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Struktur TahanGempadi

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Peraturan Gempa / SNI 1726

Performance-Based Seismic Design dan NLRHA

Isolasi Seismik pada Gedung Tinggi

Design dan Metode Analisis

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Reducing the Design Earthquake with R factor

(Design Base Shear)

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Rotational demand is small

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Kait harus cukup panjangKait 135o dan 90o dipasang selang-seling

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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

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TABEL NILAI Force Reduction Factor R

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Hy

pLp

y

py

31+=

+=

Y = Y H2/3

H

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Hy

pLp

y

py

31 +=

+=

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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

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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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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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Untuk kondisi MCE, analisis menggunakan metode NLRHA

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Significantly impact shear and flexural demand

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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

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PERFORM 3D Inelastic Concrete Material

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Service Level Earthquake 43-tahun EQ

Maximum Considered Earthquake 2475-tahun EQ

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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

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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 %

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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

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SOIL FOUNDATION STRUCTURE INTERACTION

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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

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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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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

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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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Seismic Design ofJapanese Pagoda

Shin-Bashira

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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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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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Vertical Displacement MeasurementDuring Final Inspection

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Gap Measurement

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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 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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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

5

10

15

20

25

30

35

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

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The Puri Matahari Tower under construction

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The Puri Matahari Tower

27-storyRC Core wall with outrigger

Perimeter steel frameComposite steel truss

Seismic isolation system

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http://www.davysukamta.com

TTTTHANK YOUHANK YOUHANK YOUHANK YOU

News / Articles / Medan2015