Combining Individual Scour Components to Determine Total Scour (2018)

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B-1 APPENDIX B. Bed Elevation Contours and Photographs at Equilibrium for Live-Bed and Clear-Water Scour Experiments at University of Auckland

B-2 Run 1-LBS Run 2-LBS Run 3-LBS Run 4-LBS Run 5-LBS Run 6-LBS

B-3 Run 7-LBS Run 8-LBS Run 9-LBS Run 10-LBS Run 11-LBS Run 12-LBS

B-4 Run 13-LBS Run 14-LBS Run 15-LBS Run 16-LBS Run 17-LBS Run 18-LBS

B-5 Run1-CWS Run2 -CWS Run3-CWS Run4-CWS Run5-CWS Run6-CWS

B-6 Run7-CWS Run8-CWS Run9-CWS Run10-CWS Run11-CWS Run12-CWS

B-7 Run13-CWS Run14-CWS Run15-CWS Run16-CWS Run17-CWS Run18-CWS

B-8 Run19-CWS Run20-CWS Run21-CWS Equilibrium scour photos are not available for Run19-CWS, Run20-CWS and Run21- CWS. Run22-CWS Run23-CWS Run24-CWS Run25-CWS

ADDENDUM - COPYRIGHT CREDIT LINES Figure 2-2. Typical cases of abutment positions in compound channels (Melville and Coleman 2000). (Source: B. Melville and S. Coleman, “Bridge Scour,” Fig. 6.21, page 211, ©2000, published by and reproduced with permission of Water Resources Publications, LLC, Highlands Ranch, Colorado.) Figure 2-8. Aerial photograph at Houfeng Bridge in 2007; flow right to left (Hong et al. 2012). (Source: J.H. Hong et al., “Houfeng bridge failure in Taiwan,” J. Hydraul. Eng., ©2012, ASCE. Reproduced by Permission of ASCE.) Figure 2-9. Aerial photograph of Big Sioux River Bridge at Flandreau, South Dakota (Larsen et al. 2011). (Source: R.J. Larsen et al., “Flow velocity and pier scour prediction in a compound channel: Big Sioux River Bridge at Flandreau, South Dakota,” J. Hydraul. Eng., ©2011, ASCE. Reproduced by Permission of ASCE.) Figure 2-10. Aerial photograph of James River Bridge near Mitchell, South Dakota (Rossell and Ting 2013). (Source: R.P. Rossell and C.K. Ting, “Hydraulic and contraction scour analysis of a meandering channel: James River bridges near Mitchell, South Dakota,” J. Hydraul. Eng., ©2013, ASCE. Reproduced by Permission of ASCE.) Figure 2-16. Laboratory model of Towaliga River Bridge (Hong and Sturm 2010). (Source: S.H. Hong and T.W. Sturm, “Physical modeling of abutment scour for overtopping, submerged orifice and free surface flows,” Proc. Fifth International Conference on Scour and Erosion, ©2010, ASCE. Reproduced by Permission of ASCE.) Figure 2-17. Comparison of measured field and laboratory scour cross sections (C.S.) from submerged orifice flow (Q = 1048 m3/s) for Tropical Storm Alberto in July 1994. Initial C.S. and bridge C.S. after experiment are laboratory measurements (Hong & Sturm 2009). (Source: S.H. Hong and T.W. Sturm, “Physical model study of bridge abutment and contraction scour under submerged orifice flow conditions,” Proc. 33rd IAHR Congress, ©2009, IAHR. Reproduced by Permission of IAHR.) Figure 2-18. Dependence of width-averaged TKE (Kb) across scour hole on q2/q1. (Hong et al. 2015). (Source: S.H. Hong et al., “Clear-water abutment scour depth in compound channel for extreme hydrologic events,” J. Hydraul. Eng., ©2015, ASCE, Reproduced by Permission of ASCE.) Figure 2-19. Simulated water surface (top), measurement locations (bottom left) and close-up photograph of the laboratory experiment (bottom right). (Kara et al. 2015). (Source: S. Kara et al., “Flow dynamics through a submerged bridge opening with overtopping,” J. Hydraulic Research, ©2015, International Association for Hydro- Environmental Engineering and Research (IAHR). Reproduced by Permission of Taylor & Francis Ltd, www.tandfonline.com on behalf of IAHR.) Figure 2-20. Longitudinal water surface profiles along two locations, which are at the channel centerline (Profile A) and at one-third of the channel width (Profile B) at the abutment face. (Kara et al. 2015). (Source: S. Kara et al., “Flow dynamics through a submerged bridge opening with overtopping,” J. Hydraulic Research, ©2015, International Association for Hydro-Environmental Engineering and Research (IAHR). Reproduced by Permission of Taylor & Francis Ltd, www.tandfonline.com on behalf of IAHR.) Figure 2-21. Streamlines of the time-averaged flow over a submerged bridge. a) oblique view from behind and b) in a horizontal plane near the bed. (Kara et al. 2015). (Source: S. Kara et al., “Flow dynamics through a submerged bridge opening with overtopping,” J. Hydraulic Research, ©2015, International Association for Hydro- Environmental Engineering and Research (IAHR). Reproduced by Permission of Taylor & Francis Ltd, www.tandfonline.com on behalf of IAHR.)