building evaluation using two components of acceleration ... presentation... · windu partono,...
TRANSCRIPT
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Building evaluation using two components of acceleration time histories causes by shallow crustal fault earthquakes
with maximum magnitude 7 Mw
Windu Partono, Masyhur Irsyam, Indrastono Dwi Atmanto, Andi Retno Ari Setiaji, Sigit Purnomo
and Robby Yanuar Setiawan
4th International Conference on Rehabilitation and Maintenance in Civil Engineering
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➢Fault is one of the dangerous earthquake sources that can cause building failure. A lot of buildingswere collapsed caused by Yogyakarta fault (2006) and Pidie fault (2016) source earthquakes with maximum magnitude 6.4 Mw.
➢Based on the research conducted by Team for Revision of Seismic Hazard Maps of Indonesia 2010 and National Center for Earthquake Studies (PUSGEN) 2017, Lasem fault and Semarang fault are two earthquake sources crosses Semarang.
Introduction
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Introduction
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➢ Stability analysis of a structure can be evaluated by conducting seismic loads. The objective of the analysis is to get the information of maximum loads that can be applied to a structure.
➢ The stability analysis in this study were implemented for 3 buildings (minimum 40 m height) at Semarang by conducting dynamic structural analysis and applying modified acceleration time histories.
➢ The modified acceleration time histories were developed from earthquake scenarios caused by Semarang fault earthquakes with magnitude 6 -7 Mw.
Introduction
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1. Collecting information and data related with
– structural details
– geological and geotechnical data
– positions of each building against seismic source
– acceleration time histories due to shallow crustal fault sources with magnitude 6–7 Mw and maximum distance 30 km.
2. Developing modified acceleration time histories by conducting response spectral matching analysis.
3. Conducting shear wave propagation analysis using modified time histories for developing surface acceleration time histories
4. Performing dynamic structural analysis to get the deformation and drift ratio of buildings due to acceleration time histories and surface spectra developed from SNI:1726-2012.
Research Methodology
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Building Number
Dimension Plans (m)
Height of Building
(m)
Site Class
Depth of Bedrock
(m)
Distance to
SeismicSource(Km)
B1 (Hospital)
22x78 48.73 SE 165 3.13
B3 (Hotel) 28.8x19.75 41.2 SC 40 0.65
B8 (University Building)
40.75x16.2 43.2 SD 60 4.98
Data Requirements (building information)
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Data Requirements (building position)
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Data Requirements (structural details)
2.0
7 m
3.6
5 m
4.7
m3
.65
m2
.07
m
2.07 m 8 m 8 m 8 m 2.07 m
H 4
3/2
0 m
+3.0
+7.0
+10.50
+14.0
+17.50
+21.0
+24.50
+28.0
+31.80
+35.60
+39.40
+43.20
8 m 8 m 8 m
Plan, elevation, materials and detail of element structure
Building B3
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Data Requirements (geotechnical data)
Boring investigation
VS30 data
Site Class data
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10
Hammer
Seismometer
GPS
Data Logger and
Computer
Data Requirements (Bedrock Measurement)
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Bedrock elevation map
Data Requirements (Bedrock Measurement)
Bedrock Elevation
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Data Requirements (acceleration time histories)
Earthquake Events
Station and Epicentre Distance (km)
Magnitude (Mw)
Chuetsu-oki Japan
Nagaoka (3.98) and Joetsu Kakizakiku Kakizaki (9.43)
6.8
Iwate_ JapanIWTH24 (3.1), Mizusawaku
Interior O Ganecho (7.82) and IWTH24 (11.68)
6.9
San Simeon_ CA
Cambria - Hwy 1 Caltrans Bridge (5.07) and Templeton - 1-story
Hospital (6.97)6.52
Northridge-02 California
Newhall - Fire Sta (7.36) and Pacoima Kagel Canyon (6.61)
6.05
All acceleration time histories (reverse mechanism earthquake) were collected from PEER NGA-West 2 Databases
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Data Requirements (acceleration time histories)
Original Acceleration Time Histories of San Simeon earthquake 6.52 Mw with epicentre distance 6.97 Km collected from PEER NGA-West 2 Databases
-0.5
-0.4
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0.4
0.5
0 2 4 6 8 10 12 14 16 18 20
Accele
ra
tio
n (
g)
Time (sec)
San Simeon 6.52 Mw 6.97 Km
NS Direction
EW direction
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Data Requirements (surface spectra SNI:1726-2012)
Surface spectra and design spectra from SNI-2012 at building B3 location (SD site class)
0
0.2
0.4
0.6
0.8
1
1.2
1.4
0 0.5 1 1.5 2 2.5 3 3.5 4
Accele
rati
on
(g
)
Periods (s)
Spectra TC Undip (B3) - SD
Surface Spectra
Design Spectra
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Data Analysis (Response Spectral Matching)
Response Spectra Target (Deterministic Seismic Hazard Analysis)
Three atenuation functions for deterministic seismic hazard analysis (Boore and
Atkinson , 2008, Campbell and Bozorgnia, 2008 and Chiou, and Youngs, 2008)
Spectral Target for building B3 (SD site class)
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
0 0.5 1 1.5 2 2.5 3 3.5 4
Acc
eler
ati
on
(g
)
Period (sec)
Spectral Target Horizontal (N-S and E-W Directions)
Chi-Chi 5.72 Km
Chi-Chi 8.34 Km
San Simeon 5.07 Km
San Simeon 6.97 Km
Iwate 7.82 Km
Iwate 11.68 Km
Iwate 13.07 Km
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Fault
Modified Ground motion
due to Lasem Fault
SpectralMatching Analysis
Calculate Target Spectral for specific earthquake
M1 and R1
Select Ground Motion in Terms of Acceleration Time
Histories For Scenario M and R
Data Analysis (Response Spectral Matching)
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Response Spectral Matching San Simeon 6.52 Mw, 6.97 Km
Original acceleration time histories
Data Analysis (Response Spectral Matching)
-0.5
-0.4
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0.4
0.5
0 2 4 6 8 10 12 14 16 18 20
Accele
ra
tio
n (
g)
Time (sec)
San Simeon 6.52 Mw 6.97 Km
NS Direction
EW direction
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Response Spectral Matching San Simeon 6.52 Mw, 6.97 Km
Matched / modified acceleration time histories
Data Analysis (Response Spectral Matching)
-0.5
-0.4
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 2 4 6 8 10 12 14 16 18 20
Accele
rati
on
(g
)
Time (sec)
Matched Acceleration Time Histories San Simeon 6.52 Mw 6.97 Km
N-S Direction
E-W Direction
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Acceleration time histories at
the bedrock elevation)
H
Bedrock
Acceleration Time Histories at Building
Soil Deposits
Acceleration Time Histories at the Surface
Ground Surface
Modified from Irsyam 2015
Data Analysis (Site Response/Propagation Analysis)
Propagation Analysis
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Response Spectral Matching San Simeon 6.52 Mw, 6.97 Km
Propagating of modified acceleration time histories for producing surface acceleration time histories
Data Analysis (Response Spectral Matching)
-0.15
-0.1
-0.05
0
0.05
0.1
0.15
0 2 4 6 8 10 12 14 16 18 20
Accele
rati
on
(g
)
Time (sec)
Surface Acceleration Time Histories San Simeon 6.52 Mw 6.97 Km
N-S Direction
E-W Direction
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Structural Analysis
0.00
0.20
0.40
0.60
0.80
1.00
0.00 1.00 2.00 3.00 4.00
Acc
eler
ati
on
(g
)
T (sec)
Chuetsu-Oki NS
Chuetsu-Ok1 EW
Iwate NS
Iwate EW
Northridge-02 NS
Northridge-02 EW
San Simeon NS
San Simeon EW
SNI 2012 Spectra
Comparison of spectral acceleration calculated from SNI-03-1726-2012 and two components acceleration time histories of four earthquake events (a) and drift ratio of building B1 when subjected to SNI-03-1726-2012 spectral acceleration and acceleration time histories of four
earthquake events
0
10
20
30
40
50
0.00% 0.10% 0.20% 0.30% 0.40% 0.50%
Flo
or
Ele
va
tio
n (
m)
Drift Ratio
Chuetsu-Oki 9.43 km
Iwate 7.82 km
Northridge-02 6.61 km
San Simeon 6.97 km
SNI 2012 (Y Direction)
SNI 2012 (X Direction)
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0.00
0.20
0.40
0.60
0.80
0.00 1.00 2.00 3.00 4.00
Acc
eler
ati
on
(g
)
T (sec)
Chuetsu-Oki NS
Chuetsu-Ok1 EW
Iwate NS
Iwate EW
Northridge-02 NS
Northridge-02 EW
San Simeon NS
San Simeon EW
SNI 2012 Spectra
Comparison of spectral acceleration calculated from SNI-03-1726-2012 and two components acceleration time histories of four earthquake events (a) and drift ratio of building B1 when subjected to SNI-03-1726-2012 spectral acceleration and acceleration time histories of four
earthquake events
0
10
20
30
40
50
0.00% 0.05% 0.10% 0.15% 0.20% 0.25% 0.30%
Flo
or
Ele
va
tio
n (
m)
Drift Ratio
Chuetsu-Oki 9.43 Km
Iwate 11.68 Km
Northridge-02 6.61 km
San Simeon 6.97 km
SNI 2012 (Y Direction)
SNI 2012 (X Direction)
Structural Analysis
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Structural Analysis Results
Drift ratio of building B1
0
10
20
30
40
50
0.00% 0.05% 0.10% 0.15% 0.20% 0.25% 0.30%
Flo
or
Ele
va
tio
n (
m)
Drift Ratio
Chuetsu-Oki 9.43 Km
Iwate 11.68 Km
Northridge-02 6.61 km
San Simeon 6.97 km
SNI 2012 (Y Direction)
SNI 2012 (X Direction)
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Structural Analysis Results
0
10
20
30
40
50
0.00% 0.10% 0.20% 0.30% 0.40%
Flo
or
Ele
va
tio
n (
m)
Drift Ratio
Chuetsu-Oki 9.43 Km
Iwate 7.82 Km
Northridge-02 6.61 Km
San Simeon 6.97 kM
SNI 2012 (Y Direction)
SNI 2012 (X Direction)
Drift ratio for building B2
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Structural Analysis Results
0
10
20
30
40
50
0.00% 0.20% 0.40% 0.60% 0.80%
Flo
or
Ele
va
tio
n (
m)
Drift Ratio
Chuetsu-Oki 9.43 Km
Iwate 11.68 Km
Northridge-02 6.61 Km
San Simeon 6.97 Km
SNI 2012 (Y Direction)
SNI 2012 (X Direction)
Drift ratio for building B3
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26
CONCLUSIONS
1. Stability performance of buildings can be
predicted by evaluating surface response
spectra calculated using seismic code and
surface response spectra calculated from
acceleration time histories from a specific
earthquake event. If the surface response
spectra calculated using seismic code is
greater than the surface response spectra
calculated from acceleration time histories
the structure will strong enough to resist the earthquake force.
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27
CONCLUSIONS
2. Based on the deformation and drift ratio
results, all buildings were predicted are
strong enough to resist earthquake force
produced by earthquake with maximum
magnitude 6.5 Mw and minimum 5 Km
distance to earthquake source. However if
the earthquake magnitude is greater than
6.5 Mw, all structures are predicted strong
enough to resist an earthquake with minimum epicenter distance 10 km.
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Thank you
28Windu Partono et al., 2018