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ERDC/CHL CHETN-IV-111 August 2018 Approved for public release; distribution is unlimited. Numerical Framework to Link the Adaptive Hydraulics (AdH) Code to the Nutrient Simulation Module-I (NSMI) By Gaurav Savant, Tate O. McAlpin, and David S. Smith PURPOSE: This Coastal and Hydraulics Engineering Technical Note (CHETN) describes the numerical framework for linking the U.S. Army Engineer Research and Development Center, Environmental Laboratory-developed Nutrient Simulation Module-I (NSMI) kinetics library to the Coastal and Hydraulics Laboratory-developed Adaptive Hydraulics (AdH) hydrodynamic code. BACKGROUND: The AdH hydrodynamic code is a linear element-based finite element code that is capable of solving the saturated/unsaturated groundwater equations, the Reynolds Averaged Navier-Stokes equations, Diffusive Wave equations as well as the two/three-dimensional (2D/3D) Shallow Water Equations (SWE). This CHETN provides the framework for linking NSMI to the AdH-2D/3D SWE code (hereafter referred to as AdH). A variety of 2D/3D reservoir, riverine, coastal, and estuarine models exist (e.g., AdH, CH3D, TABS-MDS). These models solve some form of the Reynolds Averaged Navier-Stokes equations using the hydrostatic and Bousinnesq assumptions. The computed flow field is then used within the transport advection-diffusion-reaction equation to numerically simulate the transport of constituents. The governing equations for the advection-diffusion-reaction of constituents are written as ()3D-SWE: source/sink+,0iiiyxziiiiicccDDDccucvcwyxzRcttxyzxyz∂∂∂∂∂∂∂∂∂∂∂∂∂+++−−−±=∂∂∂∂∂∂∂ (1) and ()2D-SWE: source/sink+,0iiyxiiiiccDDccucvyxRcttxyxy∂∂∂∂∂∂∂∂∂++−−±=∂∂∂∂∂ (2) Where ci is the concentration (depth averaged in 2D) of the ith constituent, h is the fluid depth, u is the x-direction velocity, v is the y-direction velocity, w is the z-direction velocity, Dx is the x-direction diffusivity, Dy is the y-direction diffusivity, Dz is the z-direction diffusivity, and (),iRct are the reaction

Mississippi Valley Division Engineer Research and Development Center Bed-Load and Water Surface Measurements during the 2011 Mississippi River Flood at Vicksburg, Mississippi MRG&P Report No. 18 • April 2018 MRG&P Report No. 18 April 2018 Bed-Load and Water Surface Measurements during the 2011 Mississippi River Flood at Vicksburg, Mississippi Keaton E. Jones, David D. Abraham, and Tate O. McAlpin Coastal and Hydraulics Laboratory U.S. Army Engineer Research and Development Center 3909 Halls Ferry Road Vicksburg, MS 39180-6199 Final report Approved for public release; distribution is unlimited. Prepared for U.S. Army Corps of Engineers, Mississippi Valley Division Mississippi River Geomorphology & Potamology Program 1400 Walnut Street Vicksburg, MS 39180 Under Project 127672, “Bedload Measurement” MRG&P Report No. 18 ii Abstract The U.S. Army Engineer Research and Development Center, Coastal and Hydraulics Laboratory, Field Data Collection and Analysis Branch collected bathymetry data and water surface elevations during the 2011 Flood. According to the gage at Vicksburg, MS, the flood peaked at a stage of 57.1 and a flow of 2,310,000 cubic feet per second (cfs) on 17 May 2011, both the highest of record. The reported water surface data include a continuous water surface profile from river mile (RM) 597 to RM 362 and water surface measurements in the vicinity of the Yazoo Backwater levee and Vicksburg, MS. Bathymetry data were also collected and include five sets of surveys, compatible with the Integrated Section Surface Difference over Time Version 2 (ISSDOTv2) method of measuring bed-load transport. These five sets were surveyed at flow rates between 1.6 million and 2.3 million cfs. ISSDOTv2 was used to calculate bed-load transport for the five sets of data. These new bed-load data populate the Lower Mississippi River bed-load rating curve at higher flows and provide a higher level of confidence in the higher-flow portions of the curve. The resulting curve can be a

ERDC/CHL CHETN-VIII-11 July 2018 Approved for public release; distribution is unlimited. Modeling Sluice Gates in Adaptive Hydraulics (AdH) by C. Jared McKnight, Gaurav Savant, Jennifer N. McAlpin, and Tate O. McAlpin PURPOSE: This Coastal and Hydraulics Engineering Technical Note (CHETN) describes the methodology and implementation of sluice gates into the 2D Shallow Water (SW2D) module of Adaptive Hydraulics (AdH). This technical note also outlines how to incorporate a sluice gate into an AdH-SW2D simulation and presents an example test case. A synopsis of the test case results is discussed. BACKGROUND: Sluice gates are represented within AdH-SW2D as an internal boundary condition that dictates the head/discharge relationship for the modeled structure. The governing equation for discharge through a sluice gate is given in Equation 1 from Swamee (1992). 002where: Discharge Drag Coefficient Sluice Opening Height Sluice Width Gravity Upstream Depth.DDQCabghqCabgh======= (1) Sluice gates can operate under two different discharge scenarios, which are free or submerged flows. Figure 1 from Swamee (1992) illustrates the differences between the two conditions. The definitions for submerged and free flow conditions are given in Equation 2 and Equation 3, respectively, from Swamee (1992). 200maxSubmerged Flow Conditionhhh<< (2) ERDC/CHL CHETN-VIII-11 July 2018 2 00max1.7220max20Free Flow Conditionwhere:0.81 Downstream Depthh Upstream Depth Sluice Opening Heighthhhhaaha≥==== (3) Figure 1. Examples of free (a) and submerged (b) flow (Swamee 1992). The drag coefficient varies depending on the discharge scenario (either free or submerged). The drag coefficient is generally smaller when in submerged flow but can vary from 0 to approximately 0.6, which is the upper limit for the free flow condition. For the free flow case, the drag coefficient is defined in Equation 4. 0.072000.61115DhaCha−=+ (4) ERDC/CHL CHETN-VIII-11 July 2018 3 The drag coefficient for the submerge

Mississippi Valley Division Engineer Research and Development Center Mississippi River: Natchez to Baton Rouge Hydraulic and Sediment Transport Model MRG&P Report No. 19 • August 2018 Mississippi River and Tributaries MRG&P Report No. 19 August 2018 Mississippi River: Natchez to Baton Rouge Hydraulic and Sediment Transport Model James R. Leech, David P. May, Tate O. McAlpin Coastal and Hydraulics Laboratory U.S. Army Engineer Research and Development Center 3909 Halls Ferry Road Vicksburg, MS 39180-6199 Final report Approved for public release; distribution is unlimited. Prepared for U.S. Army Corps of Engineers, Mississippi Valley Division Mississippi River Geomorphology & Potamology Program 1400 Walnut Street Vicksburg, MS 39180 Under Project 470711, “Multi-Dimensional Modeling of Mississippi River” MRG&P Report No. 19 ii Abstract This report documents the development, calibration, and validation of a hydraulic and sediment transport model of the Mississippi River between Natchez, MS, and Baton Rouge, LA, conducted for the U.S. Army Corps of Engineers, Mississippi Valley Division, Vicksburg, MS, using the Coastal and Hydraulics Laboratory-developed Adaptive Hydraulics numerical code. The numerical model adequately replicates the water levels observed in the field including a wide range of conditions from an extreme flood (Flood of 2011) to an extreme drought (2012). With the inclusion of the Old River Control Complex and Morganza Control Structure, this model is available to evaluate alternative operational procedures and associated relative water level impacts between these two structures for both normal and extreme flow conditions. This study further advanced the goal of the Mississippi River and Tributaries program in terms of developing numerical models to analyze the Lower Mississippi River in terms of short- and long-term impacts to the system. DISCLAIMER: The contents of this report are not to be used for advertising, publication, or promotional purposes. C

Mississippi Valley Division Engineer Research and Development Center Two-Dimensional Hydraulics and Sediment Transport Modeling of the Racetrack Reach of the Mississippi River, 1965–1969 MRG&P Report No. 20 • August 2018 Mississippi River and Tributaries MRG&P Report No. 20 August 2018 Two-Dimensional Hydraulics and Sediment Transport Modeling of the Racetrack Reach of the Mississippi River, 1965–1969 James R. Leech, David P. May, and Tate O. McAlpin Coastal and Hydraulics Laboratory U.S. Army Engineer Research and Development Center 3909 Halls Ferry Road Vicksburg, MS 39180-6199 Barbara Kleiss U.S. Army Corps of Engineers, Mississippi Valley Division 1400 Walnut Street Vicksburg, MS 39180 Final report Approved for public release; distribution is unlimited. Prepared for U.S. Army Corps of Engineers, Mississippi Valley Division Mississippi River Geomorphology & Potamology Program 1400 Walnut Street Vicksburg, MS 39180 Under Project 470711, “Multi-Dimensional Modeling of the Mississippi River” MRG&P Report No. 20 ii Abstract This report documents the development, calibration, and validation of a numerical model for the Racetrack Reach of the Mississippi River between the Vicksburg, MS, Interstate-20 Bridge and approximately 12 miles downstream conducted for the U.S. Army Corps of Engineers, Mississippi Valley Division, Vicksburg, MS. The investigation was conducted via a combination of historical field data collection and numerical modeling of the hydraulics and sediment transport. The objectives were to model flow conditions and sediment transport from 1965 through 1969 and compare to historical surveys from 1965 and 1969 on the Mississippi River. A detailed Adaptive Hydraulics model was developed for this reach of the river. The model domain extends from 10 miles upstream of the Mississippi River Bridge in Vicksburg, MS, to 24 miles downstream of the bridge and adjacent portions of the Mississippi River and its floodplain. Unsteady flow simulations were evaluated fo

ERDC/CHL CHETN-VII-18 January 2018 Approved for public release; distribution is unlimited. Laboratory Techniques and Procedures Using Lidar by Gary L. Bell, Jeremy A. Sharp, Tate O. McAlpin, Anthony R. Jackson, and George B. Herring PURPOSE: This Coastal and Hydraulics Engineering Technical Note (CHETN) reviews the process of establishing effective and accurate techniques for the application of lidar in the laboratory with a large model domain and a need to accurately resolve issues such as local pier scour and bathymetry/topography changes. The application is for both terrestrial and line-scanning lidar. INTRODUCTION: Lidar scanning is a process that collects high-resolution geometric, bathymetric, and topographic data. Lidar uses light pulses to conduct remote sensing and to collect high resolution data (typically referred to as a “point cloud”). Most scanners mount on a survey tripod or other fixed support structure and can rotate 360° (referred to as a panoramic scan). The key component in the scanner is the polygon-shaped mirror that has flat reflective surfaces (mirror facets) arranged around a wheel perimeter to allow rotating or oscillating movement of the polygon mirror wheel (Figure 1). This allows for the measurement laser beam to be deflected, thus scanning multiple locations at once (RIEGL 2017). A brief review of lidar can be found in Jaboyedoff et al. 2010. Figure 1. Diagram of the rotating polygon-mirror. When studying sediment transport with a moveable bed model, it is advantageous to have data with high resolution and accuracy to evaluate bathymetric changes from hydraulic processes. For scaled physical models, the importance of accuracy in laboratory data collection is magnified due ERDC/CHL CHETN-VII-18 January 2018 2 to the effects of geometric scaling. Geometry, reflectance properties of focus area, and coverage angles of point clouds are critical factors to consider for measurement accuracies (Fidera et al. 2004). For example, in regard to ref

ERDC/CHL TR-17-17 General Model Study of Scour at Proposed Pier Extensions – Santa Ana River at BNSF Bridge, Corona, California Coastal and Hydraulics Laboratory Jeremy A. Sharp, Tate O. McAlpin, Gary L. Bell, Howard E. Park, and Ronald E. Heath November 2017 Approved for public release; distribution is unlimited. The U.S. Army Engineer Research and Development Center (ERDC) solves the nation’s toughest engineering and environmental challenges. ERDC develops innovative solutions in civil and military engineering, geospatial sciences, water resources, and environmental sciences for the Army, the Department of Defense, civilian agencies, and our nation’s public good. Find out more at www.erdc.usace.army.mil. To search for other technical reports published by ERDC, visit the ERDC online library at http://acwc.sdp.sirsi.net/client/default. ERDC/CHL TR-17-17 November 2017 General Model Study of Scour at Proposed Pier Extensions – Santa Ana River at BNSF Bridge, Corona, California Jeremy A. Sharp, Tate O. McAlpin, Gary L. Bell, Howard E. Park, and Ronald E. Heath Coastal and Hydraulics Laboratory U.S. Army Engineer Research and Development Center 3909 Halls Ferry Road Vicksburg, MS 39180-6199 Final report Approved for public release; distribution is unlimited. Prepared for U.S. Army Corps of Engineers, Los Angeles District 915 Wilshire Blvd, Suite 1101 Los Angeles, CA 90017 Under Project Number 104779 ERDC/CHL TR-17-17 ii Abstract A proposed pier nose extension intended to reduce the local pier scour at the Burlington Northern Santa Fe Railway crossing on the Santa Ana River near Corona, CA, was tested in a general physical model. The applied model was a 1:30 Froude-scaled model of the bridge piers, other related structures, and the adjacent channel. Data from the model provided a qualitative and quantitative evaluation of the local scour behavior at the estimated worst-case scenarios for both the existing and proposed conditions. The existing conditions represent the cur

ERDC /CHL TR-17-8 Sediment and Hydraulic Measurements with Computed Bed Load on the Missouri River, Sioux City to Hermann, 2014 Coastal and Hydraulics Laboratory David Abraham, Marielys Ramos-Villanueva, Thad Pratt, Naveen Ganesh, David May, William Butler, Tate McAlpin, Keaton Jones, John Shelley, and Daniel Pridal May 2017 Approved for public release; distribution is unlimited. The U.S. Army Engineer Research and Development Center (ERDC) solves the nation’s toughest engineering and environmental challenges. ERDC develops innovative solutions in civil and military engineering, geospatial sciences, water resources, and environmental sciences for the Army, the Department of Defense, civilian agencies, and our nation’s public good. Find out more at www.erdc.usace.army.mil. To search for other technical reports published by ERDC, visit the ERDC online library at http://acwc.sdp.sirsi.net/client/default. ERDC/CHL TR-17-8 May 2017 Sediment and Hydraulic Measurements with Computed Bed Load on the Missouri River, Sioux City to Hermann, 2014 David Abraham, Marielys Ramos-Villanueva, Thad Pratt, Naveen Ganesh, David May, William Butler, Tate McAlpin, and Keaton Jones Coastal and Hydraulics Laboratory U.S. Army Engineer Research and Development Center 3909 Halls Ferry Road Vicksburg, MS 39180-6199 John Shelley U.S. Army Corps of Engineers, Kansas City District 601 E 12th St. Kansas City, MO 64106 Daniel Pridal U.S. Army Corps of Engineers, Omaha District 1616 Capitol Ave., Ste. 9000 Omaha, NE 68102 Final report Approved for public release; distribution is unlimited. Prepared for U.S. Army Corps of Engineers, Kansas City District 601 E 12th St. Kansas City, MO 64106 U.S. Army Corps of Engineers, Omaha District 1616 Capitol Ave., Ste. 9000 Omaha, NE 68102 Under Work Unit HC2022 ERDC/CHL TR-17-8 ii Abstract This work was performed to assist the U.S. Army Corps of Engineers, Omaha and Kansas City Districts, in quantifying sediment bed load and suspended load at several sites on

ERDC/CHL CHETN-VII-15 August 2016 Approved for public release; distribution is unlimited. Scale Factor Study for 1:30 Local Scour Model by Jeremy A. Sharp, Ronald E. Heath, Howard E. Park, and Tate O. McAlpin PURPOSE: This Coastal and Hydraulics Engineering Technical Note (CHETN) contains a description of the process used to generate a scale factor for a 1:30 physical model of the Burlington Northern Santa Fe Railway Company (BNSF) railway crossing on the Santa Ana River near Corona, CA. Data from the scale factor study provide an adjustment for applying documented scour behavior from round piers to a non-typical parallelogram tapered pier and proposed pier nose extension found at the BNSF Bridge. The scale factor establishes the worst-case scour depth for the current bridge configuration and the proposed pier nose extension. INTRODUCTION: Extensive research has been conducted for local scour around typical pier shapes (e.g., round, square, diamond) with the most commonly studied shape being the round pier. Multiple studies for round piers have been conducted in flumes as well as field observations (Breusers et al. 1977; Chiew 1984; Kothyari et al. 1992; HEC-18 2012; Melville and Chiew 1999; Lee and Sturm 2009; Mia and Nago 2003; Mueller and Wagner 2005). Multiple predictive equations have been formulated from pier scour studies to provide conservative estimates of maximum scour depth (Laursen and Toch 1956; Shen et al. 1969; Breusers et al. 1977; Jain and Fischer 1979; Melville and Sutherland 1988; Lim 1997; Heza et al. 2007; HEC-18 2012). The maximum scour depth is then applied in the design of footing depths for bridge piers. The most commonly used equation for calculating maximum scour depth is the HEC-18 equation, but it is only applicable for typical pier shapes (HEC-18 2012). When non-typical complex pier shapes are used, such as those illustrated in Figure 1, the recommended practice is to conduct a physical model study (HEC-18 2012). Thus, the application o

ERDC/CHL TR-15-14 North Atlantic Coast Comprehensive Study (NACCS) Coastal Storm Model Simulations: Waves and Water Levels Coastal and Hydraulics Laboratory Mary A. Cialone, T. Chris Massey, Mary E. Anderson, Alison S. Grzegorzewski, Robert E. Jensen, Alan Cialone, David J. Mark, Kimberly C. Pevey, Brittany L. Gunkel, Tate O. McAlpin, Norberto C. Nadal-Caraballo, Jeffrey A. Melby, and Jay J. Ratcliff August 2015 Approved for public release; distribution is unlimited. The U.S. Army Engineer Research and Development Center (ERDC) solves the nation’s toughest engineering and environmental challenges. ERDC develops innovative solutions in civil and military engineering, geospatial sciences, water resources, and environmental sciences for the Army, the Department of Defense, civilian agencies, and our nation’s public good. Find out more at www.erdc.usace.army.mil. To search for other technical reports published by ERDC, visit the ERDC online library at http://acwc.sdp.sirsi.net/client/default. ERDC/CHL TR-15-14 August 2015 North Atlantic Coast Comprehensive Study (NACCS) Coastal Storm Model Simulations: Waves and Water Levels Mary A. Cialone, T. Chris Massey, Mary E. Anderson, Alison S. Grzegorzewski, Robert E. Jensen, Alan Cialone, David J. Mark, Kimberly C. Pevey, Brittany L. Gunkel, Tate O. McAlpin, Norberto C. Nadal-Caraballo, Jeffrey A. Melby, and Jay J. Ratcliff Coastal and Hydraulics Laboratory U.S. Army Engineer Research and Development Center 3909 Halls Ferry Road Vicksburg, MS 39180-6199 Final report Approved for public release; distribution is unlimited. Prepared for U.S. Army Engineer District, Baltimore City Crescent Building 10, South Howard Street Baltimore, MD 21201 Under Project 401426, North Atlantic Coast Comprehensive Study ERDC/CHL TR-15-14 ii Abstract This document summarizes the coastal storm wave and water level model-ing effort performed in support of the North Atlantic Coast Comprehensive Study (NACCS). This effort involved the application of a

ERDC/CHL TR-15-16 Investigation of Impacts Associated with Modifying East Sand Island to Prevent Nesting of Double-Crested Cormorants Coastal and Hydraulics Laboratory Kimberly C. Pevey, Tate O. McAlpin, and Hans R. Moritz December 2015 Approved for public release; distribution is unlimited. The U.S. Army Engineer Research and Development Center (ERDC) solves the nation’s toughest engineering and environmental challenges. ERDC develops innovative solutions in civil and military engineering, geospatial sciences, water resources, and environmental sciences for the Army, the Department of Defense, civilian agencies, and our nation’s public good. Find out more at www.erdc.usace.army.mil. To search for other technical reports published by ERDC, visit the ERDC online library at http://acwc.sdp.sirsi.net/client/default.ERDC/CHL TR-15-16 December 2015 Investigation of Impacts Associated with Modifying East Sand Island to Prevent Nesting of Double-Crested Cormorants Kimberly C. Pevey, PhD, and Tate O. McAlpin Coastal and Hydraulics Laboratory U.S. Army Engineer Research and Development Center 3909 Halls Ferry Road Vicksburg, MS 39180-6199 Hans R. Moritz U.S. Army Corps of Engineers, Portland District 333 S.W. First Avenue Portland, OR 97208-2946 Final report Approved for public release; distribution is unlimited. Prepared for U.S. Army Corps of Engineers, Portland District 333 S.W. First Avenue Portland, OR 97208-2946 ERDC/CHL TR-15-16 ii Abstract The U. S. Army Engineer District, Portland, is conducting an alternative analysis under an Environmental Impact Statement to determine a preferred approach to permanently modify or eliminate habitat for double-crested cormorants on East Sand Island in the Columbia River. The goal of the alternative analysis is to determine how to reduce/eliminate the habitat for the cormorants and correspondingly increase the survivability of the out-migrating salmonids without impacting the overall behavior of the system, including the stability o