Why does the current code require · PDF fileSubduction Philippine Subduction Irian Subduction N. Sulawesi Subduction E. Molucca Subduction Banda Sea Collision ... Presentasi Asia

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ASIA CONSTRUCT CONFERENCE 2013

Davy Davy Davy Davy SukamtaSukamtaSukamtaSukamta, , , , PrincipalDavy Sukamta & Partners – Structural Engineers

STATESTATESTATESTATE----OFOFOFOF----PRACTICE OFPRACTICE OFPRACTICE OFPRACTICE OFSEISMIC DESIGN AND CONSTRUCTIONSEISMIC DESIGN AND CONSTRUCTIONSEISMIC DESIGN AND CONSTRUCTIONSEISMIC DESIGN AND CONSTRUCTION OFOFOFOF

HIGHHIGHHIGHHIGH----RISE BUILDINGSRISE BUILDINGSRISE BUILDINGSRISE BUILDINGS IN INDONESIAIN INDONESIAIN INDONESIAIN INDONESIA


ISEMS, 7-8 November 2013

Why does the current code require improvements ?Why does the current code require improvements ?Why does the current code require improvements ?Why does the current code require improvements ?

1. To considers recent great earthquakes in Indonesia

USGS

Aceh Earthquake Mw=9.1 (December, 2004)

Yogya Earthquake Mw=6.3 (May, 2006)

Tasik Earthquake Mw=7.4 (Sept, 2009)

Padang Earthquake Mw=7.6 (Sept, 2009)

Jambi EarthquakeMw=6.6 (Oct, 2009)

Nias Earthquake Mw=8.6(March, 2005)


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ASIA CONSTRUCT CONFERENCE 2013 ASIA CONSTRUCT CONFERENCE 2013

Advances in Seismic DesignAnd Construction for High-Rise Buildings

In Indonesia

1.Revision of Seismic Resistant Design Code 2012

2. Use of Performance-Based Seismic Design for High-Rise Buildings

3. Application of Base Isolation System for High-Rise Buildings


1970 : Indonesian Loading Code – N.I-18

1983 : Seismic Resistant Design for Buildings, Code of Practice

2002 : Code on Seismic Resistant Design for Buildings, SNI 03-1726-2002

2012: New Seismic Resistant Design Code


IBC 2011

ASCE 7-05ASCE 7-10

UPDATING THE CODERef.Prof.Masyhur Irsyam

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What are the changes?

3 maps for 500-yr EQ and 3 for 2500-yr EQa.PGAb.Spectra at 0.2 secc.Spectra at 1.0 sec


( Irsyam et al,2010)




5. Toru

6. Angkola

8. Sumpur

1.Seulimeum

13. Dikit

14. Ketaun

11. Suliti 15. Musi

16. Manna

17. Kumering

18.Semangko

19.Sunda

9. Sianok

7. Barumun

4. Renun

2. Aceh

3. Tripa

10. Sumani

12. Siulak

Jawa-Sumba

Subduction

Philippine Subduction

Irian

Subduction

N. Sulawesi

Subduction

E. Molucca Subduction

Banda Sea

Collision

W. Molucca

Subduction

Timor Subduction

S. Sumatra

Subduction

N. Sumatra

Subduction56. Sulu thrust

50. Palu-Koro

53. Poso

58. Lawanopo

57. Gorontalo

52. Walanae 55. Tolo thrust

51. Matano

54. Batui thrust

73. Sorong-Maluku

72. Sula-Sorong

71. Tarera-Aidun

70. Yapen

75. Ransiki74. Sorong

79 Highland thrust belt

77. Manokwari trench

76. Membrano

thrust tbelt

78. Lowland34. Wetar back arc

36. Flores back arc

33. Semarang

34. Jogja30. Bumiayu

32. Cimandiri

31. Baribis

Well Identified Faults in Indonesia


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Many provisions of ASCE 7-10 has been included in the SNI 03-1726-2012


New Provisions

Vertical Irregularities

Horizontal Irregularities

Seismic Design Categories

Redundancy Factors

Generating Design Response Spectrum


PERFORMANCE-BASED SEISMIC DESIGN

Seismic Design of High-rise Buildings

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SEAOC Vision 2000Earthquake Performance Level

Fully Operational Operationnal Life SafeNear

Collapse

Ear

thq

uak

e D

esig

n L

evel

Frequent(43 years)

Basic Objective Unacceptable Unacceptable Unacceptable

Occasional(72 years)

Essential/Hazardous Objective

Basic Objective Unacceptable Unacceptable

Rare(475 Years)

Safety Critical Objective

Essential/Hazardous objective

Basic Objective Unacceptable

Very Rare(2500 years) MCE

Not FeasibleSafety Critical

ObjectiveEssential/Hazardous objective

Basic Objective


No. Of Floors : 50 storiesTotal Height : 250 mLateral Resisting System : RC core wall and outriggerBasement : 3 levelsFoundation system : Bored-pileStructural Engineer : Davy Sukamta & PartnersFoundation Engineer : Davy Sukamta & Partners


PAKUBUWONO SIGNATURE

Floor-to-floor 3.85mRC Core wall and Outriggers, 25-55 MpaWall thickness 650 mmOutrigger Beam 3-story deepExpected inelastic action at coupling beams, base of core wall, both ends of outrigger columns


3-D Nonlinear Model

core wall

hinge zones

Basement structure is includedModel is fixed at the mat foundation level

SSI is not included

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• Analysis procedures and

acceptance criteria: follow the

PEER TBI Guidelines

• For this case study, we use

three suites of ground motions

and take the maximum value

• Selection and modification of

GM : Follow PEER GMSM

• The three GM represent

subduction, benioff and

background earthquake


Event Characteristic Magnitude,Mw

Distance (km) ScaleFactor

PGA (g) Source

Chi Chi (1999) Megathrust zone 7.62 117 5.3 0.18 PEER

Chi Chi (1999) Benioff zone 7.62 118 5.7 0.26 PEER

Imperial

Valley(1994)

Shallow crustal 6.50 25 1.0 0.42 PEER

Selected Ground Motion


CHICHI RECORD

3-D VIEW Y-AXIS X-AXIS


IMPERIAL VALLEY RECORD

3-D VIEW Y-AXIS X-AXIS

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Fundamental principle of base isolation: modify the response of the building so that the ground can move below the buildings without transmitting these motion into the building.


The codes gives minimum design requirementsIt does not guarantee the building will not be damaged during earthquake

It does not protect the content from damage


� Loma Prieta 1989 – $7 Billion

� $450 Million per Second

� Northridge 1994 - $30 Billion

� $2 billion per second!

� Kobe 1995 - $150 - $200 Billion

� $7.5 billion per second!!

Earthquakes can be Catastrophic and Very Expensive

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Design Objectives of Base Isolation

Copyright © 2012 Bridgestone Corporation


No structural damage in seismically isolated building

Inside of a seismically isolated fire station

Inside of a seismically isolated apartment

Base-isolated apartment in Sendai City

Fixed-base office building in Sendai City

Shear cracks on the wall

No damage or turn over of furniture inside room

Structural damage in fixed-base building

Fixed-base apartment in Sendai City

Heavy damage inside room

4. Performance of Seismically Isolated Buildings in Tohoku Area

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Podium

Tower

Base Isolation

Seismic Gap

Plan and SectionOf Gudang Garam Tower

Separation

Isolationlevel


General Philosophy of Building Code Provision


Each bearing is tested in the manufacturer’s lab


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Lateral Resistant System: RC Corewall+Outriggerand Seismic Steel Moment Frame, with HDRB


Seismic design detailings are put in place with strict supervision to the works, starting from foundation:- Confinement of pile steel rebar- Diameter of bend- Length of hook


Base plate with long anchors and shear studs


Installation of lower base plate

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Installation of lower base plate


Installation of upper base plateTolerance in level is 2mm


Base plates in placeRC Mat ready for casting

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Installation of coupling beamWith diagonal reinforcement


Erection of Steel Structure


Swing Recorder


Prequalified Moment Connection:Reduced Beam Section

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Detail of Column to Beam Connectionand RBS

Detail of Column ConnectionWith Full Penetration Weld



Opening to facilitatethe transportation of HDRBsshould they be replacedin the future


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Isolated side

Non isolated

Isolated side


Horizontal Displacement MeasurementDuring Final Inspection


Vertical Displacement MeasurementDuring Final Inspection

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Surface Temperature MeasurementDuring Final Inspection


Gap Measurement


Examples of good detailing practice

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Why does the current code require · PDF fileSubduction Philippine Subduction Irian Subduction N. Sulawesi Subduction E. Molucca Subduction Banda Sea Collision ... Presentasi Asia