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5/20/2015
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DAVY SUKAMTA & PARTNERS
Struktur TahanGempadi
DAVY SUKAMTA & PARTNERS
Peraturan Gempa / SNI 1726
Performance-Based Seismic Design dan NLRHA
Isolasi Seismik pada Gedung Tinggi
Design dan Metode Analisis
DAVY SUKAMTA & PARTNERS DAVY SUKAMTA & PARTNERS
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DAVY SUKAMTA & PARTNERS DAVY SUKAMTA & PARTNERS
DAVY SUKAMTA & PARTNERS
Reducing the Design Earthquake with R factor
(Design Base Shear)
DAVY SUKAMTA & PARTNERS
Rotational demand is small
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DAVY SUKAMTA & PARTNERS
Kait harus cukup panjangKait 135o dan 90o dipasang selang-seling
DAVY SUKAMTA & PARTNERS
Kelemahan dalam Strength Based Seismic Design dengan Analisis Linear Elastik
1. Penampang beton mempunyai kekakuan effektif tertentu, tidaktergantung tingkat pembebanan
2. Hubungan Force-Deformation suatu penampang tertentu dengantulangan berbeda mempunyai constant stifness, dengan
nilai ultimate yield rotation yang berbeda
3. Nilai R diambil dari tabel, tanpa melihat geometri dan redundancy
4. Analisis elastik dilakukan pada seluruh komponen
5. Higher Mode efffect bisa berpengaruh signifikan untuk struktur langsing
DAVY SUKAMTA & PARTNERS DAVY SUKAMTA & PARTNERS
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DAVY SUKAMTA & PARTNERS
TABEL NILAI Force Reduction Factor R
DAVY SUKAMTA & PARTNERS
Hy
pLp
y
py
31+=
+=
Y = Y H2/3
H
DAVY SUKAMTA & PARTNERS
Hy
pLp
y
py
31 +=
+=
DAVY SUKAMTA & PARTNERS
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DAVY SUKAMTA & PARTNERS, Structural Engineers
SEISMIC DESIGN RESPONSE SPECTRUMSEISMIC DESIGN CATEGORY
IRREGULARITYREDUNDANCY
BASE SHEAR SCALING
SEISMIC DESIGN PROCEDURE
1. Seismic Design Category
2. Permitted Analytical Procedures
3. Structural System Selection
4. Seismic Design Coefficients
5. Effective Seismic Weight (Mass Source)
6. Design Response Spectrum
7. Base Shear Scaling (Force)
8. Base Shear Scaling (Drift)
9. Irregularity
10. Amplification of Accidental Torsion
11. Redundancy
Overview on Seismic Response SpectrumGenerating Design Response Spectrum using the new seismic map
Mapped spectral acceleration at MCE level(2500 yr earthquake)
Spectral acceleration at DBE level(500 yr earthquake)
Spectral acceleration values adjusted from Site Class effects
Site coefficients Redundancy factor, Desirability in multiple lateral-force-resisting load path Belief that excessive loss in story shear strength or development of an
extreme torsional irregularity may lead to structural failure Verify whether an individual member has a significant effect on the overall
system Use either 1.0 or 1.3
REDUNDANCY
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FLOWCHART
REDUNDANCY BASE SHEAR SCALING (FORCE)
Determine Base Shear (Vx, Vy) based on ELF
Minimum limit applies based on:
upper limit period (CuTa)
0.044*SDS*I
If Tx (from ETABS) > Cu*Ta,x use Cu Ta,x
If Ty (from ETABS) > Cu*Ta,y use Cu Ta,y
If Vx < 0.044*SDS*I*W USE Vx = 0.044*SDS*I*W
If Vy < 0.044*SDS*I*W USE Vy = 0.044*SDS*I*W
If ETABS value, Vtx < 0.85Vx scale to match
If ETABS value, Vty < 0.85Vy scale to match
1. Moment frame harus dapat menerimamin. 25% dari gaya gempatanpa bantuan interkasi shear wall
2. Nilai batas yang harus diterima shear wall sbg. dual system
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DAVY SUKAMTA & PARTNERS, Structural Engineers
Peraturan Tahan Gempa yang ada TIDAK MAMPU menunjukkan kinerja strukturyang riil secara definitif
Saat struktur memasuki rentang inelastik, distribusi bidang momen lentur dan gayageser akan berubah
Peraturan Tahan Gempa tidak menjamingedung tidak rusak saat terkena gempa
Peraturan yang ada hanya dimaksudkanuntuk low rise building dan tidak cocokuntuk tall building
DAVY SUKAMTA & PARTNERS
DAVY SUKAMTA & PARTNERS DAVY SUKAMTA & PARTNERS
The use of nonlinear pushover analysisin design office
- Use program with nonlinear capabilities- Model the shear wall as layered shell elements
or as fiber elements- Analysis can be stopped if
performance point has been met- Show the hinge formation with status
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DAVY SUKAMTA & PARTNERS DAVY SUKAMTA & PARTNERS
DAVY SUKAMTA & PARTNERS
STRENGTH BASED SEISMIC DESIGN
Static equivalent Procedure (Linear)
Linear response Spectrum Procedure
PERFORMANCE BASED SEISMIC DESIGN
Non-Linear Response History Analysis
Pushover Analysis
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DAVY SUKAMTA & PARTNERS
Untuk kondisi MCE, analisis menggunakan metode NLRHA
DAVY SUKAMTA & PARTNERS, Structural Engineers
DAVY SUKAMTA & PARTNERS
Significantly impact shear and flexural demand
DAVY SUKAMTA & PARTNERS
1.Akurasi prosedur analistis2.Taraf konservatisme pada kriteria penerimaan
membuat struktur lebih loss-resistant3.Aplikasi PBSD terhadap gedung baru4.Cara menyampaikan kinerja gedung secara
lebih jelas untuk pengambilan keputusan5.Penggunaan material dan sistem struktur
baru yang tidak dicakup peraturan
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DAVY SUKAMTA & PARTNERS, Structural Engineers DAVY SUKAMTA & PARTNERS
1. Struktur mempunyai respons elastik pada taraf SLE (gempa 43-tahun = 50/30) dan akan mengalami kerusakan kecil saja yang mudah diperbaiki
2. Struktur mampu menerima MCE (gempa 2475-tahun )- Tanpa kehilangan kapasitas pendukung beban gravitasi- Elemen penahan lateral penting tidak mengalami inelasticstrain yang akan mendegradasi kekuatannya
- Tidak terjadi simpangan lateral permanen atau yang mengarah kepada instabilitas struktur secara global
DAVY SUKAMTA & PARTNERS DAVY SUKAMTA & PARTNERS
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DAVY SUKAMTA & PARTNERS DAVY SUKAMTA & PARTNERS
PERFORM 3D Inelastic Concrete Material
DAVY SUKAMTA & PARTNERS DAVY SUKAMTA & PARTNERS
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DAVY SUKAMTA & PARTNERS
Service Level Earthquake 43-tahun EQ
Maximum Considered Earthquake 2475-tahun EQ
DAVY SUKAMTA & PARTNERS
OBJECTIVE : Rancang struktur agar tahanguncangan gempa taraf layan (SLE) tanpakerusakan berarti
Gunakan analisa response spectrum, 2.5% damped
Lakukan linear analysis dengan model 3-D Gunakan nilai kekakuan yang realistis Gunakan nilai kekuatan nominal code Hasil analisa tidak perlu dimodifikasi dengan faktor
R atau o
DAVY SUKAMTA & PARTNERS
Tidak perlu diskalakan terhadapkriteria minimum base-shear
D/C 1.50Bila diperlukan, dapat dilakukan
NLRHATorsi teoritis harus dimasukkanFaktor tambahan torsi tidak diperlukanStory drift 0.50 %
DAVY SUKAMTA & PARTNERS
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DAVY SUKAMTA & PARTNERS
Gunakan NLRHA dengan nilai kekakuan dankekuatan realistik (expected strength)
S-F-S-I boleh diikut sertakan Gerakan tanah dikerjakan pada dasar mat atau
lewat soil springs Gunakan model 3-D, modellkan semua komponen
yang dapat mempengaruhi seismic demand padataraf MCE
Masukan pengaruh P-Delta
DAVY SUKAMTA & PARTNERS
DAVY SUKAMTA & PARTNERS DAVY SUKAMTA & PARTNERS
SOIL FOUNDATION STRUCTURE INTERACTION
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DAVY SUKAMTA & PARTNERS DAVY SUKAMTA & PARTNERS
Untuk mensimulasikan kinerja struktur secara akurat, model NLRHA harus didasarkan pada EXPECTED strength dan expected properties dari bahan dan komponen, bukan pada minimum specified properties
DAVY SUKAMTA & PARTNERS DAVY SUKAMTA & PARTNERS
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DAVY SUKAMTA & PARTNERS DAVY SUKAMTA & PARTNERS
DAVY SUKAMTA & PARTNERS DAVY SUKAMTA & PARTNERS
Rotasi coupling beam dibatasi sampai 0.06 radian Regangan aksial tulangan core wall dalam tekan
0.05, dalam tarik 0.02 Regangan aksial beton dengan confinement penuh
pada core wall dibatasi sampai 0.015 Gaya geser pada core wall harus diambil dari hasil
verifikasi post-analysis.
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DAVY SUKAMTA & PARTNERS DAVY SUKAMTA & PARTNERS
DAVY SUKAMTA & PARTNERS DAVY SUKAMTA & PARTNERS
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DAVY SUKAMTA & PARTNERS DAVY SUKAMTA & PARTNERS
The Pakubuwono Signature- 50-story 250-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
DAVY SUKAMTA & PARTNERS
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
DAVY SUKAMTA & PARTNERS
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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DAVY SUKAMTA & PARTNERS
CHICHI RECORD
3-D VIEW Y-AXIS X-AXIS
DAVY SUKAMTA & PARTNERS
DAVY SUKAMTA & PARTNERS DAVY SUKAMTA & PARTNERS
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DAVY SUKAMTA & PARTNERS DAVY SUKAMTA & PARTNERS
DAVY SUKAMTA & PARTNERS
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
DAVY SUKAMTA & PARTNERS
Seismic Design ofJapanese Pagoda
Shin-Bashira
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DAVY SUKAMTA & PARTNERS DAVY SUKAMTA & PARTNERS
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.
DAVY SUKAMTA & PARTNERS DAVY SUKAMTA & PARTNERS
Plan of Base Isolators
16 nos HDRB HH130 -6R24 nos HDRB HH150-6R
HDRB
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DAVY SUKAMTA & PARTNERS
Courtesy: Bridgestone,Japan
DAVY SUKAMTA & PARTNERS
Lateral Resistant System: RC Corewall+Outriggerand Seismic Steel Moment Frame, with HDRB
DAVY SUKAMTA & PARTNERS
Structural Scheme Outrigger Floor
Shear Link
Outrigger Beam
DAVY SUKAMTA & PARTNERS
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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DAVY SUKAMTA & PARTNERS
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
DAVY SUKAMTA & PARTNERS
DAVY SUKAMTA & PARTNERS
Vertical Displacement MeasurementDuring Final Inspection
DAVY SUKAMTA & PARTNERS
Gap Measurement
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DAVY SUKAMTA & PARTNERS DAVY SUKAMTA & PARTNERS
PURI MATAHARI TOWER
JAKARTA
27-storyBase-isolated structure
Typical Floor Plan
DAVY SUKAMTA & PARTNERS
Base Isolation Plan
7 nos.HT090x6R9 nos.HT120x6R10nos.HT130x6R12nos.HT160x6R
DAVY SUKAMTA & PARTNERS
Area ModePeriode
Modal Participating Mass Ratios (%Mass)
(detik) Ux-Trans Uy-Trans Rt-trans
Tower1 1.899 57.90 0.07 0.002 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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DAVY SUKAMTA & PARTNERS
ETABS Model BM Diagram of Core Wall
DAVY SUKAMTA & PARTNERS
Fixed-Base Isolated Base
V=77436 kN
V=12906 kN
V=39946 kN
V=19973 kN
Non-linear Push-over Analysis
Direction
DAVY SUKAMTA & PARTNERS
Fixed-Base Isolated Base
V=12906 kN
V=77436 kN
V=39946 kN
V=19973 kN
Non-linear Push-over Analysis
Direction
DAVY SUKAMTA & PARTNERS
0
5
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25
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40
45
0 0.2 0.4 0.6 0.8 1 1.2
B
a
s
e
S
h
e
a
r
(
x
1
0
0
0
K
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
B
a
s
e
S
h
e
a
r
(
x
1
0
0
0
K
N
)
Displacement (m)
Base Shear vs Displacement (PUSH-2)
ISOLATOR
DISPLACEMENT
ROOF DISPLACEMENT
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DAVY SUKAMTA & PARTNERS
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
DAVY SUKAMTA & PARTNERS
The Puri Matahari Tower under construction
DAVY SUKAMTA & PARTNERS
The Puri Matahari Tower
27-storyRC Core wall with outrigger
Perimeter steel frameComposite steel truss
Seismic isolation system
DAVY SUKAMTA & PARTNERS
http://www.davysukamta.com
TTTTHANK YOUHANK YOUHANK YOUHANK YOU
News / Articles / Medan2015
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