Why does the current code require...
Transcript of Why does the current code require...
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ADVANCES IN SEISMIC DESIGN
AND CONSTRUCTION IN INDONESIA
Davy SukamtaDavy SukamtaDavy SukamtaDavy SukamtaPrincipal, Davy Sukamta & Partners – Structural EngineersPresident,Indonesian Society of Civil&Structural Engineers
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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
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Damage to engineered structure
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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
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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
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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 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
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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
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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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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
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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 -6R24 nos HDRB HH150-6R
HDRB
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Courtesy: Bridgestone,Japan
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Lateral Resistant System: RC Corewall+Outriggerand 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
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
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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-storyBase-isolated structure
Typical Floor Plan
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Base Isolation Plan
7 nos.HT090x6R9 nos.HT120x6R10nos.HT130x6R12nos.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
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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
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0 0.2 0.4 0.6 0.8 1 1.2
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Base Shear vs Displacement (PUSH-1)
ISOLATOR
DISPLACEMENT
ROOF DISPLACEMENT
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Displacement (m)
Base Shear vs Displacement (PUSH-2)
ISOLATOR
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
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