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Tangential Heave Stress Acting on Deep Foundations in Cold Regions

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Tangential Heave Stress Acting on Deep Foundations in Cold Regions Tangential Heave Stress acting on Deep Foundations in Cold Regions Hoyoung Seo, Ph.D., P.E. Liang Li, Graduate Research Assistant William D. Lawson, P.E., Ph.D. Priyantha W. Jayawickrama, Ph.D. SPTC15.1-17-F Southern Plains Transportation Center 201 Stephenson Parkway, Suite 4200 The University of Oklahoma Norman, Oklahoma 73019 DISCLAIMER The contents of this report reflect the views of the authors, who are responsible for the facts and accuracy of the information presented herein. This document is disseminated under the sponsorship of the Department of Transportation University Transportation Centers Program, in the interest of information exchange. The U.S. Government assumes no liability for the contents or use thereof. i TECHNICAL REPORT DOCUMENTATION PAGE 1. REPORT NO. 2. GOVERNMENT ACCESSION NO. 3. RECIPIENTS CATALOG NO. SPTC15.1-17-F 4. TITLE AND SUBTITLE 5. REPORT DATE Tangential Heave Stress Acting on Deep Foundations in May 01 2019 Cold Regions 6. PERFORMING ORGANIZATION CODE 7. AUTHOR(S) 8. PERFORMING ORGANIZATION REPORT Hoyoung Seo, Liang Li, William D. Lawson, and Priyantha W. Jayawickrama 9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. WORK UNIT NO. Texas Tech Center for Multidisciplinary Research in Transportation 11. CONTRACT OR GRANT NO. Texas Tech University DTRT13-G-UTC36 Box 41023 Lubbock, Texas 79409 12. SPONSORING AGENCY NAME AND ADDRESS 13. TYPE OF REPORT AND PERIOD COVERED Southern Plains Transportation Center Final 201 Stephenson Pkwy, Suite 4200 June 2016 – May 2019 The University of Oklahoma 14. SPONSORING AGENCY CODE Norman, OK 73019 15. SUPPLEMENTARY NOTES University Transportation Center 16. ABSTRACT In this study, the research team performed an experimental investigation of the effect of frost heave during soil freezing on the development of tangential heave force acting on deep foundations. A novel, laboratory-scale tangential heave testing system, instrumented with a model pile, moisture sensors and thermocouples, was developed in this study. The model pile was specially manufactured by bonding two vertically-cut half piles into a single, closed ended pipe pile and instrumented with strain gages and thermocouples on inner surface of the pile. The test soil was subjected to a temperature gradient of 0.082°C/mm between the top (-10 °C) and bottom (15 °C) of the soil sample in an environmental chamber. The maximum heave amounts at the center and corner of the soil surface were about 18 mm and 14 mm, respectively. The pile top reached a peak upward movement of 0.533 mm at 24 hours, and no significant change was observed thereafter. The tangential heave stress measured in this study varied from about 66 kPa to 280 kPa. The tangential heave tests using the instrumented model pile and image acquisition system provided a wealth of information that can improve fundamental understanding of ice-soil-pile interaction. Furthermore, the testing system and procedure developed in this study may contribute to establish a test standard for tangential heave testing. 17. KEY WORDS 18. DISTRIBUTION STATEMENT Tangential heave test; Deep foundations; Frost No restrictions. This publication is available heave; Cold regions engineering at www.sptc.org and from the NTIS. 19. SECURITY CLASSIF. (OF THIS REPORT) 20. SECURITY 21. NO. OF PAGES 22. PRICE Unclassified CLASSIF. (OF THIS 76 PAGE) Unclassified ii SI* (MODERN METRIC) CONVERSION FACTORS APPROXIMATE CONVERSIONS TO SI UNITS SYMBOL WHEN YOU KNOW MULTIPLY BY TO FIND SYMBOL LENGTH in inches 25.4 millimeters Mm ft feet 0.305 meters m yd yards 0.914 meters m mi miles 1.61 kilometers km AREA 2 2 in square inches 645.2 square millimeters mm 2 ft square feet 0.093 square meters 2 2 m yd square yard 0.836 square meters m2 ac acres 0.405 hectares ha 2 2 mi square miles 2.59 square kilometers km VOLUME fl fluid ounces 29.57 milliliters mL oz gallons 3.785 liters L gal cubic feet 0.028 cubic meters 3 3 m ft cubic yards 0.765 cubic meters 3 3 3 m yd NOTE: volumes greater than 1000 L shall be shown in m MASS oz ounces 28.35 grams g lb pounds 0.454 kilograms kg T short tons (2000 lb) 0.907 megagrams (or "metric ton") Mg (or "t") TEMPERATURE (exact degrees) o o F Fahrenheit 5 (F-32)/9 Celsius or C (F-32)/1.8 ILLUMINATION fc foot-candles 10.76 lux lx 2 2 fl foot-Lamberts 3.426 candela/m cd/m FORCE and PRESSURE or STRESS lbf poundforce 4.45 newtons N 2 lbf/in poundforce per square inch 6.89 kilopascals kPa APPROXIMATE CONVERSIONS FROM SI UNITS SYMBOL WHEN YOU KNOW MULTIPLY BY TO FIND SYMBOL LENGTH mm millimeters 0.039 inches in m meters 3.28 feet ft m meters 1.09 yards yd km kilometers 0.621 miles mi AREA 2 2 mm square millimeters 0.0016 square inches in 2 2 square meters 10.764 square feet ft m 2 m2 square meters 1.195 square yards yd ha hectares 2.47 acres ac 2 2 km square kilometers 0.386 square miles mi VOLUME mL milliliters 0.034 fluid ounces fl oz L liters 0.264 gallons gal 3 3 cubic meters 35.314 cubic feet ft m 3 m3 cubic meters 1.307 cubic yards yd MASS g grams 0.035 ounces oz kg kilograms 2.202 pounds lb Mg (or "t") megagrams (or "metric ton") 1.103 short tons (2000 lb) T TEMPERATURE (exact degrees) oC Celsius 1.8C+32 Fahrenheit oF ILLUMINATION lx lux 0.0929 foot-candles fc 2 2 cd/m candela/m 0.2919 foot-Lamberts fl FORCE and PRESSURE or STRESS N newtons 0.225 poundforce lbf 2 kPa kilopascals 0.145 poundforce per square inc h lbf/in *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) iii Acknowledgements The authors thank the Southern Plain Transportation Center (SPTC) for their sponsorship of this study. Also, we would like to thank Mintae Kim, a Ph.D. student, and the following undergraduate students for their assistance in conducting various tests for this study: Garret Hester, Mohan Birbal, Erick Ramirez, Moon Ghimire, and Ferdous Ashrafi. The authors thank Ms. Kim Harris for her administrative support throughout the project. iv Tangential Heave Stress Acting on Deep Foundations in Cold Regions Final Report May 2019 by Hoyoung Seo, Ph.D., P.E. Assistant Professor Department of Civil, Environmental, and Construction Engineering Texas Tech University Liang Li Graduate Research Assistant Department of Civil, Environmental, and Construction Engineering Texas Tech University William D. Lawson, P.E., Ph.D. Associate Professor Department of Civil, Environmental, and Construction Engineering Texas Tech University and Priyantha W. Jayawickrama, Ph.D. Associate Professor Department of Civil, Environmental, and Construction Engineering Texas Tech University Southern Plains Transportation Center 201 Stephenson Pkwy, Suite 4200 The University of Oklahoma Norman, OK 73019 v TABLE OF CONTENTS 1. INTRODUCTION ...................................................................................................... 1 1.1 PROBLEM STATEMENT ...................................................................................... 1 1.2 BACKGROUND ..................................................................................................... 1 1.3 OBJECTIVES ........................................................................................................ 4 2. DEVELOPMENT OF FROST HEAVE TEST SYSTEM ............................................. 5 2.1 FROST HEAVE TEST SYSTEM ........................................................................... 5 2.1.1 Environmental Chamber ................................................................................... 5 2.1.2 76-mm-diameter Cylinder Type ........................................................................ 6 2.1.3 267-mm-wide Box Type ................................................................................... 8 2.2 TEST SOIL .......................................................................................................... 10 2.3 TEST PROCEDURE AND RESULTS ................................................................. 15 2.4 SUMMARY .......................................................................................................... 30 3. TANGENTIAL HEAVE TESTING ............................................................................ 31 3.1 REVIEW OF TANGENTIAL HEAVE TEST METHODS ....................................... 31 3.2 TANGENTIAL HEAVE TEST SYSTEM ............................................................... 32 3.2.1 Instrumented model pile ................................................................................. 33 3.2.2 267-mm-wide box-type frost heave apparatus ............................................... 34 3.2.3 Data acquisition system ................................................................................. 35 3.2.4 Image acquisition system ............................................................................... 36 3.3 TEST PROCEDURE ........................................................................................... 37 3.4 TEST RESULTS .................................................................................................. 39 3.4.1 Heave amounts .............................................................................................. 39 3.4.2 Observations of sample images during test.................................................... 41 3.4.3 Temperature variations .................................................................................. 43 3.4.4 Moisture content variations............................................................................. 47 3.4.5 Strains in pile .................................................................................................
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