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HomeMy WebLinkAbout1999-02912/ 14/98(agrUrt(P W DJOB VANTi L XY T4i1nT � all.yaeu. aei v t,ie COUNTY CALIBRATION AND APPLICATION n: 1 A THREE DIMENSIONAL NUMERICAL MODEL PROFESSIONAL SERVICES THIS AGREEMENT, entered into this 46 day o , 1999 by and between INDIAN RIVER COUNTY, a political subdivision of the tate of Flonda, hereinafter referred to astheCOUNTY,andtheFT.nRMn IN TT rrEOFT�_UMT^' ^^" "^' "^.. , uwxiv0 0-i,MELBOUR C, FLORIDA hereinafter referred to as FIT, WITNESSETH The COUNTY and FIT, in consideration oftheirmutual covenants, herein agree with respect to the performance of professional services by FIT and the payment for those services by the COUNTY as set forth below. FIT shall provide numerical modeling of the PEP Reef, professional recommendations, and additional related miscellaneous services for the COUNTY and shall give professional advice to the COUNTY during the performance of the services to be rendered hereunder. SECTION I - SCOPE OF SERVICES FIT shall provide experienced, technical and professional personnel to perform the necessary services, data analysis, professional recommendations and other miscellaneous services set forth in Exhibit "A". The schedule of services provided in Exhibit "A" are based upon two overall objectives: 1) to calibrate the model for circulation, wave dynamics and sediment transport in the vicinity of the PEP Reef and, 2) to apply the calibrated model to simulate the performance of the PEP Reef in terms ofwave transmission reduction, modification of sediment deposition patterns, and related processes. The County Coastal Engineer shall act as the duly authorized agent of the COUNTY for ordering and directing said work. SECTION II- TIME FOR COMPLETION The time for completion shall be in accordance with Exhibit `B". This scheduling will be strictly followed in order to meet the necessary deadlines to implement the program. The project will be divided into eight tasks. SECTION III - COMPENSATION The COUNTY agrees to pay and FIT agrees to accept for services rendered pursuant to this Agreement fees in accordance with the following: 1. Professional Services Fee a. FIT agrees to perform all the services as delineated in the project tasks and costing Exhibit "A" attached. The total Man-hour fee for the project will not surpass the fee designated by this Agreement. Reimbursable expenses such as mileage, blueprints, postage, photocopies, etc. shall be included in the fee designated by this Agreement and will not be paid separately by the COUNTY. Any and all work performed other than that specifically listed in Section I, "Scope of Services", shall be considered Additional Services. Compensation for additional service work shall be at a lump sum price to be negotiated between FIT and the COUNTY, or at the COUNTY'S Be ®M option. 2. Direct Payment for Additional Services The COUNTY agrees to pay on a direct basis for services or goods provided by others ® working in conjunction with FIT, as needed and as evidenced by a mutually executed Addendum to this Contract. SECTION IV - ADDITIONAL SERVICES In the event changes are requested from the COUNTY to the contract after execution, such work shall be executed through an Addendum to this Contract approved by the Board of County Commissioners. SECTION V - PARTIAL PAYMENTS The COUNTY shall make partial payments to FIT after the completion of each task, in accordance with this agreement. FIT shall submit duly certified invoices in triplicate to the County Coastal Engineer. The contract shall be divided into units of deliverables, which shall include, but not be limited to, reports, findings, and drafts, that must be received and accepted in writing by the County Coastal Engineer, prior to payment. The COUNTY will withhold a 10% retainage until the work is complete and accepted by the County Coastal Engineer. SECTION VI - EXTRA WORK In the event extra work is necessary from FIT due to a change in scope of the project, such work shall be executed through an Addendum to this Contract approved by the Board of County Commissioners. SECTION VII - RIGHT OF DECISIONS All services shall be performed by FIT according to the schedule of services (Exhibit "A") and approved by the County Coastal Engineer who shall decide all questions, difficulties, and disputes of whatever nature which may arise under or by reason of this Agreement and according to the prosecution and fulfillment of the service hereunder. Adjustments of compensation and contract time because of any major changes in the work that might become necessary or be deemed desirable as the work progresses shall be reviewed by the County Coastal Engineer. In the event that FIT does not concur in the judgment of the County Coastal Engineer as to any decisions made by him, FIT shall present in writing objections to the County Public Works Director and both parties shall negotiate in good faith a settlement. SECTION VIII - OWNERSHIP AND REUSE OF DOCUMENTS A. Ownership All computer soft-areiprograms, reports,tracings, plans, specifications, field books, survey information, maps, contract documents, and other data developed by FIT for the purpose of this Agreement shall become the property of the COUNTY and shall be made available by FIT at any time upon request of the COUNTY. When all work contemplated under this Agreement is complete, all of the above data shall be delivered to the County Coastal Engineer. -2- B. Reuse of Documents All documents, including but not limited to computer software/programs, drawings, reports, and specifications, prepared by FIT pursuant to this Agreement are related exclusively to the services described herein. Compensation will not be required for reuse of the documents for any purpose by the COUNTY. FIT shall not be held liable for any reuse of the Documents and shall not be held liable for any modifications made to the documents by others. SECTION IX - NOTICES Any notices, reports or other written communications from FIT to the COUNTY shall be considered delivered when posted by certified mail or delivered in person to the County Coastal Engineer at 1840 250, Street, Vero Beach, FL.. Any notices, reports or other communications from the COUNTY to FIT shall be considered delivered when posted by certified mail to FIT at College of Engineering, Division of Marine and Environmental Systems, Oceanography Program, 150 W. University Blvd., Melbourne, FL. 32901-6988 or the last address left on file with the COUNTY or delivered in person to FIT or his authorized representative. In person deliveries shall be evidence by signed receipts. SECTION X - TERMINATION The obligation to provide further services under this Agreement may be terminated by either party upon seven (7) days written notice in the event of substantial failure by the other party to perform in accordance with the terms hereof through no fault of the terminating party. In the event of any terminations, FIT will be paid for all services rendered to the date of termination, all expenses subject to reimbursement hereunder, and other reasonable expenses incurred by FIT as a result of such termination. SECTION XI - AUDIT RIGHTS The COUNTY reserves the right to audit the records of FIT related to this Agreement at any time during the prosecution of the work included herein and for a period of ci.e year after final payment is made. SECTION XII - SUBLETTING FIT shall not sublet, assign, or transfer any work under this Agreement without the written consent of the COUNTY. When applicable and upon receipt of such consent in writing, FIT shall cause the names of the firms responsible for the major portions ofeach separate specialty of the work to be inserted on the reports or other data. SECTION XIII - WARRANTY FIT warrants that he has not employed or retained any company or person other than bona fide employee working solely for FIT to solicit or secure this contract and that he has not paid or agreed to pay any company or person other than a bona fide employee working solely for FIT any fee, commission, percentage fee, gifts or any other considerations, contingent upon or resulting from the award or making of this contract. For breach violation of this warranty, the COUNTY shall have the right to annul this contract without liability. -3- ®� SECTION XIV - DURATION OF AGREEMENT This Agreement shall remain in full force and effect for a period of two years after the date of execution thereof or until completion of all project tasks as specified by the County Coastal • Engineer, whichever occurs first, or unless otherwise terminated by mutual consent of the parties hereto or pursuant to Section X of this contract. s SECTION XV - INSURANCE AND INDEMNIFICATION During the performance of the work covered by this Agreement, FIT shall provide the COUNTY with evidence that FIT has obtained and maintains the insurance listed in the Agreement. 1. FIT shall procure and maintain for the duration of the contract, insurance against claims for injuries to persons or damages to property which may arise from or in connection with the performance of the work hereunder by FIT, his agents, representatives, employees or sub -contractors. The cost of such insurance shall be included in FIT's fee. 2. Minimum Scope of Insurance A. Worker's Compensation as required by the State of Florida. Employers Liability of $100,000 each accident, $500,000 disease policy limit, and $100,000 disease each employee. B. General Liability $1,000,000 combined single limit per accident for bodily injury and property damage. COUNTY shall be an additional insured. C. Auto Liability $1,000,000 combined single limit per accident for bodily injury and property damage for owned and non -owned vehicles. COUNTY shall be an additional insured. 3. Any deductibles or self insured retentions greater than $5,000 must be approved by the Risk Manager for Indian River County with the ultimate responsibility for same going to FIT. 4. FIT's insurance coverage shall be primary. 5. All above insurance policies shall be placed with insurers with a Best's rating of no less that A viii The insurer _ -hall _t_ tnaurcr �uwcll mlau at�0 be llceilSed t0 d0 bUSlrleSS In Florida. 6. The insurance policies procured shall be occurrence forms, not claims made policies. 7. The insurance companies chosen shall provide certificates of insurance prior to signing of contracts to the Indian River County Risk Management Department. 8. The insurance companies selected shall send written verification to the Indian River County Risk Management Department that they will provide 30 days written notice to the Indian River County Department of Risk Management of its intent to cancel or terminate said policies of insurance. 9. FIT shall include all sub -contractors as insured under its policies or shall furnish separate certificates and endorsements for each sub -contractor. All coverages for sub -contractors shall be subject to all of the requirements stated herein. 10. FIT shall hold harmless the COUNTY and representatives thereof from all suits, actions, or claims of any kind brought on account of any injuries or damages sustained by any person or property arising out of any negligent act or omission by FIT or its employees. FIT shall be responsible for all reasonable defense costs incurred as a result of any suits, actions, or claims of any kind brought in connection with this project to the extent arising out of any negligent error omission or act of FIT. -4- SECTION XVI - ENTIRETY OF AGREEMENT This writing embodies the entire Agreement and understanding between the parties hereto, Iand there are no other Agreements and understandings, oral or written, with reference to the subject matter hereof that are not merged herein and superseded hereby. No alteration, change, or modification of the terms of this Agreement shall be valid unless made in writing and signed by both parties hereto. This Agreement, regardless ofwhere executed, shall be governed by and construed according ® to the laws of the State of Florida. IN WITNESS WHEREOF the parties hereto have executed these presents this -_46 day o '1999. IJ FLORIDA INSTPfUTE OF TECHNOLOGY 150 W. UNIVERSITY BLVD. MELBOZ, FLO :�� BY: WITNESS: t" WITNESS (Corporate seal is acceptable in place of witnesses) FIT calib.agr -5- INDIAN RIVER COUNTY, FLORIDA BOARD 9F'60UNTY COMMISSION Jeffrey K. Barton Clerk of Court Indian River County Approved Date Administration �p Budget -14' Legal , e Risk Management Public Works Division > G Liiii"A i scAL PROJECT SERVICES -6- C 40 Calibration and Application of a Three -Dimensional Numerical Model: Simulation of YEP Reef Performance Submitted by Mary A. Zarillo Florida Institute of Technology Melbourne, FL September 5, 1998 1.0 Introduction and Goals ® The overall goal of this work is to provide Indian River County (IRC) with a numerical modeling scheme that can be used for a wide range of engineering and environmental applications. It is envisioned that the model, known as the Environmental Fluid Dynamics Code (EFDC), will be transferred to IRC as a complete package. The modeling scheme will i..,i.... 'L:.. 1:.....:,... he ego D.,.,..1. DDD I—. uia� �.. '.7,..t.... '.. lllVIUYI U -VII llV [i��IlVUL1 Vll lV lllV VIV LVYV1l IDE. Y G UJVI J E',UIYV lllUl VQ11 VG 0 used to apply the model to other locations The specific goal of this project is to verify both the utility of the EFDC Model and the performance of the Vero Beach PEP Reef using a series of calibrated model runs. The PEP Reef has been monitored for performance since August of 1996. In general, monitoring data include PEP Reef elevation, transmission of wave energy across selected portions of the Reef, and changes in shoreface/beach topography in the Reef area and in control areas to the north and south. These data sets, along with additional information on local sediments and meteorological conditions will be used to drive and calibrate the model. The model application will provide an additional dimension to the analysis of PEP Reef performance that is not achievable using the monitoring data, which is largely one- dimensional. The monitoring data, although of high quality, represents only a small portion of the project area due to the high cost of the field effort. Model simulations will provide a truly three-dimensional look at the PEP Reef performance and comparison with adjacent control zones. Model predictions that provide good spatial coverage and monitoring data that provide good temporal coverage will be combined into a more comprehensive and understandable analysis of DCD ncefperformance. The initial phase of project will include certain modifications to EFDC to enable the modeling scheme to include wave forcing from observed wave conditions at Vero Beach and to include transport of sand sized sediment on the shoreface and intertidal beach. In the original version of EFDC, which was applied to evaluate the probable performance of the Vero Beach PEP Reef, the model was run in a "steady-state" mode to accommodate the widely differing time scales of physical processes on the beach and shoreface (waves and ®2 - mean currents). in the model update, simulations will be run in a time -marching model so 1that currents, sand transport, and topographic evolution can be simulated over time and ® compared with monitoring results. This is possible due to a new generation of computers coming on-line since the original model study (Zarillo and Surak, 1995) and due to 0 incorporation of wave equations within the EFDC model. In the previous version, the wave field was calculated separately, and wave forces from a steady state wave calculation then read into the EFDC circulation/transport model. The newer version will include wave • calculations within the circulation modeling scheme. 1.1 Technology Transfer and Benefits to Indian River County The specific goal of this project is to evaluate the performance of the PEP Reef Erosion design using the results of the ongoing field test in combination with tests performed with the three-dimensional hydrodynamics and circulation model. However, the more general goal is to transfer a user-friendly modeling scheme to IRC that can be applied to a much wider range of conditions. This will be accomplished by developing a users manual for application of the EFDC model, which will guide the user through model setup and application. The EFDC model is chosen for this project due to its firm basis in physics (thus, the term primitive equation model) and applicability to predictions in shallow marine and estuarine environments. For instance, EFDC can be applied as a tool to design optimal dredging for marinas and navigation channels, to predict environmental impacts of freshwater diversion to and from the Indian River Lagoon (IRL), to predict the magnitude of storm surge on the open coast and in the IRL, and to predict a wide range of other circulation and transport conditions. A more detailed description of EFDC is provided in Appendix A of this document. At the close of the project, Florida Tech will conduct a 1 to 2 day workshop at TRC Public Works to review project results and t� instruct Public Works personnel in model setup and operation. The Environmental Fluid Dynamics Code (EFDC) was modified to include a wave - boundary layer sub -model and a coupled sediment transport scheme for sand transport (Zarillo and Surak). The modified numerical scheme was then used to test the performance of a segmented PEP Reef design in which reef segments were separated in Once the EFDC modeling scheme is calibrated against data from the present field test, it will be used to evaluate PEP Reef performance in terms wave attenuation and sand trapping. Monitoring of the Vero Beach PEP Reef has shown that the Reef structures have settled into the sandy substrate by more than 2 feet on the average. Settling of the Reef structures may reduce wave energy attenuation preventing the Reef segments from realizing full shore protection potential. This aspect of the PEP Reef installation will be included in the model tests. 3.0 Scope of Work The scope of work will include two overall objectives: 1) to calibrate tHc model for circulation, wave dynamics and sediment transport in the vicinity of the PEP Reef and 2) to apply the calibrated model to simulate the performance of the PEP Reef in terms of wave transmission reduction, modification of sediment deposition patterns, and related processes. As part of the second objective the model will be used to compare conditions within the PEP Reef field to conditions in the control areas to the north and south. 3 the longshore direction and offset in the on -offshore direction to allow circulation and minimize water level set-up between the reef and shoreline. This original test indicated • that the segmented PEP Reef design would reduce wave height transmission by 5 to 40% and result in some buildup of sand volume between the shoreline and Reef structures. ® The original tests also suggested that there would be some scour around the base of the Reef. Monitoring results, thus far, have been consistent with the original model test. • Topographic data collected to date show buildup of volume inside the reef field and some accretion of sand at the shoreline in the first two months after PEP Reef deployment. Scour around the base of the PEP Reef has also been documented. Wave data collected in the vicinity of the Reef shows reduction of wave heights in the range of 10 to 23% in the first few months. Further wave studies are underway to determine what portion of wave height reduction is related simply to shoaling affects. From these results it is clear that the modeling scheme is a useful tool for predicting the performance of shore protection structures in the dynamic nearshore zone. Calibration of the modeling scheme will improve its utility for this purpose. Once the EFDC modeling scheme is calibrated against data from the present field test, it will be used to evaluate PEP Reef performance in terms wave attenuation and sand trapping. Monitoring of the Vero Beach PEP Reef has shown that the Reef structures have settled into the sandy substrate by more than 2 feet on the average. Settling of the Reef structures may reduce wave energy attenuation preventing the Reef segments from realizing full shore protection potential. This aspect of the PEP Reef installation will be included in the model tests. 3.0 Scope of Work The scope of work will include two overall objectives: 1) to calibrate tHc model for circulation, wave dynamics and sediment transport in the vicinity of the PEP Reef and 2) to apply the calibrated model to simulate the performance of the PEP Reef in terms of wave transmission reduction, modification of sediment deposition patterns, and related processes. As part of the second objective the model will be used to compare conditions within the PEP Reef field to conditions in the control areas to the north and south. 4 40 3.1 Model Formulation and Model Setup The EFDC code has been widely used to simulated hydrodynamics and water quality in shallow marine environment (Appendix A). The code already includes a number of extensions and improvements for more accurate simulations. Many of these extensions have heen added by Florida Tech (Zarillo; 1998, Zarillo and Yuk. 1996) includine a • 1 number of subroutines for simulation of nearshore wave -induced currents and noncohesive sediment transport. Relevant extensions include: a wave -current boundary layer formulation similar to that of Grant and Madsen (1986); modifications of the hydrodynamic model's momentum equations to represent wave period averaged Eulerian mean quantities; the inclusion of the three-dimensional wave -induced radiation stresses or Reynolds stresses in the momentum equations; and modifications of the velocity fields in the transport equations to include advective transport by the wave induced Stoke's drift. In the original application of EFDC to Vero Beach, the REF/DIF wave model (Kirby and Dalyrmple, 1994) provided a steady-state surface wave field. Reynolds Stresses from the wave field was then read into EFDC to provide wave forcing in the momentum equation. In the new application of EFDC to Vero Beach, an internal mild slope wave equation submodel similar to that of Madsen and Larsen (1987) will be executed within the EFDC modeling scheme. This will be accomplished on a fine -scale subgrid of high enough resolution to accommodate surface gravity waves. Thus, EFDC will alternate between calculation of circulation and sediment transport on the main computation grid and frequent updates of the wave field on the sub -grid. An additional extension of the EFDC model version for this project (EFDC2) will be a sediment mass conservation submodel that will simulate changes in bed elevation (topography) as a result of predicted sediment transport. The basis for these extensions has already been accomplished to a limited degree in the first phase of the PEP Reef project completed in 1996. However, additional work is required to use the model in a time -marching mode that will realistically simulate hydrodynamics and topographic 5 change. The simulation of noncohesive (sand -size) sediment, including bed deposition and resuspension, will be based the same high order advection -diffusion scheme used for salinity and temperature. Sediment mass conservative methods will be used to simulate topographic change of the sediment bed. Model setup will include generation of a computational grid that includes the PEP Reef project area and the appropriate onshore and alongshore extensions Existing tonoarannic data from the on-going PEP Reef Monitoring Program will be used as input for grid generation. Boundary conditions for the model will be developed from observed wave, current, water elevation and meteorological data. The data set collected at the PEP Reef site will be supplemented by data from the Sebastian Inlet Data Collection Program. In particular, water level data collected at Sebastian Inlet at hourly intervals will be used to drive the EFDC model at tidal frequencies. These data will be adjusted for the time lag between Sebastian Inlet and Vero Beach before being used as a boundary condition for the model. 3.2 Model Calibration Calibration involving comparison of predicted and measured processes will be carried out in the statistical sense on the hydrodynamic results. Wave and current data now being measured with accuracy at the seaward boundary of, and within the PEP Reef field will be used in this process. These data can be directly compared with model output to check calibration. Sediment transport and the resulting topographic changes in the nearshore zone are much more difficult and expensive to measure with the degree of accuracy characteristic of wave and current measurements. Furthermore, significant topographic changes occur episodically and may not be fully represented by the sampling plan consisting of profile data taken at fixed intervals. Unlike the physics of hydrodynamics, the sediment transport process consisting of suspension, lateral transport, deposition, and resuspension is a non -conservative process. This makes direct observation of these processes in a field situation virtually impossible at reasonable cost. Therefore, sediment transport models must rely heavily on laboratory G ® experiments and theory for development, and must include source and sink terns to 40 accommodate erosion and deposition. In view of the complexity of sediment transport and the limitations of sampling for topographic changes, calibration of the sediment transport submodel and associated predictions of topographic change can only be qualitative. The desired result of the model calibration with respect to topography and shoreline position is the ability to predict the observed spatial and temporal patterns of deposition and erosion. Model calibration will involve the assembly of monitoring data now being collected into a format that is convenient for coupling with, and comparison to the required data sets. These data include directional wave data both seaward of and within the PEP Reef field, water level data, and topographic data to set the initial bathymetry of the model and for comparison to predicted results. Also included in the data set will be weather data, and data on the textural properties of sand in the beach and shoreface. The monitoring test plan from which these data will be obtained includes wave, current and water level data from three locations. Wave data and water level data collected approximately 1200 feet seaward of the Reef field will be used to drive hydrodynamics at the seaward boundary of the model. Measurements from two instrument stations located near Reef segments will be used for comparison with predictions of wave parameters, currents, and water level at these locations. Model calibration for sediment transport and topographic changes in the project areas will consist of a qualitative comparison with topographic change data collected over quarterly periods. The site mon:ton.^.g plans .,.elude a survey of 75 prones at tluce- month intervals within the PEP Reef field, seaward of the Rif zPampnte —A r.. thA north and south of the Reef field. From these data volumetric calculations of topographic change will be made for areas landward and seaward of the Reef field, as well as within the Reef field. The zones to the north and south of the PEP Reef field included in the survey area will also be included in the calculation. However, due to CPU requirements of running wave conditions over a relatively large area (model domain or model grid), it may be necessary to divide the model runs into at least three sections. One section to 40 7 simulate conditions within the reef field and a second and third model urid to simulate conditions within the control zones to the north and south of the PEP Reef. The model computational domain will specifically include the areas covered in the monitoring plan. Therefore, predictions of topographic change based on the sand transport submodel will be compared directly with profile -derived changes. This comparison will determine whether the model is correctly predicting the patterns of sand deposition and erosion in the PEP Reef project area. 3.3 Model Application to the PEP Reef and Control Areas. A large amount of topographic data has been collected in the PEP Reef deployment area, as well as in the adjacent control areas just to the north and south of the PEP Reef. These data are based on profile measurements fixed to benchmark (R -monuments) located at the top of the beach or slightly inland along the shoreline of IRC. Application of the calibrated EFDC model to the PEP Reef area and control areas will provide additional details on topographic change and sediment transport not directly available from the monitoring data. Model runs will be used to map topographic changes and sand transport rates continuously over the model grid. This will allow comparison of topographic evolution in PEP Reef and non -Reef areas as a function of variations in the wave and current regime. Model results will allow for three-dimensional visualization of these patterns which are not available from monitoring data. Model results will also be presented as longshore and on -offshore transport rates, which can be used as a planning tool for beach nourishment and management of storm -induced erosion. 4.0 Transfer of Modeling System to Indian River County The transfer of the technology developed under this project will be in a user-friendly format taking the form of graphics, computer animations, and a final written report. Detailed information that may be required to obtain permits for full -scaled projects will be compiled in a series of appendices. Where possible and useful, the transfer of technical information will include maps, tables and drawings on computer disk or tape. 40 8 4.1 Model Training Workshop A workshop will be conducted at IRC offices to train engineering personnel in procedures for EFDC model setup including grid generation, data input to force the model, model calibration and application procedures, and examples of graphic presentation of model output. Workshop participants will be provided with a model nci r°e l pn;—tinn fh..f n r Ln -.d f- 5.0 . 5.0 Project Tasks Task I: Data assembly including wave, current and water level data from existing monitoring stations. Task 2: Acquire sediment distribution from within the project area. Analysis of sediment to set sediment characteristics in the model. Sediment data to be supplied by the IRC. Task 3: Model re-formulation to accommodate calculation of wave forces on a finer subgrid and interaction of the wave model with the main circulation/sediment transport model. Task 4: Model set-up at the project site and testing prior to calibration runs. This task includes model grid generation, setup of input files, and development of software to process model output for graphical presentation Task 5: Calibration runs of the model to optimize the comparison between measured and predicted wave parameters, current velocity and water level changes, and topography in the project area. Task G: Production runs to simulate wave transmission and sediment transport in the PEP Reef area and control areas to the north and south of the observed and predicted topographic change. Task 7: Final report and users guide describing model formulation/setup, calibration and the predicted performance of the PEP Reef. Task 8: Model workshop conducted at the Indian River County Office. 9 6.0 Proposed Project Costs • Proposed project costs are listed by task and include all direct and indirect costs related to ® the Florida Tech structure for outside contracts. Where applicable the benefit rate on faculty salaries is 23% and the indirect cost rate on salaries, materials and supplies, —1--- — ..,1 «..,. of GAO/_ AT.. ..,1: ..L... ..J _.i_ uwwvuaa uv w, www uwibl is ✓vfv. NV illull"i VVJto UN Vllillgi-ou W Jluuvall aalallrb Ur capital equipment. Task 1. $0 Task 2. $o Task 3 $4,500 Task 4 $4,500 Task 5 $6,500 Task 6 $5,000 Task 7 $0 Task 8 $0 Total Requested Budget $20,500 db io Appendix A: Description of the Environmental Fluid Dynamics Code A.1 Nearshore Wave -Induced Currents and Sediment Transport Extensions EFDC includes a number of extensions for simulation of nea.rshore wave -induced currents and noncohesive sediment transport (Zarillo and Surak, 1995). The extensions include: a wave -current boundary layer formulation similar to that of Grant and Madsen (1986); modifications of the hydrodynamic model's momentum equations to renrecPnt wave, period averaged tulenan mean quantities; the inclusion of the three-dimensional wave induced radiation or Reynold's stresses in the momentum equations, and modifications of the velocity fields in the transport equations to include advective transport by the wave induced Stoke's drift. High frequency surface wave fields are provided by an external wave refraction -diffraction (Zarillo and Surak, 1996). A.2 Hydrodynamics, Salinity, and Temperature Transport The physics of the EFDC model and many aspects of the computational scheme are equivalent to the widely used Blumberg- Mellor model (Blumberg & Mellor, 1987) and U. S. Army Corps of Engineers' CH3D or Chesapeake Bay model (Johnson, et al, 1993). The EFDC model solves the three-dimensional, vertically hydrostatic, free surface, turbulent averaged equations of motions for a variable density fluid. Dynamically coupled transport equations for turbulent kinetic energy, turbulent length scale, salinity and temperature are also solved. The two turbulence parameter transport equations implement the Mellor-Yamda level 2.5 turbulence closure scheme (Mellor & Yamada, 1982; Galperin et al, 1988). The EFDC model uses a stretched or sigma vertical coordinate and Cartesian, or curvilinear orthogonal horizontal coordinates. The numerical scheme employed in EFDC to solve the equations of motion uses second order accurate spatial finite differencing on a staggered or C grid. The model's time integration employs a second order accurate three -time level, finite difference scheme with an internal-external mode splitting procedure to separate the internal shear, or baroclinic mode, from the external free surface gravity wave, or barotropic mode. The external mode solution is semi -implicit, and simultaneously computes the two-dimensional surface elevation field by a preconditioned conjugate gradient procedure. The external tnhitinn is competed by the calculation of the depth average barotropic velocities using the new surface elevation field. The model's semi -implicit external solution allows large time steps which are constrained only by the stability criteria of the explicit central difference or high order upwind advection scheme (Smolarkiewicz and Margolin, 1993) used for the nonlinear accelerations. Horizontal boundary conditions for the external mode solution include options for simultaneously specifying the surface elevation only, the characteristic of an incoming wave (Bennett & McIntosh, 1982), free radiation of an outgoing wave (Bennett, 1976; Blumberg & Kantha, 1985) or the normal volumetric flux on arbitrary portions of the boundary. The EFDC model's internal momentum equation solution, at the same time The EFDC code is capable of simulating the transport and fate of multiple size classes of cohesive and noncohesive suspended sediment including bed deposition and resuspension. Water column transport is based the same high order advection -diffusion scheme used for salinity and temperature. A number of options are included for the specification of settling velocities. For the transport of multiple size classes of cohesive sediment, an optional flocculation model (Burban, et al., 1989&1990) can be activated. Sediment mass conservative deposited bed formulations are included for both cohesive and noncohesive sediment. The deposited bed may be represented by a single layer or multiple layers. The multiple bed layer option provides a time since deposition versus vertical position in the bed relationship to be established. Water column -sediment bed interface elevation changes can be optionally incorporated into the hydrodynamic continuity equation. An optional, one dimensional in the vertical, bed consolidation calculation can be performed for cohesive beds. step as the external, is implicit with respect to vertical diffusion. The internal solution of the momentum equations is in terms of the vertical profile of' shear stress and velocity ® shear, which results in the simplest and most accurate form of the baroclinic pressure gradients and eliminates the over determined character of alternate internal mode formulations. Time splitting inherent in the three time level scheme is controlled by periodic insertion of a second order accurate two time level trapezoidal step. The EFDC A model is also readily configured as a two-dimensional model in either the horizontal or vertical planes. The EFDC model implements a second order accuracy in space and time, mass conservation fractional step solution scheme for the Eulerian transport equations for salinity, te-nperature, suspended sediment, water quality constituents and toxic comtaninants. The transport equations are temporally integrated at the same time step or twice the time step of the momentum equation solution (Smolarkiewicz and Margolin, 1993). The advective step of the transport solution uses either the central difference scheme used in the POM or a hierarchy of positive definite upwind difference schemes. The highest accuracy upwind scheme, second order accurate in space and time, is based on a flux corrected transport version Smolarkiewicz's multidimensional positive definite advection transport algorithm (Smolarkiewicz & Clark, 1986, Smolarkiewicz & Grabowski, 1990) which is monotonic and minimizes numerical diffusion. The horizontal diffusion step, if required, is explicit in time, while the vertical diffusion step is implicit. Horizontal boundary conditions include time variable material inflow concentrations, upwinded outflow, and a damping relaxation specification of climatological boundary concentration. For the temperature transport equation, the NOAA Geophysical Fluid Dynamics Laboratory's atmospheric heat exchange model (Rosati & Miyakoda, 1988) is implemented. A.3 Cohesive Sediment Transport The EFDC code is capable of simulating the transport and fate of multiple size classes of cohesive and noncohesive suspended sediment including bed deposition and resuspension. Water column transport is based the same high order advection -diffusion scheme used for salinity and temperature. A number of options are included for the specification of settling velocities. For the transport of multiple size classes of cohesive sediment, an optional flocculation model (Burban, et al., 1989&1990) can be activated. Sediment mass conservative deposited bed formulations are included for both cohesive and noncohesive sediment. The deposited bed may be represented by a single layer or multiple layers. The multiple bed layer option provides a time since deposition versus vertical position in the bed relationship to be established. Water column -sediment bed interface elevation changes can be optionally incorporated into the hydrodynamic continuity equation. An optional, one dimensional in the vertical, bed consolidation calculation can be performed for cohesive beds. A.5 Toxic Contaminant Transport and Fate The EFDC code includes two internal submodels for the simulating the transport and fate of toxic contaminants. A simple, single contaminant, submodel can be activated from the master input file. The simple model accounts for water and suspended sediment phase transport with equilibrium partitioning and a lumped first order reaction. Contaminant mass per unit area in the sediment bed is also simulated. The second, more complex, submodel simulates the transport and fate of an arbitrary number of reacting contaminants in the water and sediment phases of both the water column and sediment bed. In this mode, the contaminant transport and fate simulation is functionally similar to the WASP5 TOXIC model (Ambrose, et al., 1993) with the added flexibility of simulating an arbitrary number of contaminants, and the improved accuracy of utilizing more complex three-dimensional physical transport fields in a highly accurate numerical transport scheme. Water -sediment phase interaction may be represented by equilibrium or nonlinear sorption processes. In this mode, the multilayer sediment bed formulation is activated with sediment bed water volume and dissolved contaminant mass balances to allow contaminants to reenter the water column by sediment resuspension, pore water expulsion due to consolidation, and diffusion from the pore water into the water column. The complex contaminant model activates a subroutine describing reaction processes with appropriate reactions parameters provided by toxic reaction processes input file. 12 �901 AA Water Quality and Eutrophication Simulation ® The EFDC code includes two internal eutrophication submodels for water quality simulation (Park, et al., 1995). The simple or reduced eutrophication model is functionally equivalent to the WASP5 EUTRO model (Ambrose, et al., 1993). The complex or full eutrophication model is functionally equivalent to the CE -QUAL -ICM or • Chesapeake Bay Water Quality model (Cerco and Cole, 1993). Both water column eutrophication models are coupled to a functionally equivalent implementation of the CE - QUAL -ICM sediment diagenesis or biogeochemical processes model (DiToro and Fitzpatrick, 1993). The eutrophication models can be executed simultaneously with the 4 hydrodynamic component of EFDC, or EFDC simulated hydrodynamic transport fields may be saved allowing the EFDC code to executed in a water quality only simulation model. The computational scheme used in the internal eutrophication models employs a fractional step extension of the same advective and diffusive algorithms used for salintiy and temperature, which guarantees positive constituent concentrations. A novel ordering of the reaction sequence in the reactive source and sink fractional step allows the linearized reactions to be solved implicitly, further guaranteeing positive concentrations. The eutrophication models accept an arbitrary number of point and non -point source loadings as well as atmospheric and ground water loadings. In addition to the internal eutrophication models, the EFDC model can be externally linked to the WASP5 model. In the external linking mode, the EFDC model generates WASP5 input files describing cell geometries and connectivity as well as advective and diffusive transport fields. For estuary simulation, the transport fields may be intratidally time averaged or intertidally time averaged using the averaging procedure described by Hamrick (1994a). A.5 Toxic Contaminant Transport and Fate The EFDC code includes two internal submodels for the simulating the transport and fate of toxic contaminants. A simple, single contaminant, submodel can be activated from the master input file. The simple model accounts for water and suspended sediment phase transport with equilibrium partitioning and a lumped first order reaction. Contaminant mass per unit area in the sediment bed is also simulated. The second, more complex, submodel simulates the transport and fate of an arbitrary number of reacting contaminants in the water and sediment phases of both the water column and sediment bed. In this mode, the contaminant transport and fate simulation is functionally similar to the WASP5 TOXIC model (Ambrose, et al., 1993) with the added flexibility of simulating an arbitrary number of contaminants, and the improved accuracy of utilizing more complex three-dimensional physical transport fields in a highly accurate numerical transport scheme. Water -sediment phase interaction may be represented by equilibrium or nonlinear sorption processes. In this mode, the multilayer sediment bed formulation is activated with sediment bed water volume and dissolved contaminant mass balances to allow contaminants to reenter the water column by sediment resuspension, pore water expulsion due to consolidation, and diffusion from the pore water into the water column. The complex contaminant model activates a subroutine describing reaction processes with appropriate reactions parameters provided by toxic reaction processes input file. 13 A.5 Finf ish and ShellFish Transport The EFDC code includes the capability of simulating the transport and fate of various life stages of finfish and shellfish. Mortality, predation, toxicity and swimming behavior are simulated in addition to advection and diffusion by the ambient flow. Organism age and ambient environment queued vertical and horizontal swimming and settling is simulated. • Environmental queues include light intensity, temperature, salinity and tidal phases. A.7 Near Field Lischarge Dilution and Mixing Zone Analysis In addition to the far field transport and fate simulation capability incorporated into the EFDC code's water quality and toxic contaminant modules, the code includes a near field discharge dilution and mixing zone module. The near field model is based on a Lagrangian buoyant jet and plume model (Frick, 1984; Lee and Cheung, 1990) and allows representation of submerged single and multiple port diffusers and buoyant surface jets. The near field model provides analysis capabilities similar to CORMIX (Jirka and Doneker, 1991; Jirka and Akar, 1991) while offering two distinct advantages. The first advantage is that a more realistic representation of ambient current and stratification conditions. This representation is provided directly by the EFDC hydrodynamic module, is incorporated into the analysis. The second advantage is that multiple discharges and multiple near field analysis times may be specified to account for varying ambient current and stratification conditions. For example, the analysis of ten discharges under six ambient conditions each would require 60 executions of CORMIX, while the entire analysis of the 60 situations would be produced in a single EFDC simulation. The near field simulation may be executed in two modes. The first mode provides virtual source information for representing the discharges in a standard EFDC far field transport and fate simulation. The second mode directly couples the near field and far field transport during simultaneous near and far field transport and fate simulation modes using a virtual source formulation. A.7 Spill Trajectory and Search and Rescue Simulation In addition too the Eulerian transport equation formulation used for far field analysis and the Lagrangian jet and plume module used for near field analysis, the EFDC code incorporates a number of Lagrangian particle transport formulations based on an implicit trilinear interpolation scheme (Bennett & Clites, 1987). The first formulation allows the release of neutrally buoyant or buoyant drifters at user specified locations and times. This formulation is useful in simulating spill trajectories, search and rescue operations, and oceanographic instrument drifters. The second formulation releases drifters in each three-dimensional model cell at a specified sequence of times and calculates the generalized Lagrangian mean velocity field (Andrews and McIntyre, 1978) relative to a users specified averaging interval. A.9 Wetland, Marsh and Tidal Flat Simulation Extension 14 • The EFDC model provides a number of enhancements for the simulation of flow and transport in wetlands, marshes and tidal flats (Zarillo, 1998) The code allows for drying and wetting in shallow areas by a mass conservative scheme. The drying and wetting formulation is coupled to the mass transport equations, which prevents negative concentrations of dissolved and suspended materials. A number of alternatives are in place in the model to simulate general discharge control structures such as weirs, ® spillways, culverts and water surface elevation activated pumps. The effect of submerged •and emergent plants is incorporated into the turbulence closure model and flow resistance "formulation. Plant density and geometric characteristic of individual and composite plants are required as input for the vegetation resistance formulation. A simple soil moisture model, allowing rainfall infiltration and soil water loss due to evapotranspiration under dry conditions, is implemented. To represent narrow channels and canals in wetland, marsh and tidal flat systems, a subgrid scale channel model is implemented. The subgrid channel model allows a network of one-dimensional in the horizontal channels to be dynamically coupled to the two-dimensional in the horizontal grid representing the wetland, marsh or tidal flat systems. Volume and mass exchanges between 2-D wetland cells and the i -D channels are accounted for. The channels may continue to flow when the 2-D wetland cells become dry. A.10 References Ambrose, R. B., T. A. Wool, and J. L. Martin, 1993: The water quality analysis and simulation program, WASPS: Part A, model documentation version 5.1. U. S. EPA, Athen Environmental Research Laboratory, 210 pp. Andrews, D. G., and M. E. McIntyre, 1978: An exact theory for of nonlinear waves on a Lagrangian flow. J. Fluid Mech., 89, 609-646. Bennett, A. F., 1976: Open boundary conditions for dispersive waves. J. Atmos. Sci., 32, 176-182. Bennett, A. F., and P. C. McIntosh, 1982: Open ocean modeling as an inverse problem: tidal theory. J. Phys. Ocean., 12, 1004-1018. Bennett, J. R., and A. H. Clites, 1987: Accuracy of trajectory calculation in a finite - difference circulation model. J. Comp. Phys., 68, 272-282. Blumberg, A. F., and L. H. Kantha, 1985: Open boundary condition for circulation models. J. Hydr. Engr., 111, 237-255. Blumberg, A. F., and G. L. Mellor, 1987: A description of a three-dimensional coastal ocean circulation model. In: Three -Dimensional Coastal Ocean Models, Coastal and Estuarine Science, Vol. 4. (Heaps, N. S., ed.) American Geophysical Union, pp. 1-19. 15 do Burban, P. Y., W. Lick, and J. Lick, 1989: The flocculation of fine-grained sediments in ® estuarine waters. J. Geophys. Res., 94, 8323-8330. Burban, P. Y., Y. J. Xu, J. McNeil, and W. Lick, 1990: Settling speeds of flocs in fresh and seawater. J. Geophys. Res., 95, 18,213-18,220. Cerco, C. F., and T. Cole, 1993: Three-dimensional eutrronhicatinn model nf Chesa-- Bay. J. Environ. Engnr„ 119, 1006-1025. Cole, T. M., and E. M. Buchak, 1994: CE -QUAL -W2: A two-dimensional laterally averaged, hydrodynamic and water quality model, Version 2.0. U. S. Army Corps of Engineers, Waterway Experiment Station, Vicksburg, MS, Report ITL -93-7. DiToro, D. M., and J. F. Fitzpatrick, 1993: Chesapeake Bay sediment flux model. Prepared by HydroQual, Inc. for U. S. EPA Chesapeake Bay Program, U. S. Army Engineer District, Baltimore, MD, and U. S. Army Engineer Waterways Exp. Station. Contract Report EL -93-2, 200 pp. Frick, W. E., 1984: Non -empirical closure of the plume equations, Atmospheric Environment, 18, 653-662 Gaiperin, B., L. H. Kantha, S. Hassid, and A. Rosati, 1988: A quasi -equilibrium turbulent energy model for geophysical flows. J. Atmos. Sci., 45, 55-62. Grant, W. D., and O. S. Madsen, 1986: The continental -shelf bottom boundary layer. In: Annual Review of Fluid Mechanics, (Van Dyke, M. et al., eds) Annual Review, Inc., pp. 365-306. Hamrick, J. M., 1992a: A Three -Dimensional Environmental Fluid Dynamics Computer Code: "theoretical and Computational Aspects, The College of William and Mary, Virginia Institute of Marine Science. Special Report 317, 63 pp. Hamrick, J. M., 1992b: Estuarine environmental impact assessment using a three- dimensional circulation and transport model. Estuarine and Coastal Modeling, Proceedings of the 2nd international Conference, M. L. Spaulding et al, Eds., American Society of Civil Engineers, New York, 292-303. Hamrick, J. M., 1994: Linking hydrodynamic and biogeochemcial transport models for estaurine and coastal waters. Estuarine and Coastal Modeling, Proceedings of the 3nd International Conference, M. L. Spaulding et al, Eds., American Society of Civil Engineers, New York, 591-608. Hamrick, J. M., 1996a: A User's Manual for the Environmental Fluid Dynamics Computer Code (EFDC). The College of William and Mary, Virginia Institute of Marine Science, Special Report 331, 234 pp. 0 16 Hamrick, .I. M., and T. S. Wu, 1996: Computational design and ® optimization of the EFDC/HEM3D surface water hydrodynamic and eutrophication models. Computational Methods for Next Generation Environmental Models, G. Delich, Ed., Society of Industrial and Applied Mathematics, Philadelphia, in press. • Jirka, G. H., and R. L. Doneker, 1991: Hydrodvnamic classification of submerged single -port discharges, Journal of Hydraulic Engineering, _ - 117,1095-1112. Jirka, G. H., and P. J. Akar, 1991: Hydrodynamic classification of submerged multiport-diffuser discharges, Journal of Hydraulic Engineering, 117, 1113-1128. Johnson, B. H., K. W. Kim, R. E. Heath, B. B. Hsieh, and H. L. Butler, 1993: Validation of three-dimensional hydrodynamic model of Chesapeake Bay. J. Hyd. Engrg., 1 ] 9, 2-20. Kang, 1. S., and L. G. Leal, 1992: Orthogonal grid generation in a 2D domain via the boundary integral technique. J. Comp. Phys., 102, 78- 87. Lee, J. H. W., and V. Cheung, 1990: Generalized Lagrangian model for buoyant jets in a current. J. Environ. Engrg., 116, 653-662. Madsen, P. A., and J. Larsen, 1987: An efficient finite -difference approach to the mild -slope equation. Coastal Engr., 11, 329-351. Mellor, G. L., and T. Yamada, 1982: Development of a turbulence closure model for geophysical fluid problems. Rev. Geophys. Space Phys., 20, 851-875. Mobley, C. D., and R. J. Stewart, 1980: On the numerical generation of boundary -fitted orthogonal Curvilinear coordinate systems. J. Comp. Phys., 34, 124435. Moustafa, M. Z., and J. M. Hamrick, 1994: Modeling circulation and salinity transport in the Indian River Lagoon. Estuarine and Coastal Modeling, Proceedings of the 3nd International Conference, M. L. Spaulding et al., Eds., American Society of Civil Engineers, New York, 381-395. Park, K., A. Y. Kuo, J. Shen, and J. M. Hamrick, 1995: A three- dimensional hydrodynamic-eutrophication model (HEM3D): description of water quality and sediment processes submodels. The C-1 40 17 College of William and Mary, Virginia Institute of Marine Science Special Report 327, 113 pp. Rennie, S., and J. M. Hamrick, 1992: Techniques for visualization of estuarine and coastal flow fields. Estuarine anc Coastal Modeling, Proceedings of the 2nd International Conference, M. L. Spaulding et al, Eds., American Society of Civil Engineers, New York, 48-55. Rosati, A, K., and K. Miyakoda, 1988: A general circulation model for upper ocean simulation. J. Phys. Ocean., 18, 1601-1626. Ryskin, G. and L. G. Leal, 1983: Orthogonal mapping. J. Comp. Phys., 50,71-100, Smolarkiewicz, P. K., and T. L. Clark, 1986: The multidimensional positive definite advection transport algorithm: further development and applications. J. Comp. Phys., 67, 396438. Smolarkiewicz, P. K., and W. W. Grabowski, 1990: The multidimensional positive definite advection transport algorithm: nonoscillatory option, J. Comp. Phys., 86, 355-375. Smolarkiewicz, P. K., and L. G. Margolin, 1993: On forward -in -time differencing for fluids: extension to a curvilinear framevm& Mon. Weather Rev., 121, 1847-1859. Wu, T. S., J. M. Hamrick, S. C. McCutechon, and R. B. Ambrose, 1996. Benchmarking the EFDC/HEM3D surface water hydrodymamic and eutrophication models. Computational Methods for Next Generation Environmental Models, G. Delich, Ed., Society of Industrial and Applied Mathematics, Philadelphia, in press. Zarillo, G.A, 1998. Thre dimensional Model of Hydrodynamics in the German Wadden Sea. Report to the GKSS Research Center, Geesthacht, Germany, 47p. Za<alo, G.A. and Yuk, S., 1997. Hydrodyiim-mic and Salinity Model of the Indian River Lagoon/Sebastian River. Final Report to the St. Johns River Water management District 56p. - Zarillo, GA. and Surak, C,R„ 1995 Hydrodynamic and Salinity Model of the Indian River Lagoon/Turkey Creek. Final Repsort to the St. John River Water manage,ment District. 116p. 40 40 EXHIBIT "B" PROJECT SCHEDULING & COSTS TASK TIME OF COMPLETION 1&2 Month 1 $ 0 3 Month 2 - 3 $ 0 4 Month 3 $ 4,500 5 Month 4 - 5 $ 4,500 6 Month 6 - 7 $ 6,500 7 Month 8 $ 5,000 8 Month 8 $ 0 _ $ 20,500 Note: The time table will begin upon date of execution of the agreement -7-