CTBUH 2014 Shangai Conference - Regional...
Transcript of CTBUH 2014 Shangai Conference - Regional...
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
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CTBUH 2014 Shangai Conference
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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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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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© Council on Tall Buildings
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© Council on Tall Buildings
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CTBUH 2014 Shangai Conference
© Council on Tall Buildings
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CTBUH 2014 Shangai Conference
© Council on Tall Buildings
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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
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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
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0
5
10
15
20
25
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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
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