Cover Image

Not for Sale



View/Hide Left Panel
Click for next page ( 67


The National Academies | 500 Fifth St. N.W. | Washington, D.C. 20001
Copyright © National Academy of Sciences. All rights reserved.
Terms of Use and Privacy Statement



Below are the first 10 and last 10 pages of uncorrected machine-read text (when available) of this chapter, followed by the top 30 algorithmically extracted key phrases from the chapter as a whole.
Intended to provide our own search engines and external engines with highly rich, chapter-representative searchable text on the opening pages of each chapter. Because it is UNCORRECTED material, please consider the following text as a useful but insufficient proxy for the authoritative book pages.

Do not use for reproduction, copying, pasting, or reading; exclusively for search engines.

OCR for page 66
66 Users of Equations 7.17 and 7.18 should be aware that the and soil strength. In the front part of the scour hole, the flow velocity VHec also has its limitations. These limitations are tied vortex can generate a steep slope that stresses the soil beyond to the ability of the program HEC-RAS to simulate the flow its shear strength. Therefore, it is the soil strength that controls at the contraction. As an illustration, the water surfaces and the front slope of the scour. At the back of the scour hole, the velocity distributions measured and predicted by different slope is usually gentle and slope stability is not a problem. means along the centerline of the channel are compared for Based on these and other observations, the following steps Test 2 in Figure 7.23. As can be seen, the HEC-RAS gener- are recommended to draw the full contraction scour profile ated velocity profile cannot give the peak velocity value in the (Figure 7.24): contracted channel. Instead, HEC-RAS gives a step function that parallels the bank contraction profile. 1. Plot the position of the bridge contraction, especially the start point of the full contraction; 7.10 CONSTRUCTING THE COMPLETE 2. Calculate Xmax by Equations 7.13, 7.14, and 7.15, and CONTRACTION SCOUR PROFILE mark the position where the maximum contraction scour happens in the figure; Three characteristic dimensions of the contraction scour 3. Calculate Zmax by Equations 7.10, 7.14, and 7.15, draw a profile have been determined by the flume tests Zmax, Zunif, and horizontal line at this depth and extend it 0.5 Zmax on both Xmax. Additional information was obtained from the tests in sides of the location of Zmax (B and C on Figure 106); order to develop a procedure to draw the complete contraction 4. Plot A, the starting point of the contraction scour pro- scour profile. It was found that the contraction scour hole, file at a distance equal to Zmax from the starting point of much like the pier scour hole, is determined by both the flow the full contraction; 5. Connect A and B as the slope of the contraction scour profile before the maximum scour; 180 6. Calculate Zunif by Equations 7.11, 7.14, and 7.15, and draw a line with an upward slope of 1 to 3 from Point C to a depth equal to Zunif (D on Figure 106); Line CD Water Surface Elevation (mm) is the transition from the maximum contraction scour 120 depth to the uniform contraction scour depth. 7. Draw a horizontal line downstream from Point D to Before After represent the uniform contraction scour. HEC-RAS 60 7.11 SCOUR DEPTH EQUATIONS FOR CONTRACTION SCOUR The following equations summarize the results obtained in 0 this chapter. -1000 -500 0 500 1000 1500 X(mm) Zmax (Cont ) = K K L 1.90 0.5 1.38 V1 1 c 90 B B2 - H1 0 (7.19) gH1 gnH11 3 60 Velocity (cm/s) Contraction a =Z max/2 Before After Flow 30 X max HEC-RAS Original Soil Z max Bed Nominal A Z max a a 3 Z unif 0 1 D -1000 -500 0 500 1000 1500 B C X(mm) Figure 7.23. Comparison of water depth and velocity between HEC-RAS simulations and measurements for Figure 7.24. Generating the complete contraction scour contraction Test 2. profile.

OCR for page 66
67 Zmax (Cont ) = K K L 1.90 depth of scour along the centerline of the contracted channel, Xmax is the distance from the beginning of the fully contracted c 0.5 section to the location of Zmax, V1 is the mean velocity in the 1.49VHec approach channel, VHec is the velocity in the contracted chan- - H1 0 (7.20) gH1 gnH11 3 nel given by HEC-RAS, B1 is the width of the approach chan- nel, B2 is the width of the contracted channel, c is the critical Z unif (Cont ) = K K L 1.41 shear stress as given by the EFA, is the mass density of water, n is Manning's Coefficient, H1 is the water depth in the 0.5 1.31 V1 1 c B approach channel, K is the correction factor for the influence B2 - H1 0 (7.21) of the transition angle as given by Equation 7.24 below, and gH1 gnH11 3 KL is the correction factor for the influence of the contraction length as given by Equation 7.25 below. Z unif (Cont ) = K K L 1.41 c K Z max = 1.0 0.5 1.57 Hec - H1 0 (7.22) K Z unif = 1.0 (7.24) gH1 gnH11 3 K X max = 0.48 tan + 0.95 = K K L 2.25 2 + 0.15 Xmax B ( 7.23) B2 B1 K L Z max = 1.0 where Zmax(Cont) is the maximum depth of scour along the K L Z unif = void (7.25) centerline of the contracted channel, Zunif (Cont) is the uniform K L X max = 1.0