James Ricles

NHERI Lehigh EF

Muhannad Suleiman

ATLSS Faculty

NHERI Lehigh EF Testing Capabilities for

Natural Hazards Engineering Research

• Large-Scale Hybrid Simulation

• Large-Scale Real-time Hybrid Simulation

• Large-Scale Real-time Hybrid Simulation with Multiple Experimental Substructures

• Geographically Distributed Hybrid Simulation

• Geographically Distributed Real-time Hybrid Simulation

• Predefined load or displacements (Quasi-static testing or characterization testing)

• Dynamic testingMulti-directional Dynamic Testing

of Pipe Couplers

Example Project & Testing Types

Test Specimen Mode of Testing

R/C bridge-soil-foundation Distributed hybrid simulations

Building with piping system Multi-directional real-time hybrid simulations

Self-centering beam-to-column moment connections Characterization tests

Self-centering frame systems Characterization, hybrid simulations

R/C bridge with MR dampers Real-time hybrid simulations

Passive and semi-active dampers Characterization, hybrid and real-time hybrid

simulations

Steel frame building with MR dampers Real-time hybrid simulations with single and

multiple experimental substructures, real-time

distributed hybrid simulations

Tsunami-driven debris Dynamic impact loading

Post-tensioned coupled shear wall systems Characterization testing, multi-mode dynamic

testing

Laterally and axially loaded SSI pile tests Characterization testing, quasi-static testing

Pre-NEESR MISST: Multi-Site Soil-Structure-Foundation Interaction EQ Simulation

Test – UIUC, RPI, Lehigh

UI-SIMCOR

Distributed Hybrid Simulation Test SetupLehigh University

Pier test subassembly

UIUC

Pier test subassembly

RPI

Soil test subassembly

NCSA

Remaining soil, superstructure

analytical subassembly

Schematic Courtesy

of UIUC

I-10 Collector-Distributor 36

Damaged during 1994

Northridge EQ

• Evaluate seismic performance of Victaulic grooved

couplers for building piping systems

• Evaluate seismic performance of alternative pipe bracing

details

Objectives

Rigid bracingFlexible bracing

Grooved coupler

Multi-directional Large-Scale Real-time Hybrid Simulation of 3-story

Building with Piping System – Lehigh

Analytical

Substructure

Experimental

Substructure

D5

D6

d2

d1

d4

d3

d6

d5

3-story MRF

Piping system

D = T d

d2

d1

d4

d3

d6

d5

Multi-directional Large-Scale Real-time Hybrid Simulation of 3-story

Building with Piping System – Lehigh

Multi-directional Large-Scale Real-time Hybrid Simulation of 3-story

Building with Piping System – LehighRTHS: 1994 Northridge EQ, Canogo Park (MCE)

NEESR-SG Self Centering Damage-Free Seismic Resistant Steel Frame Systems –

Princeton, Purdue, Lehigh, MCEER

6-story : 6 bays @ 30 ft = 180 ft

Plan of Prototype Building

- .

actuator

self centering column base

PT

an

chor

column

ED element

PT steel

PT

forc

e se

nso

r

beam

gap opening sensor

Floor 1

Floor 2

Floor 3

Floor 4

keeper

detail

½ story to representbasement

Schematic of SC-MRF Exper. Substructure

(Diaphragm and Gravity Systems

Analytically Defined)

SC-MRF

Large-Scale Hybrid Simulation

NEESR-SG Self Centering Damage-Free Seismic Resistant Steel Frame Systems –

MCE (2500 yr Return Period EQ) Hybrid Simulation Results

Videos

MCE (2500 yr Return Period EQ) Hybrid Simulation Results

NEESR-SG Self Centering Damage-Free Seismic Resistant Steel Frame Systems - Princeton, Purdue, Lehigh, MCEER

6-story : 6 bays @ 30 ft = 180 ft

Plan of Prototype Building

SC-CBF Exper. Substructure

(Diaphragm and Gravity Systems

Analytically Defined)

SC-CBF

Large-Scale Hybrid Simulations

NorthSouth

Vertical post-

tensioning

Vertical gap

opening joints

1995 Takitori, Japan EQ (mMCE + 3s) Simulation Results

Development Of Advanced Servo-Hydraulic Control and Test Bed For Real-Time Testing Of Damped Structures

Subjected To Earthquakes - Lehigh

Real-time Hybrid SimulationDamper Hysteretic Response

-100

-75

-50

-25

0

25

50

75

100

-15 -10 -5 0 5 10 15

Damper Deformation - mm

Da

mp

er

Fo

rce

- k

N

First Floor Lateral Displacement

-20

-10

0

10

20

0 5 10 15 20 25 30

Time - sec

Dis

pla

cem

ent

- m

mUndamped Frame

Damped Frame

N

RTMD

Actuator

Dampers

North

A-FrameSouth

A-Frame

Roller

Bearings

Actuator

Support

Loading

Stub

NN

RTMD

Actuator

Dampers

North

A-FrameSouth

A-Frame

Roller

Bearings

Actuator

Support

Loading

Stub

N

RTMD

Actuator

Dampers

North

A-FrameSouth

A-Frame

Roller

Bearings

Actuator

Support

Loading

Stub

NN

RTMD

Actuator

Dampers

North

A-FrameSouth

A-Frame

Roller

Bearings

Actuator

Support

Loading

Stub

Floor 2

damper

N

RTMD

Actuator

Dampers

North

A-FrameSouth

A-Frame

Roller

Bearings

Actuator

Support

Loading

Stub

NN

RTMD

Actuator

Dampers

North

A-FrameSouth

A-Frame

Roller

Bearings

Actuator

Support

Loading

Stub

Floor 1

damper

Floor 3

damper

1st Flr Damper 2nd Flr Damper

3rd Flr Damper

Close up view of

damperExperimental Substructures

(MRFs, Diaphragm and Gravity

Systems Analytically Defined)

6-story : 6 bays @ 30 ft = 180 ft

Plan of Prototype Building

Elevation of MRF with Passive Dampers

MRF with Passive Dampers

dampers

dampers

dampers

dampers

dampers1st Flr Damper

Full-Scale Nonlinear Viscous Dampers

Damper testbed

-60 -40 -20 0 20 40 60-600

-400

-200

0

200

400

600

Damper deformation (mm)

Dam

per

forc

e (

kN

)

f=0.5 Hzf=1.0 Hz

f=1.5 Hz

f=2.0 Hz

(b)

Characterization testing

-800 -400 0 400 800-600

-400

-200

0

200

400

600

Damper velocity (mm/s)

Dam

per

forc

e (

kN

)

f=4.0 HZ

f=3.0 HZ

f=2.0 HZ

f=1.5 HZ

f=1.0 HZ

f=0.5 HZ

f=0.25 HZ

Damper force - deformation Damper force - velocity

0 2 4 6 8 10 12-1.5

-1

-0.5

0

0.5

1

1.5

Time (s)

Actu

ato

r str

oke

(in

ch

es)

3 ramp downcycles

2 ramp upcycles

7 stable full cycles

Loading Protocol

NEESR-CR: Performance-Based Design for Cost-Effective Seismic Hazard Mitigation in New Buildings Using Supplemental

Passive Damper Systems- Cal St. Pomona, Cal St. Northridge, Lehigh

6-story : 6 bays @ 30 ft = 180 ft

Plan of Prototype Building

Elevation of MRF with Passive Dampers

MRF with Passive Dampers

dampers

dampers

dampers

dampers

dampers

NEESR-CR: Performance-Based Design for Cost-Effective Seismic

Hazard Mitigation in New Buildings Using Supplemental Passive

Damper Systems

Real-time Hybrid Simulation – MRF, Gravity Frames Anl Sub

RTHS Phase-2: MCE level 1994 Northridge Earthquake RRS318 component

Real-time Hybrid Simulation: MRF + Braced Frame Exp Sub.

NEESR-SG Performance-Based Design and Real-time Large-scale Testing to Enable Implementation of Advanced Damping Systems –

Purdue, UIUC, CUNY, UConn, Lehigh

6-story : 6 bays @ 30 ft = 180 ft

Plan of Prototype Building

Elevation of MRF with MR Dampers

MRF with MR dampers

Real-time Hybrid Simulation

dampers

dampers

dampers

dampers

dampers

NEESR-SG PBD and Real-time Large-scale Testing to Enable

Implementation of Advanced Damping Systems – Purdue, UIUC, CUNY,

UConn, Lehigh RTHS: 1994 Northridge EQ (0.80*DBE), Semi-active MR

Dampers

Analytical

Substructure

Experimental Substructure – CBF with MR Dampers

NEESR-CR Impact Forces from Tsunami-driven Debris

Dynamic Impact Loading – Univ Hawaii, Oregon St., Lehigh

Dynamic Impact Loading

Test Setup Cargo Shipping

Container Debris

High Speed Video of Impact of Cargo

Shipping Container with Structure

NEESR-CR Post-Tensioned Coupled Shear Wall Systems –

Notre Dame, University of Texas @ Tyler

Digital Imaging Correlation System:

reinforced concrete coupled-shear wall

test specimen measured pier vertical displacements (courtesy M. McGinnis)

Joint Strains Measured by DIC System (Pakzad)

NEES@Lehigh Coupled Shear Wall Test

Specimen with Multi-Directional Loading

(Upper 5 floors analytically modeled)

Mixed Mode Hybrid Simulation Testing

NEESR-CR: Inertial Force Limiting Floor Anchorage Systems for

Seismic-Resistant Building Structures –

Univ. Arizona, UCSD, Lehigh

Cyclic Quasi Static and Dynamic Load Testing

FDFD+R

B

Experimental Setup Up

Friction Device

Low Damping Rubber BearingsLFRS

Floor System

Friction

Device

Floor Anchorage Hysteretic Response

Pile

Actuator

Displacement

transducers

NSF-CMMI: Enhancement of Vertical Element for Foundation

Supported by Ureolytic Carbonate Precipitation

Lehigh, Arizona StateVertical Tests on Biomodified Soil-Pervious Pile Systems

Below the pile

tip 76 mm

140 mm

229 mm

Pile diameter: 76 mm

Soil surface

NSF-CMMI: Enhancement of Vertical Element for Foundation

Supported by Ureolytic Carbonate Precipitation

Lehigh, Arizona StateVertical Tests on Biomodified Soil-Pervious Pile Systems

NSF-CMMI: SSI of Active and Passive Laterally Loaded Piles –

Lehigh, Lafayette College

Static Lateral Load Pile Tests

NSF-CMMI: SSI of Active and Passive Laterally Loaded Piles –

Lehigh, Lafayette College

Static Lateral Load Pile Tests

Pile

Pressure

sheet

Load

Note:

:SAA

:In-soil null pressure sensors

at depth of 352 mm below

soil surface

1

2 3

4

5

6

7

In-soil

null

pressure

sensor

NO.

Radial

distance

to pile

center

(mm)

1 152

2 152

3 737

4 152

5 356

6 356

7 76

762 mm

102 mm

76 mm

1.8 m

1.8 m

102mm

25 mm

Load

Pile top

displacement

transducer

78 2 35

Soil surface

1394 mm

106 mm

102 mm

98 mm

SAA

Pressure

sheet

35

2 m

m4

57

mm

38

1 m

m

Pressure

sheet

Back side

of pile

Front side

of pile

NSF-CMMI: SSI of Active and Passive Laterally Loaded Piles –

Lehigh, Lafayette College

Static Lateral Load Pile Tests

NSF-CMMI: SSI of Active and Passive Laterally Loaded Piles –

Lehigh, Lafayette College

Static Lateral Load Pile Tests

NSF-CMMI: SSI of Active and Passive Laterally Loaded Piles –

Lehigh, Lafayette College

Static Lateral Load Pile Tests

NSF-CMMI: SSI of Active and Passive Laterally Loaded Piles –

Lehigh, Lafayette College

Static Lateral Load Pile Tests

Thank You