U.S. Department of Transportation
Federal Highway Administration
1200 New Jersey Avenue, SE
Washington, DC 20590
|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|
|WSDOT||Washington State Department of Transportation|
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|1. Report No.
|2. Government Accession No.
|3. Recipient's Catalog No.
|4. Title and Subtitle
PRECAST BENT SYSTEM FOR HIGH SEISMIC REGIONS: LABORATORY TESTS OF COLUMN-TO-DRILLED SHAFT SOCKET CONNECTIONS
|5. Report Date
|6. Performing Organization Code|
Hung Viet Tran, John F. Stanton, and Marc O. Eberhard
|8. Performing Organization Report No.|
|9. Performing Organization Name and Address
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.
|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
|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).
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)
|20. Security Classification (of this page)
|21. No. of Pages
|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|
|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|
|mi2||square miles||2.59||square kilometers||km2||km2||square kilometers||0.386||square miles||mi2|
|fl oz||fluid ounces||29.57||milliliters||ml||mL||milliliters||0.034||fluid ounces||fl oz|
|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|
|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|
|FORCE and PRESSURE or STRESS||FORCE and PRESSURE or STRESS|
|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)
|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)|