Seismic Evaluation of Grouted Splice Sleeve Connections for

Reinforced Precast Concrete Bridge Piers

Chris P. Pantelides, PhD, PE, SEM.J. Ameli, PhD Candidate

Saratoga Springs, NYApril 2015

Introduction 2

Accelerated Bridge Construction

ABC Connections Modified for High-Seismic Regions

Khaleghi et al. (2012)

Utah Transit Authority (2012)

Introduction 3

GGSSFGSS

Air Tests 4

GGSS FGSS

Air Tests 5

• Rebar fracture• 169%fy on average• Type 2 (Building)• FMC (Bridge)

• Pull-out failure• 145%fy on average• Type 1 (Building)• FMC (Bridge)

fy = 76 ksi

FGSS

GGSS

Tests 6

• Prototype bridges in Utah considered• Capacity-based design procedure • AASHTO LRFD and AASHTO Seismic for detailing• Sectional and Pushover analyses conducted

–•

GGSS

FGSS

Half-Scale Tests 7

Construction of Specimens1 2

3 4

8

Half-Scale Tests/GGSS-1 Construction 9

Half-Scale Tests/GGSS-2 Construction 10

Half-Scale Tests/GGSS-3 Construction 11

Half-Scale Tests/GGSS-CIP Construction 12

Half-Scale Test/FGSS-1 Construction 13

Half-Scale Test/FGSS-2 Construction 14

Half-Scale Test/FGSS-CIP Construction 15

Test Procedure 16

GGSS-2 Construction and Installation

POT#1

Strain Gauges

String Potentiometers

LVDTs

Test Procedure 17

GGSS-2 Construction and Installation

-12-10-8-6-4-202468

1012

0 2 4 6 8 10 12 14 16 18 20 22

Drif

t (%

)

Cycles

Test Results 18

Column-to-Footing Connections: Hysteretic Response

GGSS-2

GGSS-3 GGSS-CIP

GGSS-1

Test Results/GGSS-2 19

Column-to-Footing Connections: Observations

Test Results/GGSS-3 20

Column-to-Footing Connections: Observations

@ 3% Drift @ 6% Drift (Peak)

@ 8% Drift

Test Results 21

Column-to-Footing Connections: Comparison

Column-to-Footing Connections: Curvature ProfileGGSS-2 GGSS-3

Test Results 22

Column-to-Cap Beam Connections: Hysteretic ResponseFGSS-1 FGSS-2

FGSS-CIP

Test Results/FGSS-1 23

Test Results/FGSS-2 24

Test Results 25

Column-to-Cap Beam Connections: Comparison

Column-to-Cap Beam Connections: Curvature ProfileFGSS-1 FGSS-2

26

Repairability CFRP composite doughnut with headed steel bars

27

Repairability CFRP composite doughnut with headed steel bars

Repaired specimenperformed as good or better than the precast GSS specimen

18% larger ultimate load capacity18% larger ultimate displacement

capacity5% larger displacement ductility

15% larger energy dissipation capacity at 6% drift ratio

GSS

Conclusions 28

Column-to-Cap Beam Connections [FGSS]

Column-to-Footing Connections [GGSS]

General Findingso Desirable ductile performance of the CIP specimens o Failure of CIP specimens was rebar fracture due to low cycle fatigue o Localized damage for precast specimens with GSS in column baseo Similar damage state, strength capacity, curvature distribution, and hysteretic

performance to CIP specimens when GSS located in footing or cap beam, BUT different termination point and displacement ductility capacity for all precast specimens

o Repairable ABC Connections

o Failure of all precast specimens due to premature rebar fractureo Improved displacement ductility capacity when GGSS in the footing – harder to buildo Superior displacement ductility capacity when debonding implemented

o Pull-out failure for FGSS-1 due to excessive bond-slipo Pull-out failure and premature rebar fracture occurred for FGSS-2o Improved overall performance when FGSS located in the cap beam – harder to build

29

o University of Utaho Joel Parkso Dylan Browno Prof. Lawrence D. Reaveleyo Mark Bryant

o Utah Department of Transportationo Carmen Swanwicko Joshua Sletten

o New York State Department of Transportationo Harry White

o Texas Department of Transportationo Mountain Plains Consortiumo NMB Splice Sleeve North America & Erico

Acknowledgements