state-of-practice_of_seismic_design_and_construction_in_indonesia.pdf

seismic design

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STATE-OF-PRACTICEOF
SEISMIC DESIGN AND CONSTRUCTION IN
INDONESIA

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F ‚Southerns/aVas-Yogyazeanthaual
17 May 2722006

2. State of Practice of Selsmic Design and Construction DEVELOPMENT OF
EEE INDONESIAN CODE for SEISMIC RESISTANT STRUCTURE

+ 1970 : Indonesian Loading Code - N.I-18

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> Current Indonesian Seismic Code and Design Practice
> Updating the Seismic Code (SNI 03-1726-2012)

> Performance-Based Seismic Design in Indonesia
a + 2002 : Code on Seismic Resistant Design

for Buildings, SNI 03-1726-2002
2012: New Seismic Resistant Design Code
2012: New Seismic Rı D Cod

> Base Isolation System in Jakarta

> Summary

rs mene

3. HAL HAL YANG PERLU DIPERHATIKAN DALAM CAPACITY DESIGN

4. Moment-curvature suatu penampang beton bertulang

LES

TABEL NILAI Force Reduction Factor R

samples of Maximum Fore Redon Factors or he Damage
"Con Lini State in Different Couns

GaGa | RE
AE

5. Kelemahan dalam STRENGTH-BASED S.D. UPDATING THE CODE

1. Penampang beton mempunyal tk orten,
tidak organtung tngkat pombebanan
Hubungan Force-Deformation suatu penampang tertentu
dengan tulangan berbeda mempunyal constant sas, dan
nil ultimate yield rotation berbeds

3. _MalR cam |, tanpa melihat

ik llkukan pda seur Komponen
5. Tidak ada defn tentang Service Love EO ne EEE
6. ik odo acceptance err yangoksplit og | mean

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CL men)

Other Reasons for Updating

La ace bet À le A

ee EOS

6. To update earthquake sourcedata
Including active fait that have not been consideredin the 2002 map

PGA, MCE, Spectral Response Acceleration 24757 EQ Site Class B

COSTER “Home HIER MAP (REV 207)
ae msm

7. New Provisions
Generating
Seismic Des
Imeguanties
Horizontal regularities

Redundancy Factors

Major Steps| („= )

ES
InPBSD ||)

8. PEER-TBI PERFORMANCE OBJECTIVES

Mengapa NLRHA?

Long Fundamental Period
Multiple Contributing Period
Higher Mode Participation
Damping Ratio Tidak Konstan
‘Tidak Portu Mempermasalahkan Nilal R
Member! kepastian Lebih Ting!

pue? "neu Fetntegh ) re "tata
ERE

Types of

lonlinear Models

9. RG Core wal and Ouiger, 25:55 pa

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+ Analysis procedures and
acceptance criteria: follow the
PEER TBI Guidelines

+ For this case study, we use
three suites of ground motions
and take the maximum value

+ Selection and modification of
GM : Follow PEER GMSM

+ The three GM represent
subduction, benioff and
background earthquake

ore

Basement structure is Included
'SSIis not included

3-D Nonlinear Model

12. Peraturan yang ada merupakan "MINIMUM Design Requirements
Tidak membatasitngkat kerusakan dengan jelas
Strength Based tidak dapat mempr

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.

Flexibility 1e SDamping

IR

Prinsip Kerja Base
O sm.

Earthquakes can be Catastrophic and
i Very Expensive y Design Objectives of Base Isolation

No damage to structural elements
Loma Prieta 1989 - $7 Billion No damage to nonstructural components
+ $450 Milicn per Second No damage to building contents

Northridge 1994 - $30 Billion
+ $2bilion per second No failure of isolation system

No significant damage to structural elements
be 19 0 - $200 Billion No extensive damage to nonstructural components
Kobe sr 72008 No major disruption to facility function
+975 Life-Safety

000 san era

13. Perormance of Soiamcaly Isla Buildings in Tohoku Area

Comparison ofthe Selsmic Prolecion Systems 2

re. a |

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General Philosophy of
Building Code Provision

+ No specific isolation systems are described

+ All isolation systems must:
+ Remain stable at the required displacement
+ Provide increasing resistance with increasing
displacement
+ Have non-degrading properties under repeated
cyclic loading
+ Have quantifiable engineering parameters

Types of Seismic Isolation Bearings

Elastomeric Bearings
- Low-Damping Natural or Synthetic Rubber Bearing
- High-Damping Natural Rubber Bearing
- Lead-Rubber Bearing
(Low damping natural rubber with lead core)

Sliding Bearings
- Flat Sliding Bearing
- Spherical Sliding Bearing

14. 8

Total Force P(t) = Kauft )+Cüct)
MIT ea CE — Pe cos6) |K, = À sin 8)| | = Ke | msn" 2
‘iss Siness Damping Cott Phase Ange

“P(0)= B,sin(@i)cos(5) + P, cos(i) sin(S)

Shear Force, P

Non: Domingo 90 ut ot have wih abeto

15. ma) P(t) = K g(t) + Cú(1)
Ca ar

Ks E LS ex IC=

ical? ¿a 2

36 ess Loss Sifioess Damping Conf Phase Angle
ge Ss Los Si a o

AS ee)
9 Gey)

‘Shear Stress

P= Op Grey a

cal Dynamic Shear Suess-Srain Relationship of HDR-XOGR

Record of Seismically Isolated Buildinas

206m ~ 30am, Maximum ¿0 —
(Sar sr olor: 100 10%)

18. STRUCTURE