MALAYSIAN STANDARD
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
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.
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
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.
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MS EN 1998-1:2015 (NATIONAL ANNEX:2017) A NNEX:2017)
Contents Page
Committee Committee representation representation .......................................................................................... ..................................................................................................... ........... ii d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
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
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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:
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
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
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
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
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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
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
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.
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
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 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: d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
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
H S S
total thickness of soil layers
T S S
small strain site natural period (this symbol should not be confused with T s - 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)
V S S
weighted average shear wave velocity over the total thickness of soil soil layers
V s,i s,i
shear wave velocity of individual soil layer
d i
thickness of individual soil layer
N.A.2.3
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
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
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
© S T A N D A R D S M A L A Y S I A 2 0 1 7 A l l r i g h t s r e s e r v e 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 Clause
Nationally determined parameter
2.1(1)P
Reference return period T of seismic NCR of action for the no-collapse requirement (or, equivalently, reference probability of exceedance in 50 years, P NCR ). Reference return period T DLR of seismic DLR 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
T NCR = 475 years P NCR = 10 %
T NCR = 475 years = 10 % P NCR =
= 95 years T DLR DLR = PDLR = 10 %
T DLR DLR = 95 years = 10 % PDLR =
None
None
3.1.2(1)
Ground classification scheme accounting for deep geology, including values of parameters S, T B , T C C and T D 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 , T C C , T D defining shape of horizontal 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, M s, 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 I A 2 0 1 7 A l l r i g h t s r e s e r v e d
S
T B
T C C
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
T D (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, M s, less than 5.5): Ground type A B C D E
S
T B
T C C
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
T D (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
T B
T C C
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
T B
T C C
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
T D (s) 2.2 2.2 2.2 2.2 2.2
T D (s) 2 2 2 2 2
Sarawak: Ground type A B C D E
S
T B
T C C
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
T D (s) 1.2 1.2 1.2 1.2 1.2
Or alternatively, for Malaysia spectra, site natural period ( T S S) 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 M N A S L E A N N 1 N 9 E 9 8 X 1 : 2 2 : 0 0 1 1 7 ) 5
( N M A S T E I N O N 1 A 9 L 9 8 A 1 N : 2 N 0 E 1 X 5 : 2 0 1 7 )
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t 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 , T C C , T D defining shape of horizontal 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, M s, 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
T B
T C C
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
T D (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, M s, less than 5.5):
© S T A N D A R D S M A L A Y S I A
Ground type A B C D E
2 0 1 7 A l l r i g h t s r e s e r v e d
© S T A N D A R D S M A L A Y S I A 2 0 1 7 A l l r i g h t s r e s e r v e d
S
S
T B
T C C
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
T D (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
T B
T C C
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
T B
T C C
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
T D (s) 2.2 2.2 2.2 2.2 2.2
( N M A S T E I N O N 1 A 9 L 9 8 A 1 N : 2 N 0 E 1 X 5 : 2 0 1 7 )
T D (s) 2 2 2 2 2
Sarawak: Ground type A B C D E
S
T B
T C C
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
T D (s) 1.2 1.2 1.2 1.2 1.2
Or alternatively, for Malaysia spectra, site natural period ( T S S) 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
T B
T C C
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
T D (s) 2.0 1.5 1.0 1.5 2.0
Sabah: Ground type A B C D E
S
T B
T C C
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
T D (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 , T B , T C C , T D defining shape of vertical elastic response spectra.
Spectrum Type 1 Type 2
5
avg ag
T B
T C C
0.90 0.45
(s) 0.05 0.05
(s) 0.15 0.15
T D (s) 1.0 1.0
S
T B
T C C
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
T B
T C C
0.70
(s) 0.05
(s) 0.15
T D (s) 1.25 1.25 1.0 1.5 2.0 T D (s) 1.0
( N A T I O M N A S L E A N N 1 N 9 E 9 8 X 1 : 2 2 : 0 0 1 1 7 ) 5
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
© S T A N D A R D S M A L A Y S I A
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 l l r i g h t s r e s e r v e d
S
T B
T C C
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
T D (s) 2.0 1.5 1.0 1.5 2.0
Sabah: Ground type A B C D E
S
T B
T C C
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
T D (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 , T B , T C C , T D defining shape of vertical elastic response spectra.
Spectrum Type 1 Type 2
avg ag
T B
T C C
0.90 0.45
(s) 0.05 0.05
(s) 0.15 0.15
T D (s) 1.0 1.0
S
T B
T C C
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
T B
T C C
0.70
(s) 0.05
(s) 0.15
T D (s) 1.25 1.25 1.0 1.5 2.0 T D (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 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 I A 2 0 1 7 A l l r i g h t s r e s e r v e d
Nationally determined parameter
3.2.2.5(4)P
Ratio ϕ of coefficient ψ Ei on variable mass used in seismic analysis to combination coefficient ψ 2i2i 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 M N A S L E A N N 1 N 9 E 9 8 X 1 : 2 2 : 0 0 1 1 7 ) 5
( N M A S T E I N O N 1 A 9 L 9 8 A 1 N : 2 N 0 E 1 X 5 : 2 0 1 7 )
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t 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 l l r i g h t s r e s e r v e d
© S T A N D A R D S M A L A Y S I A 2 0 1 7 A l l r i g h t s r e s e r v e d
Malaysia’s Malaysia’s d ecision
Lower bound factor β on 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 I A
Eurocode recommendation
3.2.2.5(4)P
Ratio ϕ of coefficient ψ Ei on variable mass used in seismic analysis to combination coefficient ψ 2i2i 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.
( N M A S T E I N O N 1 A 9 L 9 8 A 1 N : 2 N 0 E 1 X 5 : 2 0 1 7 )
0.5
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, γ Rd =1.3. =1.3. For ductile failure modes, γ Rd =1.1
Malaysia’s Malaysia’s d ecision
4.4.2.5(2)
Overstrength factor γ Rd 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.
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.
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 None
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 No adjustment is permitted on qo-value.
Buildings with 4 or more storeys:
bw,min= 0.25 m hw,min= 0.5 m
7
5.8.2(4)
Minimum thickness and t min min reinforcement ratio ρs,min of concrete foundation slabs.
t min 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.
( N A T I O M N A S L E A N N 1 N 9 E 9 8 X 1 : 2 2 : 0 0 1 1 7 ) 5
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
© S T A N D A R D S M A L A Y S I A
2 0 1 7 A l l r i g h t s r e s e r v e 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 For brittle failure modes, such as shear, γ Rd =1.3. =1.3. For ductile failure modes, γ Rd =1.1
Malaysia’s Malaysia’s d ecision
4.4.2.5(2)
Overstrength factor γ Rd 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.
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.
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 None
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 No adjustment is permitted on qo-value.
Buildings with 4 or more storeys:
bw,min= 0.25 m hw,min= 0.5 m 5.8.2(4)
Minimum thickness and t min min reinforcement ratio ρs,min of concrete foundation slabs.
t min 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.
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 k p on q-factors of precast systems.
k p = 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
k p = 0.5 for structures with other types of connection 5.11.1.5(2)
5.11.3.4(7)e)
6.1.2(1)
© S T A N D A R D S M A L A Y S I A 2 0 1 7 A l l r i g h t s r e s e r v e d
Ratio A p 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.
A p = 0.3 unless otherwise specified by special studies
c,min
=1%
In the absence of a site specific assessment, use the recommended value.
Use the recommended values.
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
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 T I O M N A S L E A N N 1 N 9 E 9 8 X 1 : 2 2 : 0 0 1 1 7 ) 5
( N M A S T E I N O N 1 A 9 L 9 8 A 1 N : 2 N 0 E 1 X 5 : 2 0 1 7 )
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t 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)
8
Clause 5.11.1.4
Nationally determined parameter
Eurocode recommendation
Factor k p on q-factors of precast systems.
k p = 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
k p = 0.5 for structures with other types of connection 5.11.1.5(2)
5.11.3.4(7)e)
6.1.2(1)
© S T A N D A R D S M A L A Y S I A
2 0 1 7 A l l r i g h t s r e s e r v e d
© S T A N D A R D S M A L A Y S I A 2 0 1 7 A l l r i g h t s r e s e r v e d
9
Ratio A p 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.
A p = 0.3 unless otherwise specified by special studies
c,min
=1%
In the absence of a site specific assessment, use the recommended value.
Use the recommended values.
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
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 M A S T E I N O N 1 A 9 L 9 8 A 1 N : 2 N 0 E 1 X 5 : 2 0 1 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) Clause
Nationally determined parameter
Eurocode recommendation
Malaysia’s Malaysia’s d ecision
γ pb = γ pb * N b,Rd )/ N N pl,Rd b,Rd ( λ bar )/ (γ pb * times design buckling resistance over plastic
Residual post-buckling resistance of compression diagonals in steel frames with V- bracings.
γ pb = 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) γ pb* = 0.7 for q ≤ 2 γ pb* = 0.3 for q ≥ 5 For 2 ≤ q ≤ 5, γ pb * = 0.3 may be assumed or refer to PD 6698. Further guidance is given in PD 6698.
2 f b,min b,min = 5 N/mm (normal to bedface) 2 f bh,min bh,min = 2 N/mm (parallel to bedface)
Use the recommended values.
( N A T I O M N A S L E A N N 1 N 9 E 9 8 X 1 : 2 2 : 0 0 1 1 7 ) 5
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
© S T A N D A R D S M A L A Y S I A
2 0 1 7 A l l r i g h t s r e s e r v e 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
γ pb = γ pb * N b,Rd )/ N N pl,Rd b,Rd ( λ bar )/ (γ pb * times design buckling resistance over plastic
Residual post-buckling resistance of compression diagonals in steel frames with V- bracings.
γ pb = 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) γ pb* = 0.7 for q ≤ 2 γ pb* = 0.3 for q ≥ 5 For 2 ≤ q ≤ 5, γ pb * = 0.3 may be assumed or refer to PD 6698. Further guidance is given in PD 6698.
2 f b,min b,min = 5 N/mm (normal to bedface) 2 f bh,min bh,min = 2 N/mm (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
© S T A N D A R D S M A L A Y S I A
2 0 1 7 A l l r i g h t s r e s e r v e d
Nationally determined parameter
Eurocode recommendation 2 f m,min m,min = 5 N/mm (unreinforced or confined masonry) 2 = 10 N/mm (reinforced masonry) f m,min m,min
Malaysia’s Malaysia’s d ecision Use the recommended values.
9.2.3(1)
Minimum strength of mortar in masonry buildings.
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 t ef,min ef,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 M N A S L E A N N 1 N 9 E 9 8 X 1 : 2 2 : 0 0 1 1 7 ) 5
( N M A S T E I N O N 1 A 9 L 9 8 A 1 N : 2 N 0 E 1 X 5 : 2 0 1 7 )
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t 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)
1 0
Clause
© S T A N D A R D S M A L A Y S I A
Nationally determined parameter
Eurocode recommendation
Malaysia’s Malaysia’s d ecision
2 f m,min m,min = 5 N/mm (unreinforced or confined masonry) 2 f m,min m,min = 10 N/mm (reinforced masonry)
Use the recommended values.
9.2.3(1)
Minimum strength of mortar in masonry buildings.
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 t ef,min ef,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 M A S T E I N O N 1 A 9 L 9 8 A 1 N : 2 N 0 E 1 X 5 : 2 0 1 7 )
Use the recommended values.
= 0.2 g
Use the recommended values.
None
2 0 1 7 A l l r i g h t s r e s e r v e d
© S T A N D A R D S M A L A Y S I A 2 0 1 7 A l l r i g h t s r e s e r v e 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 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 t ef ef )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
t ef,min ef,min
Use the recommended values.
0.5
Symbols used have the following meaning: t ef ef 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 I O M N A S L E A N N 1 N 9 E 9 8 X 1 : 2 2 : 0 0 1 1 7 ) 5
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
© S T A N D A R D S M A L A Y S I A
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 t ef ef )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
t ef,min ef,min
Unreinforced, with natural stone units
2 0 1 7 A l l r i g h t s r e s e r v e d
Malaysia’s Malaysia’s d ecision Use the recommended values.
0.5
Symbols used have the following meaning: t ef ef 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 ( p A,min)
© S T A N D A R D S M A L A Y S I A
2 0 1 7 A l l r i g h t s r e s e r v e d
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 M N A S L E A N N 1 N 9 E 9 8 X 1 : 2 2 : 0 0 1 1 7 ) 5
( N M A S T E I N O N 1 A 9 L 9 8 A 1 N : 2 N 0 E 1 X 5 : 2 0 1 7 )
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
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 ( p A,min)
© S T A N D A R D S M A L A Y S I A
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.
2 0 1 7 A l l r i g h t s r e s e r v e d
© S T A N D A R D S M A L A Y S I A 2 0 1 7 A l l r i g h t s r e s e r v e d
Unreinforced masonry
( N M A S T E I N O N 1 A 9 L 9 8 A 1 N : 2 N 0 E 1 X 5 : 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 Δ A,max between adjacent storeys of “simple masonry buildings”.
pmax = 15 %
Use the recommended values.
Δm,max = 20 % Δ A,max = 20 %
Use the recommended values.
γ x = 1.2 for buildings
Use the recommended values.
9.7.2(5)
10.3(2)P
Magnification factor γ x on seismic displacements for isolation devices.
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 I O M N A S L E A N N 1 N 9 E 9 8 X 1 : 2 2 : 0 0 1 1 7 ) 5
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
© S T A N D A R D S M A L A Y S I A
2 0 1 7 A l l r i g h t s r e s e r v 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 Δ A,max between adjacent storeys of “simple masonry buildings”.
pmax = 15 %
Use the recommended values.
Δm,max = 20 % Δ A,max = 20 %
Use the recommended values.
γ x = 1.2 for buildings
Use the recommended values.
9.7.2(5)
10.3(2)P
Magnification factor γ x on seismic displacements for isolation devices.
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 M N A S L E A N N 1 N 9 E 9 8 X 1 : 2 2 : 0 0 1 1 7 ) 5
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 e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e 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.
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 e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
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 d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
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, T S (s)* Rock site, or a site with very thin sediments and T S S < < 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 T S S = = 0.5 s to 0.7 s
D
A site with sediments of more than 30 m deep to bedrock and T S S = = 0.7 s to 1.0 s
E
A site with sediments of more than 30 m deep to bedrock and T S S = = > 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 (T S S) 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, T S S can be estimated using the formula: =
=
∑ , 4 ×
The values of the site natural period (T S ) , small-strain shear modulus or shear wave velocity (SWV , V S S), S) 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 T S shall be adopted for site classification. S shall
© 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
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
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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 d
e t i b i h o r p g n i k r o w t e n d n a g n N i " y 0 ' p 0 o ° 5 c , y l n o e s n e c i l r e s u e l g n i S / N M " P 0 ' 0 1 ° 0 4 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e N d " a 0 o ' l 0 n ° 3 w o D / D H B N D S ) A I S A ( S N O N " I 0 ' T 0 A ° 2 V O N N I M E E T S E o t d e s 0 n e c i L
THAILAND
Arau
"
Kota Bharu
Alor Setar Setar
"
"
N " 0 ' 0 ° 6
P. Pa yar 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) d e t i b i h N " o 0 ' r 0 p ° 5 g n i k r o w
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) d e t i b i h N " o 0 ' r 0 p ° 5 g n i k r o w t e n d n a g n i y p o c , y l n o N " e 0 ' s 0 n ° e 4 i c l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 N " 8 0 ' 1 0 0 ° 2 3 n a J 9 2 : n o d e d a o l n w o D / D N " H 0 ' B 0 ° N 2 D S ) A I S A ( S N O I T A V O N N I M N " E 0 ' E 0 T ° 1 S E o t d e s n e c i L
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
"
Limbang Kuala Baram
"
"
"
SOUTH CHINA SEA
"
1
BRUNEI
Miri
Bekenu
N " 0 ' 0 ° 4
Niah "
Long Lama
Bario "
9
Bintulu
8 7 "
5
6
Mukah 7
P. Druit Daro
N " 0 ' 0 ° 3
2
6
"
4 3
"
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
113°0'0"E
25
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 116°0'0"E 117°0'0"E 118°0'0"E 119°0'0"E e t i b i h o Banggi r JABATAN MINERAL DAN GEOSAINS MALAYSIA p DEPARTMENT OF MINERAL AND GEOSCIENCE MALAYSIA Balambangan 10 6 g 7 8 n i k r o w Kg. Karakit " t 0 12.5 25 50 75 100 P. Malawali e N n P. Kalampunian Km " 0 ' d 0 n 1 6 ° 7 a 1 5 g 14 8 " Kudat n i 1 3 3 P. Tigabu y 7 12 p 11 o c " 1 Pitas , P. M antanani 9 0 y l n 8 SOUTH CHINA SEA 5 P. Jambonga n o 7 e 6 s n P. Tegip il e " Kota Marudu c i P. L ankayan l r e s u " Paitan 0 " Kota Belud 1 e l g 9 1 n P. Lihiman 0 i 1 1 P. Puru-Puru S 5 P. Selingan / P. Keniogan P. Mengalum " Tuaran 1 1 2 1 M P LABUK BAY P. Libaran 6 8 1 P. Sepanggar 0 3 N : 5 1 1 " 0 1 P. Gaya P. Tetabuan 4 0 ' 0 16 3 " Kota Kinabalu 0 : 6 P. Kanawi ° 2 " P. Mamutik 6 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 " " Bukit Garam 2 Apin-Apin d 3 a o W.P. Labuan " l 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 N Sebahat " " " S 0 ' ) 0 Tungku ° A 5 I P. Sakar S A ( " Tomani DARVEL BAY P. Bohayan S 3 7 P. Tabawan N 3 O I " Sapulut T P. Timbun Mata Kunak " A 1 P. Bogdaya 5 V 1 2 1
±
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 116°0'0"E 117°0'0"E 118°0'0"E 119°0'0"E e t i b i h o Banggi r JABATAN MINERAL DAN GEOSAINS MALAYSIA p DEPARTMENT OF MINERAL AND GEOSCIENCE MALAYSIA Balambangan 10 6 g 7 8 n i k r o w Kg. Karakit " t 0 12.5 25 50 75 100 P. Malawali e N n P. Kalampunian Km " 0 ' d 0 n 1 6 ° 7 a 1 5 g 14 8 " Kudat n i 1 3 3 P. Tigabu y 7 12 p 11 o c " 1 Pitas , P. M antanani 9 0 y l n 8 SOUTH CHINA SEA 5 P. Jambonga n o 7 e 6 s n P. Tegip il e " Kota Marudu c i P. L ankayan l r e s u " Paitan 0 " Kota Belud 1 e l g 9 1 n P. Lihiman 0 i 1 1 P. Puru-Puru S 5 P. Selingan / P. Keniogan P. Mengalum " Tuaran 1 1 2 1 M P LABUK BAY P. Libaran 6 8 1 P. Sepanggar 0 3 N : 5 1 1 " 0 1 P. Gaya P. Tetabuan 4 0 ' 0 16 3 " Kota Kinabalu 0 : 6 P. Kanawi ° 2 " P. Mamutik 6 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 " " Bukit Garam 2 Apin-Apin d 3 a o W.P. Labuan " l 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 N Sebahat " " " S 0 ' ) 0 Tungku ° A 5 I P. Sakar S A ( " Tomani DARVEL BAY P. Bohayan S 3 7 P. Tabawan N 3 O I " Sapulut T P. Timbun Mata Kunak " A 1 P. Bogdaya 5 V 1 2 1 1 P. Boheydulang 8 O BRUNEI 4 P. Pababag P. Mataking N " Pensiangan N P. Timba-Timba P. Sibuan I 4 1 0 1 1 " M Semporna E " Merotai Kalabakan " P. Bum Bum " Long Pasia E 7 T S P. Si Amil E P. Kalumpang P. Denawan o t " 7 P. Mabul 6 1 d P. Kapalai e Tawau Sebatik s P. Ligitan n KALIMANTAN (INDONESIA) e P. Sipadan c i L
±
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 e t i b i h o r p g n i k r o w t e n d n a g n i y p o c
4 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 e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i 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
MS EN 1998-1:2015 (NATIONAL ANNEX:2017)
4
D C
3.5 3
E 2.5
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
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 d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
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)
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
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)
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
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 ( γ ) I) for Malaysia d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i 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
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i 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
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
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
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
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 d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
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
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i 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)
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
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
d e t i b i h o r p g n i k r o w t e n d n a g n i y p o c , y l n o e s n e c i l r e s u e l g n i S / M P 1 0 : 0 0 : 2 1 8 1 0 2 n a J 9 2 : n o d e d a o l n w o D / D H B N D S ) A I S A ( S N O I T A V O N N I M E E T S E o t d e s n e c i L
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