QUESTIONNAIRE AND RESPONDENTS

Transcription

1 APPENDIX A QUESTIONNAIRE AND RESPONDENTS NCHRP PROJECT QUESTIONNAIRE NCHRP Project No.: 4-3 NCHRP Project Title: at Wide and Skewed s Principal Investigator: D. Max Sheppard OEA, Inc., University of Florida Name: Organization: Address: Telephone Number: Address: For the purpose of this study Wide is defined as one that satisfies the following criteria:. Projected Width >= ft (3 m) AND. Projected Width >= x Median Grain Diameter = d5 Survey:. How do you and/or your colleagues/consultants compute design local scour s at wide piers and piers skewed to the flow direction? Please give the reference to the reports and/or papers that describe the methods used.. Please list references to published and/or ongoing research on local scour at wide piers and piers skewed to the flow direction with which you are familiar. 3. Please list references to laboratory or field data for local scour at wide piers and piers skewed to the flow direction. 4. Do you take the rate at which local scour occurs into consideration in your design scour calculations? If so, please give references to the methods used. 5. If you are aware of published and/or ongoing research on the rate at which local scour occurs please list the references. 6. Please list references to laboratory or field data for the rate of local scour at structures. A-

2 RESPONDENTS RESEARCHERS (5) Brian Barkdoll Roger Bettess Geoff Blight Antonio H. Cardoso Liang Cheng George Constantinescu Subhasish Dey Willi H. Hager Umesh C. Kothyari Juan Pedro Martín-Vide David S. Mueller Giuseppe Oliveto Richard Whitehouse Melih Yanmaz Tae Hoon Yoon STATE HYDRAULICS ENGINEERS (8) Arkansas DOT-Carl Fuselier California DOT-Kevin Flora Hawaii DOT-Curtis Matsuda Iowa DOT-Dave Claman Minnesota DOT-Andrea Hendrickson Mississippi DOT-James Warren Bailey Missouri DOT-Keith Ferrell Montana DOT-Mark Goodman. New Jersey DOT-Richard W. Dunne New York State DOT-Wayne Gannett Oklahoma DOT-Leslie Lewis Rhode Island DOT-Robert F. Fura South Dakota DOT-Richard Phillips Tennessee DOT-Jon Zirkle Texas DOT-John G. Delphia. Virginia DOT-David M LeGrande, Sr. (for Roy T. Mills) West Virginia DOT-Doug Kirk Wisconsin DOT-Najoua Ksontini STATE TRB REPRESENTATIVES (4) Arkansas Highway & Transportation Department-Charles Ellis Maryland SHA, Office of Bridge Development-Andrzej (Andy) Kosicki Massachusetts Highway Department-Richard Murphy A-

3 Vermont Agency of Transportation-Nick Wark A-3

4 APPENDIX B FUTURE RESEARCH NEEDS Test Series. Live-bed scour tests with large a/d 5 The more recently developed predictive equations for bridge pier scour, while being based on the physics of flow and sediment transport processes, depend heavily on laboratory data for their development and validation. There is a void in laboratory data for conditions that are important for many prototype structure situations, but difficult to achieve in the laboratory. The missing data is for large structure width to sediment diameter ratios (a/d 5 ) AND high velocity flows (i.e., large V /V c ). Most laboratory flumes capable of producing high velocity flows and recirculating both water and sediment are small in width and. The narrow widths of these flumes prevent testing large models and, therefore, large structure to sediment size ratios. In the absence of laboratory data, assumptions have been made regarding the dependence of equilibrium scour on flow velocity in this flow regime. Researchers have different interpretations of the very limited data that exists for these conditions and this is reflected in their predictive equations. Since these equations are used for predicting design scour s it is imperative that data in this regime be obtained. Laboratory tests have been conducted with structures up to 3 ft (.95 m) in diameter in sand with median diameters (D 5 ) of. mm near the transition from clear-water to live-bed scour conditions. The trend in normalized scour, y s /a, with normalized -averaged velocity, (V /V c ) is as shown in Figure B-, where a is the diameter of the circular pile and V c is the sediment critical -averaged velocity for the sediment. The solid line indicates where laboratory data exists. The dotted lines show where either data is limited or nonexistent. Water is greater than 3a in this plot. Figure B- Schematic drawing indicating the change in normalized equilibrium scour with a/d 5 for a single circular pile. As the Figure shows, the normalized scour at transition from clear-water to live-bed conditions decreases with increasing values of a/d 5. There is also data in the live bed range for small values of a/d 5 as indicated by the solid lines in the plot. The question is: how does the normalized equilibrium B-

5 scour change with increasing values of normalized velocity for large values of a/d 5. Field data indicates that the normalized scour increases beyond that at transition (from clear-water to live bed) as shown by dotted lines in Figure B-. However, since the maturity of the scour at the time of measurement is seldom known for field data as well as the other problems with field data discussed in this report, the authors of this report do not think it prudent to base predictive equations on data with these uncertainties. For this reason the series of laboratory tests outlined below are highly recommended for Phase III of this study. As stated above the main reason for this void in laboratory data is facility limitations. To the best of the author s knowledge, the flume with the greatest capability for conducting tests for these conditions in the United States is the large tilting flume in the Hydraulics Laboratory at Colorado State University in Fort Collins, Colorado. This flume is 5 ft deep (with sideboards) by 8 ft wide by ft long with a flow discharge capability greater than 6 cfs. This flume can also recirculate both water and sediment and tilt up to percent (to insure normal flow). This flume has been used extensively for pier scour tests for many years and has both the manpower in the form of undergraduate and graduate student research assistants and experienced staff for conducting the required tests. The only option would be to have the tests conducted at laboratories outside the U.S. at a much greater cost and in a less timely fashion. Test Series. Equilibrium scour and temporal rate of development of scour at long and skewed piers Very few data are available for long piers and for skewed piers. The majority of the laboratory data have been derived for circular cylindrical piers and few reliable data are available for long piers, which are common. Laursen and Toch s (956) chart of multiplying factors for the effects of skewness is recommended to be used with most existing pier scour equations. The Laursen and Toch chart demonstrates the importance of alignment, that is, the local scour at a rectangular pier with l/b=8 is nearly tripled for an angle of attack of 3 o. The angle of attack at bridge crossings may change significantly during floods for braided channels, and it may change progressively over a period of time for meandering channels. The data on which the Laursen and Toch chart is based have never been published. Further, the chart is used assuming that it is independent of other local scour influences, including flow intensity V /V c, flow y/a, and sediment size a/d 5. This assumption needs to be investigated further. A related factor concerns the influence of aspect ratio (ratio of length to width of rectangular piers). This effect would also be investigated. Test Series 3. Large scale local scour experiments The existing frequently used prediction methods, which are mostly based on laboratory data, yield scour estimates that may substantially exceed observed s at wide piers. s of the order of s of feet wide are reported as creating scour holes considerably shallower than the maximum s found from laboratory flume tests. Flume tests with small circular cylinders (e.g.,.4 ft diameter) produce a maximum scour of about. to.4 times cylinder diameter. While some over-estimation of scour is acceptable for many piers, over-estimation becomes an increasingly unacceptable economic proposition as pier width increases. More data are needed from large-scale (clear-water and live-bed) experiments to further elucidate B-

6 these important influences of sediment size and flow for wide piers and long piers rendered wide by being skewed to the flow. While some data exist in the clear-water regime, no data are available in the live-bed regime for controlled flow conditions. One of the field data sets from Zhuravlyov in 978 show large scour s at large structures when subjected to high velocity flows. This is contrary to measurements by other researchers and by observations by practitioners. The construction of a prototype scale structure (or use of an existing structure) located in a canal with a cohesionless sediment bed and controlled discharges could provide the information needed to resolve this issue. There are canals in India that might be appropriate for these tests. These canals were constructed over many years for irrigation purposes. Typically, they are large, sand-bedded with trapezoidal cross-section. Before confirming their suitability, it will be necessary to ascertain that high enough flow velocities can be generated. An alternative would be to use a large, near prototype scale, laboratory channel that exists in Pakistan. In this respect, it is understood that similar prototype scale facilities exist elsewhere in Pakistan and in India. However, the suitability and availability of these facilities is unknown at this point. Another possibility would be to use the outdoor flume at Colorado State University where live-bed scour flows can be produced. Since it is not a recirculating flume, sediment must be added near the upstream end of the channel. Measurements of bed elevations at several locations in the flume would have to be monitored and the data used to control the rate at which sediment is introduced. Test Series 4. Experiments to investigate equilibrium scour s, and scour evolution rates, at complex and multiple piers Complex piers include all pier shapes other than piers with a uniform cross-sectional shape throughout the water column. Various data sets exist for complex piers, but these are inconsistent and feature significant gaps in the ranges of dependent variables; more data are needed to cover these gaps. Complex pier data are used for design, assuming their independence of other local scour influences; this assumption needs to be verified. A comprehensive investigation of local scour s at complex pier shapes is needed. The local scour at piers that are in close proximity (multiple piers) has received limited attention. In such cases, the local scour holes at adjacent piers may overlap and the scour processes for both piers will interfere with each other. An example of this situation occurs where a bridge is to be constructed adjacent to an existing bridge. Experiments are needed to investigate this aspect of local scour. Test Series 5. Experiments to investigate the influence of sediment gradation on local scour The significance of the influence of sediment gradation σ g on local scour depends on the scour regime, clear-water or live-bed, and on the flow intensity. Sediment gradation influences can be significant. For example, the local scour is less by a factor of 3 or 4 times for a graded material compared to a uniform bed material of the same D 5 at the threshold condition. None of the available predictive methods adequately accounts for the armoring effects that result from large sediment size distributions. With data from carefully designed and performed clear-water and live-bed experiments the effects of σ g could be incorporated into the S/M method for computing equilibrium local scour. Test Series 6. Experiments to investigate local clear-water scour at low values of V /V c Most clear-water laboratory data for local scour at bridge piers have been collected at about the B-3

7 threshold of movement of sediment, i.e., V /V c =, because this condition produces the deepest scour. Relatively few data are available for V /V c <.7 and the available data in this range show inconsistencies. In particular, many of the Chatou Laboratory data (Chabert and Engeldinger, 956) feature much deeper scour for V /V c <.7 than other data sets. Further data are needed in this range, because several of the popular predictive equations underestimate these data. Test Series 7. Pressure Gradient Tests In 4, Sheppard published a theoretical explanation for the observed dependence of equilibrium scour s on the ratio of pier width to sediment diameter. According to this hypothesis, pressure gradients in the vicinity of the structure due to the presence of the structure are much larger for small laboratory scale structures than for prototype structures. Forces on the sediment grains produced by these pressure gradients are thus larger near small structures than for larger prototype structures, thus giving a possible explanation as to why predictive equations based on small scale laboratory data over predict scour s at prototype scale structures. Stated another way: some of the local scour mechanisms present for laboratory scale structures are significantly reduced in magnitude for prototype structures. Note that this also has implications in ) estimating prototype scour s from physical model test data and ) in interpreting laboratory scale scour evolution rate data. The analysis in Sheppard s paper is based on potential flow theory and there are several assumptions that need to be tested in the laboratory. These tests will require measurement of the pressure distribution on the fixed bed in the vicinity of a circular pile for a range of flow velocities for a minimum of two pile diameters. B-4

8 APPENDIX C ADDITIONAL MEASURED OVER PREDICTED EQUILIBRIUM SCOUR PLOTS Jain y /a 5 5 y /a Melville 997-mod. HEC8-no wp corr 5 5 y /a Figure C- Ratio of measured to predicted scour versus normalized (y /a) for selected equilibrium scour equations and laboratory data. C- Froehlich y /a HEC8 5 5 y /a S/M 5 5 y /a

9 Jain V /V c V /V c Melville 997-mod. HEC8 Froehlich V /V c V /V c HEC8-no wp corr S/M V /V c V /V c Figure C- Ratio of measured to predicted scour versus normalized velocity (V /V c ) for selected equilibrium scour equations and laboratory data. C-

10 Jain 98 Fr Melville 997-mod. Fr HEC8-no wp corr Fr Froehlich 988 Fr HEC8 Fr S/M Fr Figure C- 3 Ratio of measured to predicted scour versus Froude Number (Fr) for selected equilibrium scour equations and laboratory data. C-3

11 Jain 98 Froehlich a/d 5 a/d 5 Melville 997-mod. HEC a/d 5 a/d 5 HEC8-no wp corr S/M Figure C- 4 Ratio of measured to predicted scour versus a/d 5 for selected equilibrium scour equations and laboratory data a/d 5 a/d 5 C-4

12 Jain Froehlich Melville 997-mod. 5 5 HEC8 5 5 HEC8-no wp corr y /a * y /a * Figure C- 5 Ratio of measured to predicted scour versus normalized (y /a) for selected equilibrium scour equations and field data. S/M C-5

13 Jain Froehlich Melville 997-mod HEC HEC8-no wp corr V /V V /V c c S/M Figure C- 6 Ratio of measured to predicted scour versus normalized velocity (V /V c ) for selected equilibrium scour equations and field data. C-6

14 Jain 98 Froehlich 988 Melville 997-mod. HEC8 HEC8-no wp corr Fr S/M Fr Figure C- 7 Ratio of measured to predicted scour versus Froude Number (Fr) for selected equilibrium scour equations and field data. C-7

15 Jain Froehlich Melville 997-mod. 3 4 HEC8 3 4 HEC8-no wp corr 3 4 a * /D 5 S/M 3 4 a * /D 5 Figure C- 8 Ratio of measured to predicted scour versus a/d 5 for selected equilibrium scour equations and field data. C-8

16 measured/computed y s measured/computed y s HEC8 a * /D S/M 3 4 a * /D 5 Figure C- 9 Direct comparison between S/M and HEC-8 equilibrium scour equations for a range of a/d 5 using laboratory data. measured/computed y s measured/computed y s HEC8 5 y /a * 5 S/M 5 5 y /a * Figure C- Direct comparison between S/M and HEC-8 equilibrium scour equations for a range of y /a using laboratory data. C-9

17 APPENDIX D EXAMPLE PROBLEM EXAMPLE PROBLEM The following example problem is given to illustrate the use of the recommended equations. Consider the long pier skewed to the flow shown in Figure D-. The rectangular pier is 5 ft wide, 5 ft long, is founded in relatively uniform sand with a median grain diameter of.4 mm. The design water is 4 ft and the design flow velocity is 7 ft/s. The design flow is skewed to the axis of the pier o. A conservative estimate of the duration of the peak flow velocity (see Figure D- ) is 48 hours. Using the equations recommended by this project, determine the following:. The local equilibrium scour, y s,. The time required to reach 9% of the equilibrium scour, and 3. The local scour at the end of 48 hr, y s48. Figure D- Schematic diagram of example problem bridge pier. Figure D- versus time at the example problem bridge site. D-

18 Solution: Question : The local equilibrium scour, y s A. Compute the hydraulic parameter, u *c, for the D 5 size. Therefore, 4. u * c =.5+.5D 5.mm < D5 mm 5. u * c =.35D D 5 mm < D5 mm, ( ) 4. m ft u * c = mm =.5 =. 49 s s B. Compute the threshold or critical velocity, V c. V c y ft 4ft ft = 5. 75log =. 49 * 5. 75log u ft = * c D5 s. 4mm* s mm C. Compute the Live Bed Peak velocity, V lp. V lp for Vlp Vlp V = where, V = 5V and V =. 6 g y lp lp c lp V lp for Vlp > Vlp therefore, ft ft Vlp = * 4ft =. 5 s s D. Compute the Effective Diameter and the pier, a*. Effective Diameter = Projected Width * Shape Factor o o ( ) ( ) Projected Width = 5ft* sin + 5ft* cos = 98. 3ft 4 4 π π Shape Factor = α = = Effective Diameter = a* = 98. 3ft *. 9 = 88. 5ft D-

19 E. Compute the Local Equilibrium Depth of the pier, y s. V V lp V y V V V V V a V V V c V c where, s c c c lp = f. +. 5f 3 for * Vlp Vlp c c * a f and f a a a D5 D5 therefore, 4. y D5 = tanh * 3 =. 3. * * 4. y s 4ft = tanh * 88. 5ft 88. 5ft ft 7 s 88. 5ft ft ft mm* s 5. mm + ft. 5 s 88. 5ft ft 88. 5ft ft ft. 4mm* mm* s mm mm ft ft. 5 7 s s ft ft s s ft. 5 s ft. 33 s *. 3. Local Equilibrium Depth = y = 6.8 ft s D-3

20 Question : The time required to reach 9% of the equilibrium scour, t 9. A. Compute the Reference Time, t e. a V y V * t e(days) = C -. 4 for > 6, > 4. * V Vc a Vc *. 5 a V y y V t e(days) = C for 6 4 *, >. * V Vc a a Vc where, days days C = -. 4, C =, C 3=7.8 sec sec therefore, e ft 7 days 88. 5ft s 4ft t e(days) = sec ft ft ft s s therefore, t = 6437 days B. Compute the time required to reach 9% of the equilibrium scour, t 9. ft 7 V t9 = exp(. 83 t s e days =.4 days V ) = exp(. ft )* c. 33 s. 5 Question 3: The local scour at the end of 48 hr, y s48. A. Convert the time to days. t = 48 hours = days 6. ft V c t s days K t = exp C ln = exp. 4 ln =. 9 V ft te 6437 days 7 s y st(48 hr) =.9 * 6.8 ft = 55.9 ft D-4

21 APPENDIX E EQUILIBRIUM SCOUR DATA This appendix contains the laboratory and field equilibrium scour data compiled during this study. The quality assurance /quality control (QA/QC) procedures eliminated some of the data from further analyses. These data are designated by a Code of. Data used in the Wide analyses are designated by a code of. The data source, pile shape, etc. codes used in Table E- and Table E-3 are presented in Table E- below. Table E- Codes used in the following tables. Field data source Mueller and Wagner (5) Gao et al. (993) 3 Zhuravlyov (978) 4 Froehlich (988) Pile shape for data sources & 4 Cylinder Square Round 3 Sharp Pile shape for data source 3 Round Oval 3 Right angular 4 Other 5 Pile foundation Eliminated by QA/QC, Used in analyses Used in wide pier analyses E-

22 Table E- Equilibrium scour laboratory data. Pile diameter Critical velocity E- Depth D 5 Duration Data source (mm) σ g (min) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956)

23 Pile diameter Critical velocity E-3 Depth D 5 Duration Data source (mm) σ g (min) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chabert & Engeldinger(956) Chee (98) a 3 Chee (98) a.84 Chee (98) a.3 Chee (98) a. Chee (98) a.6 Chee (98) a.397

24 Pile diameter Critical velocity E-4 Depth D 5 Duration Data source (mm) σ g (min) Chee (98) a.3 Chee (98) a.3 Chee (98) a.358 Chee (98) a.35 Chee (98) a.348 Chee (98) a.6 Chee (98) a.36 Chee (98) a.38 Chee (98) a.95 Chee (98) a.344 Chee (98) a.384 Chee (98) a.84 Chee (98) a.7 Chee (98) a.47 Chee (98) a.4 Chee (98) a.8 Chee (98) a.433 Chee (98) a.3 Chee (98) a.358 Chee (98) a. Chee (98) a.44 Chee (98) a.95 Chee (98) a.9 Chee (98) a.36 Chee (98) a.4 Chee (98) a.85 Chee (98) a.453 Chee (98) a.9 Chee (98) a.47 Chee (98) a.377 Chee (98) a 3 Chiew (984) Chiew (984) Chiew (984) Chiew (984) Chiew (984) Chiew (984) Chiew (984) Chiew (984) Chiew (984) Chiew (984) Chiew (984) Chiew (984) Chiew (984) Chiew (984) a.33 Chiew (984) a.6 Chiew (984) a.38 Chiew (984) a.6 Chiew (984) a.3 Chiew (984) a.3

25 Pile diameter Critical velocity E-5 Depth D 5 Duration Data source (mm) σ g (min) Chiew (984) a.97 Chiew (984) a.97 Chiew (984) a.77 Chiew (984) a. Chiew (984) a 6 Chiew (984) a 3 Chiew (984) a.8 Chiew (984) a.94 Chiew (984) a.6 Chiew (984) a.3 Chiew (984) a.49 Chiew (984) a.36 Chiew (984) a.3 Chiew (984) a.9 Chiew (984) a.43 Chiew (984) a.67 Chiew (984) a.66 Chiew (984) a.64 Chiew (984) a 3 Chiew (984) a. Chiew (984) a 3 Chiew (984) a.6 Chiew (984) a 3 Chiew (984) a. Chiew (984) a.49 Chiew (984) a.33 Chiew (984) a.7 Chiew (984) a 6 Chiew (984) a.6 Chiew (984) a.46 Chiew (984) a Chiew (984) a.3 Chiew (984) a 6 Chiew (984) a.8 Chiew (984) a. Chiew (984) a. Chiew (984) a.3 Chiew (984) a. Chiew (984) a.6 Chiew (984) a. Chiew (984) a.7 Chiew (984) a.3 Chiew (984) a.69 Chiew (984) a.49 Chiew (984) a.49 Chiew (984) a. Chiew (984) a.9 Chiew (984) a.36 Chiew (984) a 7 Chiew (984) a.8

26 Pile diameter Critical velocity E-6 Depth D 5 Duration Data source (mm) σ g (min) Chiew (984) a.8 Chiew (984) a.8 Chiew (984) a.69 Chiew (984) a.89 Chiew (984) a.8 Chiew (984) a 9 Chiew (984) a.49 Chiew (984) a.7 Chiew (984) a.6 Chiew (984) a.8 Chiew (984) a.9 Chiew (984) a.9 Chiew (984) a.77 Chiew (984) a.33 Chiew (984) a.8 Chiew (984) a.77 Chiew (984) a.43 Chiew (984) a.84 Chiew (984) a 6 Chiew (984) a. Chiew (984) a.7 Chiew (984) a.89 Chiew (984) a.97 Chiew (984) a. Chiew (984) a.6 Chiew (984) a.64 Chiew (984) a.49 Chiew (984) a 6 Chiew (984) a.87 Chiew (984) a.84 Chiew (984) a Chiew (984) a.77 Melville and Chiew (999) Melville and Chiew (999) Melville and Chiew (999) Melville and Chiew (999) Melville and Chiew (999) Melville and Chiew (999) Melville and Chiew (999) Melville and Chiew (999) Melville and Chiew (999) Melville and Chiew (999) Melville and Chiew (999) Melville and Chiew (999) Melville and Chiew (999) Melville and Chiew (999) Melville and Chiew (999) Melville and Chiew (999) Melville and Chiew (999) Melville and Chiew (999)

27 Pile diameter Critical velocity E-7 Depth D 5 Duration Data source (mm) σ g (min) Melville and Chiew (999) Melville and Chiew (999) Melville and Chiew (999) Melville and Chiew (999) Melville and Chiew (999) Melville and Chiew (999) Melville and Chiew (999) Melville and Chiew (999) Melville and Chiew (999) Coleman (unpublished) Coleman (unpublished) Coleman (unpublished) Coleman (unpublished) Coleman (unpublished) Coleman (unpublished) Dey et al. (995) a.35 Dey et al. (995) a.8 Dey et al. (995) a 9 Dey et al. (995) a.6 Dey et al. (995) a.3 Dey et al. (995) a.97 Dey et al. (995) a.36 Dey et al. (995) a.3 Dey et al. (995) a.77 Dey et al. (995) a.35 Dey et al. (995) a.76 Dey et al. (995) a.49 Dey et al. (995) a.3 Dey et al. (995) a.7 Dey et al. (995) a.84 Dey et al. (995) a.97 Dey et al. (995) a.84 Dey et al. (995) a.7 Ettema(976) a.459 Ettema(976) a 5 Ettema(976) a.7 Ettema(976) a.49 Ettema(976) a.95 Ettema(976) a.48 Ettema(976) a.689 Ettema(976) a 58 Ettema(976) a.36 Ettema(976) a.46 Ettema(976) a.3 Ettema(976) a.7 Ettema(976) a 58 Ettema(976) a.47 Ettema(976) a.344 Ettema(976) a.46 Ettema(976) a.738

28 Pile diameter Critical velocity E-8 Depth D 5 Duration Data source (mm) σ g (min) Ettema(976) a.64 Ettema(976) a 74 Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98)

29 Pile diameter Critical velocity E-9 Depth D 5 Duration Data source (mm) σ g (min) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Ettema (98) Graf(995)

30 Pile diameter Critical velocity E- Depth D 5 Duration Data source (mm) σ g (min) Graf(995) Graf(995) Jain and Fischer (979) a.76 Jain and Fischer (979) a.35 Jain and Fischer (979) a.374 Jain and Fischer (979) a 5 Jain and Fischer (979) a.8 Jain and Fischer (979) a.85 Jain and Fischer (979) a.8 Jain and Fischer (979) a.3 Jain and Fischer (979) a.377 Jain and Fischer (979) a.43 Jain and Fischer (979) a.49 Jain and Fischer (979) a.38 Jain and Fischer (979) a.4 Jain and Fischer (979) a.46 Jain and Fischer (979) a.338 Jain and Fischer (979) a.35 Jain and Fischer (979) a.85 Jain and Fischer (979) a.37 Jain and Fischer (979) a.38 Jain and Fischer (979) a.394 Jain and Fischer (979) a.49 Jain and Fischer (979) a Jain and Fischer (979) a.67 Jain and Fischer (979) a.433 Jain and Fischer (979) a.44 Jain and Fischer (979) a.47 Jain and Fischer (979) a.456 Jain and Fischer (979) a 5 Jain and Fischer (979) a 7 Jain and Fischer (979) a 5 Jain and Fischer (979) a.463 Jain and Fischer (979) a.456 Jain and Fischer (979) a.489 Jain and Fischer (979) a Jones (unpublished) a Jones (unpublished) a Jones (unpublished) a Jones (unpublished) a Jones (unpublished) a Jones (unpublished) a 45.8 Jones (unpublished) a Jones (unpublished) a Jones (unpublished) a Jones (unpublished) a Jones (unpublished) a Jones (unpublished) a Jones (unpublished) a Jones (unpublished) a 864 7

31 Pile diameter Critical velocity E- Depth D 5 Duration Data source (mm) σ g (min) Jones (unpublished) a Jones (unpublished) a Jones (unpublished) a Melville (997) Melville (997) Melville (997) Melville (997) Melville (997) Melville (997) Melville (997) Melville (997) Melville (997) Melville (997) Melville (997) Melville (997) Melville (997) Melville (997) a.89 Melville (997) a.796 Melville (997) a.98 Melville (997) a.43 Shen(969) a Shen(969) a 9 Shen(969) a.4 Shen(969) a.44 Shen(969) a 5 Shen(969) a 74 Shen(969) a 4 Shen(969) a.65 Shen(969) a 9 Shen(969) a.49 Shen(969) a Shen(969) a.46 Shen(969) a.84 Shen(969) a.44 Shen(969) a 6 Shen(969) a.69 Shen(969) a.6 Shen(969) a 9 Shen(969) a.6 Shen(969) a.473 Shen(969) a 44 Shen(969) a. Shen(969) a.8 Sheppard et al. (4) Sheppard et al. (4) Sheppard et al. (4) Sheppard et al. (4) Sheppard et al. (4) Sheppard et al. (4) Sheppard et al. (4)

32 Pile diameter Critical velocity E- Depth D 5 Duration Data source (mm) σ g (min) Sheppard et al. (4) Sheppard et al. (4) Sheppard et al. (4) Sheppard et al. (4) Sheppard et al. (4) Sheppard et al. (4) Sheppard et al. (4) Sheppard and Miller (6) a.4 Sheppard and Miller (6) a.7 Sheppard and Miller (6) a.75 Sheppard and Miller (6) a.8 Sheppard and Miller (6) a.98 Sheppard and Miller (6) a.7 Sheppard and Miller (6) a Sheppard and Miller (6) a.85 Sheppard and Miller (6) a 6 Sheppard and Miller (6) a.83 Sheppard and Miller (6) a.8 Sheppard and Miller (6) a.75 Sheppard and Miller (6) a.8 Sheppard and Miller (6) a.85 Sheppard and Miller (6) a.85 Sheppard and Miller (6) a.86 Sheppard and Miller (6) a.87 Sheppard and Miller (6) a.9 Sheppard and Miller (6) a.97 Sheppard and Miller (6) a.64 Sheppard and Miller (6) a.89 Sheppard and Miller (6) a.87 Sheppard and Miller (6) a 9 Sheppard and Miller (6) a.7 Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99)

33 Pile diameter Critical velocity Depth D 5 Duration Data source (mm) σ g (min) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Yanmaz & Altinbilek(99) Ettema et al. (6) Ettema et al. (6) Ettema et al. (6) Ettema et al. (6) Ettema et al. (6) Ettema et al. (6) a :missing data E-3

34 Table E-3 Equilibrium scour field data. Data source shape Shape factor Width Length Skew angle (deg) Effective Diameter Depth D 5 (mm) σ g 3 - a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a E-4

35 Data source shape Shape factor Width Length Skew angle (deg) Effective Diameter Depth D 5 (mm) σ g 3 - a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a E-5

36 Data source shape Shape factor Width Length Skew angle (deg) Effective Diameter Depth D 5 (mm) σ g - a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a E-6

37 Data source shape Shape factor Width Length Skew angle (deg) Effective Diameter Depth D 5 (mm) σ g - a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a E-7

38 Data source shape Shape factor Width Length Skew angle (deg) Effective Diameter Depth D 5 (mm) σ g 3 - a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a E-8