building near faults - caltrans · 11/3/2002 · 2012 william b. joyner memorial lecture:...
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2012 WILLIAM B. JOYNER MEMORIAL LECTURE:
SEISMOLOGICAL SOCIETY OF AMERICA & EARTHQUAKE ENGINEERING RESEARCH INSTITUTE
BUILDING NEAR FAULTS
Jonathan D. Bray, Ph.D., P.E.
Professor of Geotechnical Engineering University of California, Berkeley
with Nicolas Oettle, P.E., Ph.D. Student, U.C. Berkeley
Sponsored in part by the National Science Foundation: CMMI-0926473
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WILLIAM B. JOYNER
University of California, Berkeley
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Ground Moves Beneath Structure
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Hazards of Ground Movements
A. Shear Rupture
B. Angular Distortion
C. Extensional Strain
D. Tilt
E. Tectonic Subsidence
β = ∆ / L
εh = ∆h / L
L ∆
∆h
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Consequences of Ground Movements
A. Structural Damage
B. Loss of Function
C. Architectural Damage
D. Excessive Tilt
**
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Potential Causes of Ground Movements A. Expansive Soils
B. Static & Seismic Settlement
C. Mining Subsidence
D. Surface Faulting
E. Landslide
F. Lateral Spreading
collapse
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Tolerable Levels of Ground Movements
A. Conventional Construction: β = 1/500, ∆t = 1 inch
B. Post-Tensioned Slab Residential: β = 1/360, ∆t = 1.5 inch
C. Liquefaction-Induced Settlement: ∆t = 4 inch
(with “structural mitigation” CGS SP-117A, Youd 1989)
D. Liquefaction-Induced Horz. Movement: ∆t = 12 inch
(with “structural mitigation” CGS SP-117A, Youd 1989)
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Tolerable Levels of Ground Movements
A. Conventional Construction: β = 1/500, ∆t = 1 inch
B. Post-Tensioned Slab Residential: β = 1/360, ∆t = 1.5 inch
C. Liquefaction-Induced Settlement: ∆t = 4 inch
(with “structural mitigation” CGS SP-117A, Youd 1989)
D. Liquefaction-Induced Horz. Mvmt: ∆t = 12 inch
(with “structural mitigation” CGS SP-117A, Youd 1989)
NOT ∆t = 0 inch
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Anchorage Courthouse
Craig Comartin, SE, Coffman Engineers (now with CDComartin, Inc.) Also: Idriss & Moriwaki, Woodward-Clyde H. Shah, Stanford Univ.
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Anchorage Courthouse: Performance Objectives & Design Displacements
Craig Comartin, SE, CDComartin, Inc.
(5 in) (3 in)
(48 in) (32 in)
(minimize damage; repairable)
(maximize life safety; avoid collapse)
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Anchorage Courthouse: Structural System
Craig Comartin, SE, CDComartin, Inc.
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Anchorage Courthouse: Structural System
Craig Comartin, SE, CDComartin, Inc.
Stiff Bay’s “Cantilever” Response Flexible Bay’s “Deformed” Response
DH = 48 in. DV = 32 in.
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Denali Fault-Crossing (Lloyd Cluff and others; Woodward-Clyde) DESIGN PARAMETERS: • Horizontal: 20 feet • Vertical: 5 feet, North side up • Right-slip will cause axial compression
Up
Trans-Alaskan Pipeline
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Denali Fault-Crossing (Lloyd Cluff and others; Woodward-Clyde) DESIGN PARAMETERS: • Horizontal: 20 feet • Vertical: 5 feet, North side up • Right-slip will cause axial compression
“Pipeline performed as designed; and not a drop of oil was spilled” – L. Cluff
November 3, 2002 rupture • Horizontal: 18 feet • Vertical: 3.5 feet, N side up • Axial compression: 11 feet
Sorensen et al. (2003)
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1972 Alquist-Priolo Geologic Hazard Zones Act Sect. 2621.5: “… to provide for the public safety in hazardous fault zones.” Sect. 2622: … active traces of the San Andreas, Calaveras, Hayward, and San Jacinto Faults, and such other faults … sufficiently active and well-defined as to constitute a potential hazard to structures …” Sect. 2623: “… not approve … structure … if an undue hazard would be created…
If … no undue hazard exists … structure may be approved.”
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1972 Alquist-Priolo Geologic Hazard Zones Act ORIGINAL FOCUS
Public Safety
If undue hazard would be created
If not, structure may be approved
Hazardous Fault Zones
San Andreas, Calaveras, Hayward, & San Jacinto faults
Other faults that are a potential hazard to structures
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1972 Alquist-Priolo Geologic Hazard Zones Act
IMPLEMENTATION:
“site … shall be approved … in accordance with policies and
criteria established by the State Mining and Geology Board …”
1973 Policies and Criteria of the State Mining and Geology Board
“No structure for human occupancy …. shall be permitted
to be placed across the trace of an active fault.”
Avoidance of active fault traces becomes norm
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21st Century Approach • Cannot always avoid active faults
• Not all active faults are hazardous:
low slip-rate fault with < 2 inch offset vs. high-slip rate fault with > 10 foot offset
• Unintended consequences
• “Unless proven otherwise” is too stringent
• If we can design for mining subsidence, landslides, & lateral spreading, why not minor fault-induced ground movements?
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21st Century Approach • Cannot always avoid active faults
• Unintended consequences
• Not all active faults are hazardous:
low slip-rate fault with < 2 inch offset vs. high-slip rate fault with > 10 foot offset
• “Unless proven otherwise” is too stringent
• If we can design for mining subsidence, landslides, & lateral spreading, why not minor fault-induced ground movements?
Does the structure care why the ground moved?
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California State Mining and Geology Board Alquist-Priolo Technical Advisory Committee
DRAFT RECOMMENDATIONS:
Focus on active faults that could produce significant differential ground movement that would constitute a hazard to structures
Significant differential ground movement could produce a significant risk to a structure during a single rupture event:
Vert. ∆t = 4 in. or Horz. ∆t = 12 in. over 10 ft-wide zone, OR
Vert. ∆t = 8 in. or Horz. ∆t = 24 in. across the structure
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Surface Fault Rupture Mitigation 1992 Landers Earthquake
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Observations of Surface Fault Rupture: 1983 Borah Peak EQ (Crone et al. 1987)
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1992 Landers Earthquake
Lazarte, Bray & Johnson (1994)
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Not on footwall
Broad Area of Building Damage on Hanging Wall of Reverse Fault
1999 Chi-Chi EQ
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1 9 9 9 K O C A E L I E Q
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(Lade and Cole 1984)
Soil Effects
“It could be traced as a multitude of small cracks in the swampy land … then as a well-defined fissure up … to where it disappeared in the sand dunes.” (Lawson 1908)
1992 Landers EQ
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Systems (Tied to the Ground) Damaged by Faulting
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Systems (Not Tied to Ground) Not Damaged by Faulting - Decoupling
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Photographs from Prof. R. Ulusay, Turkey
An Analogy
ROOTED TREE DAMAGED
POLE UNDAMAGED
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FLEXIBILITY vs. RIGIDITY
Photographs from Dr. C. Roblee, Caltrans, 1999 Chi-Chi EQ
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Photo by K. Kelson
Building Response to Chi-Chi Fault Rupture
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1906 San Francisco EQ (Lawson 1908 & Schussler 1906)
Response of Buried Systems
max. possible pressure is the passive earth pressure
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TABITO MIDDLE SCHOOL
Mw 6.6 Hamadoori Aftershock of 4/11/11: Shionohira Fault Displacement Laser survey of the brim of the pool (Konagai, Bray, Streig, & others) 1.25 m vertical displacement between ends of pool
East
East
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MODELING OF FAULT RUPTURE Centrifuge Test: 60o Reverse Fault Uplift in Sand (Davies et al. 2007; Prototype Scale)
FLAC-2D/UBCsand Analysis: 60o Reverse Fault Uplift in Sand (Oettle & Bray)
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(Bray et al. 1994) Failure Strain
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(Shewbridge and Sitar 1993)
REINFORCEMENT IMPROVES DUCTILITY
FEA of Normal Fault Displacement (Bray et al. 1993)
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CENTRIFUGE TEST OF FAULT RUPTURE WITH AND WITHOUT MAT FOUNDATION (Davies et al. 2007)
provided by Anastapolous & Gazetas
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WEIGHT OF MAT FOUNDATION EFFECTS (Davies et al. 2007)
Light Load: q = 37 kPa
Heavy Load: q = 91 kPa
provided by Anastapolous & Gazetas
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Max. bending moments develop near beam-column joints
Fault-Structure Interaction Analyses
(Oettle & Bray)
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Mitigation with Thick Mat Foundation Thicker mat foundation significantly reduces building damage
(Oettle & Bray)
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Mitigation with Superstructure Strength & Stiffness
Stiffer building modifies the structural response
(Oettle & Bray)
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Soil Response from Reverse Fault Movement (Oettle and Bray)
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Response of Previously Ruptured Soil (Oettle and Bray)
More localized deformation with previously ruptured soil
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Effects of Previously Ruptured Soil (Oettle and Bray)
Previously Unruptured Soil
Foundation Contact Stresses
Previously Ruptured Soil
Foundation Contact Stresses Building Lifted Off Ground
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SURFACE FAULT RUPTURE MITIGATION MEASURES
GEOLOGY
• Identify faults and establish non-arbitrary setbacks • Estimate amount and type of potential fault displacement
GEOTECHNICAL
• Construct ductile reinforced soil fills to spread out movement • Use slip layer to isolate ground movements from foundation • Place compressible materials adjacent to walls and utilities
STRUCTURAL
• Design strong, ductile foundations, with flexibility • Avoid the use of piles
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APPLICATION 1:
Moorpark Development Project, Southern California
- Not Allowed β < 1/360
εh < 0.3%
Decouple slab with plastic slip layer
GROUND DEFORMATION DESIGN CRITERIA FOR BUILDING AREAS
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Moorpark Development – Surface Fault Rupture Evaluation (Bray 2001)
Primary Active Faults with > 4 inches of potential offset
Bending Moment Active Faults with < 1.5 inches of potential offset
Setback
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1/280
1/360
RESULTS OF NUMERICAL ANALYSIS (Bray 2001)
7 m Soil
7 m Soil with Geogrids
Rock
Rock
Unacceptable Rupture to Surface Excessive Differential Settlement
Acceptable No Surface Rupture Differential Settlement Acceptable
3 cm
3 cm
CASE
A
B
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Lead & SE: Forell/Elsesser Engineers, Inc. (David Friedman, Rene Vignos, et al.) GE & Geologists: AMEC Geomatrix (Donald Wells, Bert Swan, Jim French, et al.)
Other Designers:, HNTB, Studios, WSP Flack + Kurtz, & Bellecci & Assoc.
UCB: Ed Denton, Bob Milano, Stan Mar, & Brian Main; General Contractor: Webcor Builders Independent Peer Reviewers: Loring Wyllie of Degenkolb Engineers & John Baldwin of WLA UCB Seismic Review Com.: J. Bray, N. Sitar, C. Comartin, J. Moehle, F. Filippou, & Others
APPLICATION 2:
California Memorial Stadium Retrofit, Northern California
Hayward Fault
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Forell/Elsesser Engineers, Inc. (Friedman, Vignos, et al.)
California Memorial Stadium Construction & Use
John Galen Howard, the Strawberry Canyon site, 1922
1923 Big Game - CAL: 9 Stanford: 0
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Forell/Elsesser Engineers, Inc. (Friedman, Vignos, et al.)
CHARACTERIZING HAYWARD FAULT AMEC Geomatrix (Wells , Swan, et al.)
UCB Seismic Review Committee(Bray, Sitar, Comartin, Moehle, et al.)
Cleared
curb & culvert offsets culvert offset
curb offset
SAHPC
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Primary: 3 - 6.2 ft H
1 - 2 ft V
Secondary: < 1 ft H
CHARACTERIZING HAYWARD FAULT Fault Rupture Design Guidance AMEC Geomatrix (Wells, Swan, et al.)
Forell/Elsesser Engineers, Inc. (Friedman, Vignos, et al.) UCB Seismic Review Committee
Footprint of SAHPC
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Early Scheme for Mitigation Surface Fault Rupture Hazard – 5 Skewed Blocks
Geomatrix
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Improved Design Concepts
Forell/Elsesser Engineers, Inc. (Friedman, Vignos, et al.)
UCB Seismic Review Committee (Bray, Sitar, Comartin, Moehle, et al.)
AMEC Geomatrix (French et al.)
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Modeling of the Effects of Surface Faulting
Forell/Elsesser Engineers, Inc. (Friedman, Vignos, et al.)
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North Fault Rupture Block
Forell/Elsesser Engineers, Inc. (Friedman, Vignos, et al.)
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CMS Fault Rupture: Details
Forell/Elsesser Engineers, Inc. (Friedman, Vignos, et al.)
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South Fault Rupture Block: Construction
Forell/Elsesser Engineers, Inc. (Friedman, Vignos, et al.)
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CONCLUSIONS • Surface faulting is affected by: • fault characteristics • overlying soil • foundation & structure
• Effects of surface fault rupture can be acceptable or unacceptable
• Surface fault rupture can be analyzed and mitigated similar to other ground movement hazards, e.g., landslides & mining subsidence
• A-P Act should return to its original intent of avoiding “hazardous” faults