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UFL/COEL-TRI131
CLEARWATER LOCAL SEDIMENT SCOUR EXPERIMENTS
by
D. Max Sheppard
Mufeed Odeh
Tom Glasser
April 2002
AUTHORS
D. Max Sheppard, PhD
Professor of Civil and Coastal Engineering Department
University of Florida
Gainesville, Florida 32611
Sheppard@ufl.edu
Mufeed Odeh, PhD
Hydraulics Research Engineer
U.S. Geological Survey-BRD, Environmental Hydraulics Laboratory
Turners Falls, Massachusetts 01376
odehm@exteral.umass.edu
Tom Glasser, MS
Hydraulics/Coastal Engineer
Ocean Engineering Associates, Inc.
Gainesville, Florida 32605
Tom@oea-inc.com
CLEARWATER LOCAL SEDIMENT SCOUR EXPERIMENTS
by:
D. Max Sheppard,
Mufeed Odeh,
Tom Glasser
April 2002
TABLE OF CONTENTS
Section Page
LIST OF FIGURES ..................................................................................................... iv
LIST OF TABLES ........................................................................................................... xiv
LIST OF SYM BOLS .................................................................................................. xv
CLEARWATER LOCAL SEDIMENT SCOUR EXPERIMENTS................................. 1
Introduction .......................................................................................................... 1
Research Objectives ............................................................................................. 2
Facilities and Instrum entation ................................................... ......................... 3
Facilities ....................................................................................................... 3
Instrum entation ............................................................................................ 6
Experim ental Procedure .................................................... ............................... 11
Pre-experim ent ....................................................... .................................. 11
During experim ent ....................................................... ............................ 12
Post-experim ent.......................................................................................... 12
Results ...................................................................................................................... 12
Conclusions ........................................................................................................ 17
BIBLIO GRAPHY ....................................................................................................... 19
Appendices Page
A TEST FA CILITIES ........................................................................................... 25
B. IN STRUM EN TA TION ....................................................................... ................ 29
V elocity M easurem ent ....................................... .............. .........................29
W ater Level M easurem ent ................................... .........................................30
An AC2626K Temperature Measurement ................................................30
A acoustic Transponders........................................................... ...................30
V ideo M easurem ents................................. ................ ................................32
M easurem ent Setup........................................ ................ ...........................35
C. EXPERIM EN TA L DATA ..................................................... .......................... 36
Experim ent 1 ...............................................................................................37
Experim ent 2............................................................................................... 44
Experim ent 3 ...............................................................................................52
Experim ent 4............................................................................................... 64
Experim ent 5 ............................................................................................... 73
Experim ent 6 ............................................................................................... 82
Experim ent 7 ............................................................................................... 91
Experim ent 8 .............................................................................................103
Experim ent 9 .................................................................................13
Experiment 10.........................................................................................125
Experiment 11 ...........................................................................................138
Experiment 12...........................................................................................148
Experiment 13 ...........................................................................................161
Experiment 14...........................................................................................174
D. RECOMMENDED EXPERIMENTAL PROCEDURE ...................................... 187
Pre-experiment ..........................................................................................190
During Experiment..................................................................................193
Post-experiment ..................................................... ............................. 194
E. IMPACT OF SUSPENDED SEDIMENT ON LOCAL SCOUR........................ 196
LIST OF FIGURES
Figure 1. The USGS-BRD Conte Anadromous Fish Research Center in
Turners Falls, M assachusetts. ................................................ ...........3
Figure 2. Schematic drawing of the flume used for this research...........................4
Figure 3. Isometric drawing of the flume illustrated in Figure 2 ............................5
Figure 4. Experimental setup showing the instrumentation
bridge/platform ...................................................... ............................. 6
Figure 5. Schematic drawing of the local scour depth measuring
instrum ents......................................................................................... 7
Figure 6. Internal video cameras and housing for the 0.114 m (4.5 in)
diam eter cylinder. ............................................................. ................... 8
Figure 7. Internal video cameras and housing for the 0.305 m (1 ft)
diam eter cylinder. ............................................................. ................... 8
Figure 8. Watertight video camera housing for the 0.915 m (3 ft) diameter
cylinder. ...............................................................................................9
Figure 9. Diagram of the acoustic transponder array used for the 0.915 m
(3 ft) diam eter cylinder. .......................................................................9
Figure 10. Acoustic transponder arrays on the 0.915 m (3 ft) diameter
cylinder viewed from upstream. ..................................................... ......10
Figure 11. Acoustic transponder arrays on the 0.114 m (4.5 in) diameter
cylinder viewed from above.....................................................................10
Figure 12. Diagram of the measuring system used during the experiments ..............11
Figure 13. Graph illustrating the impact of suspended fine sediment on
equilibrium local scour depths under clearwater scour
conditions. Experiment A experienced a sudden increase in
suspended fine sediment about 10 hours into the test.
Experiment B was with the same sediment and structure but
with a slightly higher velocity and a deeper water depth. In the
Experiment B Adjusted plot the data for Experiment B has been
analytically adjusted to the flow conditions of Experiment A
(with the exception of the suspended fine sediment)...............................14
Figure 14. Measured versus predicted (using Equation 6) equilibrium scour
depths for the clearwater data obtained during this research and
for data from other researchers [Sheppard et al. (2002), Jones,
J.S. (2000), Melville, B.W. and Chiew, Y.M. (1999), Chabert, J.
& Engeldinger, P (1956), Ettema, R. (1980), Chiew, Y.M.
(1984)].................................................................................................. 18
Figure A- 1. The USGS-BRD Conte Anadromous Fish Research Center
located in Turners Falls, M a. .................................................................25
Figure A- 2. Schematic drawing of the flume in which the tests were
conducted. .......................................... .................. ..............................26
Figure A- 3. Isometric drawing of the flume illustrated in Figure A-2........................26
Figure A- 4. Photographs of the test flume at various stages of setup and use..............28
Figure B- 1. Detailed schematic of the acoustic transponder arrays used for
the sm all structures. ................................................. .......................... 31
Figure B- 2. Detailed schematic of the acoustic transponder arrays used for
the large structure...................................................... ......................... 31
Figure B- 3. Schematic of the local scour depth measuring devices............................32
Figure B- 4. The internal cameras for the 0.114 m (4.5 in) diameter cylinder ............33
Figure B- 5. The internal cameras for the 0.305 m (1 ft) diameter cylinder.................33
Figure B- 6. The sealed internal cameras for the 0.905 m (3 ft) diameter
cylinder. ................................................................................................34
Figure B- 7. Photographs of the forward-looking internal cameras positioned
inside the 0.114 m (4.5 in) and 0.305 m (1 ft) diameter
w atertight cylinders.................................... ............................................34
Figure B- 8. Diagram of the measuring system used during the experiments .............35
Figure C- 1. Measured velocity and water depth for experiment 1.............................38
Figure C- 2. Measured local scour data from the internal video camera for
experim ent 1....................................... .................. ..............................38
Figure C- 3. Curve fit to the local scour data measured with the acoustic
transponder data for experiment 1. ....................................................39
Figure C- 4. Bed elevation contours at completion of experiment 1
referenced to the original bed. All dimensions are in meters .................40
Figure C- 5. Experiment 1 (D = 0.114 m, D50= 0.22 mm) before test........................42
Figure C- 6.
Figure C- 7.
Figure C- 8.
Figure C- 9.
Figure C- 10.
Figure C- 11.
Figure C- 12.
Figure C- 13.
Figure C- 14.
Figure C- 15.
Figure C- 16.
Figure C- 17.
Figure C- 18.
Figure C- 19.
Figure C- 20.
Figure C- 21.
Figure C- 22.
Figure C- 23.
Figure C- 24.
Figure C- 25.
Figure C- 26.
Figure C- 27.
Figure C- 28.
Experiment 1 (D = 0.114 m, D50 = 0.22 mm) before test........................42
Experiment 1 (D = 0.114 m, D50= 0.22 mm) after test...........................43
Measured velocity and water depth for experiment 2.............................45
Measured local scour data from the internal video camera for
experim ent 2......................................... ................ ..............................45
Curve fit to the local scour data measured with the internal
video camera for experiment 2. ............................................................46
Bed elevation contours at completion of experiment 2
referenced to the original bed. All dimensions are in meters .................47
Experiment 2 (D = 0.305 m, D50 = 0.22 mm) before test........................49
Experiment 2 (D = 0.305 m, Ds0 = 0.22 mm) before test........................49
Experiment 2 (D = 0.305 m, D50 = 0.22 mm) after test...........................50
Experiment 2 (D = 0.305 m, D50 = 0.22 mm) after test...........................50
Experiment 2 (D = 0.305 m, D50 = 0.22 mm) after test...........................51
Experiment 2 (D = 0.305 m, D50 = 0.22 mm) after test...........................51
Measured velocity and water depth for experiment 3 .............................53
Measured local scour data from the internal video camera for
experim ent 3................................................................ .......................53
Curve fit to the local scour data measured with the acoustic
transponder data for experiment 3. ....................................................54
Bed elevation contours at completion of experiment 3
referenced to the original bed. All dimensions are in meters. .................55
Experiment 3 (D = 0.915 m, D50= 0.80 mm) before test........................60
Experiment 3 (D = 0.915 m, Ds0= 0.80 mm) before test........................60
Experiment 3 (D = 0.915 m, Dso = 0.80 mm) before test ........................61
Experiment 3 (D = 0.915 m, Do = 0.80 mm) after test...........................61
Experiment 3 (D = 0.915 m, D50= 0.80 mm) after test...........................62
Experiment 3 (D = 0.915 m, Dso= 0.80 mm) after test...........................62
Experiment 3 (D = 0.915 m, D50 = 0.80 mm) after test...........................63
Figure C- 29.
Figure C- 30.
Figure C- 31.
Figure C- 32.
Figure C- 33.
Figure C- 34.
Figure C- 35.
Figure C- 36.
Figure C- 37.
Figure C- 38.
Figure C- 39.
Figure C- 40.
Figure C- 41.
Figure C- 42.
Figure C- 43.
Figure C- 44.
Figure C- 45.
Figure C- 46.
Figure C- 47.
Figure C- 48.
Figure C- 49.
Figure C- 50.
Figure C- 51.
Experiment 3 (D = 0.915 m, D50= 0.80 mm) during point
gauging................................................................................................. 63
Measured velocity and water depth for experiment 4.............................65
Measured local scour data from the internal video camera for
experim ent 4......................................... ................ ..............................65
Curve fit to the local scour data measured with the internal
video cameras for experiment 4............................................................66
Bed elevation contours at completion of experiment 4
referenced to the original bed. All dimensions are in meters. .................67
Experiment 4 (D = 0.915 m, D50= 0.80 mm) before test........................69
Experiment 4 (D = 0.915 m, D5o = 0.80 mm) before test........................69
Experiment 4 (D = 0.915 m, D50= 0.80 mm) after test...........................70
Experiment 4 (D = 0.915 m, D50 = 0.80 mm) after test...........................70
Experiment 4 (D = 0.915 m, D50 = 0.80 mm) after test...........................71
Experiment 4 (D = 0.915 m, D50= 0.80 mm) after test...........................71
Experiment 4 (D = 0.915 m, D5o = 0.80 mm) after test...........................72
Experiment 4 (D = 0.915 m, Do = 0.80 mm) after test...........................72
Measured velocity and water depth for experiment 5. ............................74
Measured local scour data from the internal video camera for
experim ent 5................................................................ .......................74
Curve fit to the local scour data measured with the acoustic
transponder data for experiment 5. ....................................................75
Bed elevation contours at completion of experiment 5
referenced to the original bed. All dimensions are in meters ..................76
Experiment 5 (D = 0.305 m, Dso = 0.80 mm) before test........................78
Experiment 5 (D = 0.305 m, Do = 0.80 mm) before test........................78
Experiment 5 (D = 0.305 m, D50= 0.80 mm) before test........................79
Experiment 5 (D = 0.305 m, D50 = 0.80 mm) after test...........................79
Experiment 5 (D = 0.305 m, D50= 0.80 mm) after test...........................80
Experiment 5 (D = 0.305 m, Ds0 = 0.80 mm) after test...........................80
Figure C- 52.
Figure C- 53.
Figure C- 54.
Figure C- 55.
Figure C- 56
Figure C- 57.
Figure C- 58.
Figure C- 59.
Figure C- 60.
Figure C- 61.
Figure C- 62.
Figure C- 63.
Figure C- 64.
Figure C- 65.
Figure C- 66.
Figure C- 67.
Figure C- 68.
Figure C- 69.
Figure C- 70.
Figure C- 71.
Figure C- 72.
Figure C- 73.
Figure C- 74.
Figure C- 75.
Experiment 5 (D = 0.305 m, D50 = 0.80 mm) after test...........................81
Measured velocity and water depth for experiment 6.............................83
Measured local scour data from the internal video camera for
experim ent 6................................................................ .......................83
Curve fit to the local scour data measured with the acoustic
transponder data for experiment 6. ....................................................84
Bed elevation contours at completion of experiment 6
referenced to the original bed. All dimensions are in meters ................85
Experiment 6 (D = 0.114 m, Dso= 0.80 mm) before test........................87
Experiment 6 (D = 0.114 m, D50 = 0.80 mm) before test........................87
Experiment 6 (D = 0.114 m, D50 = 0.80 mm) after test...........................88
Experiment 6 (D = 0.114 m, D50 = 0.80 mm) after test...........................88
Experiment 6 (D = 0.114 m, Do = 0.80 mm) after test...........................89
Experiment 6 (D = 0.114 m, Dso= 0.80 mm) after test...........................89
Experiment 6 (D = 0.114 m, D5o= 0.80 mm) after test...........................90
Measured velocity and water depth for experiment 7 .............................92
Measured local scour data from the internal video cameras for
experim ent 7....................................... .................. ..............................92
Curve fit to the local scour data measured with the internal
video cameras for experiment 7............................................................93
Bed elevation contours at completion of experiment 7
referenced to the original bed. All dimensions are in meters ..................94
Experiment 7 (D = 0.915 m, Ds0 = 2.90 mm) before test........................98
Experiment 7 (D = 0.915 m, D50= 2.90 mm) before test........................98
Experiment 7 (D = 0.915 m, Dso= 2.90 mm) before test........................99
Experiment 7 (D = 0.915 m, D50= 2.90 mm) before test........................99
Experiment 7 (D = 0.915 m, D50= 2.90 mm) after test .........................100
Experiment 7 (D = 0.915 m, D50= 2.90 mm) after test...........................100
Experiment 7 (D = 0.915 m, D50= 2.90 mm) after test.........................101
Experiment 7 (D = 0.915 m, D50= 2.90 mm) after test.........................101
Figure C- 76.
Figure C- 77.
Figure C- 78.
Figure C- 79.
Figure C- 80.
Figure C- 81.
Figure C- 82.
Figure C- 83.
Figure C- 84.
Figure C- 85.
Figure C- 86.
Figure C- 87.
Figure C- 88.
Figure C- 89.
Figure C- 90.
Figure C- 91.
Figure C- 92.
Figure C- 93.
Figure C- 94.
Figure C- 95.
Figure C- 96.
Figure C- 97.
Figure C- 98.
Figure C- 99.
Experiment 7 (D = 0.915 m, D50= 2.90 mm) after test.........................102
Experiment 7 (D = 0.915 m, D50= 2.90 mm) after test.........................102
Measured velocity and water depth for experiment 8...........................104
Measured local scour data from the internal video camera for
experim ent 8........................................ ................. ............................104
Curve fit to the local scour data measured with the acoustic
transponder data for experiment 8 ...................................................105
Experiment 8 (D = 0.915 m, Dso= 2.90 mm) before test......................109
Experiment 8 (D = 0.915 m, D50 = 2.90 mm) before test......................109
Experiment 8 (D = 0.915 m, Do50 = 2.90 mm) before test......................10
Experiment 8 (D = 0.915 m, Do50 = 2.90 mm) after test.........................110
Experiment 8 (D = 0.915 m, D50 = 2.90 mm) after test.........................11
Experiment 8 (D = 0.915 m, Dso = 2.90 mm) after test.........................111
Experiment 8 (D = 0.915 m, Dso= 2.90 mm) after test.........................12
Experiment 8 (D = 0.915 m, D50= 2.90 mm) after test.........................12
Measured velocity and water depth for experiment 9...........................14
Measured local scour data from the internal video camera for
experim ent 9.............................................................................................114
Curve fit to the local scour data measured with the internal
video cameras for experiment 9.............................................................115
Experiment 9 (D = 0.915 m, D50= 2.90 mm) before test......................121
Experiment 9 (D = 0.915 m, D50= 2.90 mm) after test.........................21
Experiment 9 (D = 0.915 m, D50 = 2.90 mm) after test.........................122
Experiment 9 (D = 0.915 m, Dso= 2.90 mm) after test.........................122
Experiment 9 (D = 0.915 m, Do50 = 2.90 mm) after test...........................123
Experiment 9 (D = 0.915 m, D50 = 2.90 mm) after test.........................123
Experiment 9 (D = 0.915 m, D50= 2.90 mm) after test......................... 124
Experiment 9 (D = 0.915 m, Dso= 2.90 mm) after test......................... 124
Figure C- 100. Measured velocity and water depth for experiment 10.........................126
Figure C- 101. Measured local scour data from the internal video camera for
experim ent 10...................................... ................. ............................126
Figure C- 102. Curve fit to the local scour data measured with the internal
video cameras for experiment 10.....................................................127
Figure C- 103. Experiment 10 (D = 0.915 m, Dso= 2.90 mm) before test....................134
Figure C- 104. Experiment 10 (D = 0.915 m, Do0= 2.90 mm) before test....................134
Figure C- 105. Experiment 10 (D = 0.915 m, D50= 2.90 mm) after test.......................135
Figure C- 106. Experiment 10 (D = 0.915 m, D50= 2.90 mm) after test.......................135
Figure C- 107. Experiment 10 (D = 0.915 m, Dso= 2.90 mm) after test.......................136
Figure C- 108. Experiment 10 (D = 0.915 m, D50= 2.90 mm) after test.......................136
Figure C- 109. Experiment 10 (D = 0.915 m, D50= 2.90 mm) after test.......................137
Figure C- 110. Experiment 10 (D = 0.915 m, D50= 2.90 mm) after test.......................37
Figure C- 111. Measured velocity and water depth for experiment 11 .........................139
Figure C- 112. Measured local scour data from the internal video cameras for
experim ent 11............................................................... .................... 139
Figure C- 113. Curve fit to the local scour data measured with the internal
video camera for experiment 11. .....................................................140
Figure C- 114. Experiment 11 (D = 0.915 m, D50= 2.90 mm) before test....................144
Figure C- 115. Experiment 11 (D = 0.915 m, D50= 2.90 mm) before test....................144
Figure C- 116. Experiment 11 (D = 0.915 m, D50= 2.90 mm) after test.......................145
Figure C- 117. Experiment 11 (D = 0.915 m, D5o= 2.90 mm) after test.......................145
Figure C- 118. Experiment 11 (D = 0.915 m, D50= 2.90 mm) after test.......................46
Figure C- 119. Experiment 11 (D = 0.915 m, Dso= 2.90 mm) after test....................... 146
Figure C- 120. Experiment 11 (D = 0.915 m, Do = 2.90 mm) after test.......................47
Figure C- 121. Experiment 11 (D = 0.915 m, D50 = 2.90 mm) after test.........................147
Figure C- 122. Measured velocity and water depth for experiment 12.........................149
Figure C- 123. Measured local scour data from the internal video cameras for
experim ent 12...................................... ................. ............................149
Figure C- 124. Curve fit to the local scour data measured with the internal
video camera for experiment 12. .....................................................150
Figure C- 125. Velocity profile for experiment 12 taken at the end of the
experiment. All dimensions are in meters and the velocity is in
m eters / second.........................................................................................151
Figure C- 126. Bed elevation contours at completion of experiment 12
referenced to the original bed. All dimensions are in meters..............152
Figure C- 127. Experiment 12 (D = 0.305 m, D50= 0.22 mm) before test....................156
Figure C- 128. Experiment 12 (D = 0.305 m, D50= 0.22 mm) during the test.............156
Figure C- 129. Experiment 12 (D = 0.305 m, D50= 0.22 mm) after test.......................157
Figure C- 130. Experiment 12 (D = 0.305 m, D50= 0.22 mm) after test.......................157
Figure C- 131. Experiment 12 (D = 0.305 m, D50= 0.22 mm) after test.......................158
Figure C- 132. Experiment 12 (D = 0.305 m, D50= 0.22 mm) after test.......................158
Figure C- 133. Experiment 12 (D = 0.305 m, Dso= 0.22 mm) after test.......................159
Figure C- 134. Experiment 12 (D = 0.305 m, Do0= 0.22 mm) after test.......................159
Figure C- 135. Experiment 12 (D = 0.305 m, D50= 0.22 mm) after test.......................160
Figure C- 136. Measured velocity and water depth for experiment 13.........................162
Figure C- 137. Measured local scour data from the internal video cameras for
experim ent 13............................................................. ...................... 162
Figure C- 138. Curve fit to the local scour data measured with the internal
video camera for experiment 13. .....................................................163
Figure C- 139. Velocity traverse across the flume at the 0.09 m elevation above
the bed for experiment 13. ...................................................................164
Figure C- 140. Bed elevation contours at completion of experiment 13
referenced to the original bed. All dimensions are in meters ...............165
Figure C- 141. Experiment 13 (D = 0.305 m, Dso= 0.22 mm) before test....................169
Figure C- 142. Experiment 13 (D = 0.305 m, D50= 0.22 mm) before the test .............169
Figure C- 143. Experiment 13 (D = 0.305 m, D50= 0.22 mm) during test....................70
Figure C- 144. Experiment 13 (D = 0.305 m, Dso= 0.22 mm) during the test............170
Figure C- 145. Experiment 13 (D = 0.305 m, D50= 0.22 mm) after test.......................171
Figure C- 146. Experiment 13 (D = 0.305 m, Dso= 0.22 mm) after the test.................171
Figure C- 147. Experiment 13 (D = 0.305 m, D50= 0.22 mm) after test.......................172
Figure C- 148. Experiment 13 (D = 0.305 m, D50= 0.22 mm) after the test.................172
Figure C- 149. Experiment 13 (D = 0.305 m, D50= 0.22 mm) after the test.................73
Figure C- 150. Measured water depth for experiment 14..............................................175
Figure C- 151. Measured local scour data from the internal video cameras for
experim ent 14...................................... ................. ................ ............175
Figure C- 152. Curve fit to the local scour data measured with the acoustic
transponder data for experiment 14. ............................................... ....176
Figure C- 153. Bed elevation contours at completion of experiment 14
referenced to the original bed. All dimensions are in meters ..............177
Figure C- 154. Velocity profiles taken at the center of the flume, 0.46 m East of
center and 0.46 m West of flume center on 6/29/2001.......................... 178
Figure C- 155. Velocity profiles taken at the center of the flume, 0.46 m East of
center and 0.46 m West of flume center on 7/11/2001..........................178
Figure C- 156. Experiment 14 (D = 0.915 m, D50= 0.22 mm) before test....................181
Figure C- 157. Experiment 14 (D = 0.915 m, D50= 0.22 mm) before the test...............181
Figure C- 158. Experiment 14 (D = 0.915 m, D50= 0.22 mm) after test.......................82
Figure C- 159. Experiment 14 (D = 0.915 m, D50= 0.22 mm) after the test.................182
Figure C- 160. Experiment 14 (D = 0.915 m, D50= 0.22 mm) after test.......................183
Figure C- 161. Experiment 14 (D = 0.915 m, D50= 0.22 mm) after the test.................183
Figure C- 162. Experiment 14 (D = 0.915 m, D50= 0.22 mm) after test.......................184
Figure C- 163. Experiment 14 (D = 0.915 m, D50= 0.22 mm) after the test.................184
Figure C- 164. Experiment 14 (D = 0.915 m, D50= 0.22 mm) after test.......................85
Figure C- 165. Experiment 14 (D = 0.915 m, D50= 0.22 mm) after the test.................185
Figure E- 1. Graph illustrating the impact of suspended fine sediment on
equilibrium local scour depths under clearwater scour
conditions. Experiment A experienced a sudden increase in
suspended fine sediment about 10 hours into the test.
Experiment B was with the same sediment and structure but
with a slightly higher velocity and a deeper water depth. In the
Experiment B Adjusted plot the data for Experiment B has been
analytically adjusted to the flow conditions of Experiment A
(with the exception of the suspended fine sediment).............................198
I
Figure E- 2. Pre-test photograph of test bed (D = 0.915 m, D50 = 0.22 mm). ..............199
Figure E- 3. Scour hole after high suspended fine sediment experiment
(Experiment A) (D = 0.915 m, D0 = 0.22 mm, yo = 1.22 m,
V N = 0.92) .............................................................................................199
Figure E- 4. Scour hole after low suspended fine sediment experiment
(Experiment B) (D = 0.915 m, D50= 0.22 mm, yo = 1.8 m, V/V
= 0.97). .....................................................................................................199
Figure E- 5. Contour plot of scour hole for the high suspended sediment
level experiment (Experiment A) (D = 0.915 m, Ds= 0.22 mm,
y, = 1.22 m, VNV = 0.92). ..................................................... ............200
Figure E- 6. Contour plot of scour hole for the low suspended sediment level
experiment (Experiment B) (D = 0.915 m, D5s= 0.22 mm, yo
=1.8 m VNV = 0.97). ............................................................................200
LIST OF TABLES
Table 1.
Table 2.
Table C- 1.
Table C- 2.
Table C- 3.
Table C- 4.
Table C- 5.
Table C- 6.
Table C- 7.
Table C- 8.
Table C- 9.
Table C- 10.
Table C- 11.
Table C- 12.
Table C- 13.
Table C- 14.
Flow, sediment and structure parameters summary.................................13
The local scour results summary.............................................................13
The rate of scour depth from the internal video camera for
experim ent 1....................................... .................. ..............................41
The rate of scour depth from the internal video camera for
experim ent 2......................................... ................ ..............................48
The rate of scour depth from the internal video cameras for
experim ent 3................................................................ .......................56
The rate of scour depth from the internal video camera for
experim ent 4......................................... ................ ..............................68
The rate of scour depth from the internal video camera for
experim ent 5................................................................ .......................77
The rate of scour depth from the internal video camera for
experim ent 6................................................................ .......................86
The rate of scour depth from the internal video camera for
experim ent 7.......................................................................................... 95
The rate of scour depth from the internal video cameras for
experim ent 8....................................................................................... 106
The rate of scour depth from the internal video cameras for
experim ent 9.............................................................................................116
The rate of scour depth from the internal video cameras for
experim ent 10...................................... ................. ............................128
The rate of scour depth from the internal video cameras for
experim ent 11............................................................. ...................... 141
The rate of scour depth from the internal video cameras for
experim ent 12...................................... ................. ............................153
The rate of scour depth from the internal video camera for
experim ent 13...................................... ................. ............................ 166
The rate of scour depth from the internal video cameras for
experim ent 14...................................... ................. ............................179
Table C- 15. Summary of data and computed parameters...........................................186
LIST OF SYMBOLS
D = circular cylinder diameter;
D16 = sediment size for which 16 percent of bed material is finer
D50 = median sediment grain diameter;
D84 = sediment size for which 84 percent of bed material is finer
dse = equilibrium scour depth;
ds = scour depth at the end of the experiment, or
= Time dependent scour hole depth.
Kcp = peak value of normalized clearwater scour depth
Ks = shape factor
a = standard deviation of sediment particle size distribution, 84
V = depth averaged velocity;
Vc = depth averaged velocity at threshold condition for sediment motion
(sediment critical velocity);
yo = approach water depth;
t = dynamic viscosity of water
ps = mass density of sediment
pw = mass density of water
S = bed shear stress
T = critical bed shear stress
CLEARWATER LOCAL SEDIMENT SCOUR EXPERIMENTS
Introduction
The accurate prediction of sediment scour depths near bridge piers under design
storm conditions is very important in bridge design. Under-prediction can result in costly
bridge failure and possibly the loss of lives, while over-prediction can result in millions
of dollars wasted on the construction of a single bridge. The physical processes involved
are very complex and difficult to analyze, and thus most design scour depth predictive
equations are based on laboratory scale experimental results. An ongoing bridge scour
research program at the University of Florida is directed at increasing the understanding
of scour processes and improving the accuracy of design scour depth predictions.
In spite of a significant research effort over the last four decades, at a number of
institutions around the world, there is still disagreement among researchers regarding
such fundamental aspects of the problem as the most appropriate way to normalize the
parameters required to characterize the scour processes. Even the variable used to
normalize the equilibrium scour depth differs among researchers. Some use the local
(unscoured) water depth while others use the diameter/width of the structure.
The research described in this report was a joint effort by the University of
Florida and the USGS Conte BRD Laboratory to extend the knowledge of local sediment
scour processes through large-scale experiments. All of the experiments were conducted
in a large, flow-through type flume in the USGS Laboratory in Turners Falls,
Massachusetts. Three different circular cylinder diameters [0.915 m (3 ft), 0.305 m (1 ft),
and 0.114 m (4.5 in)], three different sediment grain sizes (D50 = 0.22 mm, 0.80 mm and
2.9 mm) and a range of water depths were investigated. All experiments were conducted
in the clearwater scour range of velocities.
A brief description of the facilities, instrumentation and procedures is presented in
the body of the report along with a summary of the results. Detailed information
regarding the experiments and the results is presented in the appendices.
Research Objectives
Research by the lead author and his students has shown that normalized,
equilibrium local scour depths can be adequately described in terms of three
dimensionless parameters, YoD, V/ c, and i50, where yo is the water depth, D the
structure diameter/width, V the depth averaged velocity, Ve the depth averaged critical
velocity, and D50 the median sediment grain diameter. Laboratory data obtained by the
lead author and other researchers prior to this work correlated well with these parameters
for the range of values for which data was available. The range of available data was
limited due to the sizes of flumes available for this type of research. In particular, the
range of values for D50 was very limited and far from the values for prototype
structures. Experiments at the University of Florida indicated a trend in the data with
increasing values of Ys that had not been observed before. If correct, this trend could
have a significant impact on equilibrium scour depth predictions for large prototype
structures. Thus, one of the objectives of this research was to obtain local scour data for
larger values of Dso .
The rate at which local scour occurs and the dependence of this rate on the
sediment, flow and structure parameters is another problem that has plagued researchers
2.9 mm) and a range of water depths were investigated. All experiments were conducted
in the clearwater scour range of velocities.
A brief description of the facilities, instrumentation and procedures is presented in
the body of the report along with a summary of the results. Detailed information
regarding the experiments and the results is presented in the appendices.
Research Objectives
Research by the lead author and his students has shown that normalized,
equilibrium local scour depths can be adequately described in terms of three
dimensionless parameters, YoD, V/ c, and i50, where yo is the water depth, D the
structure diameter/width, V the depth averaged velocity, Ve the depth averaged critical
velocity, and D50 the median sediment grain diameter. Laboratory data obtained by the
lead author and other researchers prior to this work correlated well with these parameters
for the range of values for which data was available. The range of available data was
limited due to the sizes of flumes available for this type of research. In particular, the
range of values for D50 was very limited and far from the values for prototype
structures. Experiments at the University of Florida indicated a trend in the data with
increasing values of Ys that had not been observed before. If correct, this trend could
have a significant impact on equilibrium scour depth predictions for large prototype
structures. Thus, one of the objectives of this research was to obtain local scour data for
larger values of Dso .
The rate at which local scour occurs and the dependence of this rate on the
sediment, flow and structure parameters is another problem that has plagued researchers
in this field. A second objective of this study was to provide accurate scour depth versus
time data for a range of sediment, flow and structure parameters.
Phase I of this study covers the clearwater scour range of velocities
i.e.,0.45< / <1 Phase II will address the live bed scour range of velocities
(/ >1 ). The live bed experiments will be conducted by the lead author in a flume at
the University of Auckland in Auckland, New Zealand during the first half of 2002. This
is the final report for Phase I of this investigation.
Facilities and Instrumentation
Facilities
All of the tests were conducted in a large 6.1 m (20 ft) wide, 6.4 m (21 ft) deep,
38.4 m (126 ft) long, flow-through type flume, located at the USGS Conte Laboratory.
An aerial photograph of the USGS Laboratory is shown in Figure 1. Schematic drawings
Figure 1. The USGS-BRD Conte Anadromous Fish Research Center in Turners Falls,
Massachusetts.
in this field. A second objective of this study was to provide accurate scour depth versus
time data for a range of sediment, flow and structure parameters.
Phase I of this study covers the clearwater scour range of velocities
i.e.,0.45< / <1 Phase II will address the live bed scour range of velocities
(/ >1 ). The live bed experiments will be conducted by the lead author in a flume at
the University of Auckland in Auckland, New Zealand during the first half of 2002. This
is the final report for Phase I of this investigation.
Facilities and Instrumentation
Facilities
All of the tests were conducted in a large 6.1 m (20 ft) wide, 6.4 m (21 ft) deep,
38.4 m (126 ft) long, flow-through type flume, located at the USGS Conte Laboratory.
An aerial photograph of the USGS Laboratory is shown in Figure 1. Schematic drawings
Figure 1. The USGS-BRD Conte Anadromous Fish Research Center in Turners Falls,
Massachusetts.
of the flume used for this research are shown in Figures 2 and 3. The test section was the
width of the flume, 9.8 m (32 ft) long and started 24.4 m (80 ft) downstream of the
entrance. The sediment in the test area was 1.83 m (6 ft) deep as shown in Figure 2.
Water for the flume was supplied from a hydroelectric power plant reservoir adjacent to
the building housing the flume. Water flowed from the reservoir, through the flume, and
discharged into the Connecticut River downstream of control structures in the river. The
drop in water elevation from the reservoir to the bottom of the flume is approximately 6.5
m (21 ft). The main advantage of a gravity driven flume, such as this, is that large flow
discharges can be obtained without pumps. There are, however, disadvantages to flow-
through systems. Other than water depth and flow velocity there is little control on the
water used in the experiments. For example, the water temperature will be that of the
NOT TO SCALE
All dimensions in meters
FE
1.2 x 1.2 3 .4
A 3
IN flow B
sluice gate
Plan View W
Test Sediment I3 low Disharge
-J To Connecticut
River
Section A-A
t H38.4
__- Plan View
Filter Material Base Sediment Test Sediment Base Sediment
Section A-Ae
Section I f- o e
Figure 2. Schematic drawing of the flume used for this research.
Flow diffuser
I cydlnder
10mm
Test section <
1.83 m x6.1 m x6.4
Test sand
10 mm stone
Outflow
Figure 3. Isometric drawing of the flume illustrated in Figure 2.
reservoir and at this location the range in temperatures was from slightly above freezing
during the winter months to around 260 C during the summer. In addition, constituents in
the water, such as suspended sediment, could not be controlled. The presence of
suspended sediment in the water during times of heavy runoff from the Connecticut River
drainage basin presented problems for some of the experiments as is discussed later in
this report. The flow discharge and depth-averaged velocity were controlled with a weir
located at the downstream end of the flume (see Figure 3). A bridge across the flume
provided horizontal support for the tops of the test structures and a platform for the
computers and data acquisition systems (see Figure 4).
Figure 4. Experimental setup showing the instrumentation bridge/platform.
Instrumentation
The instrumentation used in this research can be divided into two categories:
1) that which measures the flow parameters, and 2) that which measures scour depth.
The flow parameters monitored were flow discharge (indirectly), velocity at specific
locations, water depth, and temperature. The scour hole depth was monitored with
internal (and on some occasions) external video cameras and with arrays of acoustic
transponders. A more complete description of the instrumentation used in this research is
presented in Appendix B.
The height of the weir at the downstream end of the flume was set for the desired
water depth and flow discharge for each experiment. Flow velocities were measured at
two locations, 2 m (6.6 ft) upstream and 1.0 m (3.3 ft) to the side of the center of the test
structure with electromagnetic flow meters. The vertical position of the meters was set at
40% of the water depth from the bed. The velocity at this location is approximately equal
to the depth-averaged velocity for a fully developed logarithmic velocity profile. A
commercial water level instrument, which used a near bottom mounted pressure
transducer measured water depth at a location between the test structure and the weir.
The water temperature was measured just downstream of the structure.
Two miniature video cameras were mounted on a platform that traversed
vertically as shown in the sketch in Figure 5. The speed of the traverse mechanism was
set manually and had a speed range from 1 mm/hr (0.04 in/hr) to 90 m/hr (295 in/hr).
Length scales were attached to the inside of the cylinders in view of the cameras so that
quantitative scour depth measurements could be obtained from the video images.
Miniature video cameras were also mounted in streamline waterproof housings for
viewing the scour hole from outside the structure. The 0.114 m (4.5 in), and 0.305 m (1
ft) diameter cylinders were constructed to be watertight while the 0.915 m (3 ft) diameter
Cameras
,m .. .....-.-
s i V' ideo
cameras
Camera --Acoustic Field of
Traverse Mechanism Transponders View
Video Cameras --Test Pile J
Plan View
Test Sand
'Test Piles with Scour Depth Instrumentation
Figure 5. Schematic drawing of the local scour depth measuring instruments.
1
cylinder was allowed to flood during the experiment. The internal cameras for the large
0.915 m diameter cylinder were mounted in a waterproof housing. Photographs of the
three internal camera arrangements are shown in Figures 6, 7, and 8.
Figure 6. Internal video cameras and housing for the 0.114 m (4.5 in) diameter cylinder.
Figure 7. Internal video cameras and housing for the 0.305 m (1 ft) diameter cylinder.
Three arrays of acoustic transponders were attached to the cylinder just below the
water surface. Each array contained four crystals, which produced a 2.5 cm (1 in) in
diameter acoustic beam at the transducer. The spread angle of the beam was approxi-
mately 1.5 degrees. The footprint of the beam (area of the acoustic beam at the bed)
varied with the water and scour hole depths. The time required for the acoustic pulse to
I
Figure 8. Watertight video camera housing for the 0.915 m (3 ft) diameter cylinder.
travel to the bed and return to the transponder was measured and the distance from the
transponder to the bed computed based on the speed of sound in water at that tempera-
ture. This system provided scour hole depth measurements at the 12 locations along
three radial lines throughout the experiments. A diagram of one of the transponder arrays
is given in Figure 9. Photographs of the transponders are shown in Figures 10 and 11.
MTA for large pile diameters(greater than 1 ft.)
side view (cross-section) front view
o g rg (cross-section)
mounting ring
3.15 in 0.5 in
(8cm) (1.3 cm)
top view
i 2.0 ini
10______ 12.0 in ______bo
( (30.5 cm)
Figure 9. Diagram of the acoustic transponder array used for the 0.915 m (3 ft) diameter
cylinder.
Figure 10. Acoustic transponder arrays on the 0.915 m (3 ft) diameter cylinder viewed
from upstream.
Figure 11. Acoustic transponder arrays on the 0.114 m (4.5 in) diameter cylinder viewed
from above.
Personal Computers were used to both control the instrumentation and to record
the data. A flow chart of the instrumentation/data acquisition system is shown in Figure
12.
10
Video Camera
PC PC Traverse
# #2 Control
SenTek
Water Control Box Video Camera
Level Digital Housing
Indicator Thermometer
Acoustic
Transponders Video Camera, VCR
Velocity Velocity _and Lights Control
Meter #1 Meter #2
Flood Internal VCR Monitor
Lights Video
Cameras
Figure 12. Diagram of the measuring system used during the experiments.
Experimental Procedure
A brief summary of the experimental procedure used in performing the local
sediment scour experiments is outlined below. A more complete procedure is given in
Appendix D. The procedure is divided into the tasks performed before, during and after
the experimental run.
Pre-experiment
1. Compact and level the bed in the flume.
2. Fill the flume slowly and allow to stand for approximately 12 hours or until all the
air trapped in the sediment has escaped. Drain the flume and re-compact the bed.
3. Take pre-experiment photographs.
4. Fill the flume slowly and allow trapped air to escape (approximately six hours).
5. Start and check all instrumentation.
During experiment
1. Measure the scour depth as a function of time with acoustic transponders and
video cameras.
2. Measure the velocity, water depth, and temperature. Observe water clarity as an
indicator of suspended sediment.
Post-experiment
1. Take post-experiment photographs.
2. Observe and note bed condition throughout the flume (presence of bed forms,
etc.)
3. Survey the scour hole with a point gauge.
4. Reduce and analyze the data.
Results
A significant amount of local sediment scour data and information were gathered
during this research program. A brief summary of the results is given in Tables 1 and 2.
Two different scour depths are given in the table, the measured value at the end of the
experiment and the estimated equilibrium depth. Most of the experiments conducted as
part of this work were long in duration and thus the scour depths were near equilibrium at
the end of the test. During some of the tests there was an increase in suspended sediment
in the water from the reservoir and this proved to impact the equilibrium scour depth.
This is illustrated in Figure 13 which shows three time history plots. In Experiment A (D
= 0.915 m, D50 = 0.22 mm, yo = 1.2 m, V = 0.30 m/s, Vc = 0.32 m/s), there was a sudden
increase in suspended fine sediment approximately 10 hours into the test. Experiment B
was with the same structure and sediment but with a slightly higher velocity and deeper
Video Camera
PC PC Traverse
# #2 Control
SenTek
Water Control Box Video Camera
Level Digital Housing
Indicator Thermometer
Acoustic
Transponders Video Camera, VCR
Velocity Velocity _and Lights Control
Meter #1 Meter #2
Flood Internal VCR Monitor
Lights Video
Cameras
Figure 12. Diagram of the measuring system used during the experiments.
Experimental Procedure
A brief summary of the experimental procedure used in performing the local
sediment scour experiments is outlined below. A more complete procedure is given in
Appendix D. The procedure is divided into the tasks performed before, during and after
the experimental run.
Pre-experiment
1. Compact and level the bed in the flume.
2. Fill the flume slowly and allow to stand for approximately 12 hours or until all the
air trapped in the sediment has escaped. Drain the flume and re-compact the bed.
3. Take pre-experiment photographs.
4. Fill the flume slowly and allow trapped air to escape (approximately six hours).
5. Start and check all instrumentation.
During experiment
1. Measure the scour depth as a function of time with acoustic transponders and
video cameras.
2. Measure the velocity, water depth, and temperature. Observe water clarity as an
indicator of suspended sediment.
Post-experiment
1. Take post-experiment photographs.
2. Observe and note bed condition throughout the flume (presence of bed forms,
etc.)
3. Survey the scour hole with a point gauge.
4. Reduce and analyze the data.
Results
A significant amount of local sediment scour data and information were gathered
during this research program. A brief summary of the results is given in Tables 1 and 2.
Two different scour depths are given in the table, the measured value at the end of the
experiment and the estimated equilibrium depth. Most of the experiments conducted as
part of this work were long in duration and thus the scour depths were near equilibrium at
the end of the test. During some of the tests there was an increase in suspended sediment
in the water from the reservoir and this proved to impact the equilibrium scour depth.
This is illustrated in Figure 13 which shows three time history plots. In Experiment A (D
= 0.915 m, D50 = 0.22 mm, yo = 1.2 m, V = 0.30 m/s, Vc = 0.32 m/s), there was a sudden
increase in suspended fine sediment approximately 10 hours into the test. Experiment B
was with the same structure and sediment but with a slightly higher velocity and deeper
Table 1. Flow, sediment and structure parameters summary.
Flow Sediment Structure
Test Depth Velocity D50 a Diameter
(m) (m/s) (mm) (m)
1 1.19 0.29 0.22 1.51 0.114
2 1.19 0.31 0.22 1.51 0.305
3 1.27 0.40 0.80 1.29 0.915
4 0.87 0.39 0.80 1.29 0.915
5 1.27 0.39 0.80 1.29 0.305
6 1.27 0.41 0.80 1.29 0.114
7 1.22 0.76 2.90 1.21 0.915
8 0.56 0.65 2.90 1.21 0.915
9 0.29 0.57 2.90 1.21 0.915
10 0.17 0.50 2.90 1.21 0.915
11 1.90 0.70 2.90 1.21 0.915
12 1.22 0.40 0.22 1.51 0.305
13 0.18 0.30 0.22 1.51 0.305
14 1.81 0.30 0.22 1.51 0.915
Table 2. The local scour results summary.
Test Time to Max. Estimated
Duration 90% Measured Equilibrium
Test
dse (equil.) Scour Depth Scour Depth
(hr) (hr) (m) (m)
1 89 111 0.133 0.17
2 163 408 0.257 0.41
3 360 322 1.112 1.10
4 143 905 0.638 0.99
5 88 128 0.416 0.51
6 41 29 0.185 0.23
7 188 151 1.270 1.41
8 330 186 1.058 1.14
9 448 347 0.896 0.96
10 616 831 0.659 0.72
11 350 720 1.004 1.24
12 256 71 0.377 0.39
13 216 66 0.296 0.31
14 580 913 0.787 0.97
0.6
0.5 Experiment B (low turbidity) ..*-.-
0.4 -
A*. A Experiment B Adjusted
0.3 AA (adjusted to flow conditions of Experiment A
"3 .**A
0.1" Experiment A (high turbidity)
o
0 20 40 60 80 100 120 140
Time (hrs)
Figure 13. Graph illustrating the impact of suspended fine sediment on equilibrium local scour depths under clearwater scour
conditions. Experiment A experienced a sudden increase in suspended fine sediment about 10 hours into the test.
Experiment B was with the same sediment and structure but with a slightly higher velocity and a deeper water depth. In
the Experiment B Adjusted plot the data for Experiment B has been analytically adjusted to the flow conditions of
Experiment A (with the exception of the suspended fine sediment).
water depth (yo = 1.8 m, V = 0.30 m/s, Vc = 0.32 m/s). In the Experiment B Adjusted
plot the data from Experiment B has been adjusted (using Equation 6) to the water depth
and flow velocity conditions of Experiment A. By comparing the results from
Experiment A with those from Experiment B Adjusted the impact of fine sediment can be
seen. The reasons behind this affect are currently being investigated by the lead author
but it is suspected that it is due to the suspended fine sediment induced reduction in bed
shear stress reported by researchers working in the field of drag reduction (see e.g., Gust
1976). Additional discussion on this topic is presented in Appendix E.
Equilibrium depths were estimated by extrapolating a curve fit to the data. The
function used to fit the data was first used by J. Sterling Jones (personal communication)
and is given in Equation 1.
ds=a1 1- )+c 1 (1)
l1+abt 1+cdt
This function does a good job fitting the majority of clearwater scour time history
data. Most clearwater scour time history plots display at least two distinctive rates. The
divisions between rates are clearly defined in some cases while in others the change is
more gradual. In order to use Equation 1 for extrapolation of data it is essential that there
is sufficient data in the second (lower rate of scour) regime. Obviously, the longer the
duration of the test the more accurate the extrapolation to equilibrium scour depth.
Equilibrium scour depths were estimated for all tests including those affected by
suspended fine sediment. The confidence level for the shorter duration tests and those
with suspended sediment is, of course, lower than that for the remaining tests. It does
appear from the time.history plots and some analysis of the longer duration data that the
equilibrium scour depths obtained by this method error on the high side (i.e., the
predicted scour depths represent upper bound values for the conditions tested).
The coefficients in Sheppard's clearwater scour equations (1995) have been
slightly adjusted to accommodate these conservative equilibrium scour depth values. The
resulting equations are given below:
d= _KsK 3 (2)
D V D50
where
f -= a tanh[ 4, (3)
f2 ( -1-3.31 -1 (4)
D ____3.03 (5)
f3 D-(5)
tD50) 2.6exp 0.43loglor 0.707 + 0.43exp -2.6 loglo D +4.27
D5 D50
Ks Shape factor (1 for circular piles)
Kcp Peak value of normalized clearwater scour depth = 2.5 in these equations.
For Kcp = 2.5 Equation 2 becomes
s= Ks2.5 tanh [ [ 1-3.31 1 )2
D D Vc
1 (6)
A plot of measured versus predicted (using Equations 2-6) equilibrium scour
depths for the clearwater data obtained during this research and that of other researchers
is shown in Figure 14.
Conclusions
The primary objectives of this research were to extend the existing data base for
local sediment scour into areas of larger structure to sediment diameter ratios and to
verify that the equilibrium scour depth dependency on this ratio, found in earlier studies
at the University of Florida, held. Both objectives have been met. The coefficients in
Sheppard's equations have been slightly modified to accommodate the conservative
equilibrium scour depths obtained by extrapolating the measured depths to infinite flow
durations. The revised equations do a good job of fitting the data in the clearwater scour
range as can be seen in Figure 14.
The next phase of this work will address equilibrium scour depths under live bed
scour conditions. Sheppard's equations in the live bed scour range are based on limited
laboratory data and the hypothesis that a "live bed scour depth peak" occurs and that it
occurs at the point when the bed "planes out" (i.e., under the conditions when the bed
forms disappear and the bed away from the structure becomes planar). More laboratory
data is needed in this important range of flow conditions so that these equations can be
tested/verified. Live bed scour experiments will be conducted by the lead author in a
flume at the University of Auckland in Auckland, New Zealand during the early part of
2002.
1.5 -
1.25 -
1-
- ds(comp.) = ds(meas.)
U Sheppard et al. (2002)
* Jones (2000)
+ MeMlle & Chiew (1999), Chabert & Engeldinger
(1956), Ettema (1980), Chiew (1984)
0.25 0.5 0.75 1
ds measured (m)
1.25
1.5
Figure 14. Measured versus predicted (using Equation 6) equilibrium scour depths for the clearwater data obtained during this
research and for data from other researchers [Sheppard et al. (2002), Jones, J.S. (2000), Melville, B.W. and Chiew, Y.M.
(1999), Chabert, J. & Engeldinger, P (1956), Ettema, R. (1980), Chiew, Y.M. (1984)].
-S44
E
_0
-*.-
co
cz
0C
0.75
0.5
tS2
;13
0.25 -
o
0
0
I I
L
A plot of measured versus predicted (using Equations 2-6) equilibrium scour
depths for the clearwater data obtained during this research and that of other researchers
is shown in Figure 14.
Conclusions
The primary objectives of this research were to extend the existing data base for
local sediment scour into areas of larger structure to sediment diameter ratios and to
verify that the equilibrium scour depth dependency on this ratio, found in earlier studies
at the University of Florida, held. Both objectives have been met. The coefficients in
Sheppard's equations have been slightly modified to accommodate the conservative
equilibrium scour depths obtained by extrapolating the measured depths to infinite flow
durations. The revised equations do a good job of fitting the data in the clearwater scour
range as can be seen in Figure 14.
The next phase of this work will address equilibrium scour depths under live bed
scour conditions. Sheppard's equations in the live bed scour range are based on limited
laboratory data and the hypothesis that a "live bed scour depth peak" occurs and that it
occurs at the point when the bed "planes out" (i.e., under the conditions when the bed
forms disappear and the bed away from the structure becomes planar). More laboratory
data is needed in this important range of flow conditions so that these equations can be
tested/verified. Live bed scour experiments will be conducted by the lead author in a
flume at the University of Auckland in Auckland, New Zealand during the early part of
2002.
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Appendix A: Test Facilitities
Appendix B: Instrumentation
pages 25-35 missing
APPENDIX C
EXPERIMENTAL DATA
Experiment 1
Scour Summary Form
Circular Pile diameter, D:
Sediment:
Type: Quartz
Ds5(mm): 0.22
0: 1.51
ps (Kg/m3): 2650
0.114 m
Start Date:
Stop Date:
08/22/1998
08/26/1998
Start Time:
Stop Time:
Duration: 87 hrs
Flow Variables:
Average(m/s):
Maximum(m/s):
Minimum(m/s):
West Velocity Meter
0.28
0.35
0.21
East Velocity Meter
0.30
0.35
0.27
Channel average velocity from weir (m/s):
Critical (sediment) velocity, Vc (m/s):
Bed Relative Roughness, RR:
Water depth, yo :
Average water depth(m):
Minimum(m):
Maximum(m):
Water Temperature:
Average (degrees C): 23.6
Maximum (degrees C): 24.1
Minimum (degrees C): 23.2
Local Equilibrium Scour Depth, ds:
Maximum depth from acoustic transponders (m):
Maximum depth from internal video cameras (m):
Maximum depth from point gauge (m):
Maximum scour depth (m):
Dimensionless Parameters:
yo/D: 10.4
D/D50: 518
V/Vc: 0.89
ds/D: 1.17
5:23 PM
7:59 PM
0.28
0.32
5
1.19
1.16
1.20
0.104
0.115
0.133
0.133
1.25
0 20 40 60 80
Time (hrs)
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
Figure C- 1. Measured velocity and water depth for experiment 1.
0.140-
0.120-
So0.100 -
. 0.080-
(D
0.040
0.020
0.000
0
., **
20
40 60
Time (hrs)
Figure C- 2. Measured local scour data from the internal video camera for experiment 1.
38
C,
C.)
1.20
E
1.15 "
C-
1.10 36
1.05
1.00
100
* *
80
100
i
4w
-Il
0.2 -
0.18- 1 dse=0.17m
0.14 -
0 0.1
80.08- d- +c --
( 08 '~ [ I +abt 1+cdt
0.06 .- ..... a = 0.07
b= 13
0.04 'Transponder data c= 0.085
Curve fit d =0.5
0.02 -- -Equilibrium scour depth .......
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Figure C- 3. Curve fit to the local scour data measured with the acoustic transponder data for experiment 1.
- 0.02
-0.4 -0.2 0 0.2 0.4 0.6 0.8
--0
-0.02
-0.04
-0.06
-0.08
-0.1
-0.12
-0.14
Figure C- 4.
Bed elevation contours at completion of experiment 1 referenced to the
original bed. All dimensions are in meters.
40
0.2-
-0.2-
-0.4-
-0.6-
_ _~~_~ I
i
0.6-
Table C-1. The rate of scour depth from the internal video camera for experiment 1.
Time (hrs) Depth (m)
0.00 0.000
0.02 0.015
0.05 0.025
0.08 0.028
0.10 0.030
0.12 0.033
0.20 0.038
0.28 0.043
0.40 0.048
0.50 0.052
0.62 0.055
1.62 0.070
2.62 0.076
3.62 0.083
4.62 0.085
5.62 0.089
6.62 0.093
7.62 0.100
8.62 0.105
9.62 0.107
10.62 0.110
11.62 0.110
12.62 0.112
13.62 0.113
26.12 0.113
27.12 0.113
28.12 0.113
29.12 0.114
30.12 0.114
34.12 0.114
38.12 0.114
43.12 0.114
44.12 0.115
50.12 0.114
54.12 0.114
57.12 0.114
69.12 0.114
79.12 0.114
90.12 0.114
41
I
Figure C- 5. Experiment 1 (D = 0.114 m, D5s = 0.22 mm) before test.
Figure C- 6. Experiment 1 (D = 0.114 m, D,5 = 0.22 mm) before test.
42
_ ~~__ ___
Figure C- 7. Experiment 1 (D = 0.114 m, D5, = 0.22 mm) after test.
43
Experiment 2
Scour Summary Form
Circular Pile diameter, D:
Sediment:
Type:
Dso(mm):
sa:
ps (Kg/m3):
Quartz
0.22
1.51
2650
0.305 m
Start Date:
Stop Date:
Duration: 163 hrs
Flow Variables:
Average(m/s):
Maximum(m/s):
Minimum(m/s):
West Velocity Meter
0.29
0.34
0.25
East Velocity Meter
0.32
0.35
0.25
Channel average velocity from weir (m/s):
Critical (sediment) velocity, Vc (m/s):
Bed Relative Roughness, RR:
Water depth, yo :
Average water depth(m):
Minimum(m):
Maximum(m):
Water Temperature:
Average (degrees C): 23.9
Maximum (degrees C): 24.5
Minimum (degrees C): 23.0
0.29
0.32
5
1.20
1.19
1.21
Local Equilibrium Scour Depth, ds:
Maximum depth from acoustic transponders (m):
Maximum depth from internal video cameras (m):
Maximum depth from point gauge (m):
Maximum scour depth (m):
Dimensionless Parameters:
yo/D: 3.9
D/Dso: 1386
V/Ve: 0.96
ds/D: 0.84
44
08/28/1998
09/04/1998
Start Time:
Stop Time:
7:55 PM
3:20 PM
0.213
0.255
0.257
0.257
~ I
0 50 100 150
Time (hrs)
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
Figure C- 8. Measured velocity and water depth for experiment 2.
0.3 -
0.25 -
" 0.2 -
I..-
.0
0( 0.1-
01-
0.05 -
Ac
0
50
100
Time (hrs)
150
200
Figure C- 9. Measured local scour data from the internal video camera for experiment 2.
45
E
aD
S1.26
1.24
E
-1.22 "
1.20
1.18
1.16
200
I I
"lr !
I #** ** * 4
I
0.5
0.45
0.45 ........... -- --
dse = 0.41 m
0 .4 -' .. .... ... .
E 0.3
D 0.25 -
=3
oo8 0"2 ds al1+abt 1 + 1 +cdt
.0.2 5
0.15a 0.18
b=4
0.1 c = 0.23
Video data
d = 0.05
Curve fit d
0.05
0.05 Equilibrium scour depth
0
0 20 40 60 80 100 120 140 160 180 200
Time (hrs)
Figure C- 10. Curve fit to the local scour data measured with the internal video camera for experiment 2.
00 -0-08
1- 0.06
0.04
o0.02
0
0.5- 00 -0.02
--0.08
-0.1
-0.12
-0.14
d -0.14
-0.5- -0.18
00 -0.2
-0.22
-0.24
--1 -0.26
SO -0.28
-0.5 0 0.5 1 1.5
Figure C- 11. Bed elevation contours at completion of experiment 2 referenced to the
original bed. All dimensions are in meters.
47
Table C- 2. The rate of scour depth from the internal video camera for experiment 2.
Time (hrs) Depth (m) Time (hrs) Depth (m)
0 0 43 0.245
1 0.09 44 0.2475
2 0.115 45 0.2475
3 0.125 46 0.25
4 0.135 47 0.25
5 0.15 48 0.25
6 0.155 49 0.25
7 0.16 50 0.25
8 0.17 51 0.25
9 0.175 52 0.255
12 0.18 57 0.255
13 0.185 60 0.255
14 0.19 64 0.255
15 0.19 69 0.255
16 0.195 75 0.255
17 0.2 79 0.255
18 0.203 87 0.255
19 0.206 93 0.255
20 0.21 98 0.255
21 0.21 105 0.255
22 0.21 111 0.255
23 0.215 122 0.255
24 0.215 130 0.255
25 0.215 136 0.255
26 0.22 144 0.255
27 0.22 153 0.255
28 0.22 161 0.255
29 0.225 163 0.255
30
0.225
31 0.225
32 0.23
33 0.23
34 0.23
35 0.235
37 0.24
38 0.24
39 0.24
40 0.24
41 0.245
42 0.245
48
Figure C- 12. Experiment 2 (D = 0.305 m, D,5 = 0.22 mm) before test.
Figure C- 13. Experiment 2 (D = 0.305 m, Dso = 0.22 mm) before test.
49
r
r
rZ
.
; ~;*.
..... r
~.r~. r
:' 2- '
-~il~ ;r
...
u, ..
Experiment 2 (D = 0.305 m, Dso = 0.22 mm) after test.
Figure C- 15. Experiment 2 (D = 0.305 m, D5s = 0.22 mm) after test.
50
Figure C- 14.
Experiment 2 (D = 0.305 m, D5s = 0.22 mm) after test.
Figure C- 17. Experiment 2 (D = 0.305 m, Ds = 0.22 mm) after test.
51
Figure C- 16.
Experiment 3
Scour Summary Form
Circular Pile diameter, D:
Sediment:
Type: Quartz
D5o(mm): 0.80
o: 1.29
ps (Kg/m3): 2650
0.915 m
Start Date:
Stop Date:
Duration: 362 hrs
Flow Variables:
Average(m/s):
Maximum(m/s):
Minimum(m/s):
West Velocity Meter
0.39
0.43
0.27
East Velocity Meter
0.41
0.46
0.25
Channel average velocity from weir (m/s):
Critical (sediment) velocity, Vc (m/s):
Bed Relative Roughness, RR:
Water depth, yo:
Average water depth(m):
Minimum(m):
Maximum(m):
Water Temperature:
Average (degrees C): 8.5
Maximum (degrees C): 9.6
Minimum (degrees C): 7.1
0.43
0.47
2
1.27
1.23
1.28
Local Equilibrium Scour Depth, ds:
Maximum depth from acoustic transponders (m):
Maximum depth from internal video cameras (m):
Maximum depth from point gauge (m):
Maximum scour depth (m):
Dimensionless Parameters:
yo/D: 1.4
V/Ve: 0.85
ds/D: 1.22
D/Dso: 1144
52
12/02/1998
12/17/1998
Start Time:
Stop Time:
1:47 PM
3:37 PM
1.063
1.016
1.112
1.112
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0
E
c)
VT
ci)
Figure C- 18. Measured velocity and water depth for experiment 3.
1.2 -
1-
S0.8-
D 0.6-
8 0.4-
or)
0.2 -
0
0
* East camera (m)
* West camera (m)
100
200
Time (hrs)
300
400
Figure C- 19. Measured local scour data from the internal video camera for experiment
3.
53
,)
E
0
-- 1.5
1.45
1.4
1.35
1.3
e1 1.25
SWest Velocity meter (m/s) 1.2
East Velocity meter (m/s) 1.15
Water Depth (m) 1.1
1.05
1
0 100 200 300 400
Time (hrs)
q
Al
1.4
1.2
dse 1.1 m
1
E
0.8 -- -J^\r
Q d =a al- +cl
) S ^1I +abt l+cdt
0.6- a a=O0.15
b b=12.5
c = 0.95
d = 0.025
0.4
Video data
Curve fit
0.2
Equilibrium scour depth
0 50 100 150 200 250 300 350 400
Time (hrs)
Figure C- 20. Curve fit to the local scour data measured with the acoustic transponder data for experiment 3.
2-
1
0.5-
0
-0.5-
-1-
-1.5-
-1 .5
Figure C- 21.
Bed elevation contours at completion of experiment 3 referenced to the
original bed. All dimensions are in meters.
55
0
-0.05
-0.1
-0.15
-0.2
-0.25
-0.3
-0.35
-0.4
-0.45
-0.5
-0.55
-0.6
-0.65
-0.7
-0.75
-0 .8
-0.85
-0.9
-0.95
-1
-1.05
-1 .1
Table C-3. The rate of scour depth from the internal video cameras for experiment 3.
Time West East Time West East Time West East
(hrs) camera camera (hrs) camera camera (hrs) camera camera
(m) (m) (m) (m) (m) (m)
0.00 -0.010 0.000 7.03 0.260 0.270 25.07 0.394 0.426
0.08 0.000 0.013 7.37 0.267 0.279 25.57 0.400 0.435
0.17 0.013 0.025 7.70 0.273 0.286 26.08 0.400 0.438
0.25 0.035 0.048 8.03 0.273 0.292 27.08 0.410 0.445
0.33 0.051 0.060 8.37 0.276 0.292 28.08 0.419 0.457
0.40 0.057 0.070 8.70 0.286 0.299 29.08 0.426 0.464
0.50 0.070 0.079 9.03 0.286 0.305 30.08 0.435 0.470
0.67 0.086 0.095 9.37 0.289 0.305 31.08 0.441 0.480
0.83 0.095 0.105 9.70 0.292 0.308 32.08 0.448 0.483
1.00 0.102 0.118 10.03 0.295 0.308 33.08 0.457 0.495
1.17 0.114 0.124 10.38 0.302 0.318 34.08 0.464 0.502
1.33 0.127 0.133 10.72 0.305 0.318 35.08 0.470 0.508
1.50 0.133 0.140 11.05 0.305 0.327 36.08 0.480 0.518
1.67 0.140 0.146 11.38 0.308 0.330 37.08 0.483 0.524
1.83 0.143 0.152 11.72 0.308 0.330 38.08 0.492 0.530
2.00 0.152 0.156 12.05 0.311 0.333 39.08 0.499 0.537
2.17 0.156 0.165 12.38 0.314 0.337 40.08 0.502 0.546
2.33 0.165 0.171 12.72 0.318 0.337 41.08 0.508 0.546
2.50 0.165 0.171 13.05 0.321 0.343 42.08 0.511 0.546
2.67 0.171 0.178 13.55 0.324 0.343 43.08 0.521 0.556
2.83 0.178 0.184 14.05 0.327 0.349 44.08 0.527 0.556
3.00 0.184 0.194 14.55 0.330 0.346 45.08 0.530 0.562
3.17 0.191 0.197 15.05 0.333 0.349 46.08 0.534 0.565
3.35 0.194 0.203 15.55 0.333 0.362 47.08 0.540 0.572
3.52 0.197 0.206 17.55 0.343 0.368 48.08 0.546 0.578
3.68 0.203 0.210 18.05 0.346 0.378 49.08 0.549 0.584
3.85 0.206 0.216 18.57 0.349 0.381 50.08 0.559 0.591
4.02 0.210 0.222 19.07 0.353 0.381 51.08 0.562 0.597
4.18 0.216 0.225 19.57 0.353 0.384 52.08 0.568 0.597
4.35 0.216 0.229 20.07 0.356 0.384 53.08 0.572 0.600
4.52 0.222 0.232 20.57 0.359 0.394 54.08 0.568 0.597
4.68 0.222 0.216 21.07 0.362 0.394 55.08 0.572 0.600
4.85 0.229 0.235 21.57 0.362 0.394 56.08 0.578
5.02 0.229 0.238 22.07 0.368 0.400 74.08 0.629 0.654
5.37 0.235 0.241 22.57 0.368 0.403 75.08 0.635 0.661
5.70 0.241 0.248 23.07 0.375 0.407 76.08 0.638 0.667
6.03 0.245 0.254 23.57 0.381 0.413 77.08 0.642 0.667
6.37 0.251 0.264 24.07 0.384 0.419 78.08 0.635 0.654
6.70 0.254 0.264 24.57 0.387 0.422 79.08 0.632 0.654
Table C-3 (continued)
Time West East Time West East Time West East
(hrs) camera camera (hrs) camera camera (hrs) camera camera
(m) (m) (m) (m) (m) (m)
80.08 0.635 0.661 118.97 0.724 0.743 157.97 0.813 0.835
81.08 0.635 0.667 119.97 0.727 0.746 158.97 0.813 0.832
82.08 0.645 0.670 120.97 0.734 0.749 159.97 0.810 0.829
83.08 0.651 0.673 121.97 0.727 0.756 160.97 0.807 0.829
84.08 0.661 0.683 122.97 0.740 0.762 161.97 0.800 0.826
85.08 0.667 0.692 123.97 0.743 0.769 162.97 0.775 0.803
86.08 0.667 0.692 124.97 0.749 0.769 163.97 0.775 0.803
87.08 0.667 0.690 125.97 0.759 0.781 164.97 0.775 0.803
88.08 0.661 0.686 126.97 0.762 0.784 165.97 0.778 0.807
89.08 0.661 0.686 127.97 0.775 0.794 166.97 0.784 0.810
90.08 0.661 0.686 128.97 0.778 0.800 167.97 0.788 0.813
91.08 0.661 0.689 129.97 0.781 0.800 168.97 0.788 0.813
92.07 0.667 0.692 130.97 0.775 0.800 169.97 0.794 0.813
93.07 0.667 0.696 131.97 0.775 0.797 170.97 0.800 0.816
94.07 0.673 0.702 132.97 0.769 0.791 171.97 0.800 0.819
95.07 0.680 0.708 133.97 0.765 0.788 172.97 0.800 0.819
96.07 0.686 0.711 134.97 0.762 0.784 173.97 0.807 0.823
97.07 0.686 0.718 135.97 0.756 0.778 174.97 0.810 0.823
98.07 0.692 0.724 136.97 0.756 0.775 175.97 0.810 0.826
99.07 0.705 0.730 137.97 0.759 0.775 176.97 0.813 0.826
100.07 0.702 0.730 138.97 0.762 0.778 177.97 0.816 0.829
101.07 0.699 0.724 139.97 0.762 0.781 178.97 0.819 0.832
102.07 0.692 0.711 140.97 0.765 0.788 179.97 0.823 0.832
103.07 0.689 0.708 141.97 0.769 0.791 180.97 0.823 0.835
104.07 0.696 0.711 142.97 0.775 0.794 181.97 0.832 0.838
129.07 0.699 0.718 143.97 0.775 0.800 182.97 0.838 0.838
130.07 0.702 0.724 144.97 0.778 0.800 183.97 0.838 0.842
107.07 0.705 0.727 145.97 0.781 0.803 184.97 0.845 0.842
108.07 0.711 0.730 146.97 0.781 0.807 185.97 0.848 0.845
109.07 0.718 0.743 147.97 0.791 0.819 186.97 0.851 0.848
110.07 0.727 0.749 148.97 0.794 0.819 187.97 0.851 0.848
111.07 0.727 149.97 0.800 0.826 188.97 0.851 0.848
112.07 0.737 150.97 0.807 0.832 189.97 0.851 0.848
112.97 0.740 0.762 151.97 0.813 0.835 190.97 0.851 0.848
113.97 0.737 0.756 152.97 0.816 0.838 191.97 0.851 0.848
114.97 0.730 0.749 153.97 0.819 0.842 192.97 0.854 0.851
115.97 0.718 0.740 154.97 0.819 0.842 193.97 0.854 0.851
116.97 0.718 0.740 155.97 0.823 0.838 194.97 0.854 0.861
117.97 0.721 0.737 156.97 0.819 0.838 195.97 0.854 0.861
Table C-3 (continued)
Time West East Time West East Time West East
(hrs) camera camera (hrs) camera camera (hrs) camera camera
(m) (m) (m) (m) (m) (m)
196.97 0.857 0.864 240.67 0.915 0.927 279.67 0.877 0.896
197.97 0.857 0.870 241.67 0.915 0.931 280.70 0.877 0.896
198.97 0.857 0.870 242.67 0.921 0.934 281.70 0.883 0.899
199.97 0.857 0.877 243.67 0.921 0.937 282.70 0.883 0.902
200.97 0.861 0.877 244.67 0.924 0.937 283.70 0.886 0.902
201.97 0.861 0.877 245.67 0.924 0.940 284.70 0.886 0.905
202.97 0.864 0.880 246.67 0.924 0.940 285.70 0.889 0.905
203.97 0.864 0.883 247.67 0.924 0.943 286.70 0.889 0.905
204.97 0.864 0.883 248.67 0.927 0.943 287.70 0.889 0.908
205.97 0.864 0.883 249.67 0.927 0.943 288.70 0.892 0.911
206.97 0.864 0.883 250.67 0.927 0.940 289.70 0.892 0.915
207.97 0.864 0.883 251.67 0.927 0.940 290.70 0.896 0.915
208.97 0.867 0.883 252.67 0.927 0.940 291.70 0.896 0.915
209.97 0.867 0.883 253.67 0.927 0.940 292.70 0.899 0.915
210.97 0.867 0.886 254.67 0.927 0.940 293.72 0.899 0.915
211.97 0.867 0.886 255.67 0.927 0.940 294.70 0.902 0.921
217.67 0.864 0.883 256.67 0.927 0.937 295.70 0.902 0.921
218.67 0.864 0.877 257.67 0.924 0.937 296.70 0.905 0.921
219.67 0.864 0.877 258.67 0.921 0.937 297.70 0.905 0.924
220.67 0.861 0.880 259.67 0.921 0.934 298.70 0.908 0.927
221.72 0.864 0.880 260.67 0.921 0.937 299.70 0.911 0.927
222.67 0.864 0.880 261.67 0.918 0.937 300.70 0.915 0.927
223.67 0.864 0.883 262.67 0.918 0.937 301.70 0.915 0.927
224.67 0.864 0.883 263.67 0.915 0.934 302.70 0.915 0.931
225.67 0.867 0.886 264.67 0.918 0.934 303.70 0.915 0.931
226.67 0.867 0.886 265.67 0.918 0.934 304.70 0.915 0.934
227.67 0.867 0.886 266.67 0.911 0.934 305.70 0.915 0.934
228.67 0.877 0.889 267.67 0.896 0.934 306.70 0.918 0.934
229.67 0.889 0.899 268.67 0.896 0.934 307.70 0.918 0.937
230.67 0.902 0.905 269.67 0.892 0.931 308.70 0.921 0.940
231.67 0.902 0.915 270.67 0.870 0.934 309.70 0.921 0.940
232.67 0.902 0.915 271.67 0.877 0.921 310.70 0.924 0.940
233.67 0.902 0.915 272.67 0.870 0.889 311.70 0.927 0.940
234.67 0.915 0.911 273.67 0.867 0.889 312.70 0.927 0.943
235.67 0.908 0.911 274.67 0.864 0.886 313.70 0.927 0.943
236.67 0.902 0.915 275.67 0.867 0.889 314.70 0.927 0.943
237.67 0.908 0.915 276.67 0.873 0.892 315.70 0.931 0.946
238.67 0.911 0.921 277.67 0.873 0.892 316.70 0.931 0.946
239.67 0.915 0.924 278.67 0.877 0.896 317.70 0.931 0.943
Table C-3 (continued)
Time West East Time West East
(hrs) camera camera (hrs) camera camera
(m) (m) (m) (m)
318.70 0.931 0.943 359.97 0.991 1.000
319.70 0.931 0.946 360.97 0.991 1.004
320.70 0.940 0.953 361.97 0.991 1.000
321.70
0.940
0.959
322.70 0.946 0.934
323.70 0.946 0.934
324.70 0.946 0.965
325.70 0.946 0.969
326.70 0.946 0.972
327.70 0.950 0.978
328.70 0.950 0.988
331.97 0.953 0.994
332.97 0.953 0.997
333.97 0.953 1.000
334.97 0.953 1.000
335.97 0.953 1.004
336.97 0.953 1.004
337.97 0.953 1.004
338.97 0.953 1.004
339.97 0.953 1.004
340.97 0.953 1.004
341.97 0.953 1.004
342.97 0.953 1.000
343.97 0.953 1.000
344.97 0.953 0.997
345.97 0.953 0.997
346.97 0.953 0.994
347.97 0.956 0.994
348.97 0.962 0.997
349.97 0.962 0.994
350.97 0.962 0.994
351.97 0.956 0.994
352.97 0.959 0.997
353.97 0.969 0.997
354.97 0.978 0.997
355.97 0.978 0.997
356.97 0.985 1.000
357.97 0.988 0.997
358.97 0.991 1.000
Figure C- 22. Experiment 3 (D = 0.915 m, D5s = 0.80 mm) before test.
Figure C- 23. Experiment 3 (D = 0.915 m, D,5 = 0.80 mm) before test.
60
___
Figure C- 24. Experiment 3 (D = 0.915 m, Ds = 0.80 mm) before test.
Figure C- 25. Experiment 3 (D = 0.915 m, D5s = 0.80 mm) after test.
61
Figure C- 26. Experiment 3 (D = 0.915 m, D5s = 0.80 mm) after test.
Figure C- 27. Experiment 3 (D = 0.915 m, D,5 = 0.80 mm) after test.
62
Figure C- 28. Experiment 3 (D = 0.915 m, D50 = 0.80 mm) after test.
A) .
Figure C- 29. Experiment 3 (D = 0.915 m, Ds = 0.80 mm) during point gauging.
63
Experiment 4
Scour Summary Form
Circular Pile diameter, D:
0.915 m
Sediment:
Type:
D5o(mm):
a:
Ps (Kg/m3):
Flow Variables:
Quartz
0.80
1.29
2650
Average(m/s):
Maximum(m/s):
Minimum(m/s):
Start Date:
Stop Date:
01/29/1999
02/04/1999
Start Time:
Stop Time:
1:30 PM
1:15 PM
Duration: 143 hrs
West Velocity Meter
0.40
0.44
0.36
East Velocity Meter
0.33
0.38
0.21
Channel average velocity from weir (m/s):
Critical (sediment) velocity, Vc (m/s):
Bed Relative Roughness, RR:
Water depth, yo :
Average water depth(m):
Minimum(m):
Maximum(m):
Water Temperature:
Average (degrees C):
Maximum (degrees C):
Minimum (degrees C):
0.38
0.46
2
0.87
0.87
0.85
0.5
0.9
0.2
Local Equilibrium Scour Depth, ds:
Maximum depth from acoustic transponders (m):
Maximum depth from internal video cameras (m):
Maximum depth from point gauge (m):
Maximum scour depth (m):
Dimensionless Parameters:
yo/D: 1.0
D/Dso: 1144
V/VN: 0.85
ds/D: 0.70
64
0.465
0.622
0.638
0.638
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0
0
50
100
0.9
-U
i ... .- .
West Velocity meter (m/s)
- East Velocity meter (m/s)
- Water Depth (m)
------I------------
0.7
150
Time (hrs)
Figure C- 30. Measured velocity and water depth for experiment 4.
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0
50
100
Time (hrs)
150
200
Figure C- 31. Measured local scour data from the internal video camera for experiment
4.
65
0.85
0.8
0.75
n
.. U
-
U
7----- ---------
____
]1---------------------------------------
crJ
_~~~
L
dse = 0.99 m
1
0.8
E
t-
CD 0.6
0 o
0.4
0.2
0
d- =+c-1- + l..
d= I l+abt 1 +cdt
a =0.3
b=2
c = 0.65
S d = 0.01
180
Curve fit to the local scour data measured with the internal video cameras for experiment 4.
1.2
Video data
- Curve fit
- Equilibrium scour depth
0 20 40 60 80 100 120 140 160
Time (hrs)
200
Figure C- 32.
1- 0.00
-0.10
0.5-
-0.20
-0.30
-0.40
-0.5-
-0.50
-1-.
-0.60
-0.70
-1.5-
-2-
-1.5 -1 -0.5 0 0.5 1 1.5
Figure C- 33. Bed elevation contours at completion of experiment 4 referenced to the
original bed. All dimensions are in meters.
67
C
Table C- 4. The rate of scour depth from the internal video camera for experiment 4.
Time (hrs) Depth (m)
0 0
1.5 0.152
3 0.216
4 0.241
5 0.267
6.5 0.279
7.5 0.286
9 0.295
10 0.305
12 0.318
13 0.324
15 0.337
17.5 0.343
21 0.368
23 0.375
25 0.381
29 0.387
34 0.407
38 0.426
41 0.432
46 0.451
50 0.470
54 0.470
58 0.470
61 0.470
65 0.470
69 0.483
72 0.483
77 0.502
101 0.553
116 0.572
125 0.584
140 0.610
146 0.622
164 0.622
68
Figure C- 34. Experiment 4 (D = 0.915 m, Dso = 0.80 mm) before test.
Figure C- 35. Experiment 4 (D = 0.915 m, D,5 = 0.80 mm) before test.
69
Figure C- 36. Experiment 4 (D = 0.915 m, Ds = 0.80 mm) after test.
Figure C- 37. Experiment 4 (D = 0.915 m, D5s = 0.80 mm) after test.
70
_ _1___ __
Figure C- 38. Experiment 4 (D = 0.915 m, D5s = 0.80 mm) after test.
Figure C- 39. Experiment 4 (D = 0.915 m, Ds = 0.80 mm) after test.
71
Experiment 4 (D = 0.915 m, D5s = 0.80 mm) after test.
Figure C- 41. Experiment 4 (D = 0.915 m, D5s = 0.80 mm) after test.
72
Figure C- 40.
Experiment 5
Scour Summary Form
Circular Pile diameter, D:
Sediment:
Type: Quartz
D5o(mm): 0.80
a: 1.29
ps (Kg/m3): 2650
0.305 m
Start Date:
Stop Date:
Duration: 87 hrs
Flow Variables:
Average(m/s):
Maximum(m/s):
Minimum(m/s):
West Velocity Meter
0.41
0.43
0.38
East Velocity Meter
0.33
0.41
0.30
Channel average velocity from weir (m/s):
Critical (sediment) velocity, Vc (m/s):
Bed Relative Roughness, RR:
Water depth, yo :
Average water depth(m):
Minimum(m):
Maximum(m):
Water Temperature:
Average (degrees C): 1.2
Maximum (degrees C): 2.2
Minimum (degrees C): 0.8
Local Equilibrium Scour Depth, ds:
Maximum depth from acoustic transponders (m):
Maximum depth from internal video cameras (m):
Maximum depth from point gauge (m):
Maximum scour depth (m):
Dimensionless Parameters:
yo/D: 4.2
V/Vc: 0.83
ds/D: 1.36
73
03/11/1999
03/15/1999
Start Time:
Stop Time:
3:18 PM
7:03 AM
0.37
0.47
2
1.27
1.27
1.27
0.384
0.400
0.416
0.416
D/Dso: 381
-law -A&&& *dk -a& -Am& Ak& At
ALA L A JL A -L A A
~A AAA AL
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0
20
40
60
80
-1.34
1.32
1.3 k
-1.28
-1.26 0
S1.24
-1.22
1.2
100
Time (hrs)
Figure C- 42. Measured velocity and water depth for experiment 5.
I i
* West camera (m)
* East Camera (m)
RI I
20
20
40
60
80
100
Time (hrs)
Figure C- 43. Measured local scour data from the internal video camera for experiment
5.
74
* West Velocity meter (m/s)
* East Velocity meter (m/s)
A Water Depth (m)
I I I I
>
I>
0
0.450
0.400
0.350
0.300
0.250
0.200
0.150
0.100
0.050
0.000
"S
(
0
9 1
-
-
-
I
dse = 0.51 m
* *
0.5
0.4
E
--c
(D0.3
0
0.2
0.1
0
I C +
d I +abt 1 +cdt
a= 0.1
b=21
c= 0.33
d= 0.16
0 10 20
30
40
50
Time (hrs)
60
70
80
90
Curve fit to the local scour data measured with the acoustic transponder data for experiment 5.
0.6
Transponder data
- Curve fit
Equilibrium scour depth
100
Figure C- 44.
0.15
0.1
0.5- 0.05
0
-0.05
-0.1
0- o -0.15
-0.2
-.-0.25
-0.3
-0.5- -0.35
Figure C- 45. Bed elevation contours at completion of experiment 5 referenced to the
original bed. All dimensions are in meters.
"1-
original bed. All dimensions are in meters.
76
Table C- 5. The rate of scour depth from the internal video camera for experiment 5.
Time West East Time West East Time West East
(hrs) camera camera (hrs) camera camera (hrs) camera camera
(m) (m) (m) (m) (m) (m)
0.00 0.000 0.000 3.33 0.178 0.179 42.08 0.378 0.375
0.02 0.003 0.003 3.50 0.180 0.180 43.08 0.380 0.378
0.03 0.010 0.010 3.67 0.183 0.183 44.08 0.383 0.380
0.05 0.014 0.013 4.00 0.188 0.188 45.08 0.388 0.385
0.07 0.018 0.016 16.57 0.275 0.275 46.08 0.389 0.388
0.08 0.020 0.016 17.07 0.279 0.280 47.08 0.393 0.390
0.10 0.023 0.020 17.57 0.281 0.283 48.08 0.393 0.393
0.12 0.024 0.023 18.07 0.285 0.285 49.08 0.393 0.395
0.13 0.025 0.023 18.57 0.288 0.288 50.08 0.393 0.398
0.15 0.029 0.025 19.07 0.290 0.290 51.08 0.393 0.399
0.17 0.030 0.028 19.57 0.293 0.294 52.08 0.393 0.399
0.18 0.031 0.028 20.07 0.295 0.296 53.08 0.393 0.399
0.20 0.033 0.028 20.57 0.298 0.299 54.08 0.393 0.399
0.22
0.035 0.030
21.07 0.300 0.300
0.23 0.040 0.038 21.57 0.304 0.304
0.25 0.045 0.041 22.08 0.305 0.306
0.27 0.049 0.045 22.58 0.308 0.309
0.28 0.053 0.049 23.08 0.310 0.313
0.30 0.055 0.053 23.58 0.313 0.315
0.32 0.060 0.058 24.08 0.315 0.316
0.33 0.068 0.063 24.58 0.318 0.320
0.50 0.096 0.095 25.08 0.320 0.323
0.67 0.113 0.111 26.08 0.325 0.325
0.83 0.123 0.121 27.08 0.326 0.325
1.00 0.128 0.130 28.08 0.325 0.325
1.17 0.134 0.135 29.08 0.326 0.328
1.33 0.140 0.140 30.08 0.328 0.330
1.50 0.146 0.145 31.08 0.335 0.335
1.67 0.150 0.149 32.08 0.343 0.340
1.83 0.153 0.152 33.08 0.345 0.343
2.00 0.158 0.155 34.08 0.350 0.348
2.17 0.160 0.160 35.08 0.353 0.350
2.33 0.163 0.163 36.08 0.355 0.354
2.50 0.165 0.166 37.08 0.360 0.358
2.67 0.169 0.168 38.08 0.363 0.361
2.83 0.170 0.170 39.08 0.368 0.365
3.00 0.173 0.173 40.08 0.370 0.368
3.17 0.175 0.175 41.08 0.375 0.370
77
Figure C- 46. Experiment 5 (D = 0.305 m, D5s = 0.80 mm) before test.
Figure C- 47. Experiment 5 (D = 0.305 m, D50 = 0.80 mm) before test.
78
I -
Figure C- 48. Experiment 5 (D = 0.305 m, Ds = 0.80 mm) before test.
Figure C- 49. Experiment 5 (D = 0.305 m, D5s = 0.80 mm) after test.
79
~
Figure C- 50. Experiment 5 (D = 0.305 m, D5s = 0.80 mm) after test.
Figure C- 51. Experiment 5 (D = 0.305 m, Dso = 0.80 mm) after test.
80
Figure C- 52. Experiment 5 (D = 0.305 m, D, = 0.80 mm) after test.
81
Experiment 6
Scour Summary Form
Circular Pile diameter, D:
Sediment:
Type: Quartz
Dso(mm): 0.80
a: 1.29
ps (Kg/m3): 2650
0.114 m
Start Date:
Stop Date:
03/29/1999
03/31/1999
Start Time:
Stop Time:
Duration: 42 hrs
Flow Variables:
Average(m/s):
Maximum(m/s):
Minimum(m/s):
West Velocity Meter
0.34
0.36
0.31
East Velocity Meter
0.43
0.46
0.39
Channel average velocity from weir (m/s):
Critical (sediment) velocity, Vc (m/s):
Bed Relative Roughness, RR:
Water depth, yo :
Average water depth(m):
Minimum(m):
Maximum(m):
Water Temperature:
Average (degrees C): 3.7
Maximum (degrees C): 3.5
Minimum (degrees C): 3.5
0.38
0.47
2
1.27
1.21
1.28
Local Equilibrium Scour Depth, ds:
Maximum depth from acoustic transponders (m):
Maximum depth from internal video cameras (m):
Maximum depth from point gauge (m):
Maximum scour depth (m):
Dimensionless Parameters:
yo/D: 11.1
V/Vc: 0.87
ds/D: 1.62
82
2:43 PM
8:14 AM
0.130
0.171
0.185
0.185
D/D50: 143
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0 5 10 15 20 25
Time (hrs)
30 35 40 45
Figure C- 53. Measured velocity and water depth for experiment 6.
ift
0 a U I0U EU U
* West video camera (m)
* East video camera (m)
10
20
Time (hrs)
Figure C- 54. Measured local scour data from the internal video camera for experiment
6.
83
8
* West velocity meter (m/s)
* East velocity meter (m/s)
A Water depth (m)
- 1.40
-1.20
- 1.00
- 0.80 E
0.
- 0.60 I
- 0.40
S0.20
0.00
0.2 -
0.18
0.16
0.14
0.12 -
0.1-
0.08
0.06
0.04
0.02
0
E
cL
-.
0a
0
0
/
i
It
I
0
30
40
50
--1(C
m6 I I
1
0.3
0.3 -.......------------------------------
0.25-- i-- dse = 0.23 m -
0.2
ET
a 0.15
o a--
S0.1 +c
a = 0.08
Transponder data b = 10.5
S- Curve fit c = 0.1
0.05-d = 2 0
Equilibrium scour depth
0
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
Curve fit to the local scour data measured with the acoustic transponder data for experiment 6.
Figure C- 55.
0.04
0.02
0.00
-0.02
-0.04
-0.06
-0.08
-0.10
-0.12
-0.14
-0.16
-0.18
-0.20
-0.4 -0.2 0 0.2 0.4 0.6 0.8 1 1.2
Figure C- 56 Bed elevation contours at completion of experiment 6 referenced to the
original bed. All dimensions are in meters.
85
;
ri:
'"
Table C- 6. The rate of scour depth from the internal video camera for experiment 6.
Time West East Time West East
(hrs) camera camera (hrs) camera camera
___ (m) (m) (m) (m)
0.00 0 0 37.08 0.171 0.171
0.08 0.02 0.0125 39.07 0.171 0.171
0.17 0.025 0.0175 40.07 0.171 0.171
0.25 0.0275 0.02 42.08 0.171 0.171
0.33
0.032
0.0275
0.50 0.04 0.035
0.67 0.042 0.041
0.83 0.052 0.051
1.00 0.059 0.06
1.17 0.065 0.066
1.33 0.0725 0.071
1.50 0.079 0.082
1.67 0.086 0.087
1.83 0.09 0.093
2.00 0.096 0.098
2.17 0.102 0.1
2.33 0.105 0.105
2.50 0.106 0.106
2.85 0.111 0.112
3.02 0.116 0.116
3.18 0.116 0.117
3.35 0.118 0.115
3.52 0.12 0.12
3.68 0.122 0.122
3.85 0.125 0.125
4.02 0.124 0.124
4.18 0.127 0.126
4.35 0.127 0.1275
4.53 0.129 0.128
4.70 0.129 0.129
4.87 0.13 0.13
5.03 0.132 0.133
8.38 0.148 0.151
8.72 0.152 0.152
9.03 0.153 0.155
9.38 0.156 0.156
17.57 0.166 0.17
18.07 0.17 0.171
18.57 0.171 0.172
86
Figure C- 57. Experiment 6 (D = 0.114 m, D5s = 0.80 mm) before test.
Figure C- 58. Experiment 6 (D = 0.114 m, D5s = 0.80 mm) before test.
87
Figure C- 59. Experiment 6 (D = 0.114 m, D5s = 0.80 mm) after test.
Figure C- 60. Experiment 6 (D = 0.114 m, D5s = 0.80 mm) after test.
88
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