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Predicting Scour in Weak Rock of the Oregon Coast Range

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Predicting Scour in Weak Rock of the Oregon Coast Range PREDICTING SCOUR IN WEAK ROCK OF THE OREGON COAST RANGE Final Report SPR 382 Oregon Department of Transportation PREDICTING SCOUR IN WEAK ROCK OF THE OREGON COAST RANGE Final Report SPR 382 by Dr. Stephen E. Dickenson Associate Professor and Michael W. Baillie Graduate Research Assistant Dept. of Civil Construction and Environmental Engineering Oregon State University Corvallis, OR 97331 for Oregon Department of Transportation Research Group Salem, OR 97301-5192 and Federal Highway Administration Washington, DC 20590 October 1999 Technical Report Documentation Page 1. Report No. 2. Government Accession No. 3. Recipient’s Catalog No. FHWA-OR-RD-00-04 4. Title and Subtitle 5. Report Date October 1999 Predicting Scour in Weak Rock of the Oregon Coast Range 6. Performing Organization Code 7. Author(s) 8. Performing Organization Report No. Stephen E. Dickenson and Michael W. Baillie 9. Performing Organization Name and Address 10. Work Unit No. (TRAIS) Oregon State University Department of Civil, Construction, and Environmental Engineering 11. Contract or Grant No. 202 Apperson Hall K5029A Corvallis, Oregon 97331 12. Sponsoring Agency Name and Address 13. Type of Report and Period Covered Oregon Department of Transportation Federal Highway Administration Research Group and Washington, D.C. 20590 Final Report 200 Hawthorne SE, Suite B-240 Salem, Oregon 97301-5192 14. Sponsoring Agency Code 15. Supplementary Notes 16. ABSTRACT Recent experience in the Coast Range Province of Oregon demonstrates that weak sedimentary bedrock in stream channels can be vulnerable to scour. The presence of erodible rock adjacent to bridge foundations and abutments necessitates monitoring of the channel to preclude costly repairs, or in an extreme case undermining of the foundations and bridge collapse. Current design methods are not well suited for evaluating the potential for scour in weak rock, nor can the rate of scour be estimated. A design method for the latter would be useful for identifying the depth that the foundation should be socketed into the potentially scourable rock given the design life for the bridge. In an effort to relate the rate of scour in weak sedimentary rocks to the geological and geotechnical characteristics of the rock, as well as the hydraulic characteristics of the streams, a pilot study of eleven bridge sites was conducted. Geomechanical index tests were performed on bedrock specimens and the hydraulic properties of the stream channels were evaluated. A preliminary model has been proposed wherein the rate of degradation of the stream channel is related to the abrasive resistance of the bedrock and the hydraulic power of the stream. The proposed method can be used to obtain an approximate estimate of the degradation of unobstructed channels in weak sedimentary rock due to abrasion by bedload and flood events. The effects of local, or contraction, scour were not evaluated. 17. Key Words 18. Distribution Statement scour, rock, abrasion, slake durability, stream power Copies available from NTIS 19. Security Classif. (of this report) 20. Security Classif. (of this page) 20. No. of Pages 22. Price Unclassified Unclassified Technical Report Form DOT F 1700.7 (8-72) Reproduction of completed page authorized i 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 millimeters squared mm2 mm2 Millimeters squared 0.0016 square inches in2 ft2 square feet 0.093 meters squared m2 m2 Meters squared 10.764 square feet ft2 yd2 square yards 0.836 meters squared m2 ha Hectares 2.47 acres ac ac acres 0.405 hectares ha km2 Kilometers squared 0.386 square miles mi2 mi2 square miles 2.59 kilometers squared km2 VOLUME ii VOLUME mL Milliliters 0.034 fluid ounces fl oz fl oz fluid ounces 29.57 milliliters mL L Liters 0.264 gallons gal gal gallons 3.785 liters L m3 Meters cubed 35.315 cubic feet ft3 ft3 cubic feet 0.028 meters cubed m3 m3 Meters cubed 1.308 cubic yards yd3 yd3 cubic yards 0.765 meters cubed m3 MASS NOTE: Volumes greater than 1000 L shall be shown in m3. g Grams 0.035 ounces oz MASS kg Kilograms 2.205 pounds lb oz ounces 28.35 grams g Mg Megagrams 1.102 short tons (2000 lb) T lb pounds 0.454 kilograms kg TEMPERATURE (exact) T short tons (2000 lb) 0.907 megagrams Mg °C Celsius temperature 1.8 + 32 Fahrenheit °F TEMPERATURE (exact) °F Fahrenheit 5(F-32)/9 Celsius temperature °C temperature * SI is the symbol for the International System of Measurement (4-7-94 jbp) ACKNOWLEDGMENTS The authors would like to express their sincere gratitude to those individuals who provided valuable assistance throughout the duration of this investigation: Messers. David Bryson (Hydraulics Unit) and Glen Thommen (Foundation Unit) of the Oregon Department of Transportation Bridge Section for assisting in the selection of the study sites, the compilation of geotechnical and hydraulic data, and periodic review of the research findings; Ms. Liz Hunt of the ODOT Research Group for valuable assistance with the administration of the research project and organization of the Technical Advisory Committee; Mr. Steve Kramer of the Oregon Department of Mines for use of rock coring equipment: Dr. Michael Riemer of the Department of Civil and Environmental Engineering at the University of California at Berkeley for use of the slake durability laboratory equipment; Mr. H. Robert “Bob” Young of the Siuslaw National Forest, U.S.D.A. for assisting with the selection of additional sites; Dr. Pete Klingeman of the Department of Civil, Construction and Environmental Engineering at Oregon State University for valuable assistance with the hydraulic analyses; Dr. George W. Annandale of Golder Associates for contributing valuable insights on the phenomenon of scour in bedrock; and Mr. Steven P. Smith of the Colorado Department of Transportation for the generous contribution of reports pertinent to the research effort. The authors are particularly grateful to the graduate students in the Geotechnical Engineering program at Oregon State University who donated approximately 350 hours to the field work and laboratory investigations outlined in this report. Notable contributions were made by Brett Shipton, Nason McCullough, and Jason Brown. This valuable assistance is gratefully acknowledged. DISCLAIMER This document is disseminated under the sponsorship of the Oregon Department of Transportation and the United States Department of Transportation in the interest of information exchange. The State of Oregon and the United States Government assume no liability of its contents or use thereof. The contents of this report reflect the views of the authors, who are solely responsible for the facts and accuracy of the data presented herein. The contents do not necessarily reflect the official views of the Oregon Department of Transportation or the United States Department of Transportation. The State of Oregon and the United States Government do not endorse products of manufacturers. Trademarks or manufacturers’names appear herein only because they are considered essential to the object of this document. This report does not constitute a standard, specification, or regulation. iii PREDICTING SCOUR IN WEAK ROCK OF THE OREGON COAST RANGE TABLE OF CONTENTS 1.0 INTRODUCTION............................................................................................................... 1 1.1 STATEMENT OF THE PROBLEM ................................................................................. 1 1.2 OBJECTIVES AND SCOPE OF THE PROJECT ............................................................ 2 1.3 RESEARCH PREMISE..................................................................................................... 3 2.0 SCOUR OF WEAK ROCK................................................................................................ 5 2.1 ROCK SCOUR .................................................................................................................. 5 2.2 ANNANDALE’S PROCEDURE FOR EVALUATING SCOUR OF ROCK MASSES.. 6 2.3 FLOW CHARACTERISTICS AND SCOUR IN ROCK.................................................. 9 2.4 CURRENT DESIGN PROCEDURES ............................................................................ 10 3.0 STREAM STUDY SITES................................................................................................. 13 3.1 SITE SELECTION AND FIELD INVESTIGATIONS................................................... 13 3.1.1 Nestucca River at Powder Creek Road ..................................................................... 14 3.1.2 Mill Creek at Rosenbalm Road ................................................................................. 16 3.1.3 Mill Creek at Highway 22 ......................................................................................... 17 3.1.4 Luckiamute River at Grant Road............................................................................... 18 3.1.5 Yaquina River at Mile Post 2.4 ................................................................................. 19 3.1.6 Yaquina River at M.P. 4.9......................................................................................... 19 3.1.7 Alsea River at Thissel
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