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NCHRP Report 516: Pier and Contraction Scour in Cohesive Soils (2004)
National Cooperative Highway Research Program (NCHRP)

Citation Manager

Wang, J, Briaud, J-L, Li, Y, Chen, H-C, Nurtjahyo, P, Transportation Research Board. "12.5 Example 5: Contracted Channel with 60-Degree Transition Angle and Approaching Hydrograph." NCHRP Report 516: Pier and Contraction Scour in Cohesive Soils. Washington, DC: The National Academies Press, 2004.

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104
Front Matter (R1-R10)
Summary (1-7)
1.4 Why Was This Problem Addressed? (8-8)
1.5 Approach Selected to Solve the Problem (9-9)
2.4 Erodibility and Correlation to Soil and Rock Properties (10-13)
3.3 EFA Test Data Reduction (14-14)
3.4 EFA Precision and Typical Results (15-16)
4.2 Small Flood Followed by Big Flood (17-17)
4.3 Big Flood Followed by Small Flood and General Case (18-18)
4.4 Hard Soil Layer Over Soft Soil Layer (19-20)
4.6 Equivalent Time (21-21)
4.7 Extended and Simple SRICOS-EFA Method (22-23)
4.8 Case Histories (24-25)
4.9 Predicted and Measured Local Scour for the Eight Bridges (26-28)
4.10 Conclusions (29-29)
5.4 Measuring Equipment (30-31)
5.5 Soils and Soil Bed Preparation (32-32)
5.6 Flume Tests: Procedure and Measurement (33-33)
5.8 Shallow Water Effect on Maximum Pier Scour Depth (34-35)
5.9 Shallow Water Effect on Initial Shear Stress (36-36)
5.11 Pier Spacing Effect on Maximum Scour Depth (37-37)
5.12 Pier Spacing Effect on Initial Scour Rate (38-38)
5.15 Pier Shape Effect on Initial Scour Rate (39-39)
5.18 Attack Angle Effect on Maximum Scour Depth (40-41)
5.20 Attack Angle Effect on Scour Hole Shape (42-42)
5.21 Maximum Scour Depth Equation for Complex Pier Scour (43-44)
6.2 Existing Knowledge on Numerical Simulations for Scour (45-45)
6.5 Shallow Water Effect: Numerical Simulation Results (46-46)
6.6 Shallow Water Effect on Maximum Shear Stress (47-47)
6.7 Pier Spacing Effect: Numerical Simulation Results (48-48)
6.9 Pier Shape Effect: Numerical Simulation Results (49-50)
6.10 Pier Shape Effect on Maximum Shear Stress (51-51)
6.11 Attack Angle Effect: Numerical Simulation Results (52-52)
6.12 Attack Angle Effect on Maximum Shear Stress (53-53)
6.13 Maximum Shear Stress Equation for Complex Pier Scour (54-55)
7.3 Flume Tests and Measurements (56-56)
7.4 Flume Tests: Flow Observations and Results (57-58)
7.5 Flume Tests: Scour Observations and Results (59-59)
7.6 Maximum and Uniform Contraction Depths for the Reference Cases (60-62)
7.7 Location of Maximum Contraction Depth for the Reference Cases (63-63)
7.8 Correction Factors for Transition Angle and Contraction Length (64-64)
7.9 SRICOS-EFA Method Using HEC-RAS Generated Velocity (65-65)
7.11 Scour Depth Equations for Contraction Scour (66-67)
8.3 Transition Angle Effect: Numerical Simulation Results (68-68)
8.4 Contracted Length Effect: Numerical Simulation Results (69-71)
8.6 Maximum Shear Stress Equation for Contraction Scour (72-75)
9.3 The Integrated SRICOS-EFA Method: Step-by-Step Procedure (76-80)
9.5 The SRICOS-EFA Program (81-83)
9.6 Output of the SRICOS-EFA Program (84-84)
10.4 Gill (1981) Database: Contraction Scour (85-87)
10.5 Remarks (88-88)
11.2 Preparation of the Future Hydrographs (89-89)
11.3 Risk Approach to Scour Predictions (90-90)
11.4 Observations on Current Risk Levels (91-92)
12.2 Example 2: Single Rectangular Pier with Attack Angle and Approaching Hydrograph (93-94)
12.3 Example 3: Group Rectangular Piers with Attack Angle and Approaching Constant Velocity (95-98)
12.4 Example 4: Contracted Channel with 90-Degree Transition Angle and Approaching Constant Velocity (99-102)
12.5 Example 5: Contracted Channel with 60-Degree Transition Angle and Approaching Hydrograph (103-104)
12.6 Example 6: Bridge with Group Piers and Contracted Channel with Hydrograph in Contracted Section (105-110)
13.1 Conclusions (111-112)
13.2 Recommendations, (113-113)
References (114-115)
Nomenclature (116-117)
Unit Conversions (118-118)
Appendix A - Photographs from the Flume Tests (119-125)
Abbreviations used without definitions in TRB publications (126-126)