Draft MS Annex to EC8

DRAFT MALAYSIAN STANDARD

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STAGE : PUBLIC COMMENT (40.20) DATE : 01/09/2 01/09/2017 017 - 14/09/2017

t n e Malays Malaysia ia Nati Nation onal al Annex An nex m to MS EN 1998 1998-1 -1:: 2015, 015, Euroc ode 8: Design Design of s truc tures tur es for m o- Part eart earthq hquake uake resist ance Part 1: General General rules, r ules, seismic seismic actions and Crules for building s c i l b u P r o F OFFICER/SUPPORT OFFICER/SUPPORT STAFF: (NM / )

ICS: 91.120.25 Descriptors: Descriptors: earthquake, seismic design of structure, pga, site natural period, hybrid response, spectrum, return period

© Copyrigh t DEPARTMENT OF STANDARDS MALAYSIA

t n e m m o C c i l b u P r o F

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Contents Page

Committee representation ........................................................ ........................................................................................................... ...................................................ii Foreword .............................................................. .............................................................................................................................. ....................................................................... .......iv

NA 1

Scope ............................................................... ............................................................................................................................ ............................................................. 1

NA 2

Nationally determined parameters ............................................................... ................................................................................ ................. 1

NA 3

Decisions on the status of the informative annexes ................................................ 14

NA 4

References to non-contradictory complementary information ..................................... 14


Annex A

Ground classification scheme in accordance to site natural period for soil deposit exceeding 3 0 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 f or Malaysia.............................................. 19

Annex E

Importance factor (γI) for Malaysia ....................................................... ...................................................................... ............... 22

Bibliography ............................................................................................................... .............................................................................................................................. ............... 23

© STANDARDS MALAYSIA 2017 - All rights reserved

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Committee representation The Industry Standards Committee on Building, Construction and Civil Engineering (ISC D) under whose authority this Malaysian Standard was developed, comprises representatives from the following organisations: Association of Consulting Engineers Malaysia Construction Industry Development Board Malaysia Department of Irrigation and Drainage Malaysia Department of Standards Malaysia 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 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)

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Committee representation (continued) The Working Groups which developed this Malaysian Standard consists of representatives from the following organisations: Working Group 1 on Determination of PGA under local and far field seismic condition 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 Sarawak Jabatan Perancangan Bandar dan Desa Jabatan Kerja Raya 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

Members of Working Group 2 on Vulnerability of Concrete Structures The Institution of Engineers, Malaysia

Members of Working Group 3 on Geotechnical The Institution of Engineers, Malaysia

Members of Working Group 4 on Non Structural Elements Pertubuhan Akitek Malaysia The Institution of Structural Engineers, Malaysia

Members of Working Group 5 on Base Isolations Doshin Rubber IRC Jurutera Perunding Sdn Bhd Lembaga Getah Malaysia Minconsult Sdn Bhd Universiti Teknologi Malaysia Universiti Teknologi MARA

Members of Working Group 6 on Task Force on National Annex The Institution of Engineers, Malaysia The Institution of Structural Engineers, Malaysia Universiti Teknologi Malaysia


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Foreword The Malaysia National Annex was developed by the Technical Committee on Earthquake under the authority of the Industry Standards Committee on Building, Construction and Civil Engineering. Development of this national annex was carried out by The Institution of Engineers, Malaysia which is the Standards-Writing Organisation (SWO) appointed by SIRIM Berhad to develop standards for earthquake. This standard is based on the National Annex to BS EN 1998-1:2004, Eurocode 8: Design of structures for earthquake resistance - Part 1: General rules, seismic actions and rules for buildings and is implemented with the permission of the British Standards Publishing Ltd. Acknowledgement is made to BSI for the use of information from the above publication.


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 . 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.

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Malaysia Natio nal Annex to MS EN 1998-1: 2015, Eurocode 8: Design of str uct ures for earthqu ake resist ance - Part 1: general rules, seism ic actions and rules for build ings NA1

Scope

This National Annex gives: a) the Malaysia decisions for the nationally determined parameters described in the following subclauses of MS EN 1998-1:2015: – – – – – – – – – – – – – – – – – – –

2.1(1)P 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 decisions on the status of MS EN 1998-1:2015 informative annexes; and c)

references to non-contradictory complementary information.

NA2

Natio nally determined parameters

NA2.1

General

Malaysia decisions for the nationally determined parameters described in MS EN 1998 1:2015 are given in Table NA.1. NA2.2

Symbols

H S

total thickness of soil layers

T 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 19981:2015)


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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

NA2.3 Abbreviation

PGA

Peak ground acceleration

R

Rock

RP

Return period

RSA

Response spectral acceleration

RSD

Response spectral displacement

SWV

Shear wave velocity

2



©

Table NA1. S T D

N

Malaysia values for natio nall y determi ned parameters descri bed in MS EN 1998-1:2015

A

Clause D

R

A S

T NCR P NCR

= 475 years = 10 %

T DLR P DLR

= 95 years = 10 %

T DLR P DLR

= 95 years = 10 %

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.

3.2.1(4)

Governing parameter (identification and value) for threshold of low s eismicity.

ag ≤ 0.78 m/s2 or agS ≤ 0.98 m/s 2

ag ≤ 0.78 m/s 2 or agS ≤ 0.98 m/s 2

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/s 2

ag ≤ 0.39 m/s 2 or agS ≤ 0.49 m/s 2

L A IA

2.1(1)P 2 0 1 7 A ll g

ri

3.1.1(4) ts

h

Malaysia decis ion

= 475 years = 10 %

A S

Eurocode recommendation T NCR P NCR

M Y

Nationally determined parameter Reference return period T NC R 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, P DLR). 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

re s e rv e d

t n e m m o C i c l b u P r o F None

None

5

0

0

D

5

1

3

R q

0

1 4

Table NA1.

5 D

Malaysia values for nationall y determi ned parameters descri bed in MS EN 1998-1:2015 (continued) 0 0

Clause 3.2.2.1(4), 3.2.2.2(1)P

Malaysia d ecision

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. Peninsular: Ground type A B C D E

t n e m m o C i c l b u P r o F S

1.0 1.2 1.15 1.35 1.4

T B (s) 0.15 0.20 0.20 0.20 0.15

T C (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):

A

D

N

A

T

S

Ground type A B C D E

ri

ll

A

-

7

1

0

2

IA

S

Y

A

L

A

M

S

D

R

R

Eurocode recommendation


©

5

Nationally determined parameter

S

1.0 1.35 1.5 1.8 1.6

T B (s) 0.05 0.05 0.10 0.10 0.05

T C (s) 0.25 0.25 0.25 0.30 0.25

T D (s) 1.20 1.20 1.20 1.20 1.20

Sabah: Ground type A B C D E

S

1 1.4 1.15 1.35 1.4

S

1 1.4 1.35 1.35 1.4

T B (s) 0.05 0.05 0.05 0.3 0.15

T C (s) 0.2 0.3 0.5 0.8 0.5

T D (s) 2.2 2.2 2.2 2.2 2.2

T B (s) 0.1 0.15 0.15 0.2 0.15

T C (s) 0.4 0.4 0.6 0.8 0.5

T D (s) 2 2 2 2 2

T B (s) 0.05 0.15 0.2 0.2 0.15

T C (s) 0.5 0.5 0.5 0.5 0.5

T D (s) 1.2 1.2 1.2 1.2 1.2

Sarawak: Ground type A B C D E

S

1 1.2 1.3 1.35 1.4

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 Annex A and Annex D.

d

e

rv

e

s

re

ts

h

g

q

0

©

Table NA1. S D

N

A

Malaysia values for nation ally determined parameters described in MS EN 1998-1:2015 (continued)

T

Clause A



Malaysia decis ion

R

Peninsular: D S


M A L A Y S IA 2 0 1 7 A ll ri g

t n e m m o C i c l b u P r o F

S

1 1.5 1.8 1.35 1.8

T B (s) 0.1 0.1 0.1 0.1 0.1

T C (s) 0.3 0.3 0.6 0.8 0.6

T D (s) 2.0 1.5 1.0 1.5 2.0

T B (s) 0.1 0.1 0.1 0.1 0.1

T C (s) 0.3 0.3 0.6 0.8 0.6

T D (s) 4.0 4.0 1.0 1.5 2.0

T B (s) 0.1 0.1 0.1 0.1 0.1

T C (s) 0.3 0.3 0.6 0.8 0.6

T D (s) 1.25 1.25 1.0 1.5 2.0

Sabah:

h ts


re s e rv e d

S

1 1.5 1.8 1.35 1.8

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

avg /a g

Type 1 Type 2

0.90 0.45

T B (s) 0.05 0.05

T C (s) 0.15 0.15

T D (s) 1.0 1.0

avg /a g

0.70

S

1 1.5 1.8 1.35 1.8 T B (s) 0.05

T C (s) 0.15

T D (s) 1.0

0

0

D

5

1 5

5

R q

0

Table NA1. 6

Clause

Nationally determined parameter β

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

4.2.4(2)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.

4.2.5(5)P

Importance factor γI for buildings.

© S D

N

A

T


Lower bound factor β on design spectral values.

3.2.2.5(4)P

A

= 0.2

D L

A

M

4.3.3.1(4) Y

A S IA 2 0 1 7 A ll ri g re

ts

h

4.3.3.1 (8) d

e

rv

e

s

β

t n e m m o C i c l b u P r o F Class I:

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. Threshold value of importance factor, γ , relating to the permitted use of analysis with two planar models. I

R

5

= 0.2 0

Any appropriate method may be used. Further guidance is given in UK (BSI) PD 6698.

Type of variable Storey ϕ action Categories A –C* Roof 1.0 Storeys with correlated 0.8 occupancies Independently 0.5 occupied storeys Categories D –F* 1.0 and Archives * Categories as defined in MS EN 1991-1-1.

Class IV:

S

Malaysia d ecision

0

0

D

5

q

Class III:

R

1


γI = 0.8 γI = 1.2 γI = 1.4

Use the recommended values.

Class I: Class III: Class IV:

γI = 0.8 γI = 1.2 γI = 1.5

None

None

None

3D (spatial) analysis models are recommended.

©

Table NA1. S


T D

N

A

Clause S

D

R

A


Y

A

L

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

4.4.3.2(2)

Reduction factor, ν for displacements at damage limitation limit state.

Class I & II: Class III & IV:

5.2.1(5)

Geographical limitations on use of ductility classes for concrete buildings.

5.2.2.2(10)

for concrete buildings qo-value 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.

The minimum value for walls given in MS EN 19921-1 and its National Annex.

The minimum value for walls given in MS EN 19921- 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


5.8.2(4)

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

t min ρs,min

= 0.2 m = 0.2 %


5.8.2(5)

Minimum reinforcement ratio ρb,min of concrete foundation beams.

ρb,min

= 0.4 %

ρb,min

5.11.1.3.2(3)

Ductility class of precast wall panel systems.

DCM

S IA 2 -

7

1

0 A ll ts

h

g

ri re s e

7

d

e

rv

Malaysia d ecision

Overstrength factor γ Rd for diaphragms.

M A


4.4.2.5(2)

v = 0.5 v = 0.4

Use the recommended values. Only Class IV buildings need to be checked for damage limitation limit state based on a return period of 475 years. v = 0.5 is to be adopted. None

t n e m m o C i c l b u P r o F None

No adjustment is permitted on qo-value.

= 0.2 % in top face and 0.2 % in bottom face

No specific requirement for precast wall panel systems.

0

D

5

1

q

0

R

5

0

Table NA1. 8

Clause 5.11.1.4

5.11.1.5(2)

5.11.3.4(7)e)

6.1.2(1)

©

Nationally determined parameter Factor k p systems.

on

q-factors

of

T A

D

R

A

D

N

Y

A

In the absence of a site specific assessment, use the recommended value.

ρc,min


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.

structural

behaviour

1

0

2


6.2(3)

Overstrength factor for capacity design of steel buildings.

γov


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

7 A ri

ll

6.5.5(7)

d

e

rv

e

s

re

ts

h

g

of

Use the γs values for the persistent and transient design situations.

S IA

t n e m m o C i c l b u P r o F A p = 0.3 unless otherwise specified by special studies

on

None

= 1.25

0 q

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.

=1%

R

5


Material partial factors for steel buildings in the seismic design situation.

M L

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

0

0

D

5

Malaysia d ecision

6.1.3(1) S A


precast

Geographical limitations on use ductility classes for steel buildings. S

1


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. Complementary rules for connection design may be developed on a project-specific basis. Further guidance is given in PD 6698.

© S T

Table NA1. A N


R

A

D

Clause S

D

6.7.4(2) A

M L A Y


S IA 2 0 1 7 A ll ri ts

h

g

resistance) = 0.7 for q ≤ 2 γ pb* = 0.3 for q ≥ 5 γ pb* For 2 ≤ q ≤ 5, γ pb* = 0.3 may be assumed or refer to PD 6698. Further guidance is given in PD 6698.

t n e m m o C i c l b u P r o F 1.5


Limitations concept.

behaviour

None

None

Geographical limitations on use of ductility classes for composite steelconcrete 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

s e rv e d

9.2.2(1) 9

Malaysia decisi on

γ pb = γ pb * N b,Rd ( λ bar )/ N pl,Rd (γ pb* times design buckling resistance over plastic

= 0.3

Upper limit of q for low-dissipative structural behaviour concept.

7.1.2(1) re


γ pb

Residual post-buckling resistance of compression diagonals in steel frames with V- bracings.

on

structural

Minimum strength of masonry units.

f b,min f bh,min

2

= 5 N/mm (normal to bedface) = 2 N/mm 2 (parallel to bedface)


0

0

D

5

1

q

0

R

5

Table NA1. 1 0

Clause

A

ts

h

g

ri

ll

A

-

7

1

0

2

IA

S

Y

A

L

A

M

S

D

R

f m,min = 5 N/mm 2 (unreinforced or masonry) f m,min = 10 N/mm 2 (reinforced masonry) None

confined

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 = 0.2 g


9.3(4), Table 9.1

q-factor values in masonry buildings.


None

0 q

None


q-factors for buildings with masonry systems which provide enhanced ductility.

R

5


Alternative classes for perpend joints in masonry.

Unreinforced masonry in accordance with MS EN 1998-1 Confined masonry Reinforced masonry

0

0

D

5

Malaysia d ecision

9.2.4(1)

9.3(4), Table 9.1 A

D

N


Minimum strength of mortar in masonry buildings.

S T


9.2.3(1)

©

1


: q = 1.5

: q = 2.0 : q = 2.5

None

©

Table NA1. S


T D

N

A

Clause R

A

9.5.1(5) S

D M



Geometric requirements for masonry shear walls.

A L

Masonry type

Malaysia decisio n

t ef,min

(hef /t ef )max

(l/h)min

(mm) 350

(mm) 9

0.5

A

Unreinforced, with natural stone units IA

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

Y S 2 0 1 7 A ll ri g h ts re s e rv e d


t n e m m o C i c l b u P r o F Symbols used have the following meaning: t ef

hef h l

9.6(3)

Material partial factors in masonry buildings in the seismic design s ituation.

γm

: thickness of the wall (see BS EN 1996-11); : 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

= 2/3 of value specified in National Annex to BS EN 1996-1, but not less than 1.5. = 1.0 γs


0

0

D

5

1 5

1

1

R q

0

1 1 2

Table NA1. Clause 9.7.2(1)




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

S T A N D A

k.g

k.g

t n e m m o C i c l b u P r o F Unreinforced masonry

1 2 3 4

2.0 % 2.0 % 3.0 % 5.0 %

2.0 % 2.5 % 5.0 % n/a*

3.5 % 5.0 % n/a n/a

n/a n/a n/a n/a

Confined masonry

1 2 3 4

2.0 % 2.0 % 4.0 % 6.0 %

2.5 % 3.0 % 5.0 % n/a

3.0 % 4.0 % n/a n/a

3.5 % n/a n/a n/a

Reinforced masonry

1 2 3 4

2.0 % 2.0 % 3.0 % 4.0 %

2.0 % 2.0 % 4.0 % 5.0 %

2.0 % 3.0 % 5.0 % n/a

3.5 % 5.0 % n/a n/a

* n/a means “not acceptable”. ** Roof space above full storeys is not included in the number of storeys.

R D S M S

Y

A

L

A

9.7.2(2)b)

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

λmin

= 0.25


ts

h

g

ri

ll

A

-

7

1

0

2

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.

pmax

= 15 %


IA

5

0

0

Malaysia d ecision

Type of Number of Minimum sum of cross-sections Construction storeys (n)** areas of horizontal shear walls in each direction, as percentage of the total floor area per storey ( p A,min)

©

D

5


q

0

R

©

Table NA1. S N

A

Malaysia values for nationall y determi ned parameters descri bed in MS EN 1998-1:2015 (concluded)

T

Clause D

R

A

D


10.3(2)P

Magnification factor γ x on seismic displacements for isolation devices.

γ x

Use the recommended value.

A IA

S

Y

Malaysia decisi on

Δm,max = 20 % Δ A,max = 20 %

M A


Maximum difference in mass Δm,max and wall area Δ A,max between adjacent storeys of “simple masonry buildings”.

S L


9.7.2(5)

= 1.2 for buildings


7

1

0

2

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

d

e

rv

e

s

re

ts

h

g

ri

ll

A

-

0

0

D

5

1 5

3

1

R q

0

15D005R0 q

NA3 NA3.1

Decis ions on the status of the inf orm ative annexes Elastic displ acement respo nse spect rum (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 d isplacement. NA3.2 Determination of the target displ acement for nonl inear static (pusho ver) analysi s (MS EN 1998-1:2015, Annex B )

MS EN 1998-1:2015 informative Annex B may be used as an informative annex. Further guidance is given in PD 6698.

NA4


References to non-contradictory complementary inform ation

The following contains non-contradictory complementary information for use with MS EN 1998-1:2015: 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


15D005R0 q

Annex A (normative)

Ground classification s cheme in accordance to site natural period fo r soil deposit exceeding 30 m in depth Table A1. Ground classif ication sch eme in accordance to site natural period f or soil deposit exceeding 30 m in depth Ground type A

Descrip tion and range of Site Natural Period, T S (s)* Rock site, or a site with ver y 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 - 0.7 s

D

A site with sediments of more than 30 m deep to bedrock and T S = 0.7 - 1.0 s

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 site natural period and weighted average, SWV. Generally, two boreholes for a block of low-rise building is 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

15D005R0 q

Annex B (normative) Seismi c hazard m ap of Malaysia


16


JABATAN MINERAL DAN GEOSAINS MALAYSIA

SEISMIC HAZARD MAP OF MALAYSIA

DEPARTMENT OF MINERAL AND GEOSCIENCE MALAYSIA

FIRST EDITION, 2017

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SOUTH CHINASEA 

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DARVEL BAY

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STRAITS OF MALACCA

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t e n m o m C i c l b u P r F o

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



Publishedby

PEAK GROUND ACCELERATION (%g)

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LOCAL EXPERT GROUP OF EARTHQUAKE ACTION COMMITTEE

SEISMIC HAZARD MAP

DISCLAIMER:

Peninsular Malaysia

                                         

                          

                                      

Sabah                                                       

                                                                                                                                                                         

                                                                                  

  



  

Compilerby              

GISandcartographic works by  

GISandcartographic works reviewed by   PeakGroundAcceleration  ProbabilisticSeismicHazardAnalysis(PSHA)  returnperiod    Notes





This Seismic Hazard Map incorporates information available as atthe end of 2016.The Peak Ground Acceleration (PGA) information is mainly based on Probabilistic Seismic Hazard Analysis (PSHA) of return period approximately 500 years.

 Earthquakedatasource     

Sarawak



    DirectorGeneral  DepartmentofMineralandGeoscienceMalaysia 

                              

Activefaultdata source

µ

GEOGRAPHICAL SYMBOLS                

 Topographicaldatasource  

                         

SCALE 1 : 2,000,000

 

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

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Government Copyright Reserved Nopartof themapmaybereproduced,storedinretrievalsystem,ortransmittedinanyformorby anymeans,electronic,photocopyin g,recordingor otherwisewitho ut thepriorwrittenpermiss ionof theDirectorGener alof Departme nt ofMineral andGeoscienceMalay sia.

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Annex C (normative)

Horizontal elastic respo nse spectru m of gro und t ypes A to E (5% damping ) for Penins ular Malaysia, Sabah and Sarawak


Figure C1. Horizontal elastic respo nse spectrum of g round t ypes A to E (5% damping) f or Peninsu lar Malaysia

Figure C2. Horizontal elastic respo nse spectrum of g round t ypes A to E (5% damping) for Sabah © STANDARDS MALAYSIA 2017 - All rights reserved

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Figure C3. Horizontal elastic respo nse spectrum of g round t ypes A to E (5% damping) f or Sarawak

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Annex D (normative)

Normalised elastic response spectrum of grou nd types A t o E (5% dampin g) for soi l deposi t exceedin g 30 m in depth f or Malaysia


Figure D1. Normalised horizontal elastic response spectrum for ground types A t o E (5% damping) for Peninsular Malaysia


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Figure D2. Normalised hor izontal elastic respon se spectrum for groun d types A to E (5% damping ) for Sabah

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Figure D3. Normalised horizontal elastic response spectrum for ground types A to E (5% damping) fo r Sarawak


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Annex E (normative)

Importance factor (γI) for Malaysia Table E1. Impor tance factor (γI ) for Malaysia Building importance class I

II

III

IV

Importance factor 1 (γI1 )

Recommended buildin g categories

0.8

Minor construction

1.0

Ordinary buildings (individual dwellings or shops in low rise buildings)

1.2

Buildings of large occupancies (condominiums, shopping centres, schools and public buildings)

1.5

Lifeline built facilities (hospitals, emergency services, power plants and communication facilities)


NOTE. The delineation of areas into Class A and B is to be drawn up for approval by the relevant government departments taking into considerations of political, social and economical factors. The compounded importance factor can be calculated with the following formula. γI = γI1 x γI2

The design acceleration can be calculated with the following formula. ag = γI agR

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Bibliography [1] MS EN 1992-1-1:2010, Eurocode 2 - Design of concrete structures - Part 1-1: General rules and rules for buildings [2] BS EN 1993-1-10:2010, Eurocode 3 - Design of steel structures - Part 1-10: Material toughness and through-thickness properties [3] BS EN 1996-1-1:2005, Eurocode 6 - Design of masonry structures - Part 1-1: General rules for reinforced and unreinforced masonry structures [4] MS EN 1998-1:2015, Eurocode 8 - Design of structures for earthquake resistance - Part 1: General rules, seismic actions and rules for buildings


[5] PD 6698:2008, Background paper to the UK National Annexes to BS EN 1998-1, BS EN 1998-2, BS EN 1998-4, BS EN 1998-5 and BS EN 1998-6


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Acknowled gement s Members of Technical Committee on Earthquake Name Organisation Datuk Fadilah Baharin/ (Chairman) Department of Standards Malaysia/ Ir Prof Dr Jeffrey Chiang Choong Luin The Institution of Engineers, Malaysia 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 Prof Ir 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 Prof Emeritus Dato' Ibrahim Komoo/ Universiti Kebangsaan Malaysia Mr 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


Department of Mineral and Geoscience Malaysia (Sabah) Jabatan Kerja Raya Sabah Jabatan Kerja Raya Sarawak The Institution of Engineers, Malaysia (Sabah)

Working Group 1 (WG1) on Determination of PGA under local and far field seismic condition

Mr Kamaluddin Hj Abdul Rashid/ (Chairman) Jabatan Kerja Raya/ Ir Adjunct Prof MC Hee MC Hee & Associates Consulting Engineers Ms Nadiah binti Mohamed (Secretary) SIRIM Berhad Ir Patrick Augustin Association of Consulting Engineers Malaysia Ir Amirul Hisham Hj Ismail/ Association of Consulting Engineers Malaysia Ir Benny Song Perng Yeu (Sabah Branch) Ir William Tan Khoon Lee Association of Consulting Engineers Malaysia (Sarawak Branch) Mr Bailon Golutin/ Department of Mineral and Geoscience Malaysia Dr Frederick Francis Tating Ir Frydolin Siahaan/ Jabatan Kerja Raya Sarawak Ir Lee Lin Jya Malaysian Meteorological Department Dato’ Dr Rosaidi Abas / Dr Chai Mui Fatt Ir E P Lim Perunding Hashim & NEH Sdn Bhd Dato' Ir John Chee Shi Ting, JP Sabah Housing and Real Estate Developers Association Dr Meldi Suhatril / Dr Tan Chee Ghuan Universiti Malaya Prof Dr Felix Tongkul Universiti Malaysia Sabah Dr Raudhah Ahmadi Universiti Malaysia Sarawak Dr Nabilah Abu Bakar Universiti Putra Malaysia Dr Fadzli Mohamed Nazri/ Universiti Sains Malaysia Assoc Prof Dr Lau Tze Liang Prof Dr Azlan Adnan Universiti Teknologi Malaysia Ms Rozaina Ismail/ Universiti Teknologi MARA Prof Dr Azmi Ibrahim Co-opted member:


Mr Abdullah Syamsul

Sarawak Energy Berhad

Working Group 2 (WG2) on Vulnerability of Concrete Struc tures

Ir Lee Weng Onn (Chairman) Ir Prof Dr Jeffrey Chiang Choong Luin

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

Working Group 3 (WG3) on Geotechnical

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


Working Group 4 (WG4) on Non Structur al Elements

Ar Andy Gan Khai Fatt (Chairman) Ir Dr Ooi Heong Beng


Pertubuhan Akitek Malaysia The Institution of Structural Engineers, Malaysia

Working Group 5 (WG5) on Base Isolations

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

Working Group 6 (WG6) on Task Force on National An nex

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 Structural Engineers, Malaysia Universiti Teknologi Malaysia

Special acknowledgements are given to the following experts for their contribution in the development of th is Malaysian Standard

Study grou p under WG 1

Ir Adjunct Prof MC Hee (Chairman) Prof Dr Nelson Lam Dr Tsang Hing-Ho Mr Daniel Looi Ting Wee Ir E P Lim Mr Ahmed Zuhal Zaeem

The Institution of Engineers, Malaysia University of Melbourne, Australia Swinburne University of Technology, Australia The Institution of Engineers, Malaysia (University of Hong Kong) Hashim & Neh Sdn Bhd University of Malaya

Local Experts Group on Earthqu ake 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 Abd Ghani Mr Paul B Joannes Mr Beddu Ahmad Ms Sally Edward Ghani Mr Nazaruddin Abdul Jabar Mr Kudie ak Sandak

Association of Consulting Engineers Malaysia

Association of Consulting Engineers Malaysia (Sabah Branch)

Association of Consulting Engineers Malaysia (Sarawak Branch) Construction and Industry Development Board Construction and Industry Development Board (Sabah Branch) Dewan Bandaraya Kota Kinabalu Department of Land and Survey (Sarawak) © STANDARDS MALAYSIA 2017 - All rights reserved

Draft MS Annex to EC8

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