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CTBUH 2014 Shangai Conference

ADVANCES IN SEISMIC DESIGN AND CONSTRUCTION IN INDONESIA

Davy Sukamta Principal, Davy Sukamta & Partners – Structural Engineers President,Indonesian Society of Civil&Structural Engineers

© Council on Tall Buildings

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ISEMS, 7-8 November 2013

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 Irsyam Recent major earthquakes, Western Indonesia


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Damage to engineered structure


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Advances in Seismic Design And Construction

for High-Rise Buildings In Indonesia

1. Issuance of New Seismic Resistant Design Code (2012) 2. Use of Nonlinear Pushover Analysis and Performance-Based Seismic Design for High-Rise Buildings In Design Office 3. Application of Base Isolation System for High-Rise Buildings


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IBC 2011

ASCE 7-05 ASCE 7-10

UPDATING THE CODE Ref.Prof.Masyhur Irsyam


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SNI-2002

3 maps for 500-yr EQ and 3 for 2500-yr EQ a.PGA b.Spectra at 0.2 sec c.Spectra at 1.0 sec

SNI-2012 What are the changes?


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CTBUH 2014 Shangai Conference ( Irsyam et al,2010)

Mw for Seismic hazard map 2010


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( Irsyam et al,2010)


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


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New Provisions

Vertical Irregularities

Horizontal Irregularities

Seismic Design Categories

Redundancy Factors

Generating Design Response Spectrum


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The Pakubuwono Signature - 50-story 252-M high

- RC core wall & outrigger - First building analyzed with PBSD method in Indonesia

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

The use of PERFORMANCE-BASED SEISMIC DESIGN


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PAKUBUWONO SIGNATURE

Floor-to-floor 3.85m RC Core wall and Outriggers as lateral resisting system Wall thickness 650 mm Outrigger Beam 3-story deep Expected inelastic action at coupling beams, base of core wall, both ends of outrigger columns

Designed in accordance with PEER-TBI Guidelines


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3-D Nonlinear Model

core wall

hinge zones

Basement structure is included Model is fixed at the mat foundation level

SSI is not included


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CHICHI RECORD

3-D VIEW Y-AXIS X-AXIS


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u Loma Prieta 1989 – $7 Billion u $450 Million per Second

u Northridge 1994 - $30 Billion u $2 billion per second!

u Kobe 1995 - $150 - $200 Billion u $7.5 billion per second!!

Earthquakes Can Be Catastrophic And Very Expensive


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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.


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Plan of Base Isolators

16 nos HDRB HH130 -6R 24 nos HDRB HH150-6R

HDRB


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Courtesy: Bridgestone,Japan


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


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Structural Scheme – Outrigger Floor

Shear Link

Outrigger Beam


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Outrigger

RC core wall

Nomor Periode Getar Nomor

Periode Getar Faktor Partisipasi Mass (%)

Ragam (detik) Ragam (detik) X-trans Y-trans Rz-rotn 1 1.657 1 1.657 0.00 58.08 0.01 2 1.453 2 1.453 54.97 0.00 0.03 3 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 0.00 2 4.160 99.20 0.00 0.18 3 3.454 0.18 0.00 99.81

Base-isolated Structure

Dynamic Characteristic of Based-Isolated vs Fixed-Base Structure

Outrigger Column

1.657 sec → 4.233 sec


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R=2.0 CD=2.0

R=6.0 CD=5.0

Performance of Seismically Isolated Structure vs Conventional Structure


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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-story Base-isolated structure

Typical Floor Plan


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Base Isolation Plan

7 nos.HT090x6R 9 nos.HT120x6R 10nos.HT130x6R 12nos.HT160x6R


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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


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Fixed-Base Isolated Base

V=77436 kN

V=12906 kN

V=39946 kN

V=19973 kN

Non-linear Push-over Analysis

Direction © Council on Tall B

uildings

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Fixed-Base Isolated Base

V=12906 kN

V=77436 kN

V=39946 kN

V=19973 kN

Non-linear Push-over Analysis

Direction © Council on Tall B

uildings

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0

5

10

15

20

25

30

35

40

45

0 0.2 0.4 0.6 0.8 1 1.2

Base

She

ar (x

1000

KN

)

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

Base

She

ar (x

1000

KN

)

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


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The Puri Matahari Tower under construction


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http://www.davysukamta.com

THANK YOU

News / Articles / CTBUH2014


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