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REPORT 
This report is an archived publication and may contain dated technical, contact, and link information 

Publication Number: FHWAHRT15033 Date: May 2015 
Publication Number:
FHWAHRT15033
Date: May 2015 
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Scour in cohesive soils has been a challenge for engineers and designers. Unlike noncohesive soils, practical measurement techniques and well accepted guidance on the scourability of cohesive soils are severely lacking. This report summarizes a study through which an erosion testing device that simulates open channel flow on a small scale was developed and tested. In addition, a recommended design approach is provided that can be used for estimating scour for a range of cohesive soils. The study described in this report was conducted at the Federal Highway Administration TurnerFairbank Highway Research Center J. Sterling Jones Hydraulics Laboratory.
Jorge E. PagánOrtiz
Director, Office of Infrastructure
Research and Development
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TECHNICAL REPORT DOCUMENTATION PAGE
1. Report No.
FHWAHRT15033 
2. Government Accession No.  3 Recipient's Catalog No.  
4. Title and Subtitle
Scour in Cohesive Soils 
5. Report Date May 2015 

6. Performing Organization Code  
7. Author(s)
Haoyin Shan, Jerry Shen, Roger Kilgore, and Kornel Kerenyi 
8. Performing Organization Report No.


9. Performing Organization Name and Address GENEX SYSTEMS, LLC 
10. Work Unit No. (TRAIS) 

11. Contract or Grant No.  
12. Sponsoring Agency Name and Address
Office of Infrastructure Research and Development 
13. Type of Report and Period Covered
Laboratory Report 

14. Sponsoring Agency Code


15. Supplementary Notes The Contracting Officer’s Technical Representative (COTR) was Kornel Kerenyi (HRDI50). 

16. Abstract
This study of scour in cohesive soils had two objectives. The first was to introduce and demonstrate a new ex situ erosion testing device (ESTD) that can mimic the nearbed flow of open channels to erode cohesive soils within a specified range of shear stresses. The ESTD employs a moving belt and a pump to generate a loglaw velocity profile in a small test channel to simulate open channel flow. Successful testing requires careful preparation of soil specimens to avoid slaking. Preparation of erosion test samples by compaction usually leads to soil slaking, which cannot be tolerated to generate meaningful erosion function data. Therefore, cohesive soil specimens with different percentages of clay, silt, and nonuniform sands were mixed and deaired in a pugger mixer to prevent slaking. The testing confirmed that the ESTD is capable of determining erosion characteristics of cohesive soils for bed shear stresses within the range of 0.063 to 0.31 lbf/ft^{2} (3 to 15 Pa). Its capability of directly measuring bed shear stresses enhances the understanding of the erosion process in cohesive soils.
The second objective was to develop a method for estimating the critical shear stress and erosion rates for a limited range of cohesive soils in the context of the Hydraulic Engineering Circular 18 scour framework. The method is based on more easily obtained soil parameters so that direct erosion testing is not needed in all cases. General relations are proposed for both bestfit and design applications. Estimates of critical shear stress are based on the water content, fraction of fines, plasticity index (PI), and unconfined compressive strength. In addition, an equation for estimating erosion rates when bed shear stress exceeds critical shear stress is proposed. For application, the designer must determine the critical shear stress of the soil (from the previous relation), the unconfined compressive strength, and the PI. The guidance may be used for engineering design within limits based on the range of values in the current data set and to a lesser extent the range from Illinois field data on which parts of the methodology were validated. A Texas data set on which additional validation was attempted represents a distinct data set. The recommendations apply to fine grained cohesive soils within a range of plasticity and liquid limit (LL) characteristics. The PI should be within the range of 4 to 25 percent and the LL between 15 and 50 percent. The fraction of fines should fall between 10 and 90 percent. These methods best apply to soils with at least 90 percent saturation but can be used with lower degrees of saturation. 

17. Key Words
Cohesive soils, erosion testing, slaking, direct force gauge, loglaw velocity profile, bed shear stress, critical shear stress, erosion rate 
18. Distribution Statement
No restrictions. This document is available to the public through the National Technical Information Service, Springfield, VA 22161. 

19. Security Classification Unclassified 
20. Security Classification Unclassified 
21. No. of Pages 96 
22. Price 
Form DOT F 1700.7  Reproduction of completed page authorized 
SI* (Modern Metric) Conversion Factors
Figure 1. Graph. Generalized relationships for erosion in cohesive materials
Figure 2. Graph. Division of materials into zones for specific devices
Figure 3. Equation. Ultimate contraction scour
Figure 4. Equation. Time rate of contraction scour
Figure 5. Equation. Ultimate pier scour
Figure 6. Equation. Critical velocity and critical shear stress
Figure 7. Equation. Linear erosion law of cohesive soils
Figure 8. Equation. Exponential erosion law of cohesive soils
Figure 9. Equation. Wan and Fell equation for cohesive soil erosion
Figure 10. Equation. Instantaneous shear stress equation for a jet
Figure 11. Photo. The ESTD
Figure 12. Diagram. Schematic of the ESTD
Figure 13. Diagram. Dimensions of the moving belt
Figure 14. Diagram. Principles of force measurements in the horizontal direction
Figure 15. Diagram. Principles of force measurements in the vertical direction
Figure 16. Photo. The PIV system
Figure 17. Photo. The PIV illuminated laser
Figure 18. Photo. The PIV measurement plane
Figure 19. Graph. Velocity profiles of conduit flow with P220 sandpaper bed
Figure 20. Graph. Velocity profiles for beltonly tests with a P100 sandpaper bed
Figure 21. Graph. Combination velocity profiles at 0.58 gal/s (2.2 L/s) with a P80
sandpaper bed
Figure 22. Graph. Shear stress measurements of conduit flow on each sandpaper bed
Figure 23. Equation. Bedspecific relation for conduit flow bed shear stress in the ESTD
Figure 24. Graph. Shear stress measurements of conduit flow
Figure 25. Equation. Equation of bed shear stress for conduit flow in the ESTD
Figure 26. Graph. Shear stresses for combination tests on a P150 sandpaper bed
Figure 27. Equation. Dimensionless roughness height
Figure 28. Equation. The law of the wall
Figure 29. Equation. Friction coefficient
Figure 30. Graph. Comparison of conduit flow point velocities on a P220 sandpaper bed
Figure 31. Graph. Conditions used for erosion testing in the ESTD
Figure 32. Photo. The pugger mixer used for soil preparation
Figure 33. Graph. Particlesize distributions for Red Art clay, silt, and nonuniform sands
Figure 34. Graph. Particlesize distributions of the cohesive soils tested in the ESTD
Figure 35. Graph. Erosion curves of soils from a New Orleans levee
Figure 36. Graph. Gradation of compacted clays
Figure 37. Photo. Slaking test on a compacted soil specimen
Figure 38. Graph. Slaking test results for soils 2 and 3 in still water
Figure 39. Graph. Example data recorded for sample with soil index 4
Figure 40. Photo. Erosion soil sample 1W183 with increasing shear
Figure 41. Graph. Representative plots of erosion rate versus shear stress
Figure 42. Equation. Power relationship between shear stress and erosion rate
Figure 43. Graph. Measured and fitted power model for soil index 1
Figure 44. Equation. Linear relationship between shear stress and erosion rate
Figure 45. Graph. Estimated critical shear stress comparison
Figure 46. Graph. Comparison of FHWA, Illinois, and Texas soil data
Figure 47. Equation. USDA equation for permissible shear stress
Figure 48. Graph. Comparison of permissible and critical shear stress
Figure 49. Equation. Briaud equation for critical shear stress lower bound
Figure 50. Equation. Briaud equation for critical shear stress upper bound
Figure 51. Graph. Comparison of critical shear stress with Briaud bounds
Figure 52. Equation. General power model
Figure 53. Graph. Critical shear versus unconfined compressive strength
Figure 54. Equation. Predictive relation for critical shear stress
Figure 55. Graph. Comparison of predicted versus estimated critical shear stress
Figure 56. Equation. Water content at 100percent saturation
Figure 57. Graph. Critical shear stress comparison with FHWA, Illinois, and Texas data
Figure 58. Equation. Predictive relation for C_{1}
Figure 59. Graph. Predictive relation for the multiplier coefficient
Figure 60. Equation. Erosion rate model
Figure 61. Graph. Predicted versus measured erosion rates
Figure 62. Graph. Predicted versus measured erosion rates with Illinois data
Figure 63. Equation. Design equation for critical shear stress
Figure 64. Graph. Design equation for critical shear stress compared with data
Figure 65. Equation. Design equation for C_{1}
Figure 66. Graph. Design equation for erosion rate compared with data
Figure 67. Graph. Relationship between PI and clay percentage
Figure 68. Equation. Linear relationship between PI and clay percentage
Table 1. Bed materials
Table 2. Time interval validation tests
Table 3. ESTD shear stress parameters for rectangular conduit tests
Table 4. Consecutive day validation shear tests
Table 5. Relationship between f, r, k_{s}, and k_{s}+
Table 6. Particle size and modeled roughness height
Table 7. Equations for the constant B
Table 8. Test conditions for the ESTD.
Table 9. Classification and composition of soils for testing
Table 10. Mass and moisture properties of soils prepared by pugger mixer
Table 11. Mass and moisture properties of soils prepared by compaction
Table 12. Additional geotechnical properties of soils prepared by pugger mixer
Table 13. Additional geotechnical properties of soils prepared by compaction
Table 14. Properties of four soils from a New Orleans levee
Table 15. Erosion test matrix and results for soils prepared by pugger mixer
Table 16. Estimated critical shear stress parameters for the power model
Table 17. Estimated critical shear stress parameters for the linear model
Table 18. Data set parameter summary
ASSET  Adjustable shear stress erosion and transport flume 
CCFED  Circular Couette flow erosion device 
EFA  Erosion function apparatus 
ESTD  Ex situ scour test device 
HEC18  Hydraulic Engineering Circular 18 
HET  Hole erosion test 
JET  Jet erosion test 
LL  Liquid limit 
PI  Plasticity index 
PL  Plastic limit 
PIV  Particle image velocimetry 
Re  Reynolds number 
SEDflume  Sediment erosion at depth flume 
SERF  Sediment erosion rate flume 
USCS  Unified Soil Classification System 
USDA  United States Department of Agriculture 
α  Pier diameter (or width), ft (m) 
c  Cohesion, lbf/ft^{2} (N/m^{2} or Pa) 
D_{50}  Median grain size, inches (mm) 
e  Void ratio, dimensionless 
F  Fraction of soil passing #200 sieve (0.075 mm) 
g  Acceleration due to gravity, 32.2 ft/s^{2} (9.81 m/s^{2}) 
h  Nozzle height above the soil surface, ft (m) 
J_{p}  Potential jet core length, ft (m) 
J_{i}  Instantaneous jet orifice height, ft (m) 
k  Slope of the erosion curve, dimensionless 
K_{1}  Correction factor for pier nose shape, dimensionless 
K_{2}  Correction factor for angle of attack of flow, dimensionless 
k_{f}  Empirical floc erosion rate, lb/ft^{2}/s (g/m^{2}/s) 
k_{L}  Empirical erosion constant, lb/ft^{2}/s (g/m^{2}/s) 
k_{s}  Roughness height, inches (µm) 
n  Manning's roughness coefficient, dimensionless 
Q  Flow rate in the ESTD test channel, gal/s (L/s) 
q_{u}  Unconfined compression strength, lbf/ft^{2} (N/m^{2} or Pa) 
S  Degree of saturation, dimensionless 
S_{g}  Sediment specific gravity, dimensionless 
t  Duration of flow or test, h 
u  Velocity at a depth y, ft/s (m/s) 
u_{*}  Shear velocity, ft/s (m/s) 
u_{max}  Maximum flow velocity at the boundary layer thickness, ft/s (m/s) 
V_{1}  Mean velocity of flow directly upstream of the pier, ft/s (m/s) 
V_{2}  Average flow velocity in the contracted section, ft/s (m/s) 
V_{c}  Critical velocity, ft/s (m/s) 
w  Water content, dimensionless 
y_{1}  Upstream average flow depth, ft (m) 
y_{s,u}  Ultimate scour depth, ft (m) 
y_{s}(t)  Scour depth at time, t, ft (m) 
z  Depth from soil surface, inches (mm) 
Erosion rate, inches/h (mm/h)  
_{i}  Initial rate of scour, ft/h (m/h) 
_{M}  Mass erosion rate, lb/ft^{2}/s (g/m^{2}/s) 
α  Unit conversion constant, value and dimensions are equationspecific 
δ  Boundary layer thickness, ft (m) 
κ  Von Karman constant 
v  Kinematic viscosity of water, ft^{2}/s (m^{2}/s) 
ρ  Density, lb/ft^{3} (kg/m^{3}) 
𝜏  Hydraulic shear stress, lbf/ft^{2} (N/m^{2} or Pa) 
𝜏_{c}  Critical shear stress for the initiation of erosion, lbf/ft^{2} (N/m^{2} or Pa) 
𝜏_{c}(z)  Critical shear stress at a depth of z, lbf/ft^{2} (Pa) 
𝜏_{i}  Instantaneous peak boundary shear stress, lbf/ft^{2} (N/m^{2} or Pa) 
𝜏_{p}  Soil permissible shear stress, lbf/ft^{2} (Pa) 
φ  Friction angle, degree (radian) 