MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus...
-
Upload
logan-hunt -
Category
Documents
-
view
218 -
download
2
Transcript of MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus...
![Page 1: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/1.jpg)
MAE CENTER RESEARCH SUCCESS WITH DOTs
Past and Future
Neil M. Hawkins - Professor EmeritusUniversity of Illinois
MAE Center Annual Meeting - 2002
With sincere appreciation of the contributions of Professors DeRoches and French (Georgia Tech), Aschheim, LaFave and Long (Illinois), Hwang (Memphis), and personnel from GaDOT, IDOT and TDOT and Caltrans
![Page 2: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/2.jpg)
ORGANIZATION OF PRESENTATION
• BACKGROUND – Lifeline Considerations for Transportation Systems
• BACKGROUND – The Highway System Lifeline
• OVERVIEW OF MAE TRANSPORTATION
RESEARCH ACTIVITIES AND SUCCESSES• VISION FOR FUTURE
![Page 3: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/3.jpg)
THE TRANSPORTATION SYSTEM AS A LIFELINE
• DESIGN REQUIRES CONSIDERATION OF FACTORS DIFFERING FROM THOSE FOR BUILDINGS
• ACCEPTABLE PERFORMANCE DEPENDS ON:– Functionality of System after Event and Not Life
Safety During Event
– Financial Impact of Event
![Page 4: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/4.jpg)
FINANCIAL IMPACTS
• REVENUE LOSSES
• FACILITY REPAIR COSTS*
• LIABILITY EXPOSURE
• RESPONSIBILITY TO SOCIETY*
• Road* vs. Rail
![Page 5: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/5.jpg)
THE HIGHWAY SYSTEM LIFELINE
• SPACIALLY DISTRIBUTED COMPONENTSINTERCONNECTED OPERATIONALY AND PHYSICALLY
• REDUNDANCY ALLOWS SOME LEVEL OF LOCAL DAMAGE
• AGENCY’S JURISDICTION DETERMINES ITS RESPONSIBILITIES
• SEISMIC HAZARD DEFINED BETTER BY SCENARIO EVENT THAN PROBABILISTIC GROUND MOTION
![Page 6: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/6.jpg)
HIGHWAY LIFELINE SYSTEM DESIGN
• PERFORMANCE GOALS FOR SCENARIO EARTHQUAKE – 2 Rather than 1.5 on Estimated Ground Motions?
• IDENTIFICATION AND QUANTIFICATION OF HAZARD – Soil Liquefaction, Permanent Ground Deformations, Structural Movements and Failures, and Importance of EQ Event Relative to Other Hazards.
• ASSESS DAMAGE STATE FOR SCENARIO EVENT Functionality of Components, Time and Cost to Repair.
• EVALUATE SYSTEM FUNCTIONALITY- IDENTIFY RISK REDUCTION OPTIONS (CBE)
![Page 7: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/7.jpg)
systems integration enabling technologies fundamental knowledgekey:
Deep SoilResponse
Deep SoilResponse
GT-19
SE-3
InventoryTechnologies
InventoryTechnologies
DS-2
ResponseAnalysisTools
ResponseAnalysisTools
DS-3
VulnerabilityFunctions
VulnerabilityFunctions
DS-4
RegionalResponseSimulation
RegionalResponseSimulation
DS-5
NetworkLoss
NetworkLoss
DS-6
NetworkVulnerability
NetworkVulnerability
DS-7a
Damage-Functionality
Damage-Functionality
DS-7b
S-E ImpactAssessment
S-E ImpactAssessment
DS-8
Risk Assessment
Risk Assessment
DS-9
SyntheticEQ Hazards
SyntheticEQ Hazards
HD-1
EQ SourceModeling
EQ SourceModeling
HD-2
Ground Motion Data
Ground Motion Data
HD-3
Gujarat-NMSZRelations
Gujarat-NMSZRelations
HD-4
EQ PathModeling
EQ PathModeling
HD-5
EQ SiteModeling
EQ SiteModeling
HD-6
Ground Deformations
Ground Deformations
HD-7
Decision Support Tools
Decision Support Tools
AcceptableConsequence
AcceptableConsequence
NetworkStrategies
NetworkStrategies Structure
RetrofitStrategies
StructureRetrofitStrategies Multi-Hazard
Application
Multi-HazardApplication
CM-1CM-2
CM-3
CM-4
CM-5
ST-14
Railroad BridgeAssessment
RR-5Fragility of
Transportation NetworksSE-13
Vulnerability of Air/RailNetworks
SE-11NetworkRetrofit
Benefit-Cost
ST-13Retrofit of BridgeColumnsST-12
ResponseModification
of Bridges
FoundationImprovement
FoundationImprovement
GT-5
Inventories ofTransportation
Networks
SE-28Emergency
PriorityRoutes
PartiallyRetrofitted
Bridges
Hazards Definition Thrust Area
Consequence Minimization Thrust Area
Damage Synthesis Thrust Area
ST-63Piers and
Abutments
ElastomericBearings
ST-62
ST-17
I-40 Bridge Instrumentation
ST-19Partially
RetrofittedBridges
Figure 2-4: Integration of Transportation Officials Stakeholder Thrust Area Research with Core Research
![Page 8: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/8.jpg)
HIGHWAY INVENTORYNEW MADRID SEISMIC ZONE
• CHARACTERISTICS OF SYSTEM WITHIN AREA WITH 0.1g ACCELERATION FOR 500 YEAR RETURN PERIOD
• Age for 90% of BridgesInterstate 1966 + - 8 yearsOverpass 1963 + - 8years
• Type of Bridge 2/3rds ContinuousSteel : Concrete
4:1Overpasses1:1 Interstate
NBI Lacks Information on Bearing, Bent, Foundation, and Soil Characteristics
Interstate Bridge Characteristics Different to Secondary Road
![Page 9: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/9.jpg)
HIGHWAY INVENTORYILLINOIS SOUTH OF I-70
Piers
Deck
Elevation of Typical Bridge
B1 B2 B3B4
Pier 1 Pier 2
Rocker BearingExpansion
Deck
Rocker BearingExpansion
Rocker BearingFixed
• BRIDGE CHARACTERISTICS VERY DIFFERENT TO CALIFORNIA BRIDGES. PIERS NOT INTEGRAL WITH BEAMS OR DECK.
• 533 Bridges on Primary Emergency Routes (Interstates)
• For 10% Sample:2/3rds Steel ContinuousSupport Type:50% Multi-Col. Pier40% Wall-Pier90% of Foundations
Pile Supported30% on Soil Likely to
Liquefy
![Page 10: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/10.jpg)
VULNERABILITY-FUNCTIONALITYRELATIONSHIPS
• EXPERT OPINION -“EMPIRICAL” RELATIONSHIPS – HAZUS
• ANALYTICAL RELATIONSHIPS
• Approach Slabs
• Major River Crossing
• Pavement
• “Standard” Bridge
• EQ with 10% probability in 50 years causes little structural damage to as-built interstate bridges.
• EQ with 2% probability in 50 years causes wide damage to steel bearings, columns and foundations
![Page 11: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/11.jpg)
DAMAGE TYPES
BRITTLE
• Bearing or Pedestal Failure
• Beam or Column Shear Failure
• Column Lap Splice
• Pile Shear or Pullout
DUCTILE
• Bearing Overturning
• Excessive Pier Drift
• Excessive Ground Displ.
• Pile Flexure
![Page 12: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/12.jpg)
RETROFIT STRATEGIES
• Restrainer Cables• Elastomeric Bearings• Column and Cap Beam Wrapping• Micropile Additions
![Page 13: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/13.jpg)
RESTRAINER CABLES
Restrainer Cables are used to ensure that bridge beams movements relative to the bearings are restricted and beams cannot displace off bearings longitudinally or transversally.
![Page 14: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/14.jpg)
RESTRAINER CABLES
![Page 15: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/15.jpg)
RESTRAINER CABLES – TEST RESULTS
Over 100 Restrainer Retrofits Modified by TN DOT
Cable Restrainer Load - Displacement
Displacement (in)
0 2 4 6 8 10
Load
(ki
p)0
10
20
30
40
50
60
Displacement (mm)
0 50 100 150 200 250
Load
(kN
)
0
50
100
150
200
250
13
2
Current - pier
Current - girder
Cable Yield Strength
Cable Ultimate Strength
![Page 16: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/16.jpg)
ELASTOMERIC BEARINGS
• Allows for Temperature Effects. While Bearings Compress Little They Deform Easily in Shear.
• Hysteresis Small W/o Slip at Interface and Large with Slip.
• Are Hysteresis Characteristics Advantageous for EQ Effects?
• Does Stiffening of Elastomer with Decreasing Temperature Obviate Beneficial Effects for EQ?
![Page 17: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/17.jpg)
ELASTOMERIC BEARINGS
• Tests Conducted on New and Used Bearings to Find Changes in Slip, Stiffness and Hysteretic Characteristics with Decreasing Temperature and Increasing Cyclic Deformations.
• Dynamic Analyses Made For Typical 3 Span Bridge with Fixed Bearing at Central Pier and Elastomeric Type II Bearings at Side Piers and Type I at Abutments.
![Page 18: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/18.jpg)
ELASTOMERIC BEARINGS• Temperature Effect Unpredictable. Vary Widely with
Materials Used by Manufacturer
• Elastomeric Bearing Use Can Reduce or Increase Pier Forces. Type and Location Must Be Properly Selected.
![Page 19: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/19.jpg)
COLUMN AND BEAM WRAPPING
• Prevents Shear and Lap Splice Failures and Increases Flexural Ductility Capacity.
• Steel or Composite Placed as Bands or as Encasement. Effectiveness Varies with Form and Quality Control.
• Encasement More Aesthetically Pleasing But Results in Accelerated Deterioration if Located Below Deck Joint.
• Effective on Deteriorated Members if Member Properly Repaired First.
![Page 20: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/20.jpg)
bearings: 252 kips
columns: 360 kips
crashwall: 440 kips
cap beam: 340 kips
pile group: 450kips
pile cap: 380 kips
Base shear capacity in terms of pier elements
bearings: same
Modified & Wrappedcolumns: 220 kips
crashwall: same
cap beam: same
pile group: same
pile cap: same
As-built Retrofitted
COLUMN CAPACITY DESIGN RETROFIT
![Page 21: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/21.jpg)
COLUMN AND BEAM WRAPPING
0
10
20
30
40
50
60
70
80
90
100
Earthquake Intensity
Pro
babi
lity
(%)
major damage
10% EQ 2% EQ
moderate damge
minor damage
Effect of As-Built versus Retrofit
![Page 22: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/22.jpg)
FOUNDATION IMPROVEMENT WITH MICROPILES
• To Increase Foundation Capacity or Stiffness
• To Resist Overturning Where Existing Cap to Pile Connections Are Inadequate
• To Extend Piles Below Liquefiable Layer While Maintaining Vertical Load Capacity During EQ.
![Page 23: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/23.jpg)
FOUNDATION IMPROVEMENT USING MICROPILES
C L
E x i s t i n g P i l e s
0 . 3 m1 5 m
D i a m e t e rE x i s t i n g P i l e s
L e n g t h
R e t r o f i t P i l e s
S t e e l P i p eC o n c r e t e P i l eR e i n f o r c e m e n t
D i a m e t e r L e n g t h
1 1 m1 5 m1 5 m0 . 0 1 3 m
0 . 1 6 3 m0 . 2 0 3 m
4 S p a c e s @ 1 . 8 m
1 0 . 8 m
9 . 0 m
0.9
m
E x i s t i n g P i l e s
1.8
m1 .
8 m
1 . 3 5 m
P i l e sR e t r o f i t
E x i s t i n g P i l e C a pR e t r o f i t P i l e s
1.35
m0 .
9 m
0 .9
m
1 . 3 5 m
R e t r o f i t P i l e s
0.9
mP L A N V I E W
E L E V A T I O N
E N D V I E W
1 .35
m
C E x i s t i n g P i l e sLE x i s t i n g P i l e s
0 . 3 m1 5 m
D i a m e t e rE x i s t i n g P i l e s
L e n g t h
R e t r o f i t P i l e s
S t e e l P i p eC o n c r e t e P i l eR e i n f o r c e m e n t
D i a m e t e r L e n g t h1 1 m
1 5 & 3 0 m1 5 m0 . 0 1 3 m
0 . 1 6 3 m0 . 2 0 3 m
1 . 8 m
4 . 5 m
2 . 7 m
E x i s t i n g P i l e s
1.8
m1 .
8 m
1 . 3 5 m
P i l e sR e t r o f i t
1.35
m0 .
9 m
0 .9
m1 .
35 m
1 . 3 5 mR e t r o f i t P i l e s
0.9
m
P L A N V I E W
E L E V A T I O N
3 x 10 Retrofitted Pile Group
3x3 Retrofitted Pile Group
Case Study Foundations
![Page 24: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/24.jpg)
FOUNDATION IMPROVEMENT USING MICROPLIES
• Stiffness Increased 50% with 3x3 Pile Addition.• Even With Retrofit Liquefaction Near Surface
Substantially Reduced Pier Lateral Stiffness.• Dynamic Rotational Stiffness Increased
Regardless of Which Soil Layer Liquefied. • Stiffness in Field Tests Less Than Predicted
![Page 25: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/25.jpg)
VULNERABILITY- FUNCTIONALITY FOR MID-AMERICA BRIDGES
• Methodology to Derive Relationships, Repair Costs and Recovery Time Developed By Hwang (Memphis).
• Response of Typical Multi-Span Bridge Controlled by Response of Central Pier.
• Vulnerability Functions Derived for “Standard” Bridge for Longitudinal (GaTech) and Transverse Directions (UIUC)
![Page 26: MAE CENTER RESEARCH SUCCESS WITH DOTs Past and Future Neil M. Hawkins - Professor Emeritus University of Illinois MAE Center Annual Meeting - 2002 With.](https://reader037.fdocuments.net/reader037/viewer/2022110101/56649e885503460f94b8c802/html5/thumbnails/26.jpg)
VISION FOR FUTURE• Consensus Criteria Developed for CBE and
Performance Based Design of EQ Emergency Routes in NMSZ Using FHWA Pooled Funds.
- Design All New, and Systematically Upgrade All Existing, Major River Crossings and Their Approaches to AASHTO-LRFD Seismic Criteria.
- Identify Life Safety Needs of Communities and Design and Upgrade Routes Consistent with Those Needs.
- Design Other New Structures, and Upgrade Other Existing Structures, to EQ with 10 % PE in 50 years.
• MAEC Has Developed The Tools and Skilled Personnel
to Successfully Complete That Task.