830931_MSEN1998_1_2015_NATIONALANNEX_2017_FULLPDF

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

9

Table N.A.1. Malaysia values for nati onal ly determi ned parameter s describ ed in MS EN 1998-1:2015 (continued) Clause

Nationally determined parameter

Eurocode recommendation

Malaysia’s d ecision

γ pb = γ pb * N b,Rd ( λ bar )/ N pl,Rd (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.


7.1.3(4)

Overstrength factor for capacity design of composite steel-concrete buildings.

γov = 1.25


7.7.2(4)

Stiffness reduction factor for concrete part of a composite steel-concrete column section.

r = 0.5


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.

f b,min = 5 N/mm2 (normal to bedface) f bh,min = 2 N/mm2 (parallel to bedface)


( 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 )


Table N.A.1. Malaysia values for nati onal ly determi ned parameter s describ ed in MS EN 1998-1:2015 (continued)

1 0

Clause




f m,min = 5 N/mm2 (unreinforced or confined masonry) f m,min = 10 N/mm2 (reinforced masonry)

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 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



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 )



Table N.A.1. Malaysia values for nati onal ly determi ned parameter s describ ed in MS EN 1998-1:2015 (continued) Clause 9.5.1(5)



Geometric requirements for masonry shear walls.


(hef t 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

Unreinforced, with natural stone units

t ef,min


0.5

Symbols used have the following meaning: t 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 (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




1 2


Nationally determined parameter Maximum number of storeys and minimum area of shear walls of “simple masonry building”.



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)


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.




Table NA1. Malaysia values for natio nall y determined paramet ers descri bed in MS EN 1998-1:2015 (concluded) Clause



Malaysia’s decisio n

9.7.2(2)b)

Minimum aspect ratio in plan λmin of “simple masonry buildings”.

λmin = 0.25


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 %


Δm,max = 20 % Δ A,max = 20 %


γ x = 1.2 for buildings


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


MS EN 1998-1:2015 (NATIONAL ANNEX:2017)

N.A.3

Decis ion s on the status of the inf ormati ve annexes

N.A.3.1

Elastic di splacement respons e spectru m (MS EN 1998-1:2015, Annex A)

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


N.A.3.2 Determi nation of the target displ acement for nonl inear stati c (pushov er) analys is (MS EN 1998-1:2015, 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

References to non-contradictory 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


Annex A (normative) Ground classific ation scheme in accordance with site natural period for soil deposit 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 A.1. Ground classification s cheme in accordance to si te natural period for soi l deposit exceeding 30 m in depth Ground type A

Descript ion and range of site natural period, T S (s)* Rock site, or a site with very thin sediments and T 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 = 0.5 s to 0.7 s

D


E

A site with sediments of more than 30 m deep to bedrock and T 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 is characterised by its small-strain site natural period (T 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 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) of soils can be measured by various geotechnical or geophysical testing techniques. Sedimentary layers with SPT-N value greater than 100 can be omitted in the computations of 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.


15


Annex B (normative)

Seism ic hazard map o f Malaysia


This page is deliberately left blank

16


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 l o ' 0 n ° 3 w o D / D H B N D S ) A I S A ( S N N O " I 0 T ' 0 A ° V 2 O N N I M E E T S E o t d e s 0 n e c i L

THAILAND

Arau

"

Alor Setar

"

"

Kota Bharu

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

"

5

4

Kuala Terengganu 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

100°0'0"E

± 100

P. Pisang P. Kukup 150

101°0'0"E

Johor Baharu

"

SINGAPORE

200 Km 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 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

114°0'0"E

±

100

N " 0 ' 0 ° 1

150

115°0'0"E

200 Km

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 ° a 7 1 5 g 1 8 " Kudat n i 1 3 4 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 " Apin-Apin " Bukit Garam 2 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 (

±

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

"

Tomani

P. Bohayan

3 "

Sapulut

Kunak "

5

1

BRUNEI

115°0'0"E

"

"

Pensiangan

4

1 1

4

"

Kalabakan "

Long Pasia

6

1

Merotai

7

Sebatik

"

Tawau

KALIMANTAN (INDONESIA) 116°0'0"E

117°0'0"E

DARVEL BAY

P. Tabawan

7

3

1 0

P. Timbun Mata P. Bogdaya 1 2 1 1 P. Boheydulang 8 P. Pababag P. Mataking P. Timba-Timba P. Sibuan

Semporna

"

7

P. Kalumpang P. Mabul

P. Bum Bum P. Si Amil P. Denawan P. Kapalai P. Sipadan

118°0'0"E

P. Ligitan

119°0'0"E

N " 0 ' 0 ° 7

N " 0 ' 0 ° 6

N " 0 ' 0 ° 5


Annex C (normative)

Horizontal elastic response 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 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. Horizontal elastic respon se spectrum of groun d types A to E (5 % damping) for Sabah © STANDARDS MALAYSIA 2017 - All rights reserved

17


4

D C

3.5 3

E 2.5


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. Horizontal elastic respon se spectrum of groun d types A to E (5 % damping) fo r Sarawak

18



Annex D (normative)

Normalised elastic response spectrum of ground t ypes A to E (5 % dampin g) for soil deposit exceedin g 30 m in d epth 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

Figure D.1. Normalised horizontal elastic respons e spectr um for ground types A to E (5 % damping) for Peninsular Malaysia


19



7



Eurocode recommendation For brittle failure modes, such as shear, γ Rd =1.3. For ductile failure modes, γ Rd =1.1


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 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.


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: bw,min= 0.25 m hw,min= 0.4 m Buildings with 4 or more storeys: bw,min= 0.25 m hw,min= 0.5 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.

5.8.2(4)

Minimum thickness and t min reinforcement ratio ρs,min of concrete foundation slabs.

t min = 0.2 m ρs,min = 0.2 %


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.




Figure D.2. Normalis ed hori zontal elasti c response spect rum for gro und t ypes A to E (5 % dampi ng) for Sabah

20




Figure D.3. Normalised horizontal elastic respons e spectr um for ground types A to E (5 % damping) for Sarawak


21


Annex E (normative) Importance factor (γI) for Malaysia Table 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 buildin g 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



Bibliography


[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


23

Ackn ow ledg ements


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)


Ackn ow ledg ements (continued) Members of : Working Group 1 (WG1) on Determination of PGA under Local and Far Field Seismic Condition


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) on Geotechnical Ir Mun Kwai Peng (Chairman) Ir Dr Ooi Teik Aun/ Ir Liew Shaw Shong


The Institution of Engineers, Malaysia The Institution of Engineers, Malaysia

Ackn ow ledg ements (continued) Workin g Group 4 (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) 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) 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


Ackn ow ledg ements (continued) Local Experts Group on Earthquake Action


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 Wai 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


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 ow ledg ements (concluded)


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



V S

weighted average shear wave velocity over the total thickness of soil layers

V s,i

shear wave velocity of individual soil layer

d i

thickness of individual soil layer

N.A.2.3


Abbreviation

PGA

Peak ground acceleration

R

Rock

RP

Return period

RSA

Response spectral acceleration

RSD

Response spectral displacement

SWV

Shear wave velocity

2




3

Table N.A.1. Malaysia values for nati onal ly determi ned parameter s describ ed in MS EN 1998-1:2015 Clause 2.1(1)P




Reference return period T NCR of seismic action for the no-collapse requirement (or, equivalently, reference probability of exceedance in 50 years, P NCR ). Reference return period T DLR 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.

T NCR = 475 years P NCR = 10 %

T NCR = 475 years P NCR = 10 %

T DLR = 95 years PDLR = 10 %

T DLR = 95 years PDLR = 10 %

None

None

3.1.2(1)

Ground classification scheme accounting for deep geology, including values of parameters S, T B , T 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 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.

2.1(1)P

3.1.1(4)

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



4

Table N.A.1. Malaysia values for nati onal ly determi ned parameter s describ ed in MS EN 1998-1:2015 (continued) Clause 3.2.2.1(4), 3.2.2.2(1)P




Parameters S, T B , T C , T D 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, 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 B

T 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

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

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

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

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) calculation is required for soil deposit exceeding 30 m in depth (deep geology). Use the table below or refer to Annexes A and D.







Malaysia’s d ecision Peninsular: Ground type A B C D E

S

T B

T 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

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 , T D defining shape of vertical elastic response spectra.

Spectrum Type 1 Type 2

5

avg ag

T B

T 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

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

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




6

Clause



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 appropriate method may be used.

4.2.4(2)P



3.2.2.5(4)P

Ratio ϕ of coefficient ψ Ei on variable mass used in seismic analysis to combination coefficient ψ 2i 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


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.




8

Clause 5.11.1.4



Factor k p on q-factors of precast systems.

k p = 1.0 for structures with connections conforming to


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)


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.



1.5

1.5 Further guidance is given in PD 6698.


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.



6.2(3)

Overstrength factor for capacity design of steel buildings.

γov = 1.25


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)




9





γ pb = γ pb * N b,Rd ( λ bar )/ N pl,Rd (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


1.5



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.



7.1.3(4)

Overstrength factor for capacity design of composite steel-concrete buildings.

γov = 1.25


7.7.2(4)

Stiffness reduction factor for concrete part of a composite steel-concrete column section.

r = 0.5


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.

f b,min = 5 N/mm2 (normal to bedface) f bh,min = 2 N/mm2 (parallel to bedface)





1 0

Clause




f m,min = 5 N/mm2 (unreinforced or confined masonry) f m,min = 10 N/mm2 (reinforced masonry)


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 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



None







Geometric requirements for masonry shear walls.


(hef t 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

Unreinforced, with natural stone units

t ef,min


0.5

Symbols used have the following meaning: t 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 (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




1 2


Nationally determined parameter Maximum number of storeys and minimum area of shear walls of “simple masonry building”.



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)


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.




Table NA1. Malaysia values for natio nall y determined paramet ers descri bed in MS EN 1998-1:2015 (concluded) Clause



Malaysia’s decisio n

9.7.2(2)b)

Minimum aspect ratio in plan λmin of “simple masonry buildings”.

λmin = 0.25


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 %


Δm,max = 20 % Δ A,max = 20 %


γ x = 1.2 for buildings


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.3

Decis ion s on the status of the inf ormati ve annexes

N.A.3.1

Elastic di splacement respons e spectru m (MS EN 1998-1:2015, Annex A)

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


N.A.3.2 Determi nation of the target displ acement for nonl inear stati c (pushov er) analys is (MS EN 1998-1:2015, 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

References to non-contradictory 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



Annex A (normative) Ground classific ation scheme in accordance with site natural period for soil deposit 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 A.1. Ground classification s cheme in accordance to si te natural period for soi l deposit exceeding 30 m in depth Ground type A

Descript ion and range of site natural period, T S (s)* Rock site, or a site with very thin sediments and T S < 0.15 s

B

A site not classified as ground type A, C, D or E

C


D


E

A site with sediments of more than 30 m deep to bedrock and T 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 is characterised by its small-strain site natural period (T 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 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) of soils can be measured by various geotechnical or geophysical testing techniques. Sedimentary layers with SPT-N value greater than 100 can be omitted in the computations of 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.


15


Annex B (normative)

Seism ic hazard map o f Malaysia


This page is deliberately left blank

16


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 l o ' 0 n ° 3 w o D / D H B N D S ) A I S A ( S N N O " I 0 T ' 0 A ° V 2 O N N I M E E T S E o t d e s 0 n e c i L

THAILAND

Arau

"

Alor Setar

"

"

Kota Bharu

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

"

5

4

Kuala Terengganu 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

100°0'0"E

± 100

P. Pisang P. Kukup 150

101°0'0"E

Johor Baharu

"

SINGAPORE

200 Km 102°0'0"E

103°0'0"E

104°0'0"E

830931_MSEN1998_1_2015_NATIONALANNEX_2017_FULLPDF

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