Probabilistic Damage Control Approach (PDCA)
|
|
- Willis Atkinson
- 5 years ago
- Views:
Transcription
1 Probabilistic Damage Control Approach (PDCA) Application to Caltrans Bridge Design California Dep. of Transportation Structure Policy & Innovation Office of Earthquake Engineering Mark Mahan Yeo (Tony) Yoon Sam Ataya Amir Malek 2018 PEER ANNUAL MEETING - BERKELEY, CALIFORNIA 4
2 PDCA Application Background Example UNR Study SP&I Study Future Study 2018 PEER ANNUAL MEETING - BERKELEY, CALIFORNIA 5
3 PDCA Application Within the context of Performance Based Earthquake Engineering (PBEE), Probabilistic Damage Control Approach (PDCA) is a process to quantify the distribution of modern bridge response when subjected to various seismic events. PDCA initiated around 2005 at Caltrans (Amir Malek, Mark Mahan, Abbas Tourzani and Sam Ataya). The research continued at UNR by Dr. Saiidi. After the PDCA research by UNR, Tony Yoon joined the PDCA team to work on the application of PDCA. 6
4 PDCA versus Current (Deterministic) Seismic Design Target Performance for 1000-year event Bridge Response Beyond 1000-year event? Current Seismic Design Collapse Prevention only Not specifically quantified PDCA Owner s Choice of various Damage States (DS) Risk 1) is calculated for events ranging from 225 to 1000, to 2500 years. Design Optimization? No Yes Inherent to choice of DS Factor of Safety Built on the capacity side D C Project specific involving both demand and capacity 1) Defined as a probability of exceeding a certain damage condition 7
5 Damage States (DSi)? Caltrans accepted 6 levels of progressive damage (DS1 thru DS6) that can be visually observed within the plastic region of columns 8
6 Damage Index - Initial Concept of PDCA DI = 0, Elastic Limit (No damage) DI = 1, End of Plastic State (DS6 Near Collapse) 9
7 What is Damage Index (DI)? Definitions: D Y = Yield Displacement of the column D D = Displacement Demand on the column due to various earthquakes D C = Theoretical Displacement Capacity of the column D UC = Ultimate Displacement Capacity of the column, Calibrated to test results DI = 0, Elastic Limit (No damage) DI = 1, End of Plastic State (Extensive Damage, Near Collapse) 10
8 Reliability index, b i. (LRFD formulation, Nowak and Collins 2000). Probability of exceeding a certain Damage State (DS i ) is estimated using the reliability index, b i. Given the two Damage Indices on the capacity and demand side, (DI R i ) and (DI L ), as random variables, respectively, b i is computed: Determine mean m and coefficient of variance d of DI R i and DI L? m and d of DI R i are established by Vosooghi and Saiidi, m and d of DI L are from Non-Linear Time History Analyses (NLTHA) using site specific information 11
9 Correlation between DI and DSi Vosooghi and Saiidi, 2012 investigated the correlation between DI and DSi by constructing the fragility curves of the DSs The mean of DI within the target DSi range is called Target DI. For example, the mean (50%) DI within the DS3 range is approximately 0.35 and is said to be the Target DI for DS3. 12
10 PDCA Application Procedure 13
11 PDCA Basic Procedure (outlined by Saiidi 2014) Step 1: Given the 975 yr ARS for specific bridge site (design earthquake), conduct pushover design of columns. Determine D Y, D D, D UC Step 2: Is Damage Index (DI) 0.35? Calibrated for Target DI, Step 3: Run 51 NLTHA to establish the displacement demand D D set, the mean m and the coefficient of variation d for the set. These demand side values are constant for all damage states. Step 4: Determine the capacity (Resistance) side of DI for Damage State 3 (DS3). Vosooghi and Saiidi 2012 established it (mean m = 0.375, coefficient of variation d = 0.27). Step 5: Calculate the Reliability Index b 3 for DS3. 14
12 PDCA Application - Procedure Reliability Index (b) Saini and Saiidi, 2014 proposed an approach to compute the reliability index (b i ) for each DSi using the related variables, DI on the capacity side (DI R ) and DI on the demand side (DI L ). Capacity side m Ri and d Ri : from fragility curves (Vosooghi and Saiidi, 2012) Demand Side m L and d L : from NLTHA using site specific information. 15
13 PDCA Application - Procedure Reliability Index (b) DS3 DS4 DS5 DS6 m Ri d Ri from fragility curves (Vosooghi and Saiidi, 2012) m L and d L : mean and coefficient of variance of DI L using site specific information This is from NLTHA 16
14 PDCA Basic Procedure: Continued The basic procedure resulted in the reliability index b 3 for exceeding Damage State 3 (DS3). Step 6: Repeat Step 4 for b 4, b 5, b 6 for DS4, DS5, and DS6 by using the UNR fragility values and the NLTHA demand values for 975-year earthquake. Step 7: The above process can be repeated for the 225- & 2475-year. Step 8: Using each b 3, what is the probability of exceeding DS3 given any earthquake? 17
15 PDCA Application Example 18
16 PDCA Application - Example Design Scenario: An Ordinary Standard Bridge assumed to be located in downtown LA. The bridge is a CIP/PT box girder bridge with two spans of 150 feet each. The bent consists of a single 5-6 diameter 30 foot tall reinforced concrete column. The footing is founded on competent rock. The column has a total 18 No. 9 longitudinal reinforcement bars with No in. A target damage index (DI) for this bridge is 0.35 to have DS3. The natural period of Bent 2 is 2 sec. This 19
17 PDCA Application - Example Step 1: Acceleration Record Generation - Determine Design ARS from ARS Online or USGS and Obtain Parameters for Ground Motion Generation. Fault Name Elysian Park (Upper) Elysian Park (Lower CFM) Puente Hills (LA) Fault Type Non-Strike Non-Strike Non-Strike R (km) Mw V S30 (m/sec) S (km) Dir Angle, q (deg) Z (km)
18 Step 1: Acceleration Record Generation - Generate 51 ground motions (3 x 17 motions from each fault) and Scale the motions to Design ARS linearly Before Linear Scaling After Linear Scaling 21
19 Step 2: Designer conducts pushover analysis for D Y and D UC f ye : 68 ksi f ce : 5 ksi e u for Hoops: 0.18 L p : 40.3 inches In addition, a displacement demand, D D_ESA against the design ARS. D D_ESA = 15.7 in Yield Displacement, D Y :5.4 in Ultimate Displacement Capacity, D UC : 35 in Step 2a: Compute D D_ESA using ARS for 975 yr EQ Step 3: Check Target DI (D D_ESA - D Y )/(D UC - D Y ) = ( )/(35-5.4) = 0.35 OK is estimated from ESA Reinforcements were properly detailed for Target DI. 22
20 Step 4: Perform Non-Linear Time History Analyses (NLTHA) with 975 yr motions for m L and d L of DI L Elysian Park (Upper) Elysian Park (Lower CFM) Puente Hills (LA) m L of DI L : 0.39 s L of DI L : 0.20 d L of DI L : 0.20/0.39 =0.51 D D_NLTHA (in) DI L D D_NLTHA (in) DI L D D_NLTHA (in) DI L Sim Sim Sim Sim Sim Sim Sim Sim Sim Sim Sim Sim Sim Sim Sim Sim Sim
21 Step 5: Calculate b i, given m Ri and d Ri of DI R from the fragility curve (Vosooghi and Saiidi, 2012) DS3 DS4 DS5 DS6 m Ri d Ri m L of DI L : 0.39 & d L of DI L : 0.51 from 51 NLTHA DS3 DS4 DS5 DS6 b i
22 Step 6: Compute probabilities of exceeding each DSi with b i DS3 DS4 DS5 DS6 b i % 15.6% 4.5% 1.4% DS3 DS4 DS5 DS6 46.9% 15.6% 4.5% 1.4% 5% in 50 yrs P(EQ) 2.3% 0.78% 0.22% 0.07% 25
23 Step 7: Repeat for 225 yr and 2475 yr return periods DS3 DS4 DS5 DS6 b i % 3.3% 0.9% 0.3% resulted from b DS3 DS4 DS5 DS6 P(EQ) 14% 3.3% 0.9% 0.3% 20% in 50 yrs 2.8% 0.66% 0.18% 0.06% 26
24 Step 7: Repeat for 225 yr and 2475 yr return periods DS3 DS4 DS5 DS6 b i % 70% 33% 12% resulted from b DS3 DS4 DS5 DS6 P(EQ) 96% 70% 33% 12% 2% in 50 yrs 1.91% 1.41% 0.67% 0.24% 27
25 Step 8: Probability of exceeding DS3 given any earthquake (Total Probability) 5 5 DS3 DS4 DS5 DS6 14% 3.3% 0.9% 0.3% 46.9% 15.6% 4.5% 1.4% 96% 70% 33% 12% X P(EQ 225 ) 20% 5 P(EQ 975 ) 5% P(EQ 2475 ) 2% DS3 DS4 DS5 DS6 P(EQ) 2.8% 0.7% 0.2% 0.1% 2.3% 0.8% 0.2% 0.1% 1.9% 1.4% 0.7% 0.2% Sum 7.0% 2.9% 1.1% 0.4% 27% 27% 27% 27% P(DS i ) = 25.9% 10.7% 4.1% 1.5% 28
26 Needs 1. Displacement Demand calculations require numerous NLTHA. Can the mean and covariance be established for zones in CA? 2. Most appropriate scaling method for the ground motions? 3. Mean and covariance of various generations of columns (vintage)? UNR has been working on particular column vintages. 4. Total lifecycle cost analysis: Initial construction cost plus post EQ repair cost is determined for each target damage state. Loss of use cost is difficult to quantify but most likely very large PEER ANNUAL MEETING - BERKELEY, CALIFORNIA 29
Probabilistic damage control seismic design of bridges using structural reliability concept
Probabilistic damage control seismic design of bridges using structural reliability concept A. Saini Doctoral Student, University of Nevada, Reno, NV, USA A. Vosooghi Bridge Engineer III, Ph.D., P.E.,
More informationPushover Seismic Analysis of Bridge Structures
Pushover Seismic Analysis of Bridge Structures Bernardo Frère Departamento de Engenharia Civil, Arquitectura e Georrecursos, Instituto Superior Técnico, Technical University of Lisbon, Portugal October
More informationSeismic Pushover Analysis Using AASHTO Guide Specifications for LRFD Seismic Bridge Design
Seismic Pushover Analysis Using AASHTO Guide Specifications for LRFD Seismic Bridge Design Elmer E. Marx, Alaska Department of Transportation and Public Facilities Michael Keever, California Department
More informationChapter 6 Seismic Design of Bridges. Kazuhiko Kawashima Tokyo Institute of Technology
Chapter 6 Seismic Design of Bridges Kazuhiko Kawashima okyo Institute of echnology Seismic Design Loading environment (dead, live, wind, earthquake etc) Performance criteria for gravity (deflection, stresses)
More informationPBEE Design Methods KHALID M. MOSALAM, PROFESSOR & SELIM GÜNAY, POST-DOC UNIVERSITY OF CALIFORNIA, BERKELEY
PBEE Design Methods KHALID M. MOSALAM, PROFESSOR & SELIM GÜNAY, POST-DOC UNIVERSITY OF CALIFORNIA, BERKELEY Outline 1.Introduction 2. 3.Non optimization-based methods 2 Introduction Courtesy of Prof. S.
More informationSeismic Design of a Light Rail Transit Bridge with Fault Rupture Crossing
Seismic Design of a Light Rail Transit Bridge with Fault Rupture Crossing Presentation Outline 1. Project Overview 2. Site-Wide Fault Mapping 3. Field Exploration at Three Bridge Sites 4. Design Fault
More informationPerformance based Engineering
Probability based based Methods in Performance based Engineering Fatemeh Jalayer University of Naples Federico II A RELAXED WORKSHOP ON PERFORMANCE-BASED EARTHQUAKE ENGINEERING July 2-4 2009 The characterization
More informationRESIDUAL DISPLACEMENT AND POST EARTHQUAKE CAPACITY OF HIGHWAY BRIDGES
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 1550 RESIDUAL DISPLACEMENT AND POST EARTHQUAKE CAPACITY OF HIGHWAY BRIDGES Kevin MACKIE 1 Bozidar STOJADINOVIC
More informationCALIBRATED RESPONSE SPECTRA FOR COLLAPSE ASSESSMENT UNDER MULTIVARIATE HAZARD AND STRUCTURAL RESPONSE UNCERTAINTIES
10NCEE Tenth U.S. National Conference on Earthquake Engineering Frontiers of Earthquake Engineering July 21-25, 2014 Anchorage, Alaska CALIBRATED RESPONSE SPECTRA FOR COLLAPSE ASSESSMENT UNDER MULTIVARIATE
More informationOPTIMIZATION OF RESPONSE SIMULATION FOR LOSS ESTIMATION USING PEER S METHODOLOGY
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 1066 OPTIMIZATION OF RESPONSE SIMULATION FOR LOSS ESTIMATION USING PEER S METHODOLOGY Hesameddin ASLANI
More informationProbabilistic Performance-Based Optimum Seismic Design of (Bridge) Structures
P E E R U C S D Probabilistic Performance-Based Optimum Seismic Design of (Bridge) Structures PI: Joel. P. Conte Graduate Student: Yong Li Sponsored by the Pacific Earthquake Engineering Research Center
More informationNonlinear Analysis of Reinforced Concrete Bridges under Earthquakes
6 th International Conference on Advances in Experimental Structural Engineering 11 th International Workshop on Advanced Smart Materials and Smart Structures Technology August 1-2, 2015, University of
More informationShake Table Tests of Reinforced Concrete Bridge Columns Under Long Duration Ground Motions
6 th International Conference on Advances in Experimental Structural Engineering 11 th International Workshop on Advanced Smart Materials and Smart Structures Technology August 1-2, 2015, University of
More informationProbabilistic Performance-Based Optimum Seismic Design of (Bridge) Structures
P E E R U C S D Probabilistic Performance-Based Optimum Seismic Design of (Bridge) Structures PI: Joel. P. Conte Graduate Student: Yong Li Sponsored by the Pacific Earthquake Engineering Research Center
More informationApplication and Validation of Simulated BBP & Cybershake Motions for Building Response Analyses
Application and Validation of Simulated BBP & Cybershake Motions for Building Response Analyses Greg Deierlein (Stanford) & Ting Lin (Marquette) Kuanshi Zhong, Wen-Yi Yen & Nenad Bijelic (Stanford) SCEC
More informationGeotechnical Aspects of the Seismic Update to the ODOT Bridge Design Manual. Stuart Edwards, P.E Geotechnical Consultant Workshop
Geotechnical Aspects of the Seismic Update to the ODOT Bridge Design Manual Stuart Edwards, P.E. 2017 Geotechnical Consultant Workshop Changes Role of Geotechnical Engineer Background Methodology Worked
More informationEvaluation of the Seismic Load Level in Korea based on Global Earthquake Records
Proceedings of the Tenth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Pacific 6-8 November 215, Sydney, Australia Evaluation of the Seismic Load Level in Korea based on
More informationA Statistical Analysis of the Response of Tall Buildings to Recorded and Simulated Ground Motions
A Statistical Analysis of the Response of Tall Buildings to Recorded and Simulated Ground Motions N. Jayaram & N. Shome Risk Management Solutions Inc., Newark, CA, USA SUMMARY: Performance based earthquake
More informationReliability-based calibration of design seismic response spectra and structural acceptance criteria
Reliability-based calibration of design seismic response spectra and structural acceptance criteria C. Loth & J. W. Baker Department of Civil and Environmental Engineering Stanford University ABSTRACT:
More informationA METHODOLOGY FOR ASSESSING EARTHQUAKE-INDUCED LANDSLIDE RISK. Agency for the Environmental Protection, ITALY (
A METHODOLOGY FOR ASSESSING EARTHQUAKE-INDUCED LANDSLIDE RISK Roberto W. Romeo 1, Randall W. Jibson 2 & Antonio Pugliese 3 1 University of Urbino, ITALY (e-mail: rwromeo@uniurb.it) 2 U.S. Geological Survey
More informationBayesian Approach in Structural Tests with Limited Resources
Bayesian Approach in Structural Tests with Limited Resources *Kidong Park 1), David Webber 2), Changsoon Rha 3), Jidae Park 4), & Junggil Lee 1), 2), 4), 5) Health, Safety & Environment Division, Samsung
More informationSeismic Issues for California's Nuclear Power Plants. Norman Abrahamson University of California, Berkeley
Seismic Issues for California's Nuclear Power Plants Norman Abrahamson University of California, Berkeley From UCERF 2 Seismic Setting for California s Nuclear Power Plants Major Offshore Strike-Slip Faults
More informationFRIENDS OF THE EEL RIVER
FRIENDS OF THE EEL RIVER Working for the recovery of our Wild & Scenic River, its fisheries and communities. Frank Blackett, Regional Engineer Office of Energy Projects Division of Dam Safety and Inspections
More informationSoil-Structure Interaction in Nonlinear Pushover Analysis of Frame RC Structures: Nonhomogeneous Soil Condition
ABSTRACT: Soil-Structure Interaction in Nonlinear Pushover Analysis of Frame RC Structures: Nonhomogeneous Soil Condition G. Dok ve O. Kırtel Res. Assist., Department of Civil Engineering, Sakarya University,
More informationPACIFIC EARTHQUAKE ENGINEERING RESEARCH CENTER
PACIFIC EARTHQUAKE ENGINEERING RESEARCH CENTER Fragility Basis for California Highway Overpass Bridge Seismic Decision Making Kevin R. Mackie and Božidar Stojadinović Department of Civil and Environmental
More informationPACIFIC EARTHQUAKE ENGINEERING RESEARCH CENTER
PACIFIC EARTHQUAKE ENGINEERING RESEARCH CENTER PACIFIC EARTHQUAKE ENGINEERING Performance and Reliability of Exposed Column Base Plate Connections for Steel Moment-Resisting Frames Ady Aviram Bozidar Stojadinovic
More informationANALYSIS OF ORDINARY BRIDGES CROSSING FAULT-RUPTURE ZONES
ANALYSIS OF ORDINARY BRIDGES CROSSING FAULT-RUPTURE ZONES R.K. Goel and A.K. Chopra 2 Professor, Dept. of Civil & Environmental Engineering, California Polytechnic State University, San Luis Obispo, California,
More informationSeismic Response of Bridges Considering Different Ground Motion Selection Methods
Seismic Response of Bridges Considering Different Ground Motion Selection Methods X. Liang, S. Günay and K.M. Mosalam Abstract This paper makes use of different ground motion selection and scaling methods
More informationTHREE-DIMENSIONAL NONLINEAR DEGRADING MODEL FOR EARTHQUAKE RESPONSE ANALYSES OF CONCRETE BRIDGES
The 4 th World Conference on Earthquake Engineering October 2-7, 28, Beijing, China THREE-DIMENSIONAL NONLINEAR DEGRADING MODEL FOR EARTHQUAKE RESPONSE ANALYSES OF CONCRETE BRIDGES V. Phung and D. Lau
More informationDevelopment of Ground Motion Time Histories for Seismic Design
Proceedings of the Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society 14-16 April, 2011, Auckland, New Zealand Development of Ground Motion Time Histories for Seismic
More informationSafety Margin Ratio-Based Design of Isolation Gap Size for Base-isolated Structures
Safety Margin Ratio-Based Design of Isolation Gap Size for Base-isolated Structures T. Nakazawa Tokyo Kenchiku Structural Engineers, Co. Ltd., Japan S. Kishiki Osaka Institute of Technology, Japan Z. u
More informationEFFECTS OF LONG DURATION EARTHQUAKES ON BRIDGE STRUCTURES
EFFECTS OF LONG DURATION EARTHQUAKES ON BRIDGE STRUCTURES By BLANDINE C. VALLE A thesis submitted in partial fulfillment of the requirements for the degree of MASTER OF SCIENCE IN CIVIL ENGINEERING WASHINGTON
More informationLRFD GEOTECHNICAL IMPLEMENTATION
LRFD GEOTECHNICAL IMPLEMENTATION Ching-Nien Tsai, P.E. LADOTD Pavement and Geotechnical Services In Conjunction with LTRC WHY LRFD FHWA deadline - October 2007 LRFD is a better method Risk is quantified
More informationPROTECTING MONUMENTS AND HISTORICAL SETTINGS FROM THE NEXT EARTHQUAKE
PROTECTING MONUMENTS AND HISTORICAL SETTINGS FROM THE NEXT EARTHQUAKE R.PAPADHMHTRIOU, L.PELLI EUROPEAN CENTER OF PREVENTING & FORECASTING OF EARTHQUAKES Confronting the problem SEISMIC RISK R SEISMIC
More informationOn the use of wavelet coefficient energy for structural damage diagnosis
Safety, Reliability and Risk of Structures, Infrastructures and Engineering Systems Furuta, Frangopol & Shinozuka (eds) 010 Taylor & Francis Group, London, ISBN 978-0-415-47557-0 On the use of wavelet
More informationOpenSees Navigator. OpenSees Navigator
Andreas Schellenberg & Tony Yang University of California at Berkeley Pacific Earthquake Engineering Research Center Introduction: MATLAB based Graphical User Interface Create 2D/3D structural models for
More informationCAPACITY SPECTRUM FOR STRUCTURES ASYMMETRIC IN PLAN
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 004 Paper No. 653 CAPACITY SPECTRUM FOR STRUCTURES ASYMMETRIC IN PLAN B. K. Raghu Prasad 1, A. Seetha Ramaiah and A.
More informationSeismic Evaluation of Auxiliary Buildings and Effects of 3D Locational Dynamic Response in SPRA
Seismic Evaluation of Auxiliary Buildings and Effects of 3D Locational Dynamic Response in SPRA PSA 2017, Pittsburgh September 25 th, 2017 Brian Cohn Jieun Hur, Eric Althoff, Halil Sezen, and Richard Denning
More informationDevelopment of U. S. National Seismic Hazard Maps and Implementation in the International Building Code
Development of U. S. National Seismic Hazard Maps and Implementation in the International Building Code Mark D. Petersen (U.S. Geological Survey) http://earthquake.usgs.gov/hazmaps/ Seismic hazard analysis
More informationProject 17 Development of Next-Generation Seismic Design Value Maps
Project 17 Development of Next-Generation Seismic Design Value Maps Geo Structures 2016 16 February 2016 R.O. Hamburger, SE, SECB www.sgh.com Some History Prior to 1988 - maps provided broad seismic zones
More informationWhat will a Magnitude 6.0 to 6.8 Earthquake do to the St. Louis Metro Area?
What will a Magnitude 6.0 to 6.8 Earthquake do to the St. Louis Metro Area? J. David Rogers Natural Hazards Mitigation Center University of Missouri-Rolla USGS Mid-Continent Geographic Science Center Missouri
More informationENERGY DIAGRAM w/ HYSTERETIC
ENERGY DIAGRAM ENERGY DIAGRAM w/ HYSTERETIC IMPLIED NONLINEAR BEHAVIOR STEEL STRESS STRAIN RELATIONSHIPS INELASTIC WORK DONE HYSTERETIC BEHAVIOR MOMENT ROTATION RELATIONSHIP IDEALIZED MOMENT ROTATION DUCTILITY
More informationIllustrating a Bayesian Approach to Seismic Collapse Risk Assessment
2th International Conference on Applications of Statistics and Probability in Civil Engineering, ICASP2 Vancouver, Canada, July 2-5, 25 Illustrating a Bayesian Approach to Seismic Collapse Risk Assessment
More informationTRANSPORTATION RESEARCH BOARD. TRB Webinar Program Direct Displacement Based Seismic Design of Bridges. Thursday, June 22, :00-3:30 PM ET
TRANSPORTATION RESEARCH BOARD TRB Webinar Program Direct Displacement Based Seismic Design of Bridges Thursday, June 22, 2017 2:00-3:30 PM ET The Transportation Research Board has met the standards and
More informationAuthor(s) Sawamura, Yasuo; Kishida, Kiyoshi;
Title Experimental study on seismic resis precast arch culvert using strong e Author(s) Sawamura, Yasuo; Kishida, Kiyoshi; Citation Japanese Geotechnical Society Speci 2(48): 1684-1687 Issue Date 216-1-29
More informationSeismic Performance Assessment Uses Incremental Dynamic Analysis
J. Basic. Appl. Sci. Res., 3(8)757-764, 2013 2013, TextRoad Publication ISSN 2090-4304 Journal of Basic and Applied Scientific Research www.textroad.com Seismic Performance Assessment Uses Incremental
More informationEarthquake Loads According to IBC IBC Safety Concept
Earthquake Loads According to IBC 2003 The process of determining earthquake loads according to IBC 2003 Spectral Design Method can be broken down into the following basic steps: Determination of the maimum
More informationPROBABILISTIC PERFORMANCE-BASED SEISMIC DEMAND MODEL FOR R/C FRAME BUILDINGS
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 1547 PROBABILISTIC PERFORMANCE-BASED SEISMIC DEMAND MODEL FOR R/C FRAME BUILDINGS Srdjan JANKOVIC 1 and
More informationInfluence of Conditioning Period on the Displacement Response of Nonlinear Single- Degree-of-Freedom Structural Systems
Lehigh University Lehigh Preserve Theses and Dissertations 2017 Influence of Conditioning Period on the Displacement Response of Nonlinear Single- Degree-of-Freedom Structural Systems Jonathan P. Williams
More informationP-Delta Effects in Limit State Design of Slender RC Bridge Columns
P-Delta Effects in Limit State Design of Slender RC Bridge Columns Pedro F. Silva, & Arash Sangtarashha The George Washington University, Washington, DC, U.S.A. Rigoberto Burgueño Michigan State University,
More informationThree Fs of earthquakes: forces, faults, and friction. Slow accumulation and rapid release of elastic energy.
Earthquake Machine Stick-slip: Elastic Rebound Theory Jerky motions on faults produce EQs Three Fs of earthquakes: forces, faults, and friction. Slow accumulation and rapid release of elastic energy. Three
More informationVertical acceleration and torsional effects on the dynamic stability and design of C-bent columns
Vertical acceleration and torsional effects on the dynamic stability and design of C-bent columns A. Chen, J.O.C. Lo, C-L. Lee, G.A. MacRae & T.Z. Yeow Department of Civil Engineering, University of Canterbury,
More informationEUROCODE EN SEISMIC DESIGN OF BRIDGES
Brussels, 18-20 February 2008 Dissemination of information workshop 1 EUROCODE EN1998-2 SEISMIC DESIGN OF BRIDGES Basil Kolias Basic Requirements Brussels, 18-20 February 2008 Dissemination of information
More informationPart 2 - Engineering Characterization of Earthquakes and Seismic Hazard. Earthquake Environment
Part 2 - Engineering Characterization of Earthquakes and Seismic Hazard Ultimately what we want is a seismic intensity measure that will allow us to quantify effect of an earthquake on a structure. S a
More informationImproving the earthquake performance of bridges using seismic isolation
Improving the earthquake performance of bridges using seismic isolation Ian Buckle Professor, University of Nevada Reno TRB Webinar February 10, 2016 Sponsored by TRB Committee AFF50: Seismic Design and
More informationChapter 4 Seismic Design Requirements for Building Structures
Chapter 4 Seismic Design Requirements for Building Structures where: F a = 1.0 for rock sites which may be assumed if there is 10 feet of soil between the rock surface and the bottom of spread footings
More information12735: Urban Systems Modeling. Loss and decisions. instructor: Matteo Pozzi. Lec : Urban Systems Modeling Lec. 11 Loss and decisions
1735: Urban Systems Modeling Lec. 11 Loss and decisions instructor: Matteo Pozzi 1 outline introduction example of decision under uncertainty attitude toward risk principle of minimum expected loss Bayesian
More informationSeismic Vulnerability Assessment of Wood-frame Buildings in Southwestern British Columbia
Seismic Vulnerability Assessment of Wood-frame Buildings in Southwestern British Columbia K. Goda University of Bristol, United Kingdom G.M. Atkinson University of Western Ontario, Canada ABSTRACT: The
More informationIZMIT BAY BRIDGE SOUTH APPROACH VIADUCT: SEISMIC DESIGN NEXT TO THE NORTH ANATOLIAN FAULT
Istanbul Bridge Conference August 11-13, 2014 Istanbul, Turkey IZMIT BAY BRIDGE SOUTH APPROACH VIADUCT: SEISMIC DESIGN NEXT TO THE NORTH ANATOLIAN FAULT A. Giannakou 1, J. Chacko 2 and W. Chen 3 ABSTRACT
More informationModel parameter uncertainties and correlations: quantification and assessment of impacts on seismic collapse risk
IASSAR Safety, Reliability, Risk, Resilience and Sustainability of Structures and Infrastructure 12th Int. Conf. on Structural Safety and Reliability, Vienna, Austria, 6 10 August 2017 Christian Bucher,
More informationA Modified Response Spectrum Analysis Procedure (MRSA) to Determine the Nonlinear Seismic Demands of Tall Buildings
Fawad A. Najam Pennung Warnitchai Asian Institute of Technology (AIT), Thailand Email: fawad.ahmed.najam@ait.ac.th A Modified Response Spectrum Analysis Procedure (MRSA) to Determine the Nonlinear Seismic
More informationSHAKING TABLE COLLAPSE TESTS OF TWO SCALE MODELS OF A 4-STORY MOMENT RESISTING STEEL FRAME
SHAKING TABLE COLLAPSE TESTS OF TWO SCALE MODELS OF A 4-STORY MOMENT RESISTING STEEL FRAME D.G. Lignos 1, H. Krawinkler 2 and A.S. Whittaker 3 1 Ph.D. Candidate, Dept. of Structural Engineering, Stanford
More informationLesson 25. Static Pile Load Testing, O-cell, and Statnamic. Reference Manual Chapter 18
Lesson 25 Static Pile Load Testing, O-cell, and Statnamic Reference Manual Chapter 18 STATIC LOAD TESTING Most accurate method to determine static pile capacity Perform at design or construction stage
More informationPacific Earthquake Engineering Research Center
Pacific Earthquake Engineering Research Center Seismic Demands for Performance-Based Design of Bridges Kevin Mackie University of California, Berkeley and Bozidar Stojadinovic University of California,
More informationSeismic Analysis of Structures Prof. T.K. Datta Department of Civil Engineering Indian Institute of Technology, Delhi. Lecture 03 Seismology (Contd.
Seismic Analysis of Structures Prof. T.K. Datta Department of Civil Engineering Indian Institute of Technology, Delhi Lecture 03 Seismology (Contd.) In the previous lecture, we discussed about the earth
More informationEurocode 8 Part 3: Assessment and retrofitting of buildings
in the Euro-Mediterranean Area Eurocode 8 Part 3: Assessment and retrofitting of buildings Paolo Emilio Pinto Università di Roma La Sapienza Urgency of guidance documents for assessment and retrofit in
More informationINFLUENCE OF EARTHQUAKE INTENSITY MEASURE ON THE PROBABILISTIC EVALUATION OF RC BUILDINGS
INFLUENCE OF EARTHQUAKE INTENSITY MEASURE ON THE PROBABILISTIC EVALUATION OF RC BUILDINGS ABSTRACT: M. Bianchini, P.P. Diotallevi and L. Landi 3 Assistant Lecturer, DISTART, Dept. of Civil Engineering,
More informationINFLUENCE OF LOADING RATIO ON QUANTIFIED VISIBLE DAMAGES OF R/C STRUCTURAL MEMBERS
Paper N 1458 Registration Code: S-H1463506048 INFLUENCE OF LOADING RATIO ON QUANTIFIED VISIBLE DAMAGES OF R/C STRUCTURAL MEMBERS N. Takahashi (1) (1) Associate Professor, Tohoku University, ntaka@archi.tohoku.ac.jp
More informationPERFORMANCE-BASED LIQUEFACTION POTENTIAL: A STEP TOWARD MORE UNIFORM DESIGN REQUIREMENTS
PERFORMANCE-BASED LIQUEFACTION POTENTIAL: A STEP TOWARD MORE UNIFORM DESIGN REQUIREMENTS Steven L. Kramer 1, Roy T. Mayfield 2 and Yi-Min Huang 2 Abstract This paper describes a procedure for performance-based
More informationESTIMATING PARK-ANG DAMAGE INDEX USING EQUIVALENT SYSTEMS
ESTIMATING PARK-ANG DAMAGE INDEX USING EQUIVALENT SYSTEMS Debarati Datta 1 and Siddhartha Ghosh 2 1 Research Scholar, Department of Civil Engineering, Indian Institute of Technology Bombay, India 2 Assistant
More informationOn The Ultimate Strength of RC Shear Wall under Multi-Axes Seismic Loading Condition
On The Ultimate Strength of RC Shear Wall under Multi-Axes Seismic Loading Condition KITADA Yoshio JNES (Japan Nuclear Energy Safety Organization), Tokyo, Japan 0 BACKGROUND AND PURPOSES OF THE STUDY There
More informationFinancial Seismic Risk Assessment of RC Bridge Piers using a Distribution-Free Approach
Financial Seismic Risk Assessment of RC Bridge Piers using a Distribution-Free Approach K. Solberg, J.B. Mander and R.P. Dhakal University of Canterbury, Christchurch, New Zealand. 6 NZSEE Conference ABSTRACT:
More informationUncertainty treatment in performance based seismic assessment of typical bridge classes in United States
University of Central Florida Electronic Theses and Dissertations Doctoral Dissertation (Open Access) Uncertainty treatment in performance based seismic assessment of typical bridge classes in United States
More informationThis Technical Note describes how the program checks column capacity or designs reinforced concrete columns when the ACI code is selected.
COMPUTERS AND STRUCTURES, INC., BERKELEY, CALIFORNIA DECEMBER 2001 CONCRETE FRAME DESIGN ACI-318-99 Technical Note This Technical Note describes how the program checks column capacity or designs reinforced
More informationInfluence of cracked inertia and moment-curvature curve idealization on pushover analysis
Influence of cracked inertia and moment-curvature curve idealization on pushover analysis Vivier Aurélie, Sekkat Dayae, Montens Serge Systra, 3 avenue du Coq, 75009 Paris SUMMARY: The pushover analysis
More informationSURFACE WAVES AND SEISMIC RESPONSE OF LONG-PERIOD STRUCTURES
4 th International Conference on Earthquake Geotechnical Engineering June 25-28, 2007 Paper No. 1772 SURFACE WAVES AND SEISMIC RESPONSE OF LONG-PERIOD STRUCTURES Erdal SAFAK 1 ABSTRACT During an earthquake,
More informationNonlinear static (pushover) analysis will be performed on a railroad bridge bent using wframe to determine its ultimate lateral deflection capability.
DESCRIPTION Nonlinear static (pushover) analysis will be performed on a railroad bridge bent using wframe to determine its ultimate lateral deflection capability. Moment hinges are based on Caltrans material
More informationLIQUEFACTION POTENTIAL & POST EARTHQUAKE STABILITY ASSESSMENT. H2J Engineering
LIQUEFACTION POTENTIAL & POST EARTHQUAKE STABILITY ASSESSMENT Project ID: CEEn_16CPST_13 by H2J Engineering Project Mentor: Tyler Coutu Team Lead: Heidi Decayanan Equipment Specialist: Joshua Peterson
More informationSEISMIC HAZARD ANALYSIS. Instructional Material Complementing FEMA 451, Design Examples Seismic Hazard Analysis 5a - 1
SEISMIC HAZARD ANALYSIS Instructional Material Complementing FEMA 451, Design Examples Seismic Hazard Analysis 5a - 1 Seismic Hazard Analysis Deterministic procedures Probabilistic procedures USGS hazard
More informationPreliminary Examination - Dynamics
Name: University of California, Berkeley Fall Semester, 2018 Problem 1 (30% weight) Preliminary Examination - Dynamics An undamped SDOF system with mass m and stiffness k is initially at rest and is then
More informationCHARACTERIZING SPATIAL CROSS-CORRELATION BETWEEN GROUND- MOTION SPECTRAL ACCELERATIONS AT MULTIPLE PERIODS. Nirmal Jayaram 1 and Jack W.
Proceedings of the 9th U.S. National and 10th Canadian Conference on Earthquake Engineering Compte Rendu de la 9ième Conférence Nationale Américaine et 10ième Conférence Canadienne de Génie Parasismique
More informationInclusion of a Sacrificial Fuse to Limit Peak Base-Shear Forces During Extreme Seismic Events in Structures with Viscous Damping
Inclusion of a Sacrificial Fuse to Limit Peak Base-Shear Forces During Extreme Seismic Events in Structures with Viscous Damping V. Simon, C. Labise, G.W. Rodgers, J.G. Chase & G.A. MacRae Dept. of Civil
More informationEARTHQUAKE SIMULATION TESTS OF BRIDGE COLUMN MODELS DAMAGED DURING 1995 KOBE EARTHQUAKE
EARTHQUAKE SIMULATION TESTS OF BRIDGE COLUMN MODELS DAMAGED DURING 1995 KOBE EARTHQUAKE J. Sakai 1, S. Unjoh 2 and H. Ukon 3 1 Senior Researcher, Center for Advanced Engineering Structural Assessment and
More information1. Background. 2. Objectives of Project. Page 1 of 29
1. Background In close collaboration with local partners, Earthquake Damage Analysis Center (EDAC) of Bauhaus Universität Weimar initiated a Turkish German joint research project on Seismic Risk Assessment
More informationSEISMIC RESPONSE OF STRENGTH AND STIFFNESS DEGRADING SINGLE DEGREE OF FREEDOM SYSTEMS
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-, Paper No. 93 SEISMIC RESPONSE OF STRENGTH AND STIFFNESS DEGRADING SINGLE DEGREE OF FREEDOM SYSTEMS Hasan A. PEKOZ 1 and
More informationEnvironmental Contours for Determination of Seismic Design Response Spectra
Environmental Contours for Determination of Seismic Design Response Spectra Christophe Loth Modeler, Risk Management Solutions, Newark, USA Jack W. Baker Associate Professor, Dept. of Civil and Env. Eng.,
More informationModifications to Risk-Targeted Seismic Design Maps for Subduction and Near-Fault Hazards
Modifications to Risk-Targeted Seismic Design Maps for Subduction and Near-Fault Hazards Abbie B. Liel Assistant Prof., Dept. of Civil, Environ. and Arch. Eng., University of Colorado, Boulder, CO, USA
More informationPreliminary Examination in Dynamics
Fall Semester 2017 Problem 1 The simple structure shown below weighs 1,000 kips and has a period of 1.25 sec. It has no viscous damping. It is subjected to the impulsive load shown in the figure. If the
More informationPACIFIC EARTHQUAKE ENGINEERING RESEARCH CENTER
PACIFIC EARTHQUAKE ENGINEERING RESEARCH CENTER Application of the PEER PBEE Methodology to the I-880 Viaduct I-880 Testbed Committee Sashi K. Kunnath Testbed Coordinator University of California, Davis
More informationLecture-09 Introduction to Earthquake Resistant Analysis & Design of RC Structures (Part I)
Lecture-09 Introduction to Earthquake Resistant Analysis & Design of RC Structures (Part I) By: Prof Dr. Qaisar Ali Civil Engineering Department UET Peshawar www.drqaisarali.com 1 Topics Introduction Earthquake
More informationAppendix K Design Examples
Appendix K Design Examples Example 1 * Two-Span I-Girder Bridge Continuous for Live Loads AASHTO Type IV I girder Zero Skew (a) Bridge Deck The bridge deck reinforcement using A615 rebars is shown below.
More informationShear Failure Model for Flexure-Shear Critical Reinforced Concrete Columns
Shear Failure Model for Flexure-Shear Critical Reinforced Concrete Columns W.M. Ghannoum 1 and J.P. Moehle 2 1 Assistant Professor, Dept. of Civil, Architectural, and Environmental Engineering, University
More informationUC Berkeley CE 123 Fall 2017 Instructor: Alan Kren
CE 123 - Reinforced Concrete Midterm Examination No. 2 Instructions: Read these instructions. Do not turn the exam over until instructed to do so. Work all problems. Pace yourself so that you have time
More informationRelation of Pulse Period with Near-Fault Strong Motion Parameters
th International Conference on Earthquake Geotechnical Engineering 1- November 15 Christchurch, New Zealand Relation of Pulse Period with Near-Fault Strong Motion Parameters V. Kardoutsou 1, P. Mimoglou,
More informationTABLE OF CONTENTS SECTION TITLE PAGE 2 PRINCIPLES OF SEISMIC ISOLATION OF BRIDGES 3
TABLE OF CONTENTS SECTION TITLE PAGE 1 INTRODUCTION 1 2 PRINCIPLES OF SEISMIC ISOLATION OF BRIDGES 3 3 ANALYSIS METHODS OF SEISMICALLY ISOLATED BRIDGES 5 3.1 Introduction 5 3.2 Loadings for the Analysis
More informationEffect of eccentric moments on seismic ratcheting of single-degree-of-freedom structures
Effect of eccentric moments on seismic ratcheting of single-degree-of-freedom structures K.Z. Saif, C.-L. Lee, G.A. MacRae & T.Z. Yeow Department of Civil Engineering, University of Canterbury, Christchurch.
More informationANALYSIS OF BRIDGE PERFORMANCE UNDER THE COMBINED EFFECT OF EARTHQUAKE AND FLOOD- INDUCED SCOUR
The Pennsylvania State University The Graduate School College of Engineering ANALYSIS OF BRIDGE PERFORMANCE UNDER THE COMBINED EFFECT OF EARTHQUAKE AND FLOOD- INDUCED SCOUR A Thesis in Civil Engineering
More informationDETERMINATION OF PERFORMANCE POINT IN CAPACITY SPECTRUM METHOD
ISSN (Online) : 2319-8753 ISSN (Print) : 2347-6710 International Journal of Innovative Research in Science, Engineering and Technology An ISO 3297: 2007 Certified Organization, Volume 2, Special Issue
More informationReal-Time Remote Evaluation of Post-Event Residual Capacity of Highway Bridges
Highway IDEA Program Real-Time Remote Evaluation of Post-Event Residual Capacity of Highway Bridges Final Report for Highway IDEA Project 137 Prepared by: Maria Q. Feng November 2010 INNOVATIONS DESERVING
More informationInfluence of the Plastic Hinges Non-Linear Behavior on Bridges Seismic Response
Influence of the Plastic Hinges Non-Linear Behavior on Bridges Seismic Response Miguel Arriaga e Cunha, Luís Guerreiro & Francisco Virtuoso Instituto Superior Técnico, Universidade Técnica de Lisboa, Lisboa
More information