bhrc activities and potential for sharing with other apdim … · 2015. 11. 3. · pros & cons:...
TRANSCRIPT
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Road, Housing &
Urban Development
Research Center
the Asia Pacific Centre for Disaster
Information Management (APDIM)
BHRC Activities and Potential for
Sharing with Other APDIM members
Dr. Nader K.A. Attari
Assistant Prof. Structural Eng. Department
Road, Housing and Urban Development Research Center
(BHRC)
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Main Areas of colbroations
- Seismic Microzonation
- Seismic Building CODE and its Development
- Rehabilitation of masonry, Hybrid and other Type of Structures
- Seismic Design and retrofitting of nonstructural Elements
- Seismic Design and retrofitting of infra-structure systems
- Early warning Systems and Development of strong motion network
- Education and Workshops
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Microzonation
1- General Zonation: Grade-1 method
2- Detailed Zonation: Grade-2 method
3- Rigorous Zonation: Grade-3 method
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Source of data and studies:
Codes of practice
Information available from historic documents including intensity of past
earthquakes and it’s damaging (determination iso-intensity past
earthquake) and historic earthquake catalog
Published reports and other available source including surface geology
maps (estimating the affections from variations of geology formations on
earthquake intensity using surface geology)
Pros & cons:
• Low cost with very low Precision
Application:
• Covering a vast area like province or country
Scale:
• Map Scale: 1: 50000 – 1: 1000000
1- General Zonation: Grade-1 methode
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Source of data and studies:
Collections of additional data and information such as geological maps and
aerial photos
Implementation of limited geotechnical studies and equal linear analysis
Determination of soil layers characterization using SPT/CPT test
microtremors
Scale:
• Map Scale: 1: 10000 – 1: 100.000
2- Detailed Zonation: Grade-2 method
Pros & cons:
•Medium cost with low Precision
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Source of data and studies:
Geophysical studies
Drilling borehole an Geotechnical studies and implementation of both
in situ and laboratory tests
Ground response analysis using linear/nonlinear analysis methods
Pros & cons:
Higher cost with high Precision
Application:
high potential earthquake hazard sites
Scale:
Map Scale: 1: 25000 – 1: 5000
3- Rigorous Zonation: Grade-3 method
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Lab Facilities
Specimen size : 200 mm diameter and 400 mm height & 300 mm diameter and 600
mm height
Confining pressure : 2 MPa for soil and 20 MPa for rock specimens
Wave forms: sin, rectangle and triangleLarge Triaxial dynamic apparatus
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Small dynamic triaxial apparatus
Specimen size : 38, 50, 75 and 100 mm diameter
Confining pressure : 1 MPa
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Resonant column equipment
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Seismic Microzonation
BHRC have a great experience in seismic macro zonation that can share and
collaborate with other APDIM country. BHRC has already studied different cities
in Iran such as Bam, Shiraz, Semnan, …..
Fault map (Bam city)
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Seismic Microzonation
BHRC have a great experience in seismic macro zonation that can share and
collaborate with other APDIM country. BHRC has already studied different cities
in Iran such as Bam, Shiraz, Semnan, …..
Fault placement in Bam city
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0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
0 0.5 1 1.5 2 2.5 3
Period (Sec)
Sp
ec
tral
Acce
lera
tio
n (
g)
Zone 1
Zone 2
Zone 3
Zone 4
Seismic geotechnical microzonation of Bam city
Design spectra for different zones
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Seismic geotechnical microzonation of Pardis city
Design spectra for different zones
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Seismic geotechnical microzonation of Semnan city
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
0 1 2 3 4
Period (sec)
Sa (
A*
B)
zone 1
zone 2
zone 3
zone 4
Design spectra for different zones
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Design spectra for different zones
Seismic geotechnical microzonation of Shahrod city
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National geotechnical data bank
- Rehabilitation of masonry, Hybrid and other
Type of Structures
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Seismic Design &
Rehabilitation
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Codes and Guidelines
1. Instructions for seismic evaluation and rehabilitation of concrete buildings.
2.Instruction for seismic rehabilitation of structures using FRP
3. Instructions for seismic evaluation and rehabilitation of steel structure.
4. Instructions for seismic evaluation and rehabilitation of masonry structure.
5. Instructions for seismic evaluation and rehabilitation of steel structure with
saddle connection.
6. Instructions for seismic evaluation and rehabilitation of Hybrid masonary
and frame building
7.Instructions for seismic evaluation and rehabilitation of non-structural
Equipment
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- Extent of Masonry Buildings
- Hybrid Masonry & Frame Buildings
- Ancient, Historical Buildings
- Schools
Masonry in Iran
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Extent of Masonry Buildings
• Masonry Buildings (40% of the Total Buildings)
– Ancient and Historical Buildings
– Public Buildings
• Schools
• Governmental Buildings
– Critical Buildings
• Hospitals
• Hybrid Masonry & Frame Structures
• Masonry In-fills
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- Behavior of URM Walls & Structures
- Different Methods of retrofitting the URM structures
- Retrofitting URM structures using steel vertical and horizontal
TIE
- Retrofitting URM structures using the Buildings With Shotcrete
Seismic Evaluation of
Un-Reinforced Masonry Buildings
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Expected Failure Modes in URM Buildings
• Bed-Joint Sliding Shear Failure Mode
• Rocking Failure Mode
• Diagonal Tension Stress Failure Mode
• Toe Compressive Stress Failure Mode
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Retrofitting URM structures using steel vertical and horizontal Tie
• Absence/Lack of Load-Transferring Ties
• Improving the Integrity between members
• Enhancing the Connections
– Proposing Construction Details
• Filling the Connection points with Cement/Expanding Grout
• Welding the Plates
• Using the Installation Devices in Appropriate Distances
Wall-Floor
Connections
Joist-Block
Decks
Traditional
Masonry Decks
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Retrofitting URM structures using steel vertical and horizontal Tie
Wall-Wall
ConnectionsConnection of
Two Walls
Corner
Connection
Connection of
Three Walls
Vertical
Steel Tie
(Front
View)
Connection of
Vertical &
Horizontal Steel Ties
Wall (Ties)-Foundation
Connections
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ShotCrete
• Constructional Details Shotcrete Layer
- Beam Parallel to the Wall
- Exterior Shotcrete Layer
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ShotCrete
• Constructional Details
- Beam Normal to the Wall
- Exterior Shotcrete Layer
- Beam Parallel to the Wall
- Interior Shotcrete Layer
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ShotCrete
• Constructional Details
- Beam Normal to the Wall
- Exterior Shotcrete Layer
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Schools is one of the main URM buildings in Iran
Organization for Development, Renovation and Equipping Schools of
I.R.Iran
• General Organization for Improving the Standards of Construction and
Retrofitting the Schools
– With one main office in each Province of Iran
• Inspecting the Current Status of the Schools
• Building New Schools and Renovation of the Old Ones
• Evaluating the Need and Essence of Retrofitting for the School
Structures
• Proposing New Construction and Retrofitting Details
• Publishing and Presenting Applicable Guidelines: Considering the
Requirements of Structural Response and Performance in Schools
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Schools one of the main URM buildings in Iran
• Some of the schools in Iran are from the old or traditional buildings, highly
recommended to be strengthened.
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Schools: The main URM buildings in Iran
• Retrofitting of these buildings must be conducted regarding the expected
performance and strength. ( the Targeted performance objective for
Schools is Immediate Occupancy )
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Schools one of the main URM buildings in Iran
• Shotcrete, distinctly the exterior method, is applied in lots of School in
Iran, specially low-rise buildings.
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Component Tests
• Diagonal Tension (Shear) in Masonry Assemblages
1200 mm
1200 mm
1200
mm
1200 mm
330 mm
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Cyclic in-plane Tests
• Construction Process
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Cyclic in-plane Tests
• Instrumentation
Cyclic lateral load procedure of
in-plan test structures conform to AC-125
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Cyclic in-plane Tests
• Specimen No.2
– Instrumentation
LVDT
CH-NO.4
LVDT
CH-NO.5
Jack
Support
Jack
SupportLoading
Beam
Lateral
Support
Gravity
Jacks
Lateral
Jack
Lateral
Jack
Rollers
Load Cell
CH-NO.0
Load Cell
CH-NO.1
LVDT
CH-NO.2
LVDT
CH-NO.3
LVDT
CH-NO.14
LVDT
CH-NO.15
Load Cell
CH-NO.21
Jack
SupportsLoad Cell
CH-NO.22
LVDT
CH-NO.20
LVDT
CH-NO.6
LVDT
CH-NO.7
LVDT
CH-NO.17
LVDT
CH-NO.19
LVDT
CH-NO.18
LVDT
CH-NO.16
LVDT
CH-NO.8
LVDT
CH-NO.9
LVDT
CH-NO.10
LVDT
CH-NO.11
LVDT
CH-NO.12
LVDT
CH-NO.13
FoundationLVDT Supports LVDT Supports
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Cyclic in-plane Tests
• Specimen No.2
– Experimental Observation
-40000
0
40000
-80 0 80
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Preparing the Specimens for Shotcrete
min 600
mm
min 600
mm
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Preparing the Specimens for Shotcrete
Angle (L100x10) to support
Reinforcement of shotcrete
60 mm 330 mmMin length for
anchoring is 200 mm
The min distance
between Shear-keys:
600x600 mm
Strong Floor
Foundation
The thickness of shotcrete: 60 mm
Reinforcement: T8@150 mm
"The reinforcements placed at the
center of shotcrete layer"
Reinforcement welded to
the angle
Anchoring of angles to the
foundation
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Shotcrete
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Cyclic in-plane Tests
• Specimen No.4
– Experimental Observation
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Cyclic in-plane Tests
• Specimen No.5 (1)
– Experimental Observation
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Cyclic in-plane Tests
• Specimen No.5 (2)
-60000
0
60000
-100 0 100
Sample 2
Sample 4
Sample 5-
2
Sample 5
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Cyclic in-plane Tests
• Specimen No.5
– Experimental Observation
• Due to the uniform distribution of reinforcement, the strength in all
retrofitted walls are the same
• (this uniform distribution had less impact on increasing the rocking
capacity).
• Retrofitting the walls convert the failure mode from mixed failure
mode to Rocking.
• This condition reached lateral strength approximately 1.5 times the
strength of the reference specimen
• (according to the calculations from 27.5 to 41.7 ton).
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Shaking Table Tests
• Strong Floor with 11×19 m dimensions and 200-ton load capacity build of
60 tons of steel and 300m3 of concrete , with a special damping or
attenuating layer installed under the strong floor
• 1-D.o.f. 4×4 m Shaking Table with the capacity of 20 Tons
• Dynamic tension-pressure 50 Tons Jack (working with shaking table)
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Shaking Table Tests
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Shaking Table Tests
• Construction Process
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Shaking Table Tests
• Damage Sequence and Collapse Mechanisms
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Shaking Table Tests
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Shaking Table Tests
• Status of the test structure at end of stage one
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Shaking Table Tests – Stage (2)
• Preparation of the test structure for second stage
The location of cuttings
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Shaking Table Tests – Stage (2)
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Shaking Table Tests – Stage (2)
• Damage Sequence and Collapse Mechanisms
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Shaking Table Tests – Stage (2)
• Damage Sequence and Collapse Mechanisms
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Shaking Table Tests – Stage (2)
• Experimental Observation
– The existence of openings has a great impact on concentrating the
damages and cracks in URM walls
– The proper functioning of the diaphragm, preventing collapse of the
test structure.
– The existence of frame of the openings prevented test structure from
overall collapse.
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Seismic Design and retrofitting
of nonstructural Elements
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- Construction Details of Walls
- Installation of Façade
- Seismic Evaluation of a Sample Building on Shaking Table
- Experimental Observations
- Analytical Responses
Seismic Evaluation of Facade and In-fill Walls
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• Steel Frame with Moment Resistant
Connections
– Beams: IPE120
– Columns: Box 80 (2UNP80)
– Slab: Precast Concrete Slab with the height
of 200 mm
– Leca Cement Block In-fill Walls
• Height: 2.8 m (under the roof level)
• Span Length: 2.9 m
• Analytical Period of Structure: 0.5 s
Test Set-Up
-To evaluate the behavior of non-structural components
- To reach the ultimate relative displacement of 2% ,
expecting from the bottom floors
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Test Set-Up
• 45o inclination with the horizontal axes
– To consider the participation of the two longitudinal components of
earthquake
The sample full-scale
building 45o
Shaking Table
Direction of
the input
record
The door
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• Records and Set-Up
Shaking Table Test
No Record ScaleMax. Acc.
(m/s2)Max Disp.
(mm)
1 2800-II- artificial motion 50% 0.35g 145
2 2800-III- artificial motion 100% 0.35g 145
3 Northridge--LOS270(M=6.7) 50% 0.482 137
4 Loma Prieta-1989-000(M=6.9) 100% 0.529g 91
Direction of
the input
record
Applied Records
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Construction Details of Walls
• Walls with unconstrained out-of-plane behavior
– Walls in contact with the beam and columns (traditional construction method)
– No additional construction detail has been considered to eliminate the
out-of-plane behavior
Front view of the wall and the opening (door)
Contact between the wall
and the frame members
Construction
detail of the
wall in
adjacent with
the beam
Construction detail of
the wall in adjacent
with the Lintel
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Construction Details of Walls
• Walls with constrained out-of-plane behavior
– 30 mm distance between the wall and the columns (In-plane separation)
– Steel angles keeping the wall at the beam level (Out-of-plane separation)
– Lateral connection to the columns
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Installation of Façade
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Shaking Table Test
• Experimental Observation
– Iran’s Standard Spectrum for Soils of Type II – Full Scale
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Shaking Table Test
• Experimental Observation
– Northridge – Half Scale
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Shaking Table Test
• Experimental Observation
– Northridge – Half Scale
Falling the Façade
segments
Out-of-Plane
behavior of the wall
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Shaking Table Test
• Experimental Observation
– Loma Prieta – Full Scale
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Shaking Table Test
• Experimental Observation
– Loma Prieta – Full Scale
Out-of-Plane
behavior of wall (1)
Out-of-Plane
behavior of wall (2)
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Seismic Design and retrofitting of
infra-structure systems
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• Guideline for seismic rehabilitation embedded and semi embedded
reservoir
• Guideline for seismic Design and rehabilitation of Pipelines
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Earthquake Hazards Earthquake Hazards
Wave
Propagation
Permanent
Ground
Deformation
Body waves
Surface waves
Faulting
Landslide
Lateral eSpreading
Liqufaction
�P-wave
�S-wave
�L-wave
�R-wave
Ea
rth
qu
ake
Ha
zard
s
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Faulting Effect on PipelinesFaulting Effect on Pipelines
� Reverse fault: axial compression + bending
�Normal fault: axial tension + bending
� Strike-Slip: axial tension + bending (-α) or
axial compression + bending (+α)
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split-box test basin at structural laboratory
Actuators
Pipe
connection
Moving
part
Fixed part
Data
Logger
61°
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Experimental ProgramExperimental ProgramTe
st n
o.1
Cam #1
Cam #2 Cam #5
Cam #3
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Experimental ProgramExperimental ProgramTe
st n
o.2
Cam #1
Cam #4
Cam #2
Cam #3
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Advises for pipeline crossing the fault
1- The pipeline Depth should be as low as possible
2- It is better to cross the reverse and normal fault in perpendicular angel
3-The soil around the pipeline in the faulting zone must be replaced with sand
4-it is better to use pipe with more thickness and more ductility 200 meter back
and before fault zone
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Thank you
Welcome to
NEW Cooperation
77
APDIM-BHRC
partnership group