Teknologi Malaysia
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iv
© STANDARDS MALAYSIA 2017 - All rights reserved
MS EN 1998-1:2015
(NATIONAL ANNEX:2017)
A NNEX:2017)
Foreword
The Malaysia National Annex was developed by t he Technical Committee on Earthquake under
the authority of the Industry Standards Committee on Building, Construction and Civil
Engineering.
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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.
This Malaysia National Annex contains information on those parameters which are left open in
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
rules for buildings.
buildings . Reference can be made to other parts of BS EN 1998 where applicable.
Compliance with a Malaysian Standard does not of itself confer immunity from legal obligations.
© STANDARDS MALAYSIA 2017 - All rights reserved
v
MS EN 1998-1:2015
(NATIONAL ANNEX:2017)
A NNEX:2017)
Malaysia
alaysia National
National Annex t o Eurocode 8: Design
Design of s tructures for
earthq
earthq uake resistance - Part
Part 1: General
General rules, seismi c actions and rules
for buildings
N.A.1
Scope
This National Annex gives:
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a) the Malaysia’s decisions for the nationally determined parameters described in the
following subclauses of MS EN 1998-1:2015:
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
2.1(1)P
2.1(1)P
3.1.1(4)
3.1.2(1)
3.2.1(1),(2),(3)
3.2.1(4)
3.2.1(5)
3.2.2.1(4)
3.2.2.2(1)P
3.2.2.3(1)P
3.2.2.5(4)P
4.2.3.2(8)
4.2.4(2)P
4.2.5(5)P
4.3.3.1(4)
4.3.3.1(8)
4.4.2.5(2)
4.4.3.2(2)
5.2.1(5)
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
5.2.2.2(10)
5.2.4(1),(3)
5.4.3.5.2(1)
5.8.2(3)
5.8.2(4)
5.8.2(5)
5.11.1.3.2(3)
5.11.1.4
5.11.1.5(2)
5.11.3.4(7)e)
6.1.2(1)
6.1.3(1)
6.2(3)
6.2(7)
6.5.5(7)
6.7.4(2)
7.1.2(1)
7.1.3(1),(3)
7.1.3(4)
– 7.7.2(4)
– 8.3(1)
– 9.2.1(1)
– 9.2.2(1)
– 9.2.3(1)
– 9.2.4(1)
– 9.3(2)
– 9.3(2)
– 9.3(3)
– 9.3(4), Table 9.1
– 9.3(4), Table 9.1
– 9.5.1(5)
– 9.6(3)
– 9.7.2(1)
– 9.7.2(2)b)
– 9.7.2(2)c)
– 9.7.2(5)
– 10.3(2)P
b) the Malaysia’s decisions on the status of
of MS EN 1998-1:2015 informative annexes; and
c)
references to non-contradictory complementary information.
N.A.2
N.A.2
Natio
Natio nally determined parameters
parameters
N.A.2.1
General
Malaysia’s decisions for the nationally
MS EN 1998-1:2015 are given in Table N.A.1.
N.A.2.2
determined
parameters
described
in
Symbols
HS
total thickness of soil layers
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)
© STANDARDS MALAYSIA 2017 - All rights reserved
1
MS EN 1998-1:2015
(NATIONAL ANNEX:2017)
VS
weighted average shear wave velocity over the total thickness of soil
soil layers
Vs,i
shear wave velocity of individual soil layer
di
thickness of individual soil layer
N.A.2.3
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Abbreviation
PGA
Peak ground acceleration
R
Rock
RP
Return period
RSA
Response spectral acceleration
RSD
Response spectral displacement
SWV
Shear wave velocity
2
© STANDARDS MALAYSIA 2017 - All rights reserved
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©
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Table N.A.1.
N.A.1. Malaysia values for nati onal ly determi ned parameter s describ ed in MS EN 1998-1:2015
1998-1:2015
Clause
Nationally determined parameter
2.1(1)P
Reference return period TNCR of seismic
action for the no-collapse requirement
(or, equivalently, reference probability of
exceedance in 50 years, PNCR).
Reference return period TDLR of seismic
action for the damage limitation
requirement (or, equivalently, reference
probability of exceedance in 10 years,
PDLR).
Conditions
under
which
ground
investigations
additional to those
necessary for design for non-seismic
actions may be omitted and default
ground classification may be used.
2.1(1)P
3.1.1(4)
Eurocode recommendation
Malaysia’s
Malaysia’s d ecision
TNCR = 475 years
PNCR = 10 %
TNCR = 475 years
PNCR = 10 %
TDLR = 95 years
PDLR = 10 %
TDLR = 95 years
PDLR = 10 %
None
None
3.1.2(1)
Ground
classification
scheme
accounting for deep geology, including
values of parameters S, TB, TC and TD
defining horizontal and vertical elastic
response spectra in accordance with MS
EN 1998-1, 3.2.2.2 and 3.2.2.3.
None
Ground classification scheme in MS EN 1998-1:2015
shall be used. Alternatively, classifications in Annex
A may also
also be used.
3.2.1(1), (2),
(3)
Seismic zone maps and reference
ground accelerations therein.
None
Reference shall be made to the Seismic Zone Maps
published by Department of Mineral and Geoscience
Malaysia, as in Annex B or any later edition.
3.2.1(4)
Governing parameter (identification and
value) for threshold of low seismicity.
ag ≤ 0.78 m/s2 or agS ≤ 0.98 m/s2
ag ≤ 0.78 m/s2 or agS ≤ 0.98 m/s2
3.2.1(5)
Governing parameter (identification and
value) for threshold of very low
seismicity.
ag ≤ 0.39 m/s2 or agS ≤ 0.49 m/s2
ag ≤ 0.39 m/s2 or agS ≤ 0.49 m/s2
3
4
Table N.A.1.
N.A.1. Malaysia values for nati onal ly determi ned parameter s describ ed in MS EN 1998-1:2015
1998-1:2015 (continued)
Clause
3.2.2.1(4),
3.2.2.2(1)P
Nationally determined parameter
Eurocode recommendation
Malaysia’s
Malaysia’s d ecision
Parameters S, T B, TC, TD defining shape
of horizontal elastic response spectra.
In the absence of deep geology effects, and for
Type 1 spectra (where earthquakes that contribute
most to the seismic hazard defined for the site for the
purpose of probabilistic hazard assessment have a
surface-wave magnitude, Ms, greater than 5.5)
In the absence of deep soil effects, and for site
specific information Malaysia spectra. Use the table
below or refer to Annex C.
Ground
type
A
B
C
D
E
©
S
T
A
N
D
A
R
D
S
M
A
L
A
Y
S
IA
2
0
1
7
A
ll
ri
g
h
ts
re
s
e
rv
e
d
S
TB
TC
1.0
1.2
1.15
1.35
1.4
(s)
0.15
0.20
0.20
0.20
0.15
(s)
0.4
0.5
0.6
0.8
0.5
TD
(s)
2.0
2.0
2.0
2.0
2.0
In the absence of deep geology effects, and for
Type 2 spectra (where earthquakes that contribute
most to the seismic hazard defined for the site for the
purpose of probabilistic hazard assessment have a
surface-wave magnitude, Ms, less than 5.5):
Ground
type
A
B
C
D
E
S
TB
TC
1.0
1.35
1.5
1.8
1.6
(s)
0.05
0.05
0.10
0.10
0.05
(s)
0.25
0.25
0.25
0.30
0.25
TD
(s)
1.20
1.20
1.20
1.20
1.20
Peninsular:
Ground
type
A
B
C
D
E
Sabah:
Ground
type
A
B
C
D
E
S
TB
TC
1
1.4
1.15
1.35
1.4
(s)
0.05
0.05
0.05
0.3
0.15
(s)
0.2
0.3
0.5
0.8
0.5
S
TB
TC
1
1.4
1.35
1.35
1.4
(s)
0.1
0.15
0.15
0.2
0.15
(s)
0.4
0.4
0.6
0.8
0.5
TD
(s)
2.2
2.2
2.2
2.2
2.2
TD
(s)
2
2
2
2
2
Sarawak:
Ground
type
A
B
C
D
E
S
TB
TC
1
1.2
1.3
1.35
1.4
(s)
0.05
0.15
0.2
0.2
0.15
(s)
0.5
0.5
0.5
0.5
0.5
TD
(s)
1.2
1.2
1.2
1.2
1.2
Or alternatively, for Malaysia spectra, site natural
period ( TS) calculation is required for soil deposit
exceeding 30 m in depth (deep
(deep geology). Use the
table below or refer to Annexes A and D.
(N
A
T
I
O
N
A
L
A
N
N
E
X
:
2
0
1
7
)
(N
A
T
IO
N
A
L
A
N
N
E
X
:
2
0
1
7
)
M
S
E
N
1
9
9
8
1
:
2
0
1
5
M
S
E
N
1
9
9
8
1
:
2
0
1
5
d
tie
ib
h
o
r
p
g
n
i
k
r
o
tw
e
n
d
n
a
g
in
y
p
o
c
,
ly
n
o
e
s
n
e
c
li
r
e
s
u
le
g
in
S
/
M
P
1
0
:
0
0
:
2
1
8
1
0
2
n
a
J
9
2
:
n
o
d
e
d
a
lo
n
w
o
D
/
D
H
B
N
D
S
)
IA
S
A
(
S
N
IO
T
A
V
O
N
N
I
M
E
E
T
S
E
to
d
e
s
n
e
ic
L
d
tie
ib
h
o
r
p
g
in
k
r
o
tw
e
n
d
n
a
g
in
y
p
o
c
,
ly
n
o
e
s
n
e
c
li
r
e
s
u
le
g
in
S
/
M
P
1
0
:
0
0
:
2
1
8
1
0
2
n
a
J
9
2
:
n
o
d
e
d
a
lo
n
w
o
D
/
D
H
B
N
D
S
)
IA
S
A
(
S
N
IO
T
A
V
O
N
N
I
M
E
E
T
S
E
to
d
e
s
n
e
c
i
L
4
Table N.A.1.
N.A.1. Malaysia values for nati onal ly determi ned parameter s describ ed in MS EN 1998-1:2015
1998-1:2015 (continued)
Clause
3.2.2.1(4),
3.2.2.2(1)P
Nationally determined parameter
Eurocode recommendation
Malaysia’s
Malaysia’s d ecision
Parameters S, T B, TC, TD defining shape
of horizontal elastic response spectra.
In the absence of deep geology effects, and for
Type 1 spectra (where earthquakes that contribute
most to the seismic hazard defined for the site for the
purpose of probabilistic hazard assessment have a
surface-wave magnitude, Ms, greater than 5.5)
In the absence of deep soil effects, and for site
specific information Malaysia spectra. Use the table
below or refer to Annex C.
Ground
type
A
B
C
D
E
TB
TC
1.0
1.2
1.15
1.35
1.4
(s)
0.15
0.20
0.20
0.20
0.15
(s)
0.4
0.5
0.6
0.8
0.5
TD
(s)
2.0
2.0
2.0
2.0
2.0
In the absence of deep geology effects, and for
Type 2 spectra (where earthquakes that contribute
most to the seismic hazard defined for the site for the
purpose of probabilistic hazard assessment have a
surface-wave magnitude, Ms, less than 5.5):
©
S
T
A
N
D
A
R
D
S
M
A
L
A
Y
S
IA
Ground
type
A
B
C
D
E
2
0
1
7
A
ll
ri
g
h
ts
re
s
e
rv
e
d
©
S
T
A
N
D
A
R
D
S
M
A
L
A
Y
S
IA
2
0
1
7
A
ll
ri
g
h
ts
re
s
e
rv
e
d
S
S
TB
TC
1.0
1.35
1.5
1.8
1.6
(s)
0.05
0.05
0.10
0.10
0.05
(s)
0.25
0.25
0.25
0.30
0.25
TD
(s)
1.20
1.20
1.20
1.20
1.20
Peninsular:
Ground
type
A
B
C
D
E
Sabah:
Ground
type
A
B
C
D
E
S
TB
TC
1
1.4
1.15
1.35
1.4
(s)
0.05
0.05
0.05
0.3
0.15
(s)
0.2
0.3
0.5
0.8
0.5
S
TB
TC
1
1.4
1.35
1.35
1.4
(s)
0.1
0.15
0.15
0.2
0.15
(s)
0.4
0.4
0.6
0.8
0.5
TD
(s)
2.2
2.2
2.2
2.2
2.2
(N
A
T
IO
N
A
L
A
N
N
E
X
:
2
0
1
7
)
M
S
E
N
1
9
9
8
1
:
2
0
1
5
TD
(s)
2
2
2
2
2
Sarawak:
Ground
type
A
B
C
D
E
S
TB
TC
1
1.2
1.3
1.35
1.4
(s)
0.05
0.15
0.2
0.2
0.15
(s)
0.5
0.5
0.5
0.5
0.5
TD
(s)
1.2
1.2
1.2
1.2
1.2
Or alternatively, for Malaysia spectra, site natural
period ( TS) calculation is required for soil deposit
exceeding 30 m in depth (deep
(deep geology). Use the
table below or refer to Annexes A and D.
Table N.A.1.
N.A.1. Malaysia values for nati onal ly determi ned parameter s describ ed in MS EN 1998-1:2015
1998-1:2015 (continued)
Clause
Nationally determined parameter
Eurocode recommendation
Malaysia’s
Malaysia’s d ecision
Peninsular:
Ground
type
A
B
C
D
E
S
TB
TC
1
1.5
1.8
1.35
1.8
(s)
0.1
0.1
0.1
0.1
0.1
(s)
0.3
0.3
0.6
0.8
0.6
TD
(s)
2.0
1.5
1.0
1.5
2.0
Sabah:
Ground
type
A
B
C
D
E
S
TB
TC
1
1.5
1.8
1.35
1.8
(s)
0.1
0.1
0.1
0.1
0.1
(s)
0.3
0.3
0.6
0.8
0.6
TD
(s)
4.0
4.0
1.0
1.5
2.0
Sarawak:
Ground
type
A
B
C
D
E
3.2.2.3(1)P
5
Parameters avg, TB, TC, TD defining shape
of vertical elastic response spectra.
Spectrum
avg ag
TB
TC
Type 1
Type 2
0.90
0.45
(s)
0.05
0.05
(s)
0.15
0.15
TD
(s)
1.0
1.0
S
TB
TC
1
1.5
1.8
1.35
1.8
(s)
0.1
0.1
0.1
0.1
0.1
(s)
0.3
0.3
0.6
0.8
0.6
avg /ag
TB
TC
0.70
(s)
0.05
(s)
0.15
TD
(s)
1.25
1.25
1.0
1.5
2.0
TD
(s)
1.0
(N
A
T
IO
N
A
L
A
N
N
E
X
:
2
0
1
7
)
M
S
E
N
1
9
9
8
1
:
2
0
1
5
d
tie
ib
h
o
r
p
g
n
i
k
r
o
tw
e
n
d
n
a
g
in
y
p
o
c
,
ly
n
o
e
s
n
e
c
li
r
e
s
u
le
g
in
S
/
M
P
1
0
:
0
0
:
2
1
8
1
0
2
n
a
J
9
2
:
n
o
d
e
d
a
lo
n
w
o
D
/
D
H
B
N
D
S
)
IA
S
A
(
S
N
IO
T
A
V
O
N
N
I
M
E
E
T
S
E
to
d
e
s
n
e
ic
L
d
tie
ib
h
o
r
p
g
in
k
r
o
tw
e
n
d
n
a
g
in
y
p
o
c
,
ly
n
o
e
s
n
e
c
li
r
e
s
u
le
g
in
S
/
M
P
1
0
:
0
0
:
2
1
8
1
0
2
n
a
J
9
2
:
n
o
d
e
d
a
lo
n
w
o
D
/
D
H
B
N
D
S
)
IA
S
A
(
S
N
IO
T
A
V
O
N
N
I
M
E
E
T
S
E
to
d
e
s
n
e
c
i
L
©
S
T
A
N
D
A
R
D
S
M
A
L
A
Y
S
IA
Table N.A.1.
N.A.1. Malaysia values for nati onal ly determi ned parameter s describ ed in MS EN 1998-1:2015
1998-1:2015 (continued)
Clause
Nationally determined parameter
Eurocode recommendation
Malaysia’s
Malaysia’s d ecision
Peninsular:
Ground
type
A
B
C
D
E
2
0
1
7
A
ll
ri
g
h
ts
re
s
e
rv
e
d
S
TB
TC
1
1.5
1.8
1.35
1.8
(s)
0.1
0.1
0.1
0.1
0.1
(s)
0.3
0.3
0.6
0.8
0.6
TD
(s)
2.0
1.5
1.0
1.5
2.0
Sabah:
Ground
type
A
B
C
D
E
S
TB
TC
1
1.5
1.8
1.35
1.8
(s)
0.1
0.1
0.1
0.1
0.1
(s)
0.3
0.3
0.6
0.8
0.6
TD
(s)
4.0
4.0
1.0
1.5
2.0
Sarawak:
Ground
type
A
B
C
D
E
3.2.2.3(1)P
Parameters avg, TB, TC, TD defining shape
of vertical elastic response spectra.
Spectrum
Type 1
Type 2
avg ag
TB
TC
0.90
0.45
(s)
0.05
0.05
(s)
0.15
0.15
TD
(s)
1.0
1.0
S
TB
TC
1
1.5
1.8
1.35
1.8
(s)
0.1
0.1
0.1
0.1
0.1
(s)
0.3
0.3
0.6
0.8
0.6
avg /ag
TB
TC
0.70
(s)
0.05
(s)
0.15
TD
(s)
1.25
1.25
1.0
1.5
2.0
TD
(s)
1.0
5
Table N.A.1.
N.A.1. Malaysia values for nati onal ly determi ned parameter s describ ed in MS EN 1998-1:2015
1998-1:2015 (continued)
6
Clause
Eurocode recommendation
Malaysia’s
Malaysia’s d ecision
Lower bound factor β on design spectral
values.
β = 0.2
β = 0.2
4.2.3.2(8)
Reference to definitions of centre of
stiffness and of torsional radius in multi
storey buildings meeting or not
conditions (a) and (b) of MS EN 1998-1,
4.2.3.2(8).
None
Any appropria
appropriate
te method
method may
may be used.
used.
4.2.4(2)P
©
S
T
A
N
D
A
R
D
S
M
A
L
A
Y
S
IA
2
0
1
7
A
ll
ri
g
h
ts
re
s
e
rv
e
d
Nationally determined parameter
3.2.2.5(4)P
Ratio ϕ of coefficient ψEi on variable mass
used in seismic analysis to combination
coefficient ψ2i for quasi permanent values
of variable actions.
Further guidance is given in UK (BSI) PD 6698.
Type of variable
action
Categories A to
C*
Storey
ϕ
Roof
Storeys with correlated
occupancies
Independently
occupied storeys
1.0
0.8
Use the recommended values.
0.5
Categories D to
1.0
F* and archives
* Categories as defined in MS EN 1991-1-1.
4.2.5(5)P
Importance factor γI for buildings.
Class I
Class III
Class IV
:
:
:
= 0.8
= 1.2
I = 1.4
I
I
Class
Class
Class
I
III
IV
:
:
:
= 0.8
= 1.2
I = 1.5
I
I
4.3.3.1(4)
Decision on whether nonlinear methods
of analysis may be applied for the design
of
non-base
isolated
buildings.
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.
None
None
4.3.3.1 (8)
Threshold value of importance factor, γI,
relating to the permitted use of analysis
with two planar models.
None
3D (spatial) analysis models are recommended.
(N
A
T
I
O
N
A
L
A
N
N
E
X
:
2
0
1
7
)
(N
A
T
IO
N
A
L
A
N
N
E
X
:
2
0
1
7
)
M
S
E
N
1
9
9
8
1
:
2
0
1
5
M
S
E
N
1
9
9
8
1
:
2
0
1
5
d
tie
ib
h
o
r
p
g
n
i
k
r
o
tw
e
n
d
n
a
g
in
y
p
o
c
,
ly
n
o
e
s
n
e
c
li
r
e
s
u
le
g
in
S
/
M
P
1
0
:
0
0
:
2
1
8
1
0
2
n
a
J
9
2
:
n
o
d
e
d
a
lo
n
w
o
D
/
D
H
B
N
D
S
)
IA
S
A
(
S
N
IO
T
A
V
O
N
N
I
M
E
E
T
S
E
to
d
e
s
n
e
ic
L
d
tie
ib
h
o
r
p
g
in
k
r
o
tw
e
n
d
n
a
g
in
y
p
o
c
,
ly
n
o
e
s
n
e
c
li
r
e
s
u
le
g
in
S
/
M
P
1
0
:
0
0
:
2
1
8
1
0
2
n
a
J
9
2
:
n
o
d
e
d
a
lo
n
w
o
D
/
D
H
B
N
D
S
)
IA
S
A
(
S
N
IO
T
A
V
O
N
N
I
M
E
E
T
S
E
to
d
e
s
n
e
c
i
L
Table N.A.1.
N.A.1. Malaysia values for nati onal ly determi ned parameter s describ ed in MS EN 1998-1:2015
1998-1:2015 (continued)
6
Clause
Nationally determined parameter
2
0
1
7
A
ll
ri
g
h
ts
re
s
e
rv
e
d
©
S
T
A
N
D
A
R
D
S
M
A
L
A
Y
S
IA
2
0
1
7
A
ll
ri
g
h
ts
re
s
e
rv
e
d
Malaysia’s
Malaysia’s d ecision
Lower bound factor β on design spectral
values.
β = 0.2
β = 0.2
4.2.3.2(8)
Reference to definitions of centre of
stiffness and of torsional radius in multi
storey buildings meeting or not
conditions (a) and (b) of MS EN 1998-1,
4.2.3.2(8).
None
Any appropria
appropriate
te method
method may
may be used.
used.
4.2.4(2)P
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Eurocode recommendation
3.2.2.5(4)P
Ratio ϕ of coefficient ψEi on variable mass
used in seismic analysis to combination
coefficient ψ2i for quasi permanent values
of variable actions.
Further guidance is given in UK (BSI) PD 6698.
Type of variable
action
Categories A to
C*
Storey
ϕ
Roof
Storeys with correlated
occupancies
Independently
occupied storeys
1.0
0.8
Use the recommended values.
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5
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Categories D to
1.0
F* and archives
* Categories as defined in MS EN 1991-1-1.
Importance factor γI for buildings.
4.2.5(5)P
Class I
Class III
Class IV
:
:
:
= 0.8
= 1.2
I = 1.4
I
I
Class
Class
Class
I
III
IV
:
:
:
= 0.8
= 1.2
I = 1.5
I
I
4.3.3.1(4)
Decision on whether nonlinear methods
of analysis may be applied for the design
of
non-base
isolated
buildings.
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.
None
None
4.3.3.1 (8)
Threshold value of importance factor, γI,
relating to the permitted use of analysis
with two planar models.
None
3D (spatial) analysis models are recommended.
Table N.A.1.
N.A.1. Malaysia values for nati onal ly determi ned parameter s describ ed in MS EN 1998-1:2015
1998-1:2015 (continued)
Clause
Nationally determined parameter
Eurocode recommendation
For brittle failure modes, such as shear, γRd =1.3.
For ductile failure modes, γRd =1.1
Malaysia’s
Malaysia’s d ecision
4.4.2.5(2)
Overstrength factor γRd for diaphragms.
4.4.3.2(2)
Reduction factor, ν for displacements at
damage limitation limit state.
5.2.1(5)
Geographical limitations on use of
ductility classes for concrete buildings.
None
5.2.2.2(10)
qo-value for concrete buildings subjected
to special Quality System Plan.
Adjustment
Adjustment to qo-value is a factor in the range 1 to
1.2, with no recommended value within this range.
No adjustment is permitted on qo-value.
5.2.4(1), (3)
Material partial factors for concrete
buildings in the seismic design situation.
Use the γc and γs values for the persistent and
transient design situations.
Use the recommended values.
5.4.3.5.2(1)
Minimum web reinforcement of large
lightly reinforced concrete walls.
Minimum value for walls given in MS EN 1992-1-1
and its National Annex.
Minimum value for walls given in MS EN 1992-1-1
and its National Annex. Single layer of reinforcing in
a wall is not recommended.
5.8.2(3)
Minimum cross-sectional width bw,min and
depth hw,min of concrete foundation
beams
Buildings up to 3 storeys:
Use the recommended values.
bw,min= 0.25 m
hw,min= 0.4 m
: v = 0.5
Class I and II
Class III and IV : v = 0.4
Use the recommended values.
Only Class IV buildings need to be checked for
damage limitation limit state based on a return period
of 475 years.
v = 0.5 is to be adopted.
None
Buildings with 4 or more storeys:
bw,min= 0.25 m
hw,min= 0.5 m
Minimum
thickness
and
tmin
reinforcement ratio ρs,min of concrete
foundation slabs.
t min = 0.2 m
ρs,min = 0.2 %
Use the recommended values.
5.8.2(5)
Minimum reinforcement ratio ρb,min of
concrete foundation beams.
ρb,min = 0.4 %
ρb,min = 0.2 % in top face and 0.2 % in bottom face
5.11.1.3.2(3)
Ductility class of precast wall panel
systems.
DCM
No specific requirement for precast wall panel
systems.
5.8.2(4)
7
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Table N.A.1.
N.A.1. Malaysia values for nati onal ly determi ned parameter s describ ed in MS EN 1998-1:2015
1998-1:2015 (continued)
Clause
Nationally determined parameter
Eurocode recommendation
For brittle failure modes, such as shear, γRd =1.3.
For ductile failure modes, γRd =1.1
Malaysia’s
Malaysia’s d ecision
4.4.2.5(2)
Overstrength factor γRd for diaphragms.
4.4.3.2(2)
Reduction factor, ν for displacements at
damage limitation limit state.
5.2.1(5)
Geographical limitations on use of
ductility classes for concrete buildings.
None
5.2.2.2(10)
qo-value for concrete buildings subjected
to special Quality System Plan.
Adjustment
Adjustment to qo-value is a factor in the range 1 to
1.2, with no recommended value within this range.
No adjustment is permitted on qo-value.
5.2.4(1), (3)
Material partial factors for concrete
buildings in the seismic design situation.
Use the γc and γs values for the persistent and
transient design situations.
Use the recommended values.
5.4.3.5.2(1)
Minimum web reinforcement of large
lightly reinforced concrete walls.
Minimum value for walls given in MS EN 1992-1-1
and its National Annex.
Minimum value for walls given in MS EN 1992-1-1
and its National Annex. Single layer of reinforcing in
a wall is not recommended.
5.8.2(3)
Minimum cross-sectional width bw,min and
depth hw,min of concrete foundation
beams
Buildings up to 3 storeys:
Use the recommended values.
bw,min= 0.25 m
hw,min= 0.4 m
: v = 0.5
Class I and II
Class III and IV : v = 0.4
Use the recommended values.
Only Class IV buildings need to be checked for
damage limitation limit state based on a return period
of 475 years.
v = 0.5 is to be adopted.
None
Buildings with 4 or more storeys:
bw,min= 0.25 m
hw,min= 0.5 m
Minimum
thickness
and
tmin
reinforcement ratio ρs,min of concrete
foundation slabs.
t min = 0.2 m
ρs,min = 0.2 %
Use the recommended values.
5.8.2(5)
Minimum reinforcement ratio ρb,min of
concrete foundation beams.
ρb,min = 0.4 %
ρb,min = 0.2 % in top face and 0.2 % in bottom face
5.11.1.3.2(3)
Ductility class of precast wall panel
systems.
DCM
No specific requirement for precast wall panel
systems.
5.8.2(4)
7
Table N.A.1.
N.A.1. Malaysia values for nati onal ly determi ned parameter s describ ed in MS EN 1998-1:2015
1998-1:2015 (continued)
8
Clause
5.11.1.4
Nationally determined parameter
Eurocode recommendation
Factor kp on q-factors of precast systems.
kp = 1.0 for structures with connections conforming to
Malaysia’s
Malaysia’s d ecision
Use the recommended values.
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)
5.11.3.4(7)e)
6.1.2(1)
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In the absence of a site specific assessment, use the
recommended value.
Ratio Ap of transient seismic action
assumed during erection of precast
structures to design seismic action
defined in MS EN 1998-1, Section 3.
Minimum longitudinal steel ρc,min in
grouted connections.
Ap = 0.3 unless otherwise specified by special studies
Upper limit of q for low-dissipative
structural behaviour concept.
1.5
1.5
Further guidance is given in PD 6698.
Limitations
concept.
None
No limitation on structural behaviour concept. Further
guidance is given in PD 6698.
None
No geographical limitations. Further guidance is
given in PD 6698.
on
structural
behaviour
Geographical limitations on use
ductility classes for steel buildings.
of
c,min
=1%
Use the recommended values.
6.1.3(1)
Material partial factors for steel buildings
in the seismic design situation.
Use the γs values for the persistent and transient
design situations.
Use the recommended values.
6.2(3)
Overstrength factor for capacity design of
steel buildings.
γov = 1.25
Use the recommended values.
6.2(7)
Information as to how EN 1993-1-10 selection of steel for fracture toughness
and through thickness properties - may be
used in the seismic design situation.
Reference to complementary rules on
acceptable connection design.
None
The fracture toughness and through thickness
properties of the steel should be selected on a project
specific basis. Further guidance is given in PD 6698.
None
Complementary rules for connection design may be
developed on a project-specific basis. Further
guidance is given in PD 6698.
6.5.5(7)
(N
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Table N.A.1.
N.A.1. Malaysia values for nati onal ly determi ned parameter s describ ed in MS EN 1998-1:2015
1998-1:2015 (continued)
8
Clause
5.11.1.4
Nationally determined parameter
Eurocode recommendation
Factor kp on q-factors of precast systems.
kp = 1.0 for structures with connections conforming to
Malaysia’s
Malaysia’s d ecision
Use the recommended values.
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)
5.11.3.4(7)e)
6.1.2(1)
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9
In the absence of a site specific assessment, use the
recommended value.
Ratio Ap of transient seismic action
assumed during erection of precast
structures to design seismic action
defined in MS EN 1998-1, Section 3.
Minimum longitudinal steel ρc,min in
grouted connections.
Ap = 0.3 unless otherwise specified by special studies
Upper limit of q for low-dissipative
structural behaviour concept.
1.5
1.5
Further guidance is given in PD 6698.
Limitations
concept.
None
No limitation on structural behaviour concept. Further
guidance is given in PD 6698.
None
No geographical limitations. Further guidance is
given in PD 6698.
on
structural
behaviour
Geographical limitations on use
ductility classes for steel buildings.
of
c,min
=1%
Use the recommended values.
6.1.3(1)
Material partial factors for steel buildings
in the seismic design situation.
Use the γs values for the persistent and transient
design situations.
Use the recommended values.
6.2(3)
Overstrength factor for capacity design of
steel buildings.
γov = 1.25
Use the recommended values.
6.2(7)
Information as to how EN 1993-1-10 selection of steel for fracture toughness
and through thickness properties - may be
used in the seismic design situation.
Reference to complementary rules on
acceptable connection design.
None
The fracture toughness and through thickness
properties of the steel should be selected on a project
specific basis. Further guidance is given in PD 6698.
None
Complementary rules for connection design may be
developed on a project-specific basis. Further
guidance is given in PD 6698.
6.5.5(7)
(N
A
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N
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L
A
N
N
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:
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)
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S
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9
8
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2
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Table N.A.1.
N.A.1. Malaysia values for nati onal ly determi ned parameter s describ ed in MS EN 1998-1:2015
1998-1:2015 (continued)
Clause
Nationally determined parameter
Eurocode recommendation
Malaysia’s
Malaysia’s d ecision
γpb = γpb * Nb,Rd (λ bar)/Npl,Rd
(γpb * times design buckling resistance over plastic
Residual post-buckling resistance of
compression diagonals in steel frames
with V- bracings.
γpb = 0.3
Upper limit of q for low-dissipative
structural behaviour concept.
1.5
Use the recommended values.
Limitations
concept.
behaviour
None
None
Geographical limitations on use of ductility
classes for composite steel-concrete
buildings.
None
None
7.1.3(1), (3)
Material partial factors for composite steel
concrete buildings in the seismic design
situation.
Use the γs values for the persistent and transient
design situations.
Use the recommended values.
7.1.3(4)
Overstrength factor for capacity design of
composite steel-concrete buildings.
γov = 1.25
Use the recommended values.
7.7.2(4)
Stiffness reduction factor for concrete part
of a composite steel-concrete column
section.
r = 0.5
Use the recommended values.
8.3(1)
Geographical limits on ductility class for
timber buildings.
None
None
9.2.1(1)
Type of masonry units with sufficient
robustness.
None
None
9.2.2(1)
Minimum strength of masonry units.
6.7.4(2)
7.1.2(1)
on
structural
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.
Further guidance is given in PD 6698.
fb,min = 5 N/mm2 (normal to bedface)
fbh,min = 2 N/mm2 (parallel to bedface)
Use the recommended values.
(N
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Table N.A.1.
N.A.1. Malaysia values for nati onal ly determi ned parameter s describ ed in MS EN 1998-1:2015
1998-1:2015 (continued)
Clause
Nationally determined parameter
Eurocode recommendation
Malaysia’s
Malaysia’s d ecision
γpb = γpb * Nb,Rd (λ bar)/Npl,Rd
(γpb * times design buckling resistance over plastic
Residual post-buckling resistance of
compression diagonals in steel frames
with V- bracings.
γpb = 0.3
Upper limit of q for low-dissipative
structural behaviour concept.
1.5
Use the recommended values.
Limitations
concept.
behaviour
None
None
Geographical limitations on use of ductility
classes for composite steel-concrete
buildings.
None
None
7.1.3(1), (3)
Material partial factors for composite steel
concrete buildings in the seismic design
situation.
Use the γs values for the persistent and transient
design situations.
Use the recommended values.
7.1.3(4)
Overstrength factor for capacity design of
composite steel-concrete buildings.
γov = 1.25
Use the recommended values.
7.7.2(4)
Stiffness reduction factor for concrete part
of a composite steel-concrete column
section.
r = 0.5
Use the recommended values.
8.3(1)
Geographical limits on ductility class for
timber buildings.
None
None
9.2.1(1)
Type of masonry units with sufficient
robustness.
None
None
9.2.2(1)
Minimum strength of masonry units.
6.7.4(2)
7.1.2(1)
on
structural
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.
Further guidance is given in PD 6698.
fb,min = 5 N/mm2 (normal to bedface)
fbh,min = 2 N/mm2 (parallel to bedface)
Use the recommended values.
9
Table N.A.1.
N.A.1. Malaysia values for nati onal ly determi ned parameter s describ ed in MS EN 1998-1:2015
1998-1:2015 (continued)
1
0
Clause
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Nationally determined parameter
Eurocode recommendation
Malaysia’s
Malaysia’s d ecision
9.2.3(1)
Minimum strength of mortar in masonry
buildings.
fm,min = 5 N/mm2 (unreinforced or confined masonry)
fm,min = 10 N/mm 2 (reinforced masonry)
Use the recommended values.
9.2.4(1)
Alternative classes for perpend joints in
masonry.
None
None
9.3(2)
Conditions for use of unreinforced
masonry satisfying provisions of BS EN
1996-1 alone.
None
None
9.3(2)
Minimum effective thickness tef,min of
unreinforced masonry walls satisfying
provisions of BS EN 1996-1 alone.
None
None
9.3(3)
Maximum value of ground acceleration
ag,urm for the use of unreinforced masonry
satisfying provisions of MS EN1998-1.
ag,urm
9.3(4),
Table 9.1
q-factor values in masonry buildings.
Unreinforced masonry in accordance with
MS EN 1998-1 : q = 1.5
Confined masonry : q = 2.0
Reinforced masonry : q = 2.5
9.3(4),
Table 9.1
q-factors for buildings with masonry
systems which provide enhanced ductility.
None
= 0.2 g
Use the recommended values.
Use the recommended values.
None
(N
A
T
I
O
N
A
L
A
N
N
E
X
:
2
0
1
7
)
(N
A
T
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N
A
L
A
N
N
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X
:
2
0
1
7
)
M
S
E
N
1
9
9
8
1
:
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0
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5
M
S
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N
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9
8
1
:
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5
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:
2
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1
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2
n
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N
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Table N.A.1.
N.A.1. Malaysia values for nati onal ly determi ned parameter s describ ed in MS EN 1998-1:2015
1998-1:2015 (continued)
1
0
Clause
©
S
T
A
N
D
A
R
D
S
M
A
L
A
Y
S
IA
Nationally determined parameter
Eurocode recommendation
Malaysia’s
Malaysia’s d ecision
9.2.3(1)
Minimum strength of mortar in masonry
buildings.
fm,min = 5 N/mm2 (unreinforced or confined masonry)
fm,min = 10 N/mm 2 (reinforced masonry)
Use the recommended values.
9.2.4(1)
Alternative classes for perpend joints in
masonry.
None
None
9.3(2)
Conditions for use of unreinforced
masonry satisfying provisions of BS EN
1996-1 alone.
None
None
9.3(2)
Minimum effective thickness tef,min of
unreinforced masonry walls satisfying
provisions of BS EN 1996-1 alone.
None
None
9.3(3)
Maximum value of ground acceleration
ag,urm for the use of unreinforced masonry
satisfying provisions of MS EN1998-1.
ag,urm
9.3(4),
Table 9.1
q-factor values in masonry buildings.
Unreinforced masonry in accordance with
MS EN 1998-1 : q = 1.5
Confined masonry : q = 2.0
Reinforced masonry : q = 2.5
9.3(4),
Table 9.1
q-factors for buildings with masonry
systems which provide enhanced ductility.
None
(N
A
T
IO
N
A
L
A
N
N
E
X
:
2
0
1
7
)
M
S
E
N
1
9
9
8
1
:
2
0
1
5
Use the recommended values.
= 0.2 g
Use the recommended values.
None
2
0
1
7
A
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©
S
T
A
N
D
A
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D
S
M
A
L
A
Y
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IA
2
0
1
7
A
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Table N.A.1.
N.A.1. Malaysia values for nati onal ly determi ned parameter s describ ed in MS EN 1998-1:2015
1998-1:2015 (continued)
Clause
9.5.1(5)
Nationally determined parameter
Eurocode recommendation
Geometric requirements for masonry
shear walls.
Malaysia’s
Malaysia’s d ecision
(l/h)min
(mm)
350
(hef tef)max
(mm)
9
Unreinforced, with any
other type of units
240
12
0.4
Unreinforced, with any
other type of units, in
cases of low seismicity
170
15
0.35
Confined masonry
240
15
0.3
Reinforced masonry
240
15
No
restriction
Masonry type
Unreinforced, with
natural stone units
tef,min
Use the recommended values.
0.5
Symbols used have the following meaning:
tef
hef
h
l
9.6(3)
1
1
Material partial factors in masonry
buildings in the seismic design situation.
:thickness of the wall (see BS EN
1996-1-1);
:effective height of the wall
wall (see BS EN
1996-1-1);
:greater clear height of the openings
adjacent to the wall;
:length of the wall
γm = 2/3 of value specified in National Annex to
BS EN 1996-1, but not less than 1.5.
γs = 1.0
Use the recommended values.
(N
A
T
IO
N
A
L
A
N
N
E
X
:
2
0
1
7
)
M
S
E
N
1
9
9
8
1
:
2
0
1
5
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A
Y
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IA
Table N.A.1.
N.A.1. Malaysia values for nati onal ly determi ned parameter s describ ed in MS EN 1998-1:2015
1998-1:2015 (continued)
Clause
9.5.1(5)
Nationally determined parameter
Eurocode recommendation
Geometric requirements for masonry
shear walls.
(hef tef)max
(mm)
9
(l/h)min
(mm)
350
Unreinforced, with any
other type of units
240
12
0.4
Unreinforced, with any
other type of units, in
cases of low seismicity
170
15
0.35
Confined masonry
240
15
0.3
Reinforced masonry
240
15
No
restriction
Masonry type
tef,min
Unreinforced, with
natural stone units
2
0
1
7
A
ll
ri
g
h
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rv
e
d
Malaysia’s
Malaysia’s d ecision
Use the recommended values.
0.5
Symbols used have the following meaning:
tef
hef
h
l
9.6(3)
Material partial factors in masonry
buildings in the seismic design situation.
:thickness of the wall (see BS EN
1996-1-1);
:effective height of the wall
wall (see BS EN
1996-1-1);
:greater clear height of the openings
adjacent to the wall;
:length of the wall
Use the recommended values.
γm = 2/3 of value specified in National Annex to
BS EN 1996-1, but not less than 1.5.
γs = 1.0
1
1
1
2
Table N.A.1.
N.A.1. Malaysia values for nati onal ly determi ned parameter s describ ed in MS EN 1998-1:2015
1998-1:2015 (continued)
Clause
9.7.2(1)
Nationally determined parameter
Maximum number of storeys and
minimum area of shear walls of “simple
masonry building”.
Eurocode recommendation
Malaysia’s
Malaysia’s d ecision
Use the recommended values.
Acceleration at site
ag.S
≤ 0.07
k.g
≤ 0.10 ≤ 0.15 ≤ 0.20
k.g
k.g
k.g
Number
Minimum sum of crossType of
construction of storeys sections areas of horizontal
(n)**
shear walls in each direction,
as percentage of the total floor
area per storey ( pA,min)
©
S
T
A
N
D
A
R
D
S
M
A
L
A
Y
S
IA
2
0
1
7
A
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Unreinforced
masonry
1
2
3
4
2.0 % 2.0 % 3.5 %
2.0 % 2.5 % 5.0 %
3.0 % 5.0 % n/a
5.0 % n/a*
n/a
n/a
n/a
n/a
n/a
Confined
masonry
1
2
3
4
2.0 % 2.5 % 3.0 % 3.5 %
2.0 % 3.0 % 4.0 % n/a
4.0 % 5.0 % n/a
n/a
n/a
6.0 %
n/a
n/a
Reinforced
masonry
1
2
3
4
2.0 %
2.0 %
3.0 %
4.0 %
2.0 % 2.0 % 3.5 %
2.0 % 3.0 % 5.0 %
4.0 % 5.0 % n/a
5.0 % n/a
n/a
* n/a means “not acceptable”.
** Roof space above full storeys is not included in
the number of storeys.
(N
A
T
I
O
N
A
L
A
N
N
E
X
:
2
0
1
7
)
(N
A
T
IO
N
A
L
A
N
N
E
X
:
2
0
1
7
)
M
S
E
N
1
9
9
8
1
:
2
0
1
5
M
S
E
N
1
9
9
8
1
:
2
0
1
5
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:
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:
2
1
8
1
0
2
n
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2
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1
2
Table N.A.1.
N.A.1. Malaysia values for nati onal ly determi ned parameter s describ ed in MS EN 1998-1:2015
1998-1:2015 (continued)
Clause
9.7.2(1)
Nationally determined parameter
Maximum number of storeys and
minimum area of shear walls of “simple
masonry building”.
Eurocode recommendation
Malaysia’s
Malaysia’s d ecision
Use the recommended values.
Acceleration at site
ag.S
≤ 0.07
k.g
≤ 0.10 ≤ 0.15 ≤ 0.20
k.g
k.g
k.g
Number
Minimum sum of crossType of
construction of storeys sections areas of horizontal
(n)**
shear walls in each direction,
as percentage of the total floor
area per storey ( pA,min)
©
S
T
A
N
D
A
R
D
S
M
A
L
A
Y
S
IA
1
2
3
4
2.0 % 2.0 % 3.5 %
2.0 % 2.5 % 5.0 %
3.0 % 5.0 % n/a
5.0 % n/a*
n/a
Confined
masonry
1
2
3
4
2.0 % 2.5 % 3.0 % 3.5 %
2.0 % 3.0 % 4.0 % n/a
4.0 % 5.0 % n/a
n/a
n/a
6.0 %
n/a
n/a
Reinforced
masonry
1
2
3
4
2.0 %
2.0 %
3.0 %
4.0 %
M
S
E
N
1
9
9
8
1
:
2
0
1
5
n/a
n/a
n/a
n/a
2.0 % 2.0 % 3.5 %
2.0 % 3.0 % 5.0 %
4.0 % 5.0 % n/a
5.0 % n/a
n/a
* n/a means “not acceptable”.
** Roof space above full storeys is not included in
the number of storeys.
2
0
1
7
A
ll
ri
g
h
ts
re
s
e
rv
e
d
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S
T
A
N
D
A
R
D
S
M
A
L
A
Y
S
IA
2
0
1
7
A
ll
ri
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s
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rv
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d
Unreinforced
masonry
(N
A
T
IO
N
A
L
A
N
N
E
X
:
2
0
1
7
)
Table NA1.
NA1. Malaysia values for natio nall y determined paramet ers descri bed in MS EN 1998-1:2015
1998-1:2015 (concluded)
Clause
Nationally determined parameter
Eurocode recommendation
Malaysia’s
Malaysia’s decisio n
9.7.2(2)b)
Minimum aspect ratio in plan λmin of
“simple masonry buildings”.
λmin = 0.25
Use the recommended values.
9.7.2(2)c)
Maximum floor area of recesses in plan
for
“simple
masonry
buildings”,
expressed as a percentage pmax of the
total floor plan area above the level
considered.
Maximum difference in mass Δm,max and
wall area ΔA,max between adjacent storeys
of “simple masonry buildings”.
pmax = 15 %
Use the recommended values.
Δm,max = 20 %
ΔA,max = 20 %
Use the recommended values.
Magnification factor γx on seismic
displacements for isolation devices.
γx = 1.2 for buildings
Use the recommended values.
9.7.2(5)
10.3(2)P
For nationally determined parameters which do not have Malaysia’s decision, the recommended values of MS EN1998-1:2015 shall be used.
1
3
(N
A
T
IO
N
A
L
A
N
N
E
X
:
2
0
1
7
)
M
S
E
N
1
9
9
8
1
:
2
0
1
5
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tie
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1
0
:
0
0
:
2
1
8
1
0
2
n
a
J
9
2
:
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o
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N
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T
A
V
O
N
N
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M
E
E
T
S
E
to
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L
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T
A
N
D
A
R
D
S
M
A
L
A
Y
S
IA
2
0
1
7
A
ll
ri
g
h
ts
re
s
e
rv
e
d
Table NA1.
NA1. Malaysia values for natio nall y determined paramet ers descri bed in MS EN 1998-1:2015
1998-1:2015 (concluded)
Clause
Nationally determined parameter
Eurocode recommendation
Malaysia’s
Malaysia’s decisio n
9.7.2(2)b)
Minimum aspect ratio in plan λmin of
“simple masonry buildings”.
λmin = 0.25
Use the recommended values.
9.7.2(2)c)
Maximum floor area of recesses in plan
for
“simple
masonry
buildings”,
expressed as a percentage pmax of the
total floor plan area above the level
considered.
Maximum difference in mass Δm,max and
wall area ΔA,max between adjacent storeys
of “simple masonry buildings”.
pmax = 15 %
Use the recommended values.
Δm,max = 20 %
ΔA,max = 20 %
Use the recommended values.
Magnification factor γx on seismic
displacements for isolation devices.
γx = 1.2 for buildings
Use the recommended values.
9.7.2(5)
10.3(2)P
For nationally determined parameters which do not have Malaysia’s decision, the recommended values of MS EN1998-1:2015 shall be used.
(N
A
T
I
O
N
A
L
A
N
N
E
X
:
2
0
1
7
)
1
3
MS EN 1998-1:2015
(NATIONAL ANNEX:2017)
N.A.3
N.A.3
Decis
Decis ion s on the status of the inf ormati ve annexes
annexes
N.A.3.1
N.A.3.1
Elastic di splacement respons e spectru m (MS
(MS EN 1998
1998-1
-1:201
:2015,
5, 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.
d
tie
b
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p
g
in
k
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n
a
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s
n
e
N.A.3.2
N.A.3.2 Determi
Determi nation of the target displ acement
acement for nonl inear stati c (pushov er)
analys is (MS EN
EN 19981998-1:2015
1:2015,, Ann ex B)
MS EN 1998-1:2015 informative Annex B may be used as an informative annex. Further
guidance is given in PD 6698.
N.A.4
N.A.4
Refere
References
nces to non-contradictory complementary
complementary informatio n
The following contains
MS EN 1998-1:2015:
non-contradictory
complementary
information
for
use
with
PD 6698:2008, Background paper to the UK National Annexes to BS EN 1998-1,
BS EN 1998-2, BS EN 1998-4, BS EN 1998-5 and BS EN 1998-6.
M
S
E
N
1
9
9
8
1
:
2
0
1
5
MS EN 1998-1:2015
(NATIONAL ANNEX:2017)
N.A.3
N.A.3
Decis
Decis ion s on the status of the inf ormati ve annexes
annexes
N.A.3.1
N.A.3.1
Elastic di splacement respons e spectru m (MS
(MS EN 1998
1998-1
-1:201
:2015,
5, 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.
d
tie
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1
0
:
0
0
:
2
1
8
1
0
2
n
a
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9
2
:
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/
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)
IA
S
(A
S
N
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O
N
N
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E
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E
to
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s
n
e
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N.A.3.2
N.A.3.2 Determi
Determi nation of the target displ acement
acement for nonl inear stati c (pushov er)
analys is (MS EN
EN 19981998-1:2015
1:2015,, Ann ex B)
MS EN 1998-1:2015 informative Annex B may be used as an informative annex. Further
guidance is given in PD 6698.
N.A.4
N.A.4
Refere
References
nces to non-contradictory complementary
complementary informatio n
The following contains
MS EN 1998-1:2015:
non-contradictory
complementary
information
for
use
with
PD 6698:2008, Background paper to the UK National Annexes to BS EN 1998-1,
BS EN 1998-2, BS EN 1998-4, BS EN 1998-5 and BS EN 1998-6.
14
© STANDARDS MALAYSIA 2017 - All rights reserved
MS EN 1998-1:2015
(NATIONAL ANNEX:2017)
Annex
An nex A
(normative)
Ground classific ation scheme in accordance
accordance with site natural period for
soil deposit exceeding
exceeding 30 m in depth
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1
0
2
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Table
Table A.1.
A.1. Ground classification s cheme in accordance
accordance to si te natural
natural period for soi l
deposit exceeding 30 m in depth
Ground
type
A
Descript
Descript ion and range of site natural period, TS (s)*
Rock site, or a site with very thin sediments and TS < 0.15 s
B
A site not classified as ground type A, C, D or E
C
A site with sediments of more than 30 m deep to bedrock and TS = 0.5 s to
0.7 s
D
A site with sediments of more than 30 m deep to bedrock and TS = 0.7 s to
1.0 s
E
A site with sediments of more than 30 m deep to bedrock and TS = > 1.0 s,
or deposits consisting of at least 10 m thick of clays/silts with a high plasticity
index (PI > 50)
NOTE. A soil site
site is characterised by its small-strain site natural period (TS) of the soil layer down to the
depth of much stiffer sediments or bedrock. For soil sediments of more than 30 m deep to bedrock, TS
can be estimated using the formula:
 =
 =


∑
 
,
4 × 

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
ca n be omitted in the computations of sit e natural period and weighted
average, SWV.
Generally, two boreholes for a block of low-rise building are sufficient. Spacing of boreholes for multistorey 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.
© STANDARDS MALAYSIA 2017 - All rights reserved
15
MS EN 1998-1:2015
(NATIONAL ANNEX:2017)
Annex
An nex B
(normative)
Seism
Seism ic hazard
hazard map o f Malaysia
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This page is deliberately left blank
16
© STANDARDS MALAYSIA 2017 - All rights reserved
PGA (%g) CONTOUR MAP OF PENINSULAR MALAYSIA WITH A 10% PROBABILITY OF EXCEEDANCE IN 50 YEARS (First Edition, 2017)
100°0'0"E
101°0'0"E
102°0'0"E
103°0'0"E
104°0'0"E
JABATAN MINERAL DAN GEOSAINS MALAYSIA
DEPARTMENT OF MINERAL AND GEOSCIENCE MALAYSIA
N
"
0
'
0
°
7
N
"
0
'
0
°
7
SOUTH CHINA SEA
Langkawi
3
P. Tuba
P. Dayang
P. Singa Besar
N
"
0
'
0
°
6
THAILAND
Arau
"
Kota Bharu
Alor Setar
Setar
"
"
N
"
0
'
0
°
6
P. Pa yar
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N
"
0
'
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5
N
"
0
'
0
°
4
N
"
0
'
0
°
3
N
"
0
'
0
°
2
P. Perhentian Kecil
P. Perhentian Besar
P. Lang Tengah
P. Re dang
P. Bunting
P. Songsong
P. B idan
2
6
5
Georgetown
"
P. B idong
3
5
4
P. Kend i
Kuala Terengganu
"
5
4
P. Kapas
7
N
"
0
'
0
°
5
6
P. Tenggol
Ipoh
"
P. Pan gkor
7
P. Rumbia
6
N
"
0
'
0
°
4
P. Jarak
8
Kuantan
"
4
7
6
8
7
9
STRAITS OF MALACCA
3
KUALA LUMPUR
Shah Alam
PUTRAJAYA
"
P. Ketam
P. Tengah
P. Selat Kering
P. Kla ng
"
"
8
6
P. Tioman
N
"
0
'
0
°
3
7
P. Seri Buat
Seremban
"
P. Pemanggil
P. Babi Besar
P. Tinggi
P. Sibu
Melaka
"
N
"
0
'
0
°
2
5
SUMATERA (INDONESIA)
25
50
±
Johor Baharu
P. Pisang
P. Kukup
100
150
100°0'0"E
"
SINGAPORE
200
Km
101°0'0"E
102°0'0"E
103°0'0"E
104°0'0"E
PGA (%g) CONTOUR MAP OF SARAWAK WITH A 10% PROBABILITY OF EXCEEDANCE IN 50 YEARS (First Edition, 2017)
N
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110°0'0"E
111°0'0"E
112°0'0"E
113°0'0"E
114°0'0"E
115°0'0"E
N
"
0
'
0
°
5
JABATAN MINERAL DAN GEOSAINS MALAYSIA
DEPARTMENT OF MINERAL AND GEOSCIENCE MALAYSIA
"
"
Lawas
PGA (%g) CONTOUR MAP OF SARAWAK WITH A 10% PROBABILITY OF EXCEEDANCE IN 50 YEARS (First Edition, 2017)
N
"
0
'
0
°
5
N
"
0
'
0
°
4
N
"
0
'
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3
N
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'
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2
N
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110°0'0"E
111°0'0"E
112°0'0"E
113°0'0"E
114°0'0"E
115°0'0"E
N
"
0
'
0
°
5
JABATAN MINERAL DAN GEOSAINS MALAYSIA
DEPARTMENT OF MINERAL AND GEOSCIENCE MALAYSIA
"
"
Limbang
Kuala Baram
SOUTH CHINA SEA
"
1
"
"
"
Lawas
BRUNEI
Miri
Bekenu
N
"
0
'
0
°
4
Niah
"
Bario
Long Lama
"
9
Bintulu
8
7
"
5
6
Mukah
7
P. Druit Daro
N
"
0
'
0
°
3
3
2
6
"
4
"
Belaga
1
1
Sibu
6
"
"
Sarikei
P. Talang Besar
P. Talang Kecil
P. Satang Besar
P. Lakei
P. Satang Kecil
"
Lundu
"
KUCHING
"
2
Sebuyau
4
"
Bau
2
1
"
Tebedu
3
5
Serian
4
"
3
Sri Aman
"
"
Lubok Antu
KALIMANTAN (INDONESIA)
110°0'0"E
N
"
0
'
0
°
2
Kapit
Budu
P. Burung
"
"
111°0'0"E
112°0'0"E
0
25
113°0'0"E
50
±
100
114°0'0"E
N
"
0
'
0
°
1
150
200
Km
115°0'0"E
PGA (%g) CONTOUR MAP OF SABAH WITH A 10% PROBABILITY OF EXCEEDANCE IN 50 YEARS (First Edition, 2017)
d
115°0'0"E
e
116°0'0"E
117°0'0"E
118°0'0"E
119°0'0"E
ti
ib
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o
Banggi
r
JABATAN MINERAL DAN GEOSAINS MALAYSIA
p
DEPARTMENT OF MINERAL AND GEOSCIENCE MALAYSIA
Balambangan 10
6
g
7
8
in
k
r
o
Kg. Karakit "
tw
0 12.5 25
50
75
100
P. Malawali
e
n
P. Kalampunian
Km
d
n
16
a
15
g
1
8
" Kudat
n
i
13 4
P. Tigabu
y
7
12
p
11
o
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"
1
0
Pitas
,
P. M antanani
9
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n
8
SOUTH CHINA SEA
5 P. Jambonga n
o
7
e
6
s
n
P. Tegip il
e
" Kota Marudu
ilc
P. L ankayan
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e
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u
" Paitan
0
" Kota Belud
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1
n
P. Lihiman
0
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1
1
P. Puru-Puru
S
5
P. Selingan
/
P.
Keniogan
P. Mengalum
" Tuaran
1
12
1
M
P
LABUK BAY P. Libaran
6
8
1
P. Sepanggar
0
3
:
5
1
1
1
P. Gaya
0
P. Tetabuan
4
0
16
3 " Kota Kinabalu
:
6
P. Kanawi
2
"
P. Mamutik
1
8 7
P. Manukan
P.Nunuyan Laut
"
Ranau
P. Sulok
Penampang
8
Beluran "
8
P. Berhala
P. Dinawan
1
Sandakan "
0
P.
Montukod
2
7
5
n
9
7
a
P. Timbang
" Papar
Pulau Tiga
8
J
9
9
"
Tambunan
2
" Telupid
:
" Kimanis
9
n
Kuala Penyu "
o
" Sukau
d
e
1
" Apin-Apin
" Bukit Garam
2
d
3
a
"
lo W.P. Labuan
2
Tomanggong
n
6
" Beaufort
8
"
w
1
Keningau
o
8
7
D
/
" Melalap
P. Daat
" Kuamut
" Pinangah
1
D P. Kuraman
5
H
4
"
B
Sook
" Tenom
1
6
" Sipitang
N
" Nabawan
9
"
Lahad Datu
D
Sebahat
"
"
S
)
Tungku
IA
P. Sakar
S
A
(
" Tomani
DARVEL BAY
P.
Bohayan
S
3
7
P. Tabawan
N
3
IO
" Sapulut
T
P. Timbun Mata
Kunak "
A
1
P. Bogdaya
5
V
12 1
±
N
"
0
'
0
°
7
N
"
0
'
0
°
6
N
"
0
'
0
°
5
N
"
0
'
0
°
7
N
"
0
'
0
°
6
N
"
0
'
0
°
5
PGA (%g) CONTOUR MAP OF SABAH WITH A 10% PROBABILITY OF EXCEEDANCE IN 50 YEARS (First Edition, 2017)
d
115°0'0"E
e
116°0'0"E
117°0'0"E
118°0'0"E
119°0'0"E
ti
ib
h
o
Banggi
r
JABATAN MINERAL DAN GEOSAINS MALAYSIA
p
DEPARTMENT OF MINERAL AND GEOSCIENCE MALAYSIA
Balambangan 10
6
g
7
8
in
k
r
o
Kg. Karakit "
tw
0 12.5 25
50
75
100
P. Malawali
e
n
P. Kalampunian
Km
d
n
16
a
15
g
1
8
" Kudat
n
i
13 4
P. Tigabu
y
7
12
p
11
o
c
"
1
0
Pitas
,
P. M antanani
9
ly
n
8
SOUTH CHINA SEA
5 P. Jambonga n
o
7
e
6
s
n
P. Tegip il
e
" Kota Marudu
ilc
P. L ankayan
r
e
s
u
" Paitan
0
" Kota Belud
1
le
g
9
1
n
P. Lihiman
0
i
1
1
P. Puru-Puru
S
5
P. Selingan
/
P.
Keniogan
P. Mengalum
" Tuaran
1
12
1
M
P
LABUK BAY P. Libaran
6
8
1
P. Sepanggar
0
3
:
5
1
1
1
P. Gaya
0
P. Tetabuan
4
0
16
3 " Kota Kinabalu
:
6
P. Kanawi
2
"
P. Mamutik
1
8 7
P. Manukan
P.Nunuyan Laut
"
Ranau
P. Sulok
Penampang
8
Beluran "
8
P. Berhala
P. Dinawan
1
Sandakan "
0
P.
Montukod
2
7
5
n
9
7
a
P. Timbang
" Papar
Pulau Tiga
8
J
9
9
"
Tambunan
2
" Telupid
:
" Kimanis
9
n
Kuala Penyu "
o
" Sukau
d
e
1
" Apin-Apin
" Bukit Garam
2
d
3
a
"
lo W.P. Labuan
2
Tomanggong
n
6
" Beaufort
8
"
w
1
Keningau
o
8
7
D
/
" Melalap
P. Daat
" Kuamut
" Pinangah
1
D P. Kuraman
5
H
4
"
B
Sook
" Tenom
1
6
" Sipitang
N
" Nabawan
9
"
Lahad Datu
D
Sebahat
"
"
S
)
Tungku
IA
P. Sakar
S
A
(
" Tomani
DARVEL BAY
P.
Bohayan
S
3
7
P. Tabawan
N
3
IO
" Sapulut
T
P. Timbun Mata
Kunak "
A
1
P. Bogdaya
5
V
12 11
P. Boheydulang
8
O
BRUNEI
4
P. Pababag
P. Mataking
N
" Pensiangan
N
P. Timba-Timba
P. Sibuan
I
4
10
11
"
M
Semporna
E
" Merotai
Kalabakan "
P. Bum Bum
" Long Pasia
E
7
T
S
P. Si Amil
E
P. Kalumpang
P. Denawan
to
"
7
P.
Mabul
6
1
d
P. Kapalai
e
Tawau
Sebatik
s
P. Ligitan
n
KALIMANTAN (INDONESIA)
e
P. Sipadan
ic
L
±
N
"
0
'
0
°
7
N
"
0
'
0
°
6
N
"
0
'
0
°
5
115°0'0"E
116°0'0"E
117°0'0"E
118°0'0"E
MS EN 1998-1:2015
(NATIONAL ANNEX:2017)
Annex
An nex C
(normative)
Horizontal
Horizontal elastic response spectrum
spectrum o f ground types A to E
(5 % damping) for Peninsular Malaysia, Sabah and Sarawak
d
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3.5
3
B
A
C
2.5
A
G
2
P
/
A
S 1.5
R
E
D
119°0'0"E
N
"
0
'
0
°
7
N
"
0
'
0
°
6
N
"
0
'
0
°
5
MS EN 1998-1:2015
(NATIONAL ANNEX:2017)
Annex
An nex C
(normative)
Horizontal
Horizontal elastic response spectrum
spectrum o f ground types A to E
(5 % damping) for Peninsular Malaysia, Sabah and Sarawak
d
tie
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s
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1
0
:
0
0
:
2
1
8
1
0
2
n
a
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9
2
:
n
o
d
e
d
a
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D
/
D
H
B
N
D
S
)
IA
S
(A
S
N
IO
T
A
V
O
N
N
I
M
E
E
T
S
E
to
d
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s
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e
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L
4
3.5
B
A
3
C
2.5
E
A
G
2
P
/
A
S 1.5
R
D
1
0.5
0
0
0.5
1
1.5
2
2.5
3
3.5
4
Time (s)
Figure C.1. Horizontal elastic response spectrum of ground types A to E
(5 % dampin g) for Peninsu lar Malaysi
Malaysi a
4
3.5
B
A
3
C
2.5
E
A
G
2
P
/
A
S 1.5
R
D
1
0.5
0
0
0.5
1
1.5
2
2.5
3
3.5
4
Time (s)
Figure C.2.
C.2. Horizontal elastic respon se spectrum of groun d types A to E
(5 % damping) for Sabah
© STANDARDS MALAYSIA 2017 - All rights reserved
17
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(NATIONAL ANNEX:2017)
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E
2.5
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8
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2
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/
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B
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D
S
)
IA
S
(A
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A
V
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N
N
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T
S
E
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B
A
G
2
P
/
A
S 1.5
R
A
1
0.5
0
0
0.5
1
1.5
2
2.5
3
3.5
4
Time (s)
Figure C.3.
C.3. Horizontal elastic respon se spectrum of groun d types A to E
(5 % damping) fo r Sarawak
18
© STANDARDS MALAYSIA 2017 - All rights reserved
MS EN 1998-1:2015
(NATIONAL ANNEX:2017)
Annex
An nex D
(normative)
Normalised
Normalised elastic response spectrum of ground t ypes A to E
(5 % dampin g) for soil deposit exceedin
exceedin g 30 m in d epth for Malaysia
Malaysia
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9
2
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D
S
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A
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N
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Figure D.1.
D.1. Normalised horizontal elastic
elastic respons e spectr
spectr um for
ground types A to E (5 % damping) for Peninsular Malaysia
Malaysia
© STANDARDS MALAYSIA 2017 - All rights reserved
19
MS EN 1998-1:2015
(NATIONAL ANNEX:2017)
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in
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2
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9
2
:
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Figure D.2
D.2.. Normalis ed hori zontal elasti
elasti c response spect rum for
gro und t ypes A to E (5 % dampi ng) for Sabah
20
© STANDARDS MALAYSIA 2017 - All rights reserved
MS EN 1998-1:2015
(NATIONAL ANNEX:2017)
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9
2
:
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A
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O
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N
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E
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S
E
to
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Figure D.3.
D.3. Normalised horizontal elastic
elastic respons e spectr
spectr um for
ground types A to E (5 % damping) for Sarawak
© STANDARDS MALAYSIA 2017 - All rights reserved
21
MS EN 1998-1:2015
(NATIONAL ANNEX:2017)
Annex
An nex E
(normative)
Importance factor (γI) for Malaysia
Malaysia
Table E.1.
E.1. Import ance factor ( γI) for Malaysia
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in
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2
1
8
1
0
2
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a
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9
2
:
n
o
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d
a
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w
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D
/
D
H
B
N
D
S
)
IA
S
(A
S
N
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T
A
V
O
N
N
I
M
E
E
T
S
E
to
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e
ic
L
Building
importance cl ass
Importance factor 1 (γI)
Recommended
Recommended buildin g categories
categories
I
0.8
Minor construction
II
1.0
Ordinary buildings (individual dwellings or shops in low
rise buildings)
III
1.2
Buildings of large occupancies (condominiums, shopping
centres, schools and public buildings)
IV
1.5
Lifeline built facilities (hospitals, emergency services,
power plants and communication facilities)
22
© STANDARDS MALAYSIA 2017 - All rights reserved
MS EN 1998-1:2015
(NATIONAL ANNEX:2017)
Bibliography
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h
o
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g
in
k
r
o
tw
e
n
d
n
a
g
in
y
p
o
c
,
ly
n
o
e
s
n
e
c
li
r
e
s
u
le
g
in
S
/
M
P
1
0
:
0
0
:
2
1
8
1
0
2
n
a
J
9
2
:
n
o
d
e
d
a
lo
n
w
o
D
/
D
H
B
N
D
S
)
IA
S
(A
S
N
IO
T
A
V
O
N
N
I
M
E
E
T
S
E
to
d
e
s
n
e
ic
L
[1]
MS EN 1992-1-1:2010, Eurocode 2 - Design of concrete structures - Part 1-1: General
rules and rules for buildings
[2]
MS EN 1998-1:2015, Eurocode 8 - Design of structures for earthquake resistance - Part
1: General rules, seismic actions and rules for buildings
[3]
BS EN 1993-1-10:2010, Eurocode 3 - Design of steel structures - Part 1-10: Material
toughness and through-thickness properties
[4]
BS EN 1996-1-1:2005, Eurocode 6 - Design of masonry structures - Part 1-1: General
rules for reinforced and unreinforced masonry structures
[5]
PD 6698:2008, Background paper to the UK National Annexes to BS EN 1998-1, BS EN
1998-2, BS EN 1998-4, BS EN 1998-5 and BS EN 1998-6
© STANDARDS MALAYSIA 2017 - All rights reserved
23
Ackn
Ac kn ow l edg ement
emen t s
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s
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c
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e
s
u
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g
in
S
/
M
P
1
0
:
0
0
:
2
1
8
1
0
2
n
a
J
9
2
:
n
o
d
e
d
a
lo
n
w
o
D
/
D
H
B
N
D
S
)
IA
S
(A
S
N
IO
T
A
V
O
N
N
I
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E
E
T
S
E
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Members of Technical Committee on Earthquake
Name
Organisation
Datuk Fadilah Baharin
Department of Standards Malaysia
Ir Prof Dr Jeffrey Chiang Choong Luin
The Institution of Engineers, Malaysia
(Chairman)
Ms Nadiah Mohamed (Secretary)
SIRIM Berhad
Ir Patrick Augustin
Association of Consulting Engineers Malaysia
Ir Syed Hazni Syed Abd Ghani
Construction Industry Development Board
Malaysia
Dr Ferdaus Ahmad/
Department of Mineral and Geoscience
Mr Qalam Azad Rosle
Malaysia
Ir Chen Wai Peng
HSS Integrated Sdn Bhd
Mr Kamaluddin Hj Abdul Rashid/
Jabatan Kerja Raya
Ir Mohd Noor Azudin Mansor
Dr Nazirah Ahmad
Lembaga Getah Malaysia
Dr Mohd Rosaidi Che Abas/
Malaysian Meteorological Department
Dr Chai Mui Fatt
Mr Ong Ka Thiam/
Master Builders Association Malaysia
Ir Quah Beng Teong
Ir Adjunct Prof MC Hee
MC Hee & Associates Consulting Engineers
Ar Andy Gan
Pertubuhan Akitek Malaysia
Ir Tan Bee Guat
Perunding Bersatu
Ir Mun Kwai Peng
Tesonic (M) Sdn Bhd
Ir Dr Ooi Teik Aun
The Institution of Engineers, Malaysia (GETD)
Dr Ir Ooi Heong Beng
The Institution of Structural Engineers, Malaysia
Regional Group
Prof Emeritus Dato' Ibrahim Komoo/
Universiti Kebangsaan Malaysia
Dr Lim Choun Sian
Dr Tan Chee Ghuan/
Universiti Malaya
Dr Yap Soon Poh
Prof Dr Felix Tongkul/
Universiti Malaysia Sabah
Dr Rodeano Roslee
Dr Fadzli Mohamed Nazri
Universiti Sains Malaysia
Prof Dr Azlan Adnan
Universiti Teknologi Malaysia
Prof Dr Azmi Ibrahim
Universiti Teknologi MARA
Ir Dr Ng Soon Ching
Universiti Tunku Abdul Rahman
Ir Lee Weng Onn
W Lee & Associates Sdn Bhd
Ir Tu Yong Eng
YL Design Consultancy Services
Co-opted members
Mr Bailon Golutin
Ms Evelyn Pius
Mr Utap Anak Sebau
Ir James Yong Hon Min
Department of Mineral and Geoscience
Malaysia (Sabah)
Jabatan Kerja Raya Sabah
Jabatan Kerja Raya Sarawak
The Institution of Engineers, Malaysia (Sabah)
© STANDARDS MALAYSIA 2017 - All rights reserved
Ackn
Ac kn ow l edg ement
emen t s (continued)
Members
Members of :
Working Group 1 (WG1) on Determination of PGA under Local and Far Field Seismic
Condition
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2
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)
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(A
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N
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A
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N
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T
S
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Mr Kamaluddin Hj Abdul Rashid
Ir Adjunct Prof MC Hee (Chairman)
Ms Nadiah Mohamed (Secretary)
Ir Patrick Augustin
Ir Amirul Hisham Hj Ismail/
Ir Benny Song Perng Yeu
Ir William Tan Khoon Lee
Mr Bailon Golutin/
Dr Frederick Francis Tating
Ir Frydolin Siahaan/
Ir Lee Lin Jya
Dr Mohd Rosaidi Che Abas/
Dr Chai Mui Fatt
Ir Lim Ek Peng
Dato' Ir John Chee Shi Ting, JP
Dr Meldi Suhatril/Dr Tan Chee Ghuan
Prof Dr Felix Tongkul
Dr Raudhah Ahmadi
Dr Nabilah Abu Bakar
Dr Fadzli Mohamed Nazri/
Assoc Prof Dr Lau Tze Liang
Prof Dr Azlan Adnan
Ms Rozaina Ismail/
Prof Dr Azmi Ibrahim
Jabatan Kerja Raya
MC Hee & Associates Consulting Engi neers
SIRIM Berhad
Association of Consulting Engineers Malaysia
Association of Consulting Engineers Malaysia
(Sabah)
Association of Consulting Engineers Malaysia
(Sarawak)
Department of Mineral and Geoscience Malaysia
Jabatan Kerja Raya Sarawak
Malaysian Meteorological Department
Perunding Hashim & NEH Sdn Bhd
Sabah Housing and Real Estate Developers
Association
Universiti Malaya
Universiti Malaysia Sabah
Universiti Malaysia Sarawak
Universiti Putra Malaysia
Universiti Sains Malaysia
Universiti Teknologi Malaysia
Universiti Teknologi MARA
Co-opted member
Mr Abdullah Syamsul
Sarawak Energy Berhad
Working Group 2 (WG2) on Vulnerability of Concrete Structures
Ir Lee Weng Onn (Chairman)
Ir Prof Dr Jeffrey Chiang Choong Luin
The Institution of Engineers, Malaysia
The Institution of Engineers, Malaysia
Workin g Group 3 (WG3
(WG3)) on Geotechnical
Ir Mun Kwai Peng (Chairman)
Ir Dr Ooi Teik Aun/
Ir Liew Shaw Shong
© STANDARDS MALAYSIA 2017 - All rights reserved
The Institution of Engineers, Malaysia
The Institution of Engineers, Malaysia
Ackn
Ac kn ow l edg ement
emen t s (continued)
Workin g Group 4 (WG4)
(WG4) on Nonst ruc tural Elements
Ar Andy Gan Khai Fatt (Chairman)
Mr Bismi Shah/ Mr Wong Chong
Mr Muhammad Saiful Nordin
Ir Loo Chee Kin
Ir Dr Ooi Heong Beng
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s
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in
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1
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1
8
1
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2
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9
2
:
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S
(A
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N
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A
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N
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Sr Yip Kit Meng
Mr Sudhakar G
Pertubuhan Akitek Malaysia
Integrated Brickworks Sdn Bhd
Malaysia Timber Industry Board
The Institution of Engineers, Malaysia
The Institution of Structural Engineers, Malaysia
Regional Group
The Royal Institution of Surveyors, Malaysia
Zenbes Sdn Bhd
Workin g Group 5 (WG5)
(WG5) on Base Isolati ons
Dr Nazirah Ahmad (Chairman)
Mr Or Tan Teng
Ir Che Kob Ismail
Mr Muhammad Umar Zulkefli
Ir Cheng Hung Lim
Prof Dr Azlan Adnan
Prof Dr Azmi Ibrahim
Lembaga Getah Malaysia
Doshin Rubber
IRC Jurutera Perunding Sdn Bhd
Lembaga Getah Malaysia
Minconsult Sdn Bhd
Universiti Teknologi Malaysia
Universiti Teknologi MARA
Workin g Group 6 (WG6)
(WG6) on Task Force on Nation al Annex
Ir Mun Kwai Peng (Chairman)
Ir Adjunct Prof MC Hee/
Ir David Ng
Ir Dr Ooi Heong Beng
Prof Dr Azlan Adnan
The Institution of Engineers, Malaysia
The Institution of Engineers, Malaysia
The Institution of Structural Engineers, Malaysia
Regional Group
Universiti Teknologi Malaysia
Special acknowledgements are given to the following experts for their contribution in
the development of this Malaysian Standard:
Study Group und er WG 1
Ir Adjunct Prof MC Hee (Chairman)
Ir Lim Ek Peng
Dr Tsang Hing-Ho
Mr Daniel Looi Ting Wee
Mr Ahmed Zuhal Zaeem
Prof Dr Nelson Lam
The Institution of Engineers, Malaysia
Perunding Hashim & NEH Sdn Bhd
Swinburne University of Technology, Australia
The Institution of Engineers, Malaysia
(University of Hong Kong)
Universiti Malaya
University of Melbourne, Australia
© STANDARDS MALAYSIA 2017 - All rights reserved
Ackn
Ac kn ow l edg ement
emen t s (continued)
Local Experts Group on Earthquake
Earthquake Action
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s
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c
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e
s
u
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g
in
S
/
M
P
1
0
:
0
0
:
2
1
8
1
0
2
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a
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9
2
:
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o
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d
a
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D
/
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B
N
D
S
)
IA
S
(A
S
N
IO
T
A
V
O
N
N
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T
S
E
to
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L
Ir Patrick Augustin/
Ir Dr Abdul Majid Dato’ Abu Kassim/
Ir Prem Kumar
Ir Amirul Hisham Hj Ismail/
Ir Benny Song Perng Yeu/
Ir Lo Chong Chiun/
Ir Paul Yap Kok W ai
Ir William Tan Khoon Lee
Ir Dr Zuhairi Abd Hamid/
Ir Syed Hazni Syed Abd Ghani
Mr Paul B Joannes
Mr Beddu Ahmad/
Ms Sally Edward Ghani
Mr Nazaruddin Abdul Jabar/
Mr Kudie ak Sandak
Dr Ferdaus Ahmad
Mr Mohd Yusof Ramli/
Dr Frederick F Tating/
Mr Bailon Golutin/
Mr Paulus Godwin
Mr Enggong Anak Aji/
Mr Roslan Rajali/
Mr Thomson Galin/
Mr Jaithish John/
Dr Dana Badang
Mr Alexander Yan Sze Wah
Mr Arnold Kwan Malaysian
Ir Mohd Noor Azudin Mansor/
Ir Lee Choon Siang
Ms Evelyn Pius/
Ms Norliza Rima Norbidin
Ir Junaidi Hj Sahadan/
Mr Leong Yun
Mr Agilarajan Selvarajan
Dr Mohd Rosaidi Che Abas/
Dr Chai Mui Fatt
Ms Elsie Benedict Jaiman
Dato’ Ir John Chee Shi Tong
Mr Wong Teck Kiong/
Mr Haburi Hamdan
Mr Azrin Ahmad
Ir Lee Tet Fon
Dr Siti Aminah Osman/
Assoc Prof Dr Tajol Anuar Jamaludin
© STANDARDS MALAYSIA 2017 - All rights reserved
Association of Consulting Engineers Malaysia
Association of Consulting Engineers Malaysia
(Sabah)
Association of Consulting Engineers Malaysia
(Sarawak)
Construction and Industry Development Board
Construction and Industry Development Board
(Sabah)
Dewan Bandaraya Kota Kinabalu
Department of Land and Survey (Sarawak)
Department of Mineral and Geoscience Malaysia
Department of Mineral and Geoscience Malaysia
(Sabah)
Department of Mineral and Geoscience Malaysia
(Sarawak)
Institut Geologi Malaysia Sabah
Institute of Architects Sabah Chapter
Jabatan Kerja Raya
Jabatan Kerja Raya Sabah
Jabatan Kerja Raya Sarawak
Lebuhraya Borneo Utara, Sarawak
Malaysian Meteorological Department
Sabah Meteorological Office
Sabah Housing and Real Estate Developers
Association
Sarawak Meteorological Office
Tabung Haji Properties Group Sdn Bhd
The Institution of Engineers, Malaysia (Sabah)
Universiti Kebangsaan Malaysia
Ackn
Ac kn ow l edg ement
emen t s (concluded)
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c
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s
u
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g
in
S
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1
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2
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S
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N
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S
E
to
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Dr Meldi Suhatril/
Assoc Prof Mustaffa Kamal Shuib
Prof Dr Felix Tongkul/
Prof Ir Dr Karim Mirasa/
Dr Noor Sheena Herayani Harith/
Dr Rodeano Roslee/
Ms Eldawaty Madran
Dr Raudhah Ahmadi/
Dr Abdul Razak Abdul Karim/
Dr Norazzlina M Sa’don
Dr Nabila Abu Bakar/
Dr Izian Karim
Prof Dr Taksiah A Majid/
Dr Fadzli Mohamed Nazri
Prof Dr Azlan Adnan/
Dr Mariyana Aida Ab Kadir/
Mr Mohd Zamri Ramli/
Mr Mohd Nur Asmawisham Alel
Prof Dr Azmi Ibrahim/
Assoc Prof Dr Norhayati Abd Hamid/
Ms Rozaina Ismail
Universiti Malaya
Universiti Malaysia Sabah
Universiti Malaysia Sarawak
Universiti Putra Malaysia
Universiti Sains Malaysia
Universiti Teknologi Malaysia
Universiti Teknologi MARA
© STANDARDS MALAYSIA 2017 - All rights reserved
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© Copyright 2017
All rights reserved. No part of this publication
publication may be reproduced or utilised in any
form or by any means, electronic or mechanical, including photocopying and microfilm,
without permission in writing from the Department
Department of Standards Malaysia.
Malaysia.