Base Isolation System - An Intro - davysukamta.com · Indonesian Seismic Resistant Design Code for Buildings SNI 03-1726-2002 and 100-year wind. Using the facility at the Boundary

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DAVY SUKAMTA & PARTNERS, Structural Engineers

Ir.Davy Sukamta, Fellow PE

Web: www.davysukamta.comEmail: [email protected]


www.davysukamta.com

Davy Sukamta is the founding principal ofDavy Sukamta & Partners – Structural Engineers, based in Jakarta. He is the immediate past president of Indonesian Society of Civil and Structural Engineers.Graduated from Catholic University of Parahyangan Bandung in 1981, he has designed around 300 projects, mostly high-rise buildings with deep basement – among others the 50-story 250 meter-tall Pakubuwono Signature designed with PBSD method, and the Plaza Indonesia Extension designed and constructed with Up-Down construction.He has designed three high-rise buildings with base isolation system in Jakarta.

www.davysukamta.com

Email: [email protected]

DAVY SUKAMTA & PARTNERS, Structural Engineers www.davysukamta.com DAVY SUKAMTA & PARTNERS, Structural Engineers

Plaza Indonesia Extension 48-story residential tower42-story the Plaza office5-level basement

Designed and constructed with Up-down method

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DAVY SUKAMTA & PARTNERS, Structural Engineers DAVY SUKAMTA & PARTNERS, Structural Engineers

Pakubuwono Signature 50-story 250 meter-tall residential towerdesigned with PBSD method


THE

PEAK

JAKARTA

8:1 slenderness ratio

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News / Articles

DAVYSUKAMTA & PARTNERSStructural Engineers

Each Year500,000 earthquakes recorded

104,000 earthquakes felt by people

100 earthquakes causing damage

Earthquake with Most FatalitiesYear 1556, China, 830,000 fatalitiesYear 2004, Aceh, 227,898 fatalitiesYear 2010, Haiti, 316,000 fatalities


Chile, 1960, Mw = 9.5

Alaska, 1964, Mw = 9.2

Aceh, 26 December 2004, Mw =9.1

Generalized Tectonic Overview of Indonesia

Jakarta

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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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Performance Level


Reducing the Design Earthquake with R factor

CAPACITY

DESIGN

PRINCIPLES


Rotational demand is limited

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STRENGTH BASED SEISMIC DESIGN

Static equivalent Procedure (Linear)

Linear response Spectrum Procedure

PERFORMANCE BASED SEISMIC DESIGN

Non-Linear Response History Analysis


3-D Nonlinear Model

core wall

hinge zones

Basement structure is includedModel is fixed at the mat foundation level

SSI is not included


CHICHI RECORD

3-D VIEW Y-AXIS X-AXIS


PBSD in Indonesia -NLRHA

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DAVYSUKAMTA & PARTNERSStructural Engineers DAVY SUKAMTA & PARTNERS, Structural Engineers

Recent events from Northridge 1994 and Kobe 1995 showed that

earthquake resistant structures designed following the code

requirements were subjected to damages. The repair cost and the

repair time brought a great loss for business.


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


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� 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


SEISMIC PROTECTION SYSTEMS

- Seismic resistant design, fixed base structure

- Vibration controlled structure (with dampers)

- Seismically isolated structure


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Traditional house in Mentawai island with base isolation system



Design Objectives of Base Isolation

Copyright © 2012 Bridgestone Corporation

Difference between fixed-base & seismically isolated buildings

36Fixed-base (conventional)Seismically isolated

The whole building shakes slowly, the shaking of each floor is small.

Shaking of the ground just comes to the building, the shaking of each floor is severe.

Isolators

1. Principle of Seismic Isolation System

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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.


Effect of Seismic Isolation


Effect of Seismic Isolation w/ Supplemental Damper or w/ HDRB


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Effect of Soil ConditionsOn Isolated Structure Response

DAVY SUKAMTA & PARTNERS, Structural Engineers DAVYSUKAMTA & PARTNERSStructural Engineers

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General Philosophy of Building Code Provision


DAVY SUKAMTA & PARTNERS, Structural Engineers DAVY SUKAMTA & PARTNERS, Structural Engineers

In a purely elastic material all the energy stored during loading is returnedwhen the load is removed. The stress and strain curves move completely in phase.Hooke’s Law applies, and the modulus is defined at the ratio of stress to strain

Elastic Material

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Viscoelastic MaterialIn a viscoelastic material NOT all the energy stored during loading is returnedwhen the load is removed. Some will be dissipated.The stress and strain curves move NOT in phase.

E* = E1 + E2i = б0/ ε0 ei∅The complex modulus

= storage modulusE1

E2i = loss modulus



Total Force


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Total: 2788 Buildings (~2010)

4176 Detached Housing(~2010)

Start-Up Development of the Isolator

advance development stage

Niigataken Chuetsu Earthquake

Developmental phase*basic research

Practical usephase

Predominant phase Evolution and Progress

*HDR-X06 Series*HDR-X04 Series*eRB-G04 Series

*HDR-E06 Series*HDR-E04 Series

Chapter and verse: JSSI

Hygoken Nanbu Earthquake 43%

28%

13%

8%5%

1%2%

Condominium

Office

Hospital

Shop or hotel

Data-center

School

Art-museum

Usage ratios of Seismically Base Isolated Buildings(from 1982 to 2004)

4. Current Status of Base Isolation in Japan

53




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National Park Service – Base Isolation and Blast Loads

1994 Northridge Earthquake

� 31 Hospitals had significant damage

� 9 Hospitals partially or fully evacuated

� USC University Hospital – the first isolated hospital suffered no damage at all

� Los Angeles County General Hospital less than 1 mile from the USC isolated hospital had $389 million in damage


Isolated


Conventional


Northridge Earthquake Force

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DAVY SUKAMTA & PARTNERS, Structural Engineers 61

The Niigata-ken Chuetsu earthquake:Oct.23.2004, PM 5:56,Magnitude(Mw):6.8 北陸学園（Hokuriku-gakuen）：Nagaoka,Niigata-ken

0

1

2

3

4

5

6

7

8

9

0 250 500 750最大加速度(cm/s2)

建物

階数

実際の観測記録

非免震（解析）

基礎

屋上

238.8Gal

162.4Gal

580Gal

Max: 12cm

Response of base isolated buildings in the earthquake

Observed acceleration records

Trace of the movement.

Reduced Approximately 1/3.5 of Input at Top-Floor

Non-isolated (Analysis)

Maximum acceleration (cm/s2)

Base

Roof

A n

um

ber

of

flo

ors

RecordAnalysis


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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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

63


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TTTTHANK YOUHANK YOUHANK YOUHANK YOU

News / Articles


Slenderness ratio of 8 :1

The great sailing ships of the past have used outriggers to help resist the wind forces in their sails, the core can be related to the mast of the ship, with outriggers acting like the spreaders and the outrigger columns like the stays.

The Peak has three outrigger beams located at 10~12 floor, 21~23 floor and 32~34 floor.

Designed to withstand 500-year earthquake based on the New Indonesian Seismic Resistant Design Code for Buildings SNI 03-1726-2002 and 100-year wind.

Using the facility at the Boundary Layer Wind Tunnel Laboratory Canada to predict the behavior of the building under strong wind. The top floor acceleration during 10-year wind is 9.6 mg, well below the international criteria of 15 mg.

Using high-strength concrete of 55 MPa and it sits on concrete bored pile foundations, diameter 1.2 m, with allowable compression load of 570 tons - 660 tons.

Documents

Base Isolation System - An Intro - davysukamta.com · Indonesian Seismic Resistant Design Code for Buildings SNI 03-1726-2002 and 100-year wind. Using the facility at the Boundary