H. Krawinkler, 2/22/07 P-Delta and Minimum Base Shear.

Slides:

Advertisements

Similar presentations

Hybrid Simulation with On-line Updating of Numerical Model Based on Measured Experimental Behavior M. Javad Hashemi, Armin Masroor, and Gilberto Mosqueda.

Advertisements

Design of Seismic-Resistant Steel Building Structures

CALCULATED vs MEASURED ENERGY DISSIPATION.

Seismic Performance Assessment and Rehabilitation of Existing Buildings SPEAR International Workshop Joint Research Centre, Ispra, 4 th -5 th April 2005.

SEISMIC STRENGTHENING OF R/C FRAME STRUCTURES USING PERFORMANCE BASED DESIGN APPROACH Zdravko Bonev and Stanislav Dospevski 1 65 th anniversary Faculty.

Chapter 5 Some Applications of Consumer Demand, and Welfare Analysis.

1 Analysis of Test Results 2 What we’ll have to do: Load-Deflection curve. Load Vs Strain curve for steel and concrete Find yield load (  s = 0.002)

Outline CH1.Introduction CH2.Preliminary Design CH3.3D Model.

PEER 2002 PEER Annual Meeting PEER 2002 Annual Meeting uHelmut Krawinkler Seismic Demand Analysis.

Overview of Direct Analysis Method of Design for Stability

Lecture 33 - Design of Two-Way Floor Slab System

Professor Joe Greene CSU, CHICO

Chapter 11 Mechanical Properties of Materials

GTSTRUDL Users Group Annual Meeting, June 2010, page-1 Stability Analysis of 400 Ton Lifting Truss Luis M. Moreschi Hongchun Liu Peter J. Carrato Bechtel.

Performance-based guidelines and regulations

PEER 2002 PEER Annual Meeting PEER 2002 Annual Meeting uPractical Application of the PEER Limit State Checking Methodolgy uAllin Cornell uwith F. Jalayer,

Seismic Performance of Dissipative Devices Martin Williams University of Oxford Japan-Europe Workshop on Seismic Risk Bristol, July 2004.

Building Systems (Seismic)

2o Ciclo de Palestras em Engenharia Civil de Novembro de 2003 Universidade Nova de Lisboa-Centro de Investigaçao em Estruturas e Construção-UNIC.

Structural models Christine Goulet, Presenter

Quantifying risk by performance- based earthquake engineering, Cont’d Greg Deierlein Stanford University …with contributions by many 2006 IRCC Workshop.

The use of risk in design: ATC 58 performance assessment procedure Craig D. Comartin.

1 Workshop on GMSM for Nonlinear Analysis, Berkeley CA, October 26, 2006 Structural Models: OpenSees and Drain RC Frames and Walls Curt B. Haselton - PhD.

Material Strength.

Code Minimum Base Shear Requirements February 2007 Joe Maffei RUTHERFORD & CHEKENE.

Framework for Performance-Based Earthquake Engineering Helmut Krawinkler, Stanford U. PEER Summative Meeting – June 13, 2007.

Column Theory - Column Strength Curve

Partially Post-Tensioned Precast Concrete Walls

Section 2.1 Overview Types of NL Models Inelastic Model Attributes

Nonlinear response- history analysis in design practice RUTHERFORD & CHEKENE November 2007 Joe Maffei.

Simulated Deformations of Seattle High-Rise Buildings from a Hypothetical Giant Cascadian Earthquake Tom Heaton Jing Yang (Ph.D. thesis) Caltech Earthquake.

Assessing Effectiveness of Building Code Provisions Greg Deierlein & Abbie Liel Stanford University Curt Haselton Chico State University … other contributors.

Thoughts on minimum strength & stiffness requirements for seismic design Greg Deierlein Stanford University PEER/SF-AB Tall Building Discussion Feb. 23,

Chapter 4 Macromechanical Analysis of a Laminate Objectives and Laminate Code Dr. Autar Kaw Department of Mechanical Engineering University of South Florida,

Preliminary Investigations on Post-earthquake Assessment of Damaged RC Structures Based on Residual Drift Jianze Wang Supervisor: Assoc. Prof. Kaoshan.

Ömer O. Erbay & Ahmet Çıtıpıtıoğlu 25 April 2008

Incremental Dynamic Analyses on Bridges on various Shallow Foundations Lijun Deng PI’s: Bruce Kutter, Sashi Kunnath University of California, Davis NEES.

Seismic Design of Concrete Structure.

Topic 3 Load Analysis Topic 1 Applied Elasticity Topic 2 Material Selection PART I. INTRO TO MACHINE COMPONENT DESIGN Rank-Order DataAshby Charts Principal.

Task 3—Development and verification of simplified design tools Juan Vargas – Junior in Civil Engineering – Vice President SCU SHPE Mark Aschheim – Professor,

Chapter 4 Elasticity. Movement along demand and supply curves when the price of the good changes. QUESTION: HOW CAN WE PREDICT THE MAGNITUDE OF THESE.

Static Pushover Analysis

1Combined Forces Theory Developed by Scott Civjan University of Massachusetts, Amherst.

Structural Analysis and Design of

Weian Liu 3. Research Interest Soil Structure Interaction Seismic Analysis and Design of Bridge Structures Earthquake Engineering and Structural Dynamics.

CTC 422 Design of Steel Structures

University of Palestine

1 Building Collapse Fragilities Considering Mainshock-Aftershock Sequences Using Publicly Available NEEShub Data Yue Li and Ruiqaing Song Michigan Technological.

Parametric Form of Curves Estimating beam deflection using strain information gained from sensors.

Tall Building Initiative Response Evaluation Helmut Krawinkler Professor Emeritus Stanford University On behalf of the Guidelines writers: Y. Bozorgnia,

Second Order Analysis In the previous classes we looked at a method that determines the load corresponding to a state of bifurcation equilibrium of a perfect.

6/25/20081 Soil-Structure Interaction Analysis of a Composite Structure on a Backfill Hilltop WSRC-STI Rev 0 Lisa Anderson, Bechtel National,

Greg Deierlein, Paul Cordova, Eric Borchers, Xiang Ma, Alex Pena,

How Good is a Model? How much information does AIC give us? –Model 1: 3124 –Model 2: 2932 –Model 3: 2968 –Model 4: 3204 –Model 5: 5436.

Step 1: Setup material properties using material properties box. Most commonly used geogrid, wall units data have been storied in the banks. To use, select.

UNIT - IV PLASTIC ANALYSIS OF STRUCTURES

Tensile strength of concrete

Basics of Earthquakes Frequency

INTRODUCTION Due to Industrial revolution metro cities are getting very thickly populated and availability of land goes on decreasing. Due to which multistory.

Özgür BOZDAĞ Mutlu SEÇER Dokuz Eylül University Katip Çelebi University Izmir, Turkey SEISMIC RETROFITTING OF AN EXISTING INDUSTRIAL STRUCTURE FOR CONVERTING.

(PERFORMANCE-BASED PLASTIC DESIGN)

An-Najah National University Faculty of Engineering

How Good is a Model? How much information does AIC give us?

Beams and Frames.

Mechanics of Materials Lab

Outline CH1.Introduction CH2.Preliminary Design CH3.3D Model.

Second Order Analysis In the previous classes we looked at a method that determines the load corresponding to a state of bifurcation equilibrium of a perfect.

Second Order Analysis In the previous classes we looked at a method that determines the load corresponding to a state of bifurcation equilibrium of a perfect.

Enrique M. De La Cruz, Jean-Louis Martiel, Laurent Blanchoin

Presentation transcript:

H. Krawinkler, 2/22/07 P-Delta and Minimum Base Shear

H. Krawinkler, 2/22/07 Min. Base Shear V = (0.8ZN v I/R)W for drift limitation? Is it for ground motion uncertainty or “modeling” uncertainty or both? Let’s say explicitly what it is for! Should be the same “enforcement” as for code-conforming structures If for modeling uncertainties and alternative design, then it belongs to Level 3 – if for collapse safety?

H. Krawinkler, 2/22/07 Collapse Safety + Drift ≡ P-Delta P-Delta is controlled by –P (large in lower stories) –Delta - but inelastic  –Collapse mechanism –Length of post-yield “plateau” –Effective post yield stiffness –Deterioration –Frame problem very diff. from wall problem

H. Krawinkler, 2/22/07 Pushover Deflection Profiles, without and with P-delta -- N =18, T = Frame

H. Krawinkler, 2/22/07 Global Pushover Curve, without and with P-Delta -- N =18, T = Frame

H. Krawinkler, 2/22/07 Global Pushover Curve, LA-20, without and with P-  V ASD VyVy

H. Krawinkler, 2/22/07 Sensitivity to Strain Hardening, Pushover, LA-20

H. Krawinkler, 2/22/07 Elastic and Inelastic Stability Coefficient N =18, T = Frame

H. Krawinkler, 2/22/07 Effect of P-Delta on Median Collapse Capacity (Deteriorating Frame Systems)

H. Krawinkler, 2/22/07 Effect of P-Delta on Median Collapse Capacity (as function of base shear yield coefficient) Frames versus Walls (8-story)

H. Krawinkler, 2/22/07 So, what’s the point? P-Delta, which is amplified by deterioration, causes collapse (not the only source) P-Delta effect is very sensitive and not straight forward to predict We should safeguard against prediction errors But min. base shear does not look like the right vehicle to do so In codes: establish a limit on P  /(V y h)????