joint ucsdjoint ucsd--ubub--unrunr shake table training...

Joint UCSDJoint UCSD--UBUB--UNRUNRShake Table Training WorkshopShake Table Training Workshop

September 16 – 17, 2010p ,San Diego, California

NEES@UNevada‐RenoNEES@UBuffaloNEES@UC San Diego

Shake Table Training Workshop 2010 – San Diego, CA

PurposePurpose• To familiarize prospective users of the NEES shake tables

with the simulation capabilities of the NEES@UB, NEES@UNR and NEES@UCSD sitesNEES@UNR, and NEES@UCSD sites.

• To introduce prospective users to the basics of shake table simulation and to what-you-need-to-know to ensure asimulation, and to what-you-need-to-know to ensure a successful project:

• Pros and cons of shake table experimentsPros and cons of shake table experiments• Experiment design and execution• Project managementj g• Data storage, retrieval, and interpretation


Workshop Program Workshop Program -- ThursdayThursday8:00 Registration and Welcome8:30 Overview

10.00 Break10:30 Shake Table Testing and Control Systems12:00 Lunch1:00 Instrumentation and Data Acquisition1 45 M d li Si ili d d Si l i1:45 Modeling Similitude and Simulation3:00 Break3:30 Lab Tour and Hands on Activity3:30 Lab Tour and Hands-on Activity6:00 Dinner


Workshop Program Workshop Program -- FridayFriday8:30 Specialized Testing and Versatile Reconfigurations

10:40 Break11:00 Project Management12:00 Lunch1:30 Total Project Planning2:15 Data Management and Archiving3 00 B k3:00 Break3:30 Questions, Answers, and Closure4:30 Adjourn4:30 Adjourn


Enrique Luco IntroductionJ R t O i f NEES UCSD Sh k T bl F ilitJose RestrepoTom AlbrechcinskiSherif Elfass

Overview of NEES-UCSD Shake Table FacilityOverview of the SEESL/UB-NEES FacilityOverview of the LSSL and NEES@Reno

Joel Conte Shake Table Testing and Control SystemsJoel ConteEnrique LucoJose RestrepoBenson Shing

Shake Table Testing and Control Systems

gMark PitmanPatrick LaplaceDan Radulescu Instrumentation and Data Acquisition – Universal channelsMatt SchoettlerScot WeinreberPatrick Laplace

GPS System for Absolute Displacement Measurements

A d St idi M d li Si ilit d d Si l tiAndreas Stavridis Modeling, Similitude and SimulationAnalytical models, Complex Structural Systems

Dan Radulescu Hands-on Lab Activity


Gilberto MosquedaSherif Elfass

Specialized Testing and Versatile Reconfiguration

Dan RadulescuTom AlbrechcinskiSherif Elfass

Project Management

Sherif ElfassJose Restrepo Example of Total Project Planning “Bridge Column”Dan RadulescuGoran Josipovic

Data Management and ArchivingGoran JosipovicRodney Porter


PresentersPresenters• Thomas Albrechcinski, UB Joel Conte, UCSD• Sherif Elfass, UNR Goran Josipovic, UBp• Patrick Laplace, UNR Enrique Luco, UCSD• Gilberto Mosqueda, UB Mark Pitman, UB• Rodney Porter UNR Jose Restrepo UCSD• Rodney Porter, UNR Jose Restrepo, UCSD• Dan Radulescu, UCSD Matt Schoettler UCSD• Benson Shing, UCSD Scot Weinreber, UB• Andreas Stavridis UCSD


Joint UCSDJoint UCSD--UBUB--UNRUNRShake Table Training WorkshopShake Table Training Workshop

NEES-UCSD Large High Performance OutdoorNEES UCSD Large High Performance Outdoor Shake Table (LHPOST)

J.P. Conte, J.E. Luco, J.I. Restrepo, B. Shingp gD. Radulescu

Department of Structural EngineeringUCSD

NEES@UNevada‐RenoNEES@UBuffaloNEES@UC San Diego


O liO liOutlineOutline

Overview of NEES-UCSD Shake Table Facility andOverview of NEES UCSD Shake Table Facility and

Table Specifications

P ti l C t l f St t l T t P f d Partial Catalog of Structural Tests Performed on

NEES-UCSD Shake Table

Table Acceleration Tracking Performance

(Acceleration reproduction fidelity)


Mi i S f NEES/UCSD TMi i S f NEES/UCSD TMission Statement for NEES/UCSD TeamMission Statement for NEES/UCSD Team

Maintain the shake table for safe efficient and accurate Maintain the shake table for safe, efficient, and accurate

operation

A i t ith i t l i l ti Assist users with experiment planning, proposal preparation,

specimen construction, instrumentation, data acquisition, test

performance, demolition and removal.

Keep NEES/UCSD at the forefront of experimental shake table

technology.


O i f h UCSDO i f h UCSD NEES Sh k T blNEES Sh k T blOverview of the UCSDOverview of the UCSD--NEES Shake TableNEES Shake Table

Rendering of the Plant 70 ft Tall Wind Turbine

• UCSD-NEES Shake Table located at the Camp Elliot Field Station, a site 15 km awayfrom UCSD campus,

• It is a unique facility that enables next generation seismic experiments to bef


conducted on very large structural and soil foundation-structure interaction systems.

SubSub--system Overviewsystem OverviewPlaten

Actuator

Lateral Bearing

Hold-down Struts

Vertical Bearing

Bearing Wear Plates


Table Platen

Platen Dimensions 7.6m x 12.2m

Platen Weight 1.128 MNMaximum Specimen

Payload (Rigid Payload)

20 MN

Max Overturning Mom 50 MN-mMax. Overturning Mom. 50 MN m

3-D Rendering of the Platen


Actuators (Qty. 2)( y )Stroke +/- 0.75 m

Max. Velocity 1.8 m/sMax. Acceleration (w/

/ ~1.28g /4MN Rigid Payload / Bare Table)

1.28g / ~4.2g

Force Capacity (Tension /

Compression)

4.2 MN / 2.7 MNCompression)

Rod Diameter 0.3048 m

Piston Diameter 0.5080 m

Total Effective PistonTotal Effective Piston Area 0.332 m2

Tension Area 0.2027 m2

Compression Area 0.1297 m2

Peak Extend Flow Rate 21890 lt/m

Peak Retract Flow Rate 14010 lt/m


Technical Characteristics of UCSDTechnical Characteristics of UCSD--NEES TableNEES TableServoServo valvesvalves-- ServoServo--valves valves --

Servo-valves (Qty. 2E+2W)Pilot 2nd StagePilot 2 Stage

Rating(Manufacturer

Moog)

19 lt/m

Pil 3 d SPilot 3rd Stage Rating 630 lt/m

4th Stage Flow Rating 10,000 lt/mg

Port Area Ratios(Details Given

Later)1:0.8:0.64:0.5

Valve Sleeve Windows

Area Ratio1:0.64


Technical Characteristics of UCSDTechnical Characteristics of UCSD--NEES TableNEES Table-- HoldHold--Down StrutsDown Struts ---- HoldHold--Down Struts Down Struts --

Hold-Down Struts (Qty. 2)Hold Down Struts (Qty. 2)Nitrogen Pressure 20.7 MPaUni-axial Stroke 2 m

Pin-to-Pin Length 3 3 mPin to Pin Length 3.3 mMax. Hold-down Force

Capacity3.1 MN

Effective Tension Area 0.15 m2


Vertical Bearings (Qty. 6)Effective Bearing Area 0.519 m2

Vertical Force Capacity 9.4 MNStroke +/- 0.013 m

3-D Rendering of the Vertical Bearing


Hydraulic SystemAccumulator Swept Volume 7.5 mAccumulator Bank Pressure 35 MPa

System Pressure 20.7 MPaBlow-down Flow Rate 38000 lt/m

HPU Flow Rate @ 35 MPa 431 lt/m

HPU Flow Rate @ 20.7 MPa 718 lt/m

Surge Tank Capacity 10 000 ltSurge Tank Capacity 10,000 lt


Bare Table Commissioning TestBare Table Commissioning Test


Wind Turbine TestWind Turbine Test

Specifications

TotalHeight

70 ft

Weight 23.4 kips

1st Natural Period

0.59 sec


NEES4KidsNEES4Kids


Test of Bridge Abutment on Laminar Soil BoxTest of Bridge Abutment on Laminar Soil Box(University of Nevada(University of Nevada--Reno UCB and UCSD)Reno UCB and UCSD)(University of Nevada(University of Nevada--Reno, UCB and UCSD)Reno, UCB and UCSD)


Test of Bridge Abutment on Laminar Soil BoxTest of Bridge Abutment on Laminar Soil Box(University of Nevada(University of Nevada Reno UCB and UCSD)Reno UCB and UCSD)(University of Nevada(University of Nevada--Reno, UCB and UCSD)Reno, UCB and UCSD)


Test of Bridge Abutment on Laminar Soil BoxTest of Bridge Abutment on Laminar Soil Box(U i it f N d(U i it f N d R UCB d UCSD)R UCB d UCSD)(University of Nevada(University of Nevada--Reno, UCB and UCSD)Reno, UCB and UCSD)


Seven Story RC Building SliceSeven Story RC Building Slice(Englekirk Board of Advisors, Charles Pankow Foundation, (Englekirk Board of Advisors, Charles Pankow Foundation,

Portland Cement Association)Portland Cement Association)

PT wall• 7-story building slice with

cantilever wall as the lateral force

Flange wall

resisting system

• Tallest building structure ever tested on a shake table

63 ft

• Single axis of input ground motion in the plane of the wall

Gravity columns • Phase 1 Testing:

12ft long rectangular wallCantilever web wall • Phase 2 Testing:

14ft-8in long T-wall


Seven Story RC Building SliceSeven Story RC Building SliceTest Video from the Sylmar TestTest Video from the Sylmar TestTest Video from the Sylmar Test Test Video from the Sylmar Test

(Overall)(Overall)

• Weight = 500 kips• Height = 63 ft

From the 1994 Northridge EQFrom the 1994 Northridge EQ at Sylmar Station

• Vmax = 400 kips (Base Shear)

• Mmax = 12000 kips-ft p(Base Overturning)

• amax = 1.5g (top floor accel.)

• dmax = 16 in (top floor rel. disp.)

• PGA=0.93g (table accel.)


Seven Story RC Building SliceSeven Story RC Building SliceTest Video from the Sylmar TestTest Video from the Sylmar TestTest Video from the Sylmar TestTest Video from the Sylmar Test

(Close(Close--up)up)


PCI Test PCI Test (University of Arizona Lehigh University and UCSD)(University of Arizona Lehigh University and UCSD)(University of Arizona, Lehigh University and UCSD)(University of Arizona, Lehigh University and UCSD)

3 Story Pre-cast C

TotalHeight

23 ft

Concrete Building

Height

Transverse 15.5 ft

Longitudinal 56.0 ft

Super Structure Weight

264 kips

Foundation 535 kipsFoundation Weight

535 kips

FundamentalPeriod

0.27 sec


PCI Test PCI Test (University of Arizona Lehigh University and UCSD)(University of Arizona Lehigh University and UCSD)(University of Arizona, Lehigh University and UCSD)(University of Arizona, Lehigh University and UCSD)


Wind Turbine Test Wind Turbine Test (University of California San Diego)(University of California San Diego)(University of California, San Diego)(University of California, San Diego)


Metal Building Test Test Metal Building Test Test (University of California San Diego)(University of California San Diego)(University of California, San Diego)(University of California, San Diego)


• NEESR-SG Project on the Seismic Performance Assessment and Retrofit of Non-ductile RC Frames with Infill Walls (Prof. B. Shing, PI, UCSD): Two 2/3-scale, 3-story, two-bay planar RC frames with masonry infill walls (July 2008 – January 2009).

• NEESR-SG Project on Performance Based-Design of New Masonry Structures (Prof. R. Klingner PI University of Texas Austin): Two full-scale 1-story 20 ft by 20 ft buildingsKlingner, PI, University of Texas Austin): Two full scale, 1 story, 20 ft by 20 ft buildings. The first building will be a wood-frame structure with brick veneer and the second structure will be a reinforced concrete masonry structure with brick veneer (February 2009 – June 2009).NEESR SG P j t S i i D i G id li f R t i i ll ith/ ith t S d• NEESR-SG Project on Seismic Design Guidelines for Retaining walls with/without Sound Walls (Prof. D. Cheng, PI, University of California, Davis); Two full-scale retaining walls installed inside the Soil Box

• NEESR-II A Seismic Study of Wind Turbines for Renewable Energy (Prof. A. Elgamal, PI, University of California, San Diego (January 2010- March 2010)

• NEES-SUPP Collapse Vulnerability and Seismic Design of Metal Buildings (Prof. C.M. Uang, PI, University of California, San Diego (April 2010- June 2010)

• SGER Large Scale Validation of Seismic Performance of Bridge Columns (Prof Mahin PI• SGER Large-Scale Validation of Seismic Performance of Bridge Columns (Prof. Mahin, PI, University of California at Berkeley (August 20-10 – September 2010)


Table Acceleration Tracking Performance Table Acceleration Tracking Performance (1994 Northridge Earthquake Record at Sylmar Station)(1994 Northridge Earthquake Record at Sylmar Station)(1994 Northridge Earthquake Record at Sylmar Station)(1994 Northridge Earthquake Record at Sylmar Station)

OLI @0.852g PGATest @0.852g PGA

Rel. RMS Err = 10.9% @ g

OLI @0 170g PGA

Rel. RMS Err = 33.3%

OLI @0.170g PGATest @0.852g PGA


Table Acceleration Tracking PerformanceTable Acceleration Tracking PerformanceT bl P k A l ti ET bl P k A l ti ETable Peak Acceleration Errors Table Peak Acceleration Errors

Sylmar Record El Centro Record


Thank youThank you


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