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FHWA Home / Highways for LIFE / Technology Partnerships / Bridge Technology / Precast Bent System for High Seismic Regions: Laboratory Tests of Column-to-Drilled Shaft Socket Connections

Precast Bent System for High Seismic Regions: Laboratory Tests of Column-to-Drilled Shaft Socket Connections

Publication No. FHWA-HIF-13-038
June 2013

TABLE OF CONTENTS

CHAPTER 1.    INTRODUCTION

CHAPTER 2.    DESIGN OF TEST SPECIMENS

CHAPTER 3.    EXPERIMENTAL PROGRAM

CHAPTER 4.    DAMAGE PROGRESSION

CHAPTER 5.    MEASURED RESPONSE

CHAPTER 6.    DATA ANALYSIS

CHAPTER 7.    SUMMARY AND CONCLUSIONS

ACKNOWLEDGEMENTS

REFERENCES

APPENDIX A: SPECIMEN CONSTRUCTION DRAWINGS

APPENDIX B: MATERIAL TESTS

APPENDIX C: DAMAGE PROGESSION

List of Figures

List of Tables

List of Abbreviations and Acronyms
AASHTO American Association of State Highway and Transportation Officials
ABC Accelerated Bridge Construction
BDM Bridge Design Manual
HSS Hollow structural section
LRFD Load and Resistance Factor Design
LVDT Linear variable differential transformer
MEF Maximum effective force
PTFE Polytetraflouroethylene
WSDOT Washington State Department of Transportation

Notice

This document is disseminated under the sponsorship of the U.S. Department of Transportation in the interest of information exchange. The U.S. Government assumes no liability for the use of the information contained in this document.

The U.S. Government does not endorse products or manufacturers. Trademarks or manufacturers' names appear in this report only because they are considered essential to the objective of the document.

Quality Assurance Statement

The Federal Highway Administration (FHWA) provides high-quality information to serve Government, industry, and the public in a manner that promotes public understanding. Standards and policies are used to ensure and maximize the quality, objectivity, utility, and integrity of its information. FHWA periodically reviews quality issues and adjusts its programs and processes to ensure continuous quality improvement.

1. Report No.
FHWA-HIF-13-038
2. Government Accession No.
N/A
3. Recipient's Catalog No.
N/A
4. Title and Subtitle
PRECAST BENT SYSTEM FOR HIGH SEISMIC REGIONS: LABORATORY TESTS OF COLUMN-TO-DRILLED SHAFT SOCKET CONNECTIONS
5. Report Date
May 2013
6. Performing Organization Code
7. Author(s)
Hung Viet Tran, John F. Stanton, and Marc O. Eberhard
8. Performing Organization Report No.
9. Performing Organization Name and Address
BergerABAM, Inc.
33301 Ninth Ave South, Suite 300
Federal Way, WA 98003

University of Washington, Seattle, WA

10. Work Unit No. (TRAIS)
11. Contract or Grant No.
DTFH61-09-G-00005
12. Sponsoring Agency Name and Address
Federal Highway Administration
Highways for LIFE Program - HIHL-1
1200 New Jersey Avenue, SE
Washington, D.C. 20590
13. Type of Report and Period Covered
Final Report
14. Sponsoring Agency Code
15. Supplementary Notes
This is a companion report to the final project report, Precast Bent System for High Seismic Regions (FHWA-HIF-13-037).
16. Abstract

This report provides detailed information from the laboratory investigation of two precast column-to-drilled shaft large-scale tests, including descriptions of the specimen design, testing, data reduction, and conclusions regarding the use of the connection with the precast bent system.

The tests provide data regarding the performance of the precast column-to-drilled shaft connection. The results indicate that the connection, when used with a precast column, is sufficiently strong to resist plastic hinging in the column above the drilled shaft splice zone. The column reinforcing bars were anchored with headed bar ends to facilitate column strength development. The behavior is emulative of cast-in-place performance. The specimens tested were based on the minimum practical difference in diameters of the shaft relative to the column. When adequate confinement in the reinforcing cage of the shaft is included in the splice zone, the column can form a plastic hinging mechanism above the shaft without incurring damage in the shaft splice zone. If sufficient confinement is not included, then the resulting behavior is undesirable because the splice zone strength rapidly deteriorates.

Recommendations for transverse reinforcement are provided to ensure desirable performance, and these result in more reinforcement in the upper portion of the splice zone than in the lower portion.

17. Key Words
Bridges, earthquakes, accelerated bridge construction, precast bent, connections, drilled shaft foundations, prefabricated bridge elements and systems
18. Distribution Statement
No restrictions. This document is available to the public through the National Technical Information Service, Springfield, VA 22161.
19. Security Classification (of this report)
Unclassified
20. Security Classification (of this page)
Unclassified
21. No. of Pages
125
22. Price

SI* (Modern Metric) Conversion Factors

APPROXIMATE CONVERSIONS TO SI UNITS APPROXIMATE CONVERSIONS FROM SI UNITS
Symbol When You Know Multiply By To Find Symbol Symbol When You Know Multiply By To Find Symbol
LENGTH LENGTH
in inches 25.4 millimeters mm mm millimeters 0.039 inches in
ft feet 0.305 meters m m meters 3.28 feet ft
yd yards 0.914 meters m m meters 1.09 yards yd
mi miles 1.61 kilometers km km kilometers 0.621 miles mi
AREA AREA
in2 square inches 645.2 square millimeters mm2 mm2 square millimeters 0.0016 square inches in2
ft2 square feet 0.093 square meters m2 m2 square meters 10.764 square feet ft2
yd2 square yards 0.836 square meters m2 m2 square meters 1.195 square yards yd2
ac acres 0.405 hectares ha ha hectares 2.47 acres ac2
mi2 square miles 2.59 square kilometers km2 km2 square kilometers 0.386 square miles mi2
VOLUME VOLUME
fl oz fluid ounces 29.57 milliliters ml mL milliliters 0.034 fluid ounces fl oz
gal gallons 3.785 liters L L liters 0.264 gallons gal
ft3 cubic feet 0.028 cubic meters m3 m3 cubic meters 35.314 cubic feet ft3
yd3 cubic yards 0.765 cubic meters m3 m3 cubic meters 1.307 cubic yard yd3
NOTE: Volumes greater than 1000 l shall be shown in m3
MASS MASS
oz ounces 28.35 grams g g grams 0.035 ounces oz
lb pounds 0.454 kilograms kg kg kilograms 2.202 pounds lb
T short tons (2000 lb) 0.907 megagrams Mg Mg (or "t") megagrams (or "metric ton") 1.103 short tons (2000 lb) T
TEMPERATURE (exact degrees) TEMPERATURE (exact degrees)
°F Fahrenheit 5(F–32)/9 or (F–32)/1.8 Celcius °C °C Celsius 1.8C +32 Fahrenheit °F
ILLUMINATION ILLUMINATION
fc foot–candles 10.76 lux lx lx lux 0.0929 foot–candles fc
fl foot–Lamberts 3.426 candela/m2 cd/m2 cd/m2 candela/m2 0.2919 foot–Lamberts fl
FORCE and PRESSURE or STRESS FORCE and PRESSURE or STRESS
lbf pounds 4.45 newtons N N newtons 0.225 poundforce lbf
lbf/in2 pound per square inch 6.89 kilopascals kPa kPa kilopascals 0.145 poundforce per square inch lbf/in2

*SI is the symbol for the International System of Units. Appropriate rounding should be made to comply with Section 4 of ASTM E380. (Revised March 2003)

Notation

Atr = Area of shaft transverse reinforcement or spiral (in2)
Al = Total area of longitudinal column reinforcement (in2)
Alsh = Total area of longitudinal shaft reinforcement (in2)
c = Depth to the neutral axis
D = Diameter of shaft spiral (in.)
d = Distance from the extreme compression fiber to the extreme tension longitudinal reinforcement
e = Distance from the inner bar to the outer bar
Ea = Modulus of elasticity of reinforcement (ksi)
fr = Concrete modulus of rupture (ksi)
fs = Tensile stress in reinforcement (ksi)
fyt = Specified minimum yield strength of shaft transverse reinforcement (ksi)
ful = Specified minimum tensile strength of column longitudinal reinforcement (ksi), 90 ksi for A615 and 80 ksi for A706
lns = Total noncontact lap splice length
ld = Class C tension lap splice length of the column longitudinal reinforcement (in.)
Ltr = Distance between the outer bars
R = Radius of shaft spiral (in.)
str = Spacing of shaft transverse reinforcement (in.)
VOLs = Total volume of steel, including both longitudinal and transverse in the splice
εs = Tensile strain in reinforcement (ksi)
θ = Inclination angle of the strut (degree or rad)
φ = Curvature (1/in.)
Page last modified on June 24, 2016
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