HFL Testing Briefing - WSDOT ABC Meeting 08.04.2010 - University of Washington Marc O. Eberhard, John F. Stanton, Olafur S. Haraldsson, Todd Janes, Hung.

Slides:

Advertisements

Similar presentations

Codes and Standards Future Work

Advertisements

Precast Bent System for Bridges in Seismic Regions

Design of Seismic-Resistant Steel Building Structures

Experimental Testing of Drift- Sensitive Nonstructural Systems – Year 4 The Pathways Project San Jose State University Equip Site:

Beams Stephen Krone, DSc, PE University of Toledo.

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)

2.2 STRUCTURAL ELEMENT BEAM

Chp12- Footings.

Reinforced Concrete Design-8

Lecture 9 - Flexure June 20, 2003 CVEN 444.

Structural System Overview

Testing Test Setup TapLok Insert Shear Key Copper Threads Friction Tests Collar Shear Tests NSTX TF FLAG JOINT REVIEW 8/7/03 Michael Kalish.

Reinforced Concrete Design

PBES Seismic Research at the University of Washington John Stanton, Marc Eberhard, Kyle Steuck, Jason Pang, Todd Janes, Olafur Haraldsson, Hung Viet Tran,

Lecture Goals Slab design reinforcement.

Chp.12 Cont. – Examples to design Footings

Yahya C. Kurama University of Notre Dame Notre Dame, Indiana, U.S.A

USE OF HEADED REINFORCEMENT IN BEAM - COLUMN JOINTS John W. Wallace, Ph.D., P.E. Associate Professor, UCLA Scott W. McConnell, M.S., P.E. Structural Engineer,

Beam-Column Connections

Seismic Vulnerability Study of the Alaskan Way Viaduct: Typical Three-Span Units Marc Eberhard (J. De la Colina, S. Ryter, P. Knaebel) Lacey, Washington.

Shake Table Testing of a Large Scale Two Span R-C Bridge Univ. of Washington *PI: Marc Eberhard Co-PI: Pedro Arduino Co-PI: Steven Kramer RA: Tyler Ranf.

Building Systems (Seismic)

POTENTIAL ISSUE TEAM STUDIES CONCRETE CODIFICATION OPPORTUNITIES 1. CONCRETE SHEAR WALLS Current Codes provide detailed provisions for the seismic design.

CEE Capstone II Structural Engineering

Shear Capacity of Composite Steel Girder at Simple Support Virtis/Opis User Group Conference Nashville, TN, August 3-4, 2010 George Huang, PhD, PE California.

Compression BADI Y1.

CM 197 Mechanics of Materials Chap 20: Connections

Selection of Materials and Shape

ENGR 220 Section 12.1~12.2.

Seismic Performance Assessment of Flat Plate Floor Systems John W. Wallace, Ph.D., P.E. Thomas Hyun-Koo Kang, Ph.D. Student Department of Civil and Environmental.

CTC / MTC 222 Strength of Materials

Colorado State University

EXAMPLE 9.2– Part VI PCI Bridge Design Manual

COLUMNS. COLUMNS Introduction According to ACI Code 2.1, a structural element with a ratio of height-to least lateral dimension exceeding three used.

1. By Dr. Attaullah Shah Swedish College of Engineering and Technology Wah Cantt. CE-401 Reinforced Concrete Design-II.

Composite Beams and Columns

Tests of High-Performance Fiber- Reinforced Concrete Coupling Beams James K. Wight F.E. Richart, Jr. Collegiate Professor Dept. of Civil and Env. Eng.

Villanova University Dept. of Civil & Environmental Engineering CEE 8414 – Structural Dynamics Northridge Earthquake 1 Northridge Earthquake - Concrete.

Feng Xiong PhD Professor of Civil Engineering Sichuan University Nonlinear Finite Element Analysis for Precast Short Column Connections Under Cyclic Loading.

Lecture on CE 4014 Design of Concrete Structures

SHEAR IN BEAMS. SHEAR IN BEAMS Introduction Loads applied to beams produce bending moments, shearing forces, as shown, and in some cases torques. Beams.

Ömer O. Erbay & Ahmet Çıtıpıtıoğlu 25 April 2008

Lecture 21 – Splices and Shear

STRUT & TIE MODELS (S-T-M)

Static Pushover Analysis

Reinforced Concrete Design

Jennifer Soderstrom University of Washington

Cheng Yu, Benjamin W. Schafer The Johns Hopkins University February 2004 DISTORTIONAL BUCKLING OF C AND Z MEMBERS IN BENDING Progress Report to AISI.

TOPICS COVERED Building Configuration Response of Concrete Buildings

FOOTINGS. FOOTINGS Introduction Footings are structural elements that transmit column or wall loads to the underlying soil below the structure. Footings.

Villanova University Dept. of Civil & Environmental Engineering CEE Capstone II Structural Engineering 1 CEE Capstone II Structural Engineering.

URS – ARENA DISTRICT OFFICE BUILDING DAVID LEE STRUCTURAL OPTION.

Mechanics of Materials(ME-294) Mechanics is the branch of physics that is concerned with the analysis of the action of forces on matter or material systems.

DESIGN OF COLUMN BASE PLATES AND STEEL ANCHORAGE TO CONCRETE Elena Papadopoulos ENCE 710 Spring 2009.

CESL Hotel Unique – Toronto Chris O’Brien Eric Fraser Scotia Mabury

Design of One Way Slabs CE A433 – RC Design T. Bart Quimby, P.E., Ph.D. Spring 2007.

Rapid Construction of Bridge Piers with Concrete Filled Tubes

1 PennDOT Truss Gusset Plate Analysis and Ratings Spreadsheet Overview Karim Naji Assistant Structural Engineer FHWA PA Division

Kenneth O’Neill Experimental Investigation of Circular Concrete Filled Steel Tube Geometry on Seismic Performance.

CIVI 6061-Strengthening of bridges using FRP

An-Najah National University Faculty of Engineering

Design of Beams for Flexure

Plain & Reinforced Concrete-1 CE3601

An-Najah National University Faculty of Engineering

Earthquake resistant buildings

Supervisor: Dr. Mahmoud Dweikat.

CE-401 Reinforced Concrete Design-II

Mechanics of Materials Engr 350 – Lecture 38 Columns

Presentation transcript:

HFL Testing Briefing - WSDOT ABC Meeting University of Washington Marc O. Eberhard, John F. Stanton, Olafur S. Haraldsson, Todd Janes, Hung V. Tran, Michael Weinert.

Overview Completed tests: results Planned tests

Specimens Tested: Overview Column-to-footing connection: –A precast column embedded in a cast-in- place foundation

Specimens Tested: Details Two 42 %-scale specimens constructed: –Specimen A: “Full Guide Spec” –Specimen B: Less conservative

Test Specimens Differences in footing details: –Flexural steel moved outside column. –Almost all shear friction steel removed. –Half of the footing ties removed. Specimen B Specimen A Bars in slots Reduced SF steel

Testing 1. Pure axial load –Factored DL + LL = 240 kips 2. Axial load plus horizontal load: –Constant un-factored dead load = 159 kips –Cyclic horiz. displacement. (Modified NEHRP). 3. Pure axial load to failure –Determine punching capacity

Seismic Performance Maximum moments occur at intersections.

Seismic Performance Lab tests at 42% scale.

Moment vs. Drift SouthMoment [kips-in] Drift [%] Max3, % Max2, NorthMoment [kips-in] Drift [%] Max-3, % Max-2, SouthMoment [kips-in] Drift [%] Max3, % Max2, NorthMoment [kips-in] Drift [%] Max-3,114-1,45 80% Max-2,

Damage Progression Damage Level Drift Ratio (%)

End of Cyclic Testing Specimen A Specimen B No cracks in footings.

Vertical Load Test to Failure Failure by column crushing – not punching in the footing

After all Testing Specimen A Specimen B No sign of punching failure

Observed Behavior Both specimens behaved like c.i.p. Both had 80% of full strength at 7% drift. No shear slip between column & footing. No damage to the footing. P.C. column splice remained elastic.

Planned Tests 1: Thinner Footing Footing thickness may be limited by heat of hydration. Footing thickness < column diameter. Investigate strength and failure mode if footing fails. Expected failure mode: Punching shear + moment transfer

Planned Tests 1: Thinner Footing

Thin Footing Design Space Without beam shear” rft.

Thin Footing Design Space With “beam shear” rft.

Thin Footing: Final Design

Planned Tests 2: Drilled Shaft. P.C column embedded in drilled shaft. Transition Region Investigate potential for failure in transition region.

Planned Tests 2: Drilled Shaft. Transition Region Specimen A: per WSDOT BDM and AASHTO Seismic Guide Spec. Specimen B: Less conservative design of transition region. Need to ensure that shaft fails.

Planned Tests 2: Drilled Shaft. Strut-&-Tie models suggest force patterns. Pattern depends strongly on assumptions about shear transfer between pc column and cip shaft. Large tie force ???

And if that does not work