Why does the current code require...

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CTBUH 2014 Shangai Conference

ADVANCES IN SEISMIC DESIGN

AND CONSTRUCTION IN INDONESIA

Davy SukamtaDavy SukamtaDavy SukamtaDavy SukamtaPrincipal, Davy Sukamta & Partners – Structural EngineersPresident,Indonesian Society of Civil&Structural Engineers


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)

Courtesy Masyhur IrsyamRecent major earthquakes, Western Indonesia


Damage to engineered structure

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CTBUH 2014 Shangai Conference CTBUH 2014 Shangai Conference

Advances inSeismic Design And Construction

for High-Rise BuildingsIn Indonesia

1. Issuance of New Seismic Resistant Design Code (2012)

2. Use of Nonlinear Pushover Analysis andPerformance-Based Seismic Design for High-Rise Buildings In Design Office

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


IBC 2011

ASCE 7-05ASCE 7-10

UPDATING THE CODERef.Prof.Masyhur Irsyam

SNI-2002

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

SNI-2012

What are the changes?

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( Irsyam et al,2010)

Mw for Seismic hazard map 2010


( Irsyam et al,2010)


Many provisions of ASCE 7-10 have been included in the SNI:1726-2012


New Provisions

Vertical Irregularities

Horizontal Irregularities

Seismic Design Categories

Redundancy Factors

Generating Design Response Spectrum

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The Pakubuwono Signature

- 50-story 250-M high- RC core wall & outrigger

- First building analyzed withPBSD method in Indonesia

- Structural Engineer: Davy Sukamta & Partners- Completed in 2014

The use of PERFORMANCE-BASED SEISMIC DESIGN


PAKUBUWONO SIGNATURE

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

Designed in accordance with PEER-TBI Guidelines


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

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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


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.


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Plan of Base Isolators

16 nos HDRB HH130 -6R24 nos HDRB HH150-6R

HDRB


Courtesy: Bridgestone,Japan


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


Structural Scheme – Outrigger Floor

Shear Link

Outrigger Beam

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Outrigger

RC core wall

NomorPeriodeGetar Nomor

Periode Getar Faktor Partisipasi Mass (%)

Ragam (detik) Ragam (detik) X-trans Y-trans Rz-rotn1 1.657 1 1.657 0.00 58.08 0.012 1.453 2 1.453 54.97 0.00 0.033 1.012 3 1.012 0.01 0.00 65.31

Fixed-base Structure

Nomor Periode Getar Faktor Partisipasi Mass (%)Ragam (detik) X-trans Y-trans Rz-rotn

1 4.233 0.00 99.05 0.002 4.160 99.20 0.00 0.183 3.454 0.18 0.00 99.81

Base-isolated Structure

Dynamic Characteristic ofBased-Isolated vs Fixed-Base Structure

OutriggerColumn

1.657 sec → 4.233 sec


R=2.0 CD=2.0

R=6.0 CD=5.0

Performance of Seismically Isolated Structure vs Conventional Structure


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


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PURI MATAHARI TOWER

JAKARTA

27-storyBase-isolated structure

Typical Floor Plan


Base Isolation Plan

7 nos.HT090x6R9 nos.HT120x6R10nos.HT130x6R12nos.HT160x6R


Area Mode

Periode

Modal Participating Mass Ratios (%Mass)

(detik) Ux-Trans Uy-Trans Rt-trans

Tower

1 1.899 57.90 0.07 0.00

2 1.755 0.06 59.96 1.11

3 1.308 0.01 0.50 65.13

Base-isolated Structure

Fixed-based Structure

1.899sec 3.755sec

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ETABS Model BM Diagram of Core Wall


Fixed-Base Isolated Base

V=77436 kN

V=12906 kN

V=39946 kN

V=19973 kN

Non-linear Push-over Analysis

Direction


Fixed-Base Isolated Base

V=12906 kN

V=77436 kN

V=39946 kN

V=19973 kN

Non-linear Push-over Analysis

Direction


0

5

10

15

20

25

30

35

40

45

0 0.2 0.4 0.6 0.8 1 1.2

Ba

se S

he

ar

(x1

00

0K

N)

Displacement (m)

Base Shear vs Displacement (PUSH-1)

ISOLATOR

DISPLACEMENT

ROOF DISPLACEMENT

0

1000

2000

3000

4000

5000

6000

0 0.02 0.04 0.06 0.08 0.1

Ba

se S

he

ar

(x1

00

0K

N)

Displacement (m)

Base Shear vs Displacement (PUSH-2)

ISOLATOR

DISPLACEMENT

ROOF DISPLACEMENT

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R=2.0 CD=2.0

R=6.0 CD=5.0

Fully Operational

Fema 356 CP

Fema 356 LS

Fema 356 IO

Performance of Seismically Isolated Structure vs Conventional Structure


The Puri Matahari Tower under construction


http://www.davysukamta.com

TTTTHANK YOUHANK YOUHANK YOUHANK YOU

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