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Theses and Dissertations Theses and Dissertations
1-1-2013
Sedimentation Processes of Perdido Bay
Natalie Jade Sigsby
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Sedimentation processes of Perdido Bay
By
Natalie Jade Sigsby
A Thesis Submitted to the Faculty of Mississippi State University in Partial Fulfillment of the Requirements for the Degree of Master of Science in Civil Engineering in the Department of Civil and Environmental Engineering
Mississippi State, Mississippi
May 2013
Copyright by
Natalie Jade Sigsby
2013
Sedimentation processes of Perdido Bay
By
Natalie Jade Sigsby
Approved:
______William H. McAnally James L. Martin Research Professor of Civil Professor and Graduate Coordinator of and Environmental Engineering Civil and Environmental Engineering (Major Professor) (Committee Member)
______Jairo N. Diaz-Ramirez Sarah. A. Rajala Assistant Research Professor of Civil Dean of the College of Engineering and Environmental Engineering (Committee Member)
Name: Natalie Jade Sigsby
Date of Degree: May 10, 2013
Institution: Mississippi State University
Major Field: Civil Engineering
Major Professor: Dr. William McAnally
Title of Study: Sedimentation processes of Perdido Bay
Pages in Study: 232
Candidate for Degree of Master of Science
The purpose of this research was to identify the forcing factors and processes of
sediment transport in Perdido Bay. Data were collected from Perdido Bay in July 2011
and used in the development of a three-dimensional sediment transport model using
EFDC as well as in the estimation of a sediment budget. Water and bed samples, water
quality readings for salinity, temperature, dissolved oxygen, turbidity, depth, and pH, and velocity measurements were collected. Using field and historical data, an EFDC model was created to simulate the processes of salinity and sediment transport. The model successfully demonstrated the movement of sediment through the bay and proved the existence of a turbidity maximum in the northern bay. From this research, it was determined that freshwater inflow is the primary forcing factor in sedimentation and is the main contributor to sediment entering the bay.
ACKNOWLEDGEMENTS
First and foremost, I would like to thank my family for their unwavering support and encouragement throughout this process. Thank you for never letting me give up on accomplishing this task and sharing with me your words of wisdom when I needed them most. Dr. McAnally, thank you for introducing me to a world of engineering I never knew existed. To my thesis committee, thank you for your support, knowledge, and assistance when it was needed. Thank you to the many students, faculty members and fellow researchers at Mississippi State University who assisted me in data collection, analysis, lab work, research, and model setup and troubleshooting. I could have never made it through this without all of your help.
I would like to thank Mississippi State University, and the Northern Gulf Institute for the funding of my research. I would also like to thank the Florida Department of
Environmental Quality and Dynamic Solutions for providing the EFDC model of Perdido
Bay for this continued research.
v
TABLE OF CONTENTS
ACKNOWLEDGEMENTS ...... v
LIST OF TABLES ...... ix
LIST OF FIGURES ...... x
CHAPTER
I. INTRODUCTION ...... 1
1.1 Overview ...... 1 1.2 Objectives ...... 2
II. PERDIDO BAY ...... 3
2.1 Overview ...... 3 2.2 Freshwater Influences ...... 3 2.3 Perdido Pass ...... 7 2.4 Sediment ...... 9 2.5 Tides ...... 11 2.6 Bay Salinity ...... 14 2.7 Environmental Concerns ...... 17 2.8 Conclusions ...... 19
III. PHYSICAL PROCESSES ...... 21
3.1 Overview ...... 21 3.2 Hydrodynamics ...... 21 3.2.1 Tidal Regime ...... 23 3.2.2 Salinity Regime ...... 26 3.3 Sedimentation ...... 31 3.3.1 Sediment Budgets ...... 38 3.3.2 Turbidity Maxima ...... 42 3.4 Conclusions ...... 46
IV. DATA COLLECTION & FIELD OBSERVATIONS ...... 47
4.1 Overview ...... 47 4.2 Data Collection ...... 47 vi
4.2.2 Suspended sediments ...... 49 4.2.3 Water quality constituents ...... 51 4.2.4 Bed sediments ...... 52 4.2.5 Velocity and discharge ...... 53 4.2.6 Longitudinal profile ...... 56 4.3 Field Observations ...... 56 4.4 Laboratory Methods ...... 59 4.4.1 Total suspended solids ...... 59 4.4.2 Grain-size distribution ...... 61 4.4.3 Organic matter content ...... 62 4.5 Conclusions ...... 63
V. EFDC MODEL ...... 64
5.1 Overview ...... 64 5.2 EFDC Background ...... 64 5.2.1 Model Configuration ...... 65 5.2.1.1 Hydrodynamics ...... 66 5.2.1.2 Water Quality ...... 67 5.2.1.3 Sediment Transport ...... 68 5.2.1.4 Toxics ...... 69 5.3 Sedimentation Studies using EFDC ...... 70 5.3.1 Apalachicola Bay ...... 70 5.3.2 Yangtze River ...... 71 5.4 Perdido Bay Model Setup ...... 72 5.4.1 Efdc.inp ...... 74 5.4.2 Aser.inp ...... 75 5.4.3 Pser.inp...... 76 5.4.4 Qser.inp ...... 77 5.4.5 Snser.inp...... 80 5.4.6 Sser.inp...... 83 5.4.7 Tser.inp ...... 85 5.4.8 Wser.inp ...... 86 5.4.9 Model specifications ...... 86 5.5 Conclusions ...... 88
VI. RESULTS ...... 89
6.1 Overview ...... 89 6.2 July 2011 Results ...... 89 6.2.1 Bed Sediments ...... 89 6.2.2 Suspended Solids ...... 94 6.2.3 Water Quality ...... 98 6.2.4 Velocity & Discharge ...... 107 6.3 EFDC Model Results ...... 114 6.3.1 Velocity ...... 114 vii
6.3.2 Temperature ...... 119 6.3.3 Salinity ...... 120 6.3.4 Suspended Sediment Transport...... 126 6.4 Sediment Budget ...... 133 6.5 Conclusions ...... 147
VII. SUMMARY & CONCLUSIONS ...... 149
BIBLIOGRAPHY ...... 152
APPENDIX
A. MISSISSIPPI STATE UNIVERSITY LABORATORY STANDARDS...... 158
B. EFDC INPUT FILES ...... 174
C. SEDIMENT BUDGET CALCULATIONS ...... 230
viii
LIST OF TABLES
2.1 Linear Wave Analysis ...... 13
4.1 Average wind speeds and gusts recorded at Pensacola Airport...... 58
5.1 Atmospheric Data Types, Sources, and Locations...... 76
5.2 USGS Stream Gauges used for hydrologic analysis ...... 78
5.3 Non-cohesive Suspended Sediment Time Series Development ...... 82
5.4 Salinity Time Series Development ...... 84
5.5 Temperature Time Series Development ...... 85
5.6 Constant boundary conditions for flows at West 3, 4, and 5 ...... 86
5.7 Constant boundary conditions for pressure boundaries ...... 87
6.1 TSS and Turbidity Results ...... 104
6.2 Transect Total Discharge ...... 113
6.3 Comparison of Discharge Results ...... 114
6.4 First estimate of daily sediment discharge ...... 135
6.5 1st tier analysis of sediment budget ...... 137
6.6 2nd tier analysis of sediment discharge ...... 139
6.7 Bed load contributions to the sediment budget ...... 139
6.8 Effluent of sediments ...... 141
6.9 Tidal influx determination ...... 145
6.10 Annual sediment budget for Perdido Bay ...... 146
ix
LIST OF FIGURES
2.1 Perdido Bay and watershed ...... 4
2.2 Location of Perdido Bay and Study Area (Grubbs and Pittman, 1997) ...... 6
2.3 Location of Perdido Key and Perdido Pass (Google Earth, 2010) ...... 8
2.4 Schematic of Salt Wedge Estuary (Pritchard, 1955) ...... 16
3.1 Idealized inlet bay system (Douglass and Krolak, 2008) ...... 25
3.2 Well-Mixed Estuary (Pritchard, 1955) ...... 27
3.3 Well-mixed estuary cross section (Pritchard, 1955) ...... 27
3.4 Partially Mixed Estuary (Pritchard, 1955) ...... 28
3.5 Partially mixed estuary cross section (Pritchard, 1955)...... 28
3.6 Schematic of Salt Wedge Estuary (Pritchard, 1955) ...... 29
3.7 Udden-Wentworth Grain-Size Scale (Wentworth, 1922) ...... 32
3.8 Shield’s Diagram ...... 34
3.9 Typical tidal inlet with sediment transport (Schrader, et al, 2000) ...... 35
3.10 Flocculation process (Webster, et al, 2003) ...... 38
3.11 Sediment Budget (Roasati, 2005) ...... 40
3.12 Conceptual model of entrapment and nullzones (Schoellhamer and Burau, 2007) ...... 43
3.13 Turbidity according to degree of mixing (Allen, 1997) ...... 45
4.1 Perdido Bay Sampling Locations ...... 49
4.2 Niskin type water sampler ...... 51
4.3 Multi-paramter water quality sonde and data collector ...... 52 x
4.4 Scoop dredge ...... 53
4.5 StreamPro ADCP ...... 54
4.6 ADCP boat frame ...... 55
5.1 EFDC Hydrodynamics Schematic (Hamrick, 2005) ...... 67
5.2 EFDC Water Quality Schematic (Hamrick, 2005) ...... 68
5.3 EFDC Sediment Transport Schematic (Hamrick, 2005) ...... 69
5.4 Perdido Bay Cell Indices (FLDEP) ...... 73
5.5 Perdido Bay Watersheds and Discharge Outlets ...... 79
6.1 Transect particle size curves ...... 91
6.2 d50 and Depth ...... 93
6.3 d50 Distributions ...... 93
6.4 TSS Results-Transect 1 ...... 95
6.5 TSS Results – Transect 2 ...... 95
6.6 TSS Results – Transect 3 ...... 95
6.7 TSS Results – Transect 4 ...... 96
6.8 TSS Results – Transect 5 ...... 96
6.9 TSS Results – Transect 6 ...... 96
6.10 TSS at .25m Deep and Tide Level ...... 97
6.11 TSS at 1.0m Deep and Tide Level ...... 98
6.12 TSS at Near Bottom Depth and Tide Level ...... 98
6.13 Transect Profiles for a) Temperature, b) Salinity, c) Depth, d) pH, e) Turbidity, and f) Dissolved Oxygen ...... 99
6.14 Average Salinity and Tide Range ...... 101
6.15 TSS and Turbidity Correlation ...... 103
6.16 TSS and Turbidity (mg/L) at .25m Deep ...... 105
xi
6.17 TSS and Turbidity (mg/L) at 1.0m Deep ...... 105
6.18 TSS and Turbidity (mg/L) at Near Bottom Depth ...... 106
6.19 East Velocities and Average Depth ...... 108
6.20 North Velocities and Average Depth ...... 109
6.21 East Velocities and Average Depth ...... 110
6.22 Velocity Magnitude and Direction ...... 111
6.23 Velocity magnitude and direction on 7/12/2011 at time 00 hrs...... 115
6.24 Velocity magnitude and direction on 7/12/2011 at time 14 hrs...... 116
6.25 Velocity magnitude and direction on 7/12/2011 at time 18 hrs...... 117
6.26 Velocity magnitude and direction on 7/12/2011 at time 22 hrs...... 118
6.27 Temperatures on 7/9/2011 at time 12 hrs...... 120
6.28 Salinity on 7/9/2011 at time 00 hrs...... 121
6.29 Salinity on 7/9/2011 at time 12 hrs...... 122
6.30 Salinity on 7/9/2011 at time 22 hrs...... 123
6.31 Salinity on 7/18/2011 at time 00 hrs...... 124
6.32 Longitudinal profile of depth-averaged salinity on 7/9/2011 ...... 125
6.33 Longitudinal profile of depth-averaged salinity on 7/18/2011 ...... 125
6.34 Suspended sediment concentrations on 7/9/2011 at time 00 hrs. with wide scale ...... 127
6.35 Suspended sediment concentrations on 7/9/2011 at 00 hrs...... 128
6.36 Suspended sediment concentrations on 7/9/2011 at 08 hrs...... 129
6.37 Suspended sediment concentrations on 7/9/2011 at 18 hrs...... 130
6.38 Suspended sediment concentrations on 7/18/2011 at time 08 hrs...... 131
6.39 Longitudinal profile of sediment concentration on 7/9/2011 ...... 132
6.40 Longitudinal profile of sediment concentration on 7/18/2011 ...... 132
xii
6.41 Qualitative sediment budget for Perdido Bay...... 134
6.42 Perdido Bay watershed and land use ...... 140
xiii
CHAPTER I
INTRODUCTION
1.1 Overview Perdido Bay is an estuary that lies along the Alabama-Florida state line and
frequently experiences high stratification conditions which create a constantly shifting
salt wedge moving through the bay. Along with the high stratification, Perdido Bay
experiences transportation of sediments and is prone to have sediment deposition along
the tidal inlet, Perdido Pass. Little research exists on the sedimentation characteristics and
properties of Perdido Bay, which has led to a poor understanding of the transport
processes that occur in the bay. Understanding the sedimentation properties can help to
further understand other aspects of a water body such as nutrient or pollutant transport,
ecosystem and habitat restoration, and oil spill and oil dispersant transport. Because
nutrients, pollutants, and oil bind themselves with sediments, having a basic
understanding of sediment transport processes and the specific transport conditions in
Perdido Bay will aid in improving the overall water quality and can be used in pollutant
clean-up.
As a part of this sedimentation study of Perdido Bay, data were collected to analyze
the conditions of the bay. Sediment and water samples were collected throughout Perdido
Bay as well as a literature review of the history and the current conditions of Perdido
Bay. Using this data, a numerical model of the sediment transport was developed using 1
the Environmental Fluid Dynamics Code, EFDC. A three-dimensional model was developed to understand the transport of sediment vertically, horizontally, and spatially across the bay. Along with the sediment transport model, a sediment budget was estimated using a tiered analysis method to determine the net movement of sediment during the data collection period and an expanded analysis to predict future net sediment accumulation or removal.
1.2 Objectives The objective of this research is to characterize sedimentation processes, including inflows, outflows, deposition and erosion in Perdido Bay and their dependence on the driving forces of tides, waves, winds, freshwater runoff, and storm surges. It is my hypothesis that EFDC can be used to accurately model the sedimentation processes of
Perido Bay. Results from EFDC and data collected will be used to develop a working conceptual and quantitative sediment budget.
2
CHAPTER II
PERDIDO BAY
2.1 Overview This chapter is an overview of Perdido Bay and its many driving forces.
Discussed in this chapter will be the bay’s freshwater sources, the tidal inlet processes, sediment characteristics, tidal processes, and environmental stressors.
2.2 Freshwater Influences The Perdido Bay watershed, Figure 2.1, encompasses an estimated 2900 sq. km
(Bricker, 2007) draining from both Alabama and Florida. The main freshwater influence is the Perdido River, which is formed by the confluence of Fletcher and Perdido Creeks.
The river runs roughly 354 km before discharging into the bay. It is a sand-bottom river in its upper most reaches and a blackwater stream in the lower region. Being a precipitation driven river, the flows fluctuate with seasonal changes (FDEP, 2011). On average, precipitation amounts range from 150 to 160 cm yearly but can vary to as low as
112 cm and to greater than 200 cm per year. Oppositely, the average potential evaporation in the bay is 117 cm per year. This high amount of potential evaporation can be devastating during prolonged periods of drought (Paulic, 2006; Grubbs and Pittman,
1997). These freshwater systems are a major contributor to the dynamics of the bay and have the ability to alter the bay’s water level and circulation. Other freshwater tributaries
3
discharging into the bay include Elevenmile Creeks, Bridge Creek, Soldier Creek,
Palmetto Creek. The River Styx and the Blackwater River are the largest contributing tributaries to the Perdido River and converge near the mouth just north of the bay. The
United States Geological Survey estimates a 62-year average discharge of roughly 38 cubic feet per second from Perdido River (Grubbs and Pittman, 1997).
Figure 2.1 Perdido Bay and watershed
4
A study by Grubbs and Pittman (1997) evaluated variations in discharges and vertical horizontal velocity variations across sections of the bay. Instantaneous and daily- mean discharges were estimated from data collected near the U.S. Highway 98 Bridge
(Figure 2.2) running across Perdido Bay. The Highway 98 Bridge is centrally located in the bay and is south of the major contributing tributaries. During this study, water surface elevations and velocities were taken every fifteen minutes with periodic discharge measurements. From these results, Grubbs and Pittman concluded that bidirectional flow commonly occurs and that these net flow reversals happen quickly. Throughout the course of this study, flow was concentrated in certain locations during high flows and during ebb conditions, downstream flow was more commonly recorded in shallow locations, while bidirectional flow occured in deep water areas. Oppositely, flood conditions resulted with upstream flows concentrated in deep water and bidirectional flows recorded in shallow water. It was concluded that large reversals of flow direction occur frequently and can occur within the relatively short time span of one hour (Grubbs and Pittman, 1997).
5
Figure 2.2 Location of Perdido Bay and Study Area (Grubbs and Pittman, 1997)
Grubbs and Pittman take an important look at the hydrodynamics of the bay in a central location where freshwater and tidal forces have similar influences and strength. It shows that both freshwater and tides have strong influences on the magnitude and direction of flow throughout the bay. Freshwater and tidal flows are not the only influence of the flow direction; external forces of nature such as wind and precipitation also affect flow direction. Wind is capable of dramatically shift the direction of flow in the bay and in extreme conditions can alter the tidal movements as well. These changes 6
push more water into or out of the bay depending on wind direction. Changes in direction
of flow are commonly caused by the rise and fall of tides as well as the increases and
decreases in freshwater discharge into the bay. These ebb and flood conditions are an
important characteristic of any estuary and must be considered when analyzing the
hydrodynamics and particle transport in a bay. During high freshwater flow, more water
is pushed towards Perdido Pass creating an ebb stage; however, during times of low freshwater flow in combination with higher tides or inflow from the Gulf, the bay is in a flood stage. Flood stage occurs as tides enter the bay bringing higher water levels while ebb occurs as freshwater flushes water out and the tide decreases. Because of the back
and forth flow, this system has a net velocity flow of ebb and flood. Perdido Bay is
known to have many locations of two-directional flow in which the ebb and flood
conditions are both occurring with neither allowing the other to dominate. Typically,
these two-directional flows occur in the central portions of the bay where effects of
freshwater and tides are less prominent. In the upper portions, the bay is susceptible to
ebb flow because of the dominating freshwater discharges while in the lower bay near
Perdido Pass, flood flow occurs more commonly because the tides are entering and
pushing more salt water into the bay.
2.3 Perdido Pass Perdido Pass is the inlet between the Gulf of Mexico and the bay, while Perdido
Key is a sandy barrier island running east to west along the Gulf. The northern beach is
adjacent to the Big Lagoon with the southern beach facing the Gulf of Mexico (Figure
2.3).
7
Figure 2.3 Location of Perdido Key and Perdido Pass (Google Earth, 2010)
The entrance to Perdido Bay, Perdido Pass, is the western boundary of the island with Pensacola Pass bordering the east end (Work and Dean, 1991,Unknown, 2010).
Perdido Key and Pass both impact the tidal hydraulics of the bay by limiting the tidal inflows and influencing the sedimentation through erosion and long-shore transport.
Once through the inlet, the bay is divided into two channels; one, allowing water to travel north further into the bay and the other allowing water to head east into Bayou St. John along the Gulf Intracoastal Waterway. The entrance of the pass is protected by a jetty on the west side and a combination weir and jetty on the east. The main channel of Perdido
Pass is routinely dredged for boating traffic that is almost constant throughout the day.
The importance of Perdido Pass is that it is able to influence the sediment and material transport, the salinity regime, and the overall health of the bay. 8
2.4 Sediment Sediments found in Perdido Bay range from course grained sands to fine silts and
clays. In the lower bay, near Perdido Pass, clayey silts and sands are most common while
in the middle bay where there is less freshwater inflow, the sediment is mostly clayey silt.
In the upper portion of the bay where there is a strong freshwater influence, the sediment
is composed of sands, silts, and clays. A large volume of this sand comes from the
discharging rivers and creeks within the Perdido Watershed (Niedoroda, 2010). The
finest particles settle in the deepest and central locations of the bay leaving thick deposits
of clayey silt sediments on the bed. The coarser grained sands are often deposited near
the shorelines in shallow water. Since these soils are unconsolidated, they are more easily
eroded and can cause sedimentation problems within the rivers and in Perdido Bay
(Paulic, 2006). These easily eroded sands tend to settle out first upon discharging into the
bay and are common near the confluence of a tributary and the bay due of the sudden drop in velocity at the expansion. Sandy soils are too heavy to be transported to the center
of the bay, leaving those areas to be filled with silts and clays. The presence of sand in
the lower bay region can be attributed to Perdido Key and Perdido Pass. These areas,
consisting of almost entirely sand, are prone to erosion leading to deposits of sand
directly offshore. Perdido Key often has significant erosion on the seaward side due to
breaking waves and tides. A large portion of the eroded material is not lost to sea, but rather deposited along and across the island due to longshore sediment transport. The sedimentation processes working in Perdido Bay leave areas deprived of sand from extensive erosion but also create growing dunes from the deposited material (Work et al,
1991).
9
The occurrence of two-directional flow, a characteristic of coastal water bodies, complicates sediment transport, but the law of sediment continuity still holds true.
Continuity of sediment states that the sediment inflow minus the sediment outflow equals the time rate of change of sediment volume in a reach (Garcia, 2007). Sediment continuity incorporates the sources and sinks within the control volume of the bay.
Sources of sediment can include longshore transport into the bay, erosion and runoff from surrounding beaches and marshes, sediment transport from river discharge and the tides.
Sinks or removals of sediment are caused by longshore transport out of the bay, accumulation of sediment along beaches, and dredging in channels. All of these actions influence the overall sediment transport through the bay as well as the sediment continuity (Rosati, 2005).
Ebb and flood conditions create different forms of sediment transport throughout
Perdido Bay. Littoral transport, the transport of beach material along a shoreline by wave action, is a source of sediment supply to the bay along with sediments being discharged from inflowing rivers. During flood conditions, sediments are transported and deposited into the bay while during ebb conditions, sediments are remobilized and transported out of the estuary or redeposited along beaches (Garcia, 2007). Perdido Bay experiences longshore or littoral transport due to sediments being constantly eroded and deposited throughout the bay. A study of beach-nourishment evolution by Work et al. (1995) studied the sediment transport along Perdido Key. They concluded that longshore gradients of longshore sediment transport, cross-shore transport, and other processes would lead to significant changes in the waterline position over time (Work et al, 1995).
10
Sediment transport throughout Perdido Bay varies with the form of transport, tides,
freshwater, salinity circulation and the velocities of the incoming and outgoing water.
2.5 Tides Tides are observed as the rise and fall of the sea surface and in their simplest form are considered a shallow water wave traveling around the earth. Relative motions of the earth-moon-sun system are the driving force of tides. However, to fully understand tides, one must consider other factors that can influence tides including landmasses, and the rotation and motions of water masses (Ippen, 1966).
Every tide has a period, which is the time needed to complete a cycle. Tides can be diurnal, having one high and one low tide with a period of 24.84 hours, semi-diurnal, having 2 high and 2 low tides with a period of 12.42 hours, or mixed, in which there is usually a high high tide, high low tide, low low tide, and a low high tide with a 24.84 hour period. Perdido Bay experiences a diurnal tide with a period of 24.84 hours.
Along with varying over time, tides vary in size or range. The range is considered the difference between high and low tide elevations. The Gulf of Mexico is characterized by small tide ranges compared to other coastal locations in the United States. On average,
Perdido Bay sees a tidal range of 0.25 m (NOAA, Blue Angels Park, 2011). Perdido Pass, however, has tidal ranges slightly higher at 0.26 m (NOAA, Alabama Point, 2011). Tides are important to estuaries because they can be a driver of sediment distribution, wetland and marsh growth, and bay salinity (Sharp, 2007).
11
Using the linear wave theory as expressed in Equations 2.1, 2.2, 2.3, and 2.4, a basic analysis of the bay was completed to better understand the tides in Perdido Bay.
(2-1)
(2-2)
(2-3)
(2-4)
Where:
L = wave length g = gravitational force h = water depth
T = tidal period
C = wave celerity;
Umax = maximum wave velocity a = tide amplitude
σ = wave frequency
Linear wave analysis was completed to better understand the basic tidal concepts of Perdido Bay. The two tide stations as previously mentioned were Alabama Point located at Perdido Pass and Blue Angels Park located near the midpoint of Perdido Bay.
12
The amplitude was calculated as half the tide range and found to be 0.131 m at Alabama
Point and 0.127 m at Blue Angels Park. Values of water depth were estimated using a nautical chart to be 2.13 m at Alabama Point and 2.44 m at Blue Angels Park. Results from the linear wave theory equations can be found in Table (2.1).
Table 2.1 Linear Wave Analysis
Alabama Point (Perdido Pass)
Amplitude (m) 0.131
Water Depth (m) 1.994
Wave Length, L (m) 395100
Celerity, C (m/s) 4.417
Max Velocity(m/s) 0.289
Frequency, σ 0.253
Period (hrs) 24.84
Blue Angels Park (Perdido Bay)
Amplitude (m) 0.111
Water Depth (m) 7.896
Wave Length, L (m) 1453078
Celerity, C (m/s) 15.946
Max Velocity (m/s) 0.518
Frequency, σ 0.253
Period (hrs) 24.84
13
The celerity and maximum horizontal velocity are the most important results from
this analysis. Celerity, or wave speed, increases as it moves through the bay, which is to
be expected. The horizontal velocity decreases further into the bay and is significantly
smaller than the wave speed Coastal tides are affected by factors such as refraction,
diffraction, convergence, reflection, and friction. All of these can amplify or dissipate
tides while moving through a bay. Refraction can occur anywhere throughout an
embayment and cause the tide height to increase by focusing the tidal wave energy into a
smaller area or decrease by spreading it. Diffraction changes the tide ray direction and is
commonly found when passing by landmasses such as islands. Convergence occurs as
tides begin to move into shallow water and the tide height is increased. Perdido Bay does not see strong amplification of the waves and more commonly experiences decreased amplitudes from Perdido Pass to middle portion of the bay. This can be attributed to friction decreasing the height of the tide waves. During periods of high precipitation and high freshwater inflow, the direction of flow in portions of the bay can change dramatically and alter the tides as they are entering the bay. This is another aspect of the two-directional flow that is found frequently throughout Perdido Bay.
2.6 Bay Salinity Salinity plays a vital role in the health and physical processes of a bay. Every coastal system has a unique salinity and flow regime that influences circulation, sedimentation, tides, and bay ecology. To understand the hydrodynamics of an estuary, the bay’s salinity classification must first be determined. Using stratification and salinity distribution as the primary criteria, the classification can be determined. Pritchard (1955) and Cameron (1963) developed criteria for classifying an estuary based upon the salinity 14
regime. Estuaries are classified as being highly stratified, partially mixed, and well
mixed. These classifications are based upon the normal salinity regime of an estuary. In some cases, the regime may shift with increased or decreased freshwater flow.
Perdido Bay is characterized by the occurrence of stratified flow, as shown in
Figure (2.4). Stratified systems are referred to as a salt wedge in which the outgoing
lighter freshwater flows above a denser incoming salt-water layer. While the saltwater
advances along the bottom until it can no longer overcome the freshwater flow forces.
Niedoroda (2010) and Bricker (1997) both acknowledge the presence of stratified flow
throughout the bay. Specifically, Niedoroda (2010) describes the bay as having strong
stratification near the mouth of Perdido River and having near constant stratification
through the rest of the bay. Stratified systems have very little mixing, which impacts the
hydrodynamics of the system by allowing for less turbulence to pick up sediments from
the bed and move them. The stratified salinity regime also sheds light on the flow
dominance; the surface water flow will be ebb dominant (moving towards the mouth),
while the bottom layer will be flood dominant (moving inland). This specific flow
dominance is seen in Perdido Bay, and is most noticeable near the mouth of the Perdido
River. At the mouth, the freshwater moves very quickly near the surface while the bottom
layer is almost dormant (Niedoroda, 2010). The inability of the salt wedge to continue
upstream indicates that it has become arrested, or dormant in movement. Until there are
significant changes in the hydrology such as a prolonged drought or continuous rainfall,
the salt wedge will remain in that location only moving slightly with the rise and fall of
the tides.
15
Figure 2.4 Schematic of Salt Wedge Estuary (Pritchard, 1955)
Even with high stratification, there is some mixing that occurs along the interface of the salt wedge. This small amount of mixing can only lead to a change in the salinity regime if there is a significant change in the hydrology of the estuary. IN a stationary salt wedge there are localized velocity points where the water directly below the wedge interface moves in the general direction of the freshwater, while the water near the bottom moves upstream. The salt wedge that occurs in Perdido Bay experiences some mixing along the interface that causes the velocities along any section of the saline wedge to cancel out to zero. Even with the freshwater and saltwater velocities, the water along the interface will have a net velocity near zero due to the two-directional flow. A small amount of mixing occurs once the net velocity exceeds the critical mixing velocity and if enough mixing occurs, some sediments and particles can be picked up into the freshwater layer creating a slightly less stratified system (Ippen, 1966). Perdido Bay experiences 16
high stratification near freshwater discharges but less pronounced stratification in the
middle and lower potions of the bay.
2.7 Environmental Concerns Small estuaries, such as Perdido Bay, are prone to large-scale effects due to small-
scale changes in water, atmosphere, etc. Because of the relatively small size, Perdido Bay
is easily driven by precipitation and wind (Kirschenfeld et al, 2006). Water quality is an
important part of any water body since changes affect vegetation and animal species
residing in the bay. Perdido Bay is home to a diverse community of species including
many that are endangered. For example, three species of sea grass that are found in the
bay are highly sensitive to changes in water quality. These grasses provide habitats for
animals including shrimp, crabs, and trout. Migratory birds also rely on these wetland
areas for places of rest and feeding during migrations. Sea turtles can be found along the
sandy beaches and dolphins are often seen swimming in the bay (Livingston, 2010). With
numerous species of wildlife, the health of the Perdido Bay watershed is a growing
concern with scientists and researchers. Residential expansion, industrial discharge, and
lack of regulations have continued to decrease the overall health of the bay.
The addition of nutrients in an estuary can cause algal blooms decreasing the light
penetration in water decreasing the temperature of the water and altering the stratification
and mixing as the top layer is cooled enough so that the water begins to sink and mixes with the bottom layer. The excess nutrients also aid the growth of aquatic vegetation,
which reduces erosion from the estuary bed surface. This excess has the ability to alter the sedimentation processes in the bay as well as the sediment continuity. Environmental stressors are categorized as either point or non-point source pollutants. Point sources are 17
easily identifiable sources of pollution such as industrial discharge, while non-point
sources are not easily identifiable and often come from multiple locations such as runoff.
Knowing which category a certain type of stressor belongs to helps to manage the
problems and improve the water quality of the estuary.
Point sources of pollution are easily identified and often come from one major
source. The most common form of point source pollution is industrial discharge that can
be traced to its source directly. One such point source is the discharge from paper mill
into Eleven Mile Creek which discharges into the northern portion of the bay. Macauley
(1995) stated that during a water quality study of Perdido Bay, the mill was found to be a
contributing factor of the high amounts of pollutants found in the upper bay. Paper mills discharge organic acids, sulfides, sulfates, lignin, and other constituents which can lower
the dissolved oxygen and increase the nutrient load and turbidity (Macauley et al. 1995).
Other point sources of pollution come from waste water facilities and landfills in the
watershed. These facilities have limited discharge permits, but historically discharge
more than allotted and contribute to the degrading water quality of the Perdido Bay
watershed (Paulic, 2006).
Much of the pollution in Perdido Bay cannot be directly located making it non-
point sources of pollution. Non-point sources are typically caused when rainfall generates
storm water runoff that flows over the land picking up nutrients, pesticides, herbicides
and other forms of pollution. Most of this pollution originates from agricultural and
residential runoff as well as the recreational activities of boating and fishing. Agriculture
and logging contribute to the high nutrient levels through the bay. Agricultural runoff is
18
most common in the northern portion of the bay and watershed with residential runoff being the primary source directly surrounding Perdido Bay (Paulic, 2006, Kirschenfeld).
Over the years, Perdido Bay and Key have seen significant residential growth and
urban and coastal development has had a strong impact on species biodiversity and can
often lead to degraded wetland areas. Fishing demand has increased which has lead to
more boat traffic, oil pollution, wake damage, and the introduction of non-indigenous
species. The growing camping and marina industry has also added to the nutrient
discharge. The residential and tourism growth has led to more impervious surfaces that
amplify storm water runoff and increased nutrient enrichment, increased turbidity,
decreased water quality and decreased light penetration. The addition of nutrients and
low dissolved oxygen, impact the watershed greatly. Additional nutrients have increased
turbidity and lowered the light penetration that has killed off many key species of sea
grass (Kirschenfeld et al, 2006). This has become a problem in many locations
throughout the bay where species depend on these habitats for survival.
2.8 Conclusions Perdido Bay is home to numerous plant and wildlife that depend on a healthy
ecosystem. Located on the Alabama-Florida Gulf Coast, the bay is driven by precipitation
and freshwater flows coming from the Perdido River and other small tributaries. When a
salt wedge exists, it moves with the ebb and flood of the tides and moves far upstream in
times of low freshwater flows and droughts. Sediment transport through the bay is driven
by low tidal circulation. Sand deposits are found along the edges of the bay and
transported back and forth along Perdido Key through Perdido Pass. Clay and silt
deposits occur throughout the bay and build up in the central portions with low velocity. 19
Overall, the processes of Perdido Bay are mainly driven by precipitation and the presence or lack of freshwater inflows, determine the sediment transport, salinity regime, and the impact of pollution.
20
CHAPTER III
PHYSICAL PROCESSES
3.1 Overview This chapter will discuss the various physical processes that an estuary undergoes.
Freshwater flows and the tidal and salinity regimes are all forcing factors of the
hydrodynamics of an estuary. Sedimentation processes include transport, the calculation
of the sediment budget, and movement of the turbidity maxima. The physical processes
of a bay are all intertwined with one another and all play an important role in workings of
an estuary.
3.2 Hydrodynamics Pritchard (1952) stated that “Estuaries may be divided into two large groups
depending upon the relationship between fresh-water inflow and evaporation.” This
statement makes clear the importance of hydrodynamics in a system and that by first
classifying an estuary by its hydrodynamics, a broad picture of the estuary’s processes can be assumed. Two categories have been used historically to classify an estuary by its freshwater inflows. First, a positive estuary, one in which there is a significant dilution of
salt water by land drainage, and the second being an inverse estuary, where the evaporation exceeds the land drainage and precipitation leaving an estuary with high
salinity estuary water and sea water. There is also a chance that a neutral estuary may
21
exist where neither the freshwater inflow nor the evaporation dominate. Classification in
terms of the geomorphological structure is also useful in defining the processes. Three
main classes of estuary can be defined by their geomorphological formation: coastal
plain, deep-basin type, and bar-built estuaries. Coastal plain, the most common type of estuary, are characterized by their shallow water body and dendritic shore line. Deep-
basin types are elongated estuaries with relatively deep basins and a shallow sill at the
mouth. Lastly, a bar-built estuary results from the development of an offshore bar on a
shore line of low relief and shallow water (Pritchard, 1952).
Strommel (1951) indicated that classification can be based on the predominant
physical causes of movement and water mixing the estuary. The main components of this
classification combine the geomorphic classification with the freshwater inflows, the tidal
regime, and the salinity regime which all have an influence on the sedimentation
processes that occur in a water body. In a coastal plain estuary, the most common force of
movement and mixing is the tide, which weakens river flow and in bar-built estuaries
movement and mixing depend on wind speeds and directions. Other water bodies depend
primarily on the freshwater inflows to effect mixing. While these are common causes of
mixing and movement within estuaries, there is no single source of mixing and is often
affected by a combination of tides, wind, and freshwater (Pritchard, 1952).
Understanding water movement and mixing is crucial to sedimentation studies
because it determines how sediment mixes, deposits, and erodes. Freshwater inflows of
Perdido Bay were previously discussed in Chapter 2 as was a brief discussion of the tides
and salinity of Perdido Bay. The next two sections will give a more in depth review of the
physical processes of the tidal and salinity regimes in estuaries.
22
3.2.1 Tidal Regime Tides represent the rise and fall of the sea surface and are considered to be shallow water waves traveling around the earth. Land masses, submarine topography, and
the rotation and motion of water masses are all factors that influence the tidal regime
(Ippen, 1966). The period, or time to complete a tidal cycle, can be characterized as being
diurnal, semi-diurnal, or mixed with each having a period of 24.82 hours, 12.42 hours,
and 24.84 hours, respectively. The size, or tidal range, can vary from less than 2 meters,
micro-tides, to greater than 4 meters, macro-tides (Ippen, 1966). Along with varying
ranges and periods, tides are unique in that they have a specific wave speed, length,
amplitude, frequency, and velocity, as discussed in Chapter 2.
Coastal tides are influenced by a number of factors including refraction,
diffraction, convergence, reflection, friction, and the coriolis; all effecting how tides
amplify or dissipate when moving through a bay or estuary. Normally, as tides enter a
bay they are amplified, however factors may increase the tide or not allow for
amplification to occur. Refraction can occur anywhere throughout an embayment and
causes the tide height to increase by focusing the tidal wave energy into a smaller area.
Diffraction changes the tide ray direction and occurs when passing by land masses such
as islands, while convergence occurs as tides begin to move into shallow water and the
tide height is increased (McAnally, 2011).
Due to the shape of Perdido Bay and the small frictional effects, tidal
amplification and friction only cause slight changes in the tide as it moves through the
bay. Perdido Bay’s tides are not significantly amplified as they move from the inlet of
Perdido Pass to the northern end of the bay, even though convergence occurs in the
23
northern region where there is a change of geometry. Instead of amplification, tides are
slightly dampened; this may be caused by the freshwater inflows, particularly during the
wet season, which can change the overall direction of flow in the bay.
The tidal inlet, Figure 3.1, is the narrow waterway that connects a bay or estuary
to a larger body of water and acts as an important forcing factor of the tidal regime. This
narrow inlet allows tides to flow into and out of the bay and is a major contributing factor
to the ecosystem since it controls the seawater fluxes. Most tidal inlets are formed
naturally but are widened and deepened for navigation and recreational purposes and
influence the salinity, water temperature, and the sediment and nutrient loading and
transport (Escoffier, 1977). The inlet and bay geometry, inlet sediment characteristics,
freshwater inflows, and ocean tide characteristics should all be considered when
assessing the hydraulics of an inlet. The rise and fall of the tide through the mouth and
the exchange of water through the inlet can lead to a large amount of sea water storage
during high tide and an equally large amount of drainage during low tide. The total
volume of water exchanged is referred to as the tidal prism. Narrow inlets such as
Perdido Pass limit the volume entering and exiting the bay and can dampen the tidal prism. Generally, the total volume of freshwater is smaller than that of the tidal prism but the freshwater still has an impact. The amount of water allowed to pass the inlet is very
dependent on the above mentioned factors and varies with their changes. The freshwater
to seawater ratio is an important characteristic of any bay and is useful in classifying its
driving forces.
24
Figure 3.1 Idealized inlet bay system (Douglass and Krolak, 2008)
The freshwater/saltwater ratio is useful in determining the amount of saltwater diffusion. Higher ratios indicate less diffusion and less mixing, leadin to a stratified system that often presents a very distinct salt wedge. A lower ratio indicates more diffusion and a well-mixed system with only small variations of salinity over the depth.
The variations in salinity that do exist are caused by weak internal density currents and affect the silting patterns in estuaries (Ippen, 1966). Understanding the tidal regime and its forces give way to a better understanding of the hydrodynamics of a bay as well as the sediment, contaminant, and salinity transport.
25
3.2.2 Salinity Regime An estuary’s salinity regime is an important characteristic to any coastal water body and is important to circulation, sediment transport, and water quality. The best way to describe and understand the salinity regime is to classify it based on the stratification and salinity distribution. Pritchard (1955) and Cameron and Pritchard (1963) developed a criteria for classifying an estuary as being a well-mixed, partially mixed, or highly stratified salinity regime. A well-mixed estuary, Figure 3.2 and 3.3 experiences a significant amount of freshwater inflow and also increased bottom friction which mixes the system. Vertically and laterally homogeneous salinity conditions with increasing salinity towards the inlet characterize a well-mixed system. A partially mixed system,
Figure 3.4 and 3.5 occurs when energy is dissipated by bottom friction and turbulence in the bay mixes salt water upward and freshwater downward with a net upward flow. The salinity in the surface water increases as the surface flow increases to maintain river flow plus the upward mixed saline water causing a longitudinal salinity gradient to form along the bottom. Lastly, a highly stratified system, Figure 3.6 is characterized by having a noticeable salt wedge in which outgoing lighter freshwater flows above the more dense incoming saltwater layer where the saltwater advances along the bottom until it can no longer overcome the freshwater flow forces (Tidal Hydraulics, Engineer Manual 1110-2-
1607, 1991).
26
Figure 3.2 Well-Mixed Estuary (Pritchard, 1955)
Figure 3.3 Well-mixed estuary cross section (Pritchard, 1955)
27
Figure 3.4 Partially Mixed Estuary (Pritchard, 1955)
Figure 3.5 Partially mixed estuary cross section (Pritchard, 1955)
28
Figure 3.6 Schematic of Salt Wedge Estuary (Pritchard, 1955)
A salt wedge is defined as a limited saline layer lying below the inflowing freshwater. At some point the inflowing freshwater overtakes the salt water and stops the salt wedge from moving further upstream becoming arrested. Even though the wedge is stationary, some flow occurs and local point velocities exist. These flows are minimal and create a slight mixing reaction along the interface of the salt and fresh water
(Keulegan, 1966).
The diffusion processes in stratified flow influence salinity intrusion, pollution
problems, shoaling, and sediment transport. Stratified flow involves the fluid motions of
the gravitational field, which are influenced by variations in density within the fluid,
while mixing and diffusion within an estuary result from tidal motion originating at the 29
mouth and propagating through the estuary. In general, salinity density gradients occur in
all three coordinate directions but because of the complexity of three-dimensional
systems, analysis of salinity intrusion, contaminant, and sediment transport are typically
completed in an assumed one-dimensional system. In the idealized 1D estuary, under the conditions of constant freshwater discharge with a constant tidal range, a steady state
salinity distribution exists. Once the tidal turbulence is great enough, the estuary becomes
mixed (Harleman, 1966). In the case of steady channel flow, it is assumed that at any moment, a fully developed shear flow exists and provides one of the mechanisms for mixing of salt and freshwater (Ippen, 1966).
The flow regime in estuaries is governed by four dynamic influences that determine the direction and magnitude of velocities at different elevations and at different distances from the mouth. Ippen (1966) defined them as being:
1. The effect of tide through salinity intrusion length as a function of the forcing tide at the estuary entrance.
2. The effect of gravity due to density variations between freshwater and saltwater.
3. Gravitational forces needed to produce a net seaward transport of freshwater
4. The Coriolis and centrifugal forces inducing transverse fluid motion due to rotation of the earth and curvature of the estuary, respectively.
In the seaward portions of an estuary where salinity intrusion is constant, the flow profile is divided into two distinct portions, the lower and upper zones. In the lower zone, the salinity levels are near equal to the levels in the ocean; oppositely, in the upper portion, the freshwater flows experience little interaction with the saltwater and the stratification forms a lower layer of water that is the salt wedge. When a weak tidal regime is present, a stable salt wedge exists with a well-defined interface. The density difference between the 30
two water layers suppresses turbulent mixing and interfacial waves not allowing the turbulence to overcome the density gradient resulting in a back and forth moving salt wedge when combined with the tidal action. Some estuaries display a completely stratified system only when conditions are favorable while other circumstances, such as during unusually high tides, the turbulent waves, low freshwater flows, and wind induced currents produce a more mixed condition (Ippen, 1966).
3.3 Sedimentation Estuarine sediments range in size from less than 0.002 mm to greater than 4 mm with the smaller grain sizes being more prominent, thus making them the primary contributor to shoaling and sedimentation problems. Clays and silts are the main components of the sediment bed and are found along the banks while sands and gravels are typically only found at the head of the estuary or at the ocean entrance and inlet. Fine grained sediments (clays and silts) contain both inorganic and organic materials and often contain key minerals such as Kaolinite, Illite, and Mica. The Wentworth Scale (Figure
3.7) defines fine grained sediments as being less than 63 μm, furthermore, the scale goes
on to define silts as being larger than 4 μm, clays being smaller than 4 μm, and further
divides each category into coarse, medium, fine, and very fine. Sediments can also be
classified by their tendency to bond together (cohesiveness). Cohesive sediments (clays and silts) are fine sediments that have the ability to bind together forming larger grains, while cohsionless sediments (sands) remain as individual grains during transport. In general, finer sediments are more cohesive with diameters greater than 40 μm essentially being cohesionless. Individually, these very fine sediments cannot settle, but once grains
31
have joined together, they form flocs and gain enough weight to settle and deposit on the bed (Ippen, 1966; McAnally, et al, 2002, Mead, et al, 2004).
Figure 3.7 Udden-Wentworth Grain-Size Scale (Wentworth, 1922)
32
A simple way to classify sediment transport is to divide it into bed load and
suspended load, with bed load consisting of grains tumbling along the bed but never
being fully mixed into the water column, and suspended load consisting of the grains in
constant suspension for long periods of time. Estuary sediments are transported in a
similar manner as river and stream sediments in terms of bed load and suspended load;
however, due to the time-dependent currents, no actual equilibrium can be sustained.
Noncohesive sediments are transported as individual grains in several ways. At low speeds, when the flow exerts forces on the bed that are lower than a specific critical value, no motion occurs; once the flow force becomes large enough to exceed the critical value, motion is initiated and the grains begin to slowly tumble across the bed. At high speeds, the grains begin to jump up into the water column creating a moving bed surface with some sediment grains remaining in the water column while others simply hop along for some distance before depositing (McAnally, et al, 2002). Because these sediments are larger grained and cohesionless, they tend to only be found throughout the sediment bed.
Bed sediments are often transported by the forces of waves and currents and are picked up by the turbulence in the water. The point at which the velocity of flow is large enough to pick up a sediment grain is called the threshold of movement or initiation of motion and varies with the type of sediment, the boundary shear stress, and the present conditions of the sediment bed. While cohesionless, large grained sediments are easily picked up from the bottom, fine silts and clays, which are held together by surface and electrochemical forces are more resistant to mixing and require more force to be picked up into the water column. The initiation of motion, occurs when the sum of forces on a sediment grain form an angle with the bed that exceeds the sediment’s angle of repose
33
and is expressed by using the Shield’s diagram (Figure 3.8) as a relationship between a dimensionless critical shear stress and a particle Reynolds number (Mead, et al, 2005;
McAnally, et al, 2002; Tomczak, 2000).
Figure 3.8 Shield’s Diagram
Sediment transport, mixing, and deposition are affected by many forcing factors and change with the varying conditions. The tidal regime may play the most important role in sediment transport by providing a constant, steady source of energy for sediments to move into, out of and throughout an estuary. The wave action of tides lift sediments from the sea bed and carry it through the tidal inlet; once it as passed, the sediment may
34
settle to form a flood tidal delta, Figure 3.9, due to the quickly decreasing water velocity.
Once fully in the estuary, bed load is transported through a combination of tidal and density-generated currents; while, suspended loads are transported by the transient states of turbulent diffusion and vertical settling of particles. Both bed and suspended load alternate with tidal motion allowing the net transport to be governed by the time averaged velocities within a tidal cycle. Because of this, most sediment does not return to their point of origin but simply moves back and forth with the tide (Ippen, 1966; Mead et al,
2005; Tomczak, 2000).
Figure 3.9 Typical tidal inlet with sediment transport (Schrader, et al, 2000)
35
River discharge also influences whether sediment remains as bed load or becomes mixed into the water column to become suspended load. High river runoff pushes turbidity downstream and the increased turbulence associated with it keep sediment in suspension for longer periods of time allowing sediments to travel throughout the estuary.
Under low flow conditions, sediment is mixed back into the turbidity region where it remains for a long period of time moving back and forth with the tide. When river flow is opposed by the tide and the tidal current takes over, there is short period of time between the rising and falling tides when velocities slow enough to allow sediments to settle until the currents increase and particles are once again lifted and mixed into the water column.
Ippen (1966) determined that the primary source of sediment deposition can be traced to upland discharge and is carried in the form of fine sediment transport into the estuary.
Once the water discharges and flushes sediment into the bay, the heavier grains settle with the decreasing velocity of water (Ippen, 1966, Tomczak, 2000).
Sediment transport rates in esturies are complicated to calculate, thus the process is simplified by assuming a steady-state condition even though unsteady flow with varying levels of turbulence is present. For cohesionless sediments, Ackers-White and van Rijn developed equations that can be used with an assumed quasi-steady state on physical grounds. Ackers-White total load equations and van Rijn bed load and suspended load equations are most commonly used to determine transport rates in estuaries (McAnally et al, 2002 ).
Cohesive or fine sediment transport is a much more complex process. While larger grained sediments travel individually, cohesive sediments bind together forming flocs, Figure 3.10. Flocculation is the physical process by which sediment particles in the
36
water column combine becoming heavy enough to settle. The bonding that occurs is a result of the total surface charge of the particles attracting each other. Flocculation occurs near the freshwater-saltwater interface where there are significant changes in the density, temperature, turbulence fluid shear, pH, and organic matter that encourage bonding and settling of fine sediments. Flocs are dependent on the turbulence in the water column and can be broken up at times of high flow and turbulence. During low flow conditions, flocs grow and at a certain point settle out of the water column onto the bed. The large sediment flocs give the bed added shear strength and higher resistance to erosion allowing for more sediment deposits, thus creating a shoal (Mead et al, 2005). Once they have deposited on the bottom, heavy flocs are rarely reintroduced into the water column thus making suspension the primary source of transport of fine grained sediments
(McAnally et al 2008).
37
Figure 3.10 Flocculation process (Webster, et al, 2003)
3.3.1 Sediment Budgets A sediment budget is an important component of any water body sedimentation study. Sediment budgets are a balance of the volume of sediment entering and exiting a section of, or an entire water body and can be constructed for short or long periods of time. In its simplest form, sediment budgets are an evaluation the sediment fluxes and the various sources and sinks of sediment.
Sources of sediment in an estuary include longshore sediment transport, erosion of beaches and surrounding land, freshwater discharge, and beach fill. Losses of sediment
38
include lonshore sediment transport out of the bay, beach deposition, dredging, and sea level rise. Tidal fluxes act as both a sink and source in that they carry sediment in with high tide and carry sediment out with low tide (Rosatti, 2005; ABPmer, 2008). Figure
3.11 depicts the forms of sediment sources and sinks of an estuary. Equation 3.1 (Rosatti,
2005) can be used to quantify the sources and sinks of a sediment budget
EQsource – EQsink – ΔV + P – R = Residual (3.1)
Where:
Qsource and Qsink are the sources and sinks to the control volume
ΔV = the net change in volume
P = amount of sediment placed into the control volume
R = amount of sediment removed from the control volume
Residual = the degree to which the budget is balanced
39
Figure 3.11 Sediment Budget (Roasati, 2005)
Determining values for the sources and sinks can be a difficult task and in many cases there is little data available for calculating a value for each of the sources and sinks.
Dredging records can be a useful data set; however, for a bay where little or no dredging is done, volume estimation is made more difficult and the data must be manipulated and estimated. Suspended sediment discharge values can be measured and historical values found for many USGS water stations; however, data is not always consistent and may only be for a short period of time. When data is scarce, an estimation of sediment volumes entering and exiting the bay must be done. Using comparative analysis of sediment budgets on similar bays, longshore transport rates and flux magnitudes can be estimated. To assist in the development a budget for Perdido Bay, a conceptual 40
qualitative model will first be developed. By graphically defining the sources and sinks of
Perdido Bay and assigning estimated percentages of the total budget to each flux, the
estimation of values and magnitudes can be compared and better completed.
The time frame is an important step for the sediment budget should also be
considered when gathering data and estimating values. For budgets stretching over a long
period of time, historical data and averages will be most useful, while for short periods of
time, historical data must compressed and less accurate estimations must be used. The
physical area or control volume of the area also dictates the data that is need and
collected. Larger areas allow for the possibility of more data to be collected and for a
greater chance that historical data can be found; however, small control volumes limit the
amount of available data. When studying a smaller water body, comparative analysis and
estimation techniques for similar water bodies are needed. The study of a complete
estuary and watershed gives a better chance of locating data or being able to utilize other
analysis.
The separate processes of suspended sediment and bed sediment should be
considered in developing a sediment budget. Suspended and bed sediment transports in different manners and has the ability to transfer from one state to the other with mixing.
A key component to this is whether the entering sediment deposits onto the bed or
remains in the water column. In many cases, assumptions must be made as to the
behavior of the sediments when modeling both suspended sediment and bed sediment
transport, erosion and deposition are often calculated as masses rather than volumes. If
data is a mix of volume changes and concentrations and mass changes, the data must be
converted to one convention. Converting the data requires an understanding of the
41
sediment properties and physical characteristics such as bulk, particle, and water density.
For a bay that has a strong tidal circulation, large amounts of sediment redistribution in
the system may occur but with no change to the net volume; but the significant amount of
sediment transferred between the bed and water column due to erosion and deposition
may alter the bulk density and should be considered (ABPmer, 2008).
Through the process of developing a budget, a line of transport should be
estimated for the control volume. This can be done by examining aerial photography,
observing movement in the field, examining sea floor mapping, or interpreting
engineering activities. By defining a pathway of beach erosion for example, one gains a
better perspective of the area contributing to that pathway and other pathways (Rosatti,
2005). The pathways of sediment transport act similar to a system of tributaries inflowing into a main river; smaller pathways meet and merge into a larger one contributing a significant amount to the control volume or system. The development of a pathway schematic helps to better conceptualize and understand a sediment budget.
3.3.2 Turbidity Maxima There is a location in an estuary that commonly lies along the salt wedge, between salinity concentrations of 0.5 to 3 parts per thousand (ppt) that is classified as a null zone,
Figure 3.12 ; at this location there is no net sediment transport and no residual velocity.
These null points are a product of the gravitational circulations found in estuaries and the
location of this zone varies with the inflowing and outgoing tides as well as the
freshwater flows, which make it highly dependent on the hydrodynamics of the estuary.
The null zone collects sediments creating high concentrations of sediment and turbidity
42
near the bottom resulting in an area of high turbidity that is referred to as the Estuarine
Turbidity Maximum (ETM). The ETM only forms when salinity is present but doesn’t form at any one singular salinity concentration, due to the changing gravitational circulation, salinity stratification, and bed storage. Gravitational circulation, which is driven by longitudinal salinity gradients, forcing some ETMs to be dependent on the pressure of a non-zero salinity gradient, and not a singular salinity stratification
(Schoellhamer, 2001). Bottom null points move up and downstream with the ebb and flood of the tides and freshwater discharges and in the presence of a salt wedge, a line exists that connects multiple null points along the saltwater-freshwater interface. With the constantly changing conditions, these multiple null points have the possibility to create multiple turbidity maximums (McAnally, 2011).
Figure 3.12 Conceptual model of entrapment and nullzones (Schoellhamer and Burau, 2007)
The initial sediment conditions that are needed to create a turbidity maximum are a uniform quantity of deposited mud, unconsolidated sediments, and sediments which are easily eroded (Brenon et al, 1999). There are strong correlations between the location of 43
the turbidity maximum and high loads of fluid mud along the estuary bottom. In the
presence of constant freshwater discharge, there is a tidal-mean residual freshwater flow
out the estuary that washes out a significant portion of the suspended and dissolved material that influences the turbidity maximum’s development (Burchard, et al, 1998).
While sediment characteristics and volumes affect the turbidity maximum, there are other factors that contribute to and affect the ETM. Bottom topography enhances salinity stratification and gravitational circulation thus affecting the ETM along sediment deposits near the bed surface. Spring and neap tidal cycles also play a role in the turbidity maximum’s location by shifting the ETM up and downstream with the varying magnitudes of the rising and falling tides (Schoellhamer, 2001). The freshwater-saltwater interface, which is associated with the presence of the ETM and the seasonal variations influence the location of and number of turbidity maximums along the interface (Uncles, et al, 1998). A secondary turbidity maximum (STM) is typically associated with the transition zone between well-mixed and stratified zones where multiple null zones may exist. Lin and Kuo (2003) determined that four main mechanisms initiate the formation of a second turbidity maximum. They concluded that they were: the resuspension of bottom sediments, convergence of bottom residual flow, the tidal asymmetry, and the inhibition of turbulence diffusion by stratified flow. They also found that there is a relationship between the flow conditions and the occurrence of the STM. Figure 3.13 illustrates the varying turbidity conditions commonly found in the three major mixing classifications.
44
Figure 3.13 Turbidity according to degree of mixing (Allen, 1997)
Resuspended bottom sediments act as an important source of the total suspended solids in both the ETM and the STM. At high flows, the freshwater pushes the null point towards the middle of the bay which results in high peaks of bottom TSS, while during low flow periods, the ETM and if present STM, move back upriver where a convergence of sediment fluxes due to tidal asymmetry combine with the small convergence of bottom residual flow. These conditions allow both forming and influencing the changing and moving conditions of high turbidity (Lin et al, 2003). 45
3.4 Conclusions The physical processes of an estuary are compilation of complex systems constantly interacting and reacting to changes in one another. Freshwater discharges into the bay may be the most independent of all the processes in the bay being only affected by precipitation, surrounding land use, and man-made structures. The tidal regime, salinity regime, and sedimentation processes are all affected by how much or how little water enters the estuary and are all interconnected. To properly asses an estuary, the processes must first be understood individual, so that their interactions can be studied and clear, accurate conclusions can be made.
Based on this review of the physical processes of an estuary, sediment transport is is influenced by many forcing factors and may be most strongly influenced by the freshwater flows and tidal fluxes that occur. While wind and salinity affect the mixing, their affect is relatively small on the total transport when compared to the forces of water discharge.
46
CHAPTER IV
DATA COLLECTION & FIELD OBSERVATIONS
4.1 Overview This chapter will detail the data collection processes and laboratory methods used in this research. It will also describe site conditions observed during data collection.
Samples were collected and processed in accordance to Mississippi State University
environmental laboratory standards (Appendix A).
4.2 Data Collection Data collection in Perdido Bay was performed July 7, 2011 through July 13, 2011.
This time frame was chosen to provide results for low flow conditions common during summer months. A basic data collection plan was developed to yield broad results with
samples that encompassed the entire bay area. The Perdido River was assumed to be the
main contributing tributary and would be the only outlet directly sampled. Other
tributaries were assumed to have less influence on the bay’s processes based on a review
of the literature and available records.
The main data collection consisted of sampling 6 transects beginning at the
Perdido River outlet and working down into the bay near Wolf Bay as shown in Figure
4.1 It was decided that transects would not go further south towards Perdido Pass due to significant boat traffic and the many opportunities for interference in sampling. Three or
47
four measurement points were selected at evenly spaced intervals along each transect beginning with the right bank looking upstream. The location points were named A, B, C,
and D; transects 1, 3, 4, and 6 had 3 location points while and longer transects 2 and 5 having 4 location points. Water samples for suspended sediments, bed sediment samples and water quality readings were taken at the measurement points along each transect and instantaneous velocity data were recorded while moving across the transects. A longitudinal profile was also completed and followed the path of the deepest channel beginning south of transect 6 heading upstream to the mouth of the Perdido River. Along this channel, 22 evenly spaced location points were measured. Only water quality readings were taken along the longitudinal profile in order to gain a better understanding of the turbidity maxima. Locations for the transects and location points were developed using National Oceanic and Atmospheric Administration (NOAA) Nautical Chart #
11378, Intracoastal-Waterway-Santa Rosa Sound – to – Dauphin Island, 2010.
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Figure 4.1 Perdido Bay Sampling Locations
Samples were taken July 8 through July 12, 2012, with weather being a factor
only on July 11, 2012, when thunderstorms and heavy rains kept the team from taking
velocity readings. Scattered rain showers occurred on July 8 and 9 but did not create
significant interference in the sampling. High winds did cause some interference and
interruptions throughout the trip by making conditions almost impossible for taking
velocity readings and would easily veer the boat off course when moving at the slow
speeds or when stopped for sampling.
4.2.2 Suspended sediments Suspended sediments were the first samples to be completed and were taken at three depths at each transect point. Water samples were taken using a Niskin type water
sampler, Figure 4.2. Between each sample, the sampler was rinsed at the bow of the boat 49
and samples were taken off the port bow. At every location point samples were taken at
0.25 and 1.0 meters below the surface. A third depth was a near bottom sample and depended on the depth of that location. The sampler was lowered to the desired length and a weight dropped to close the sampler filling it with water. Each sample was separated into two 500 mL bottles labeled with an ID number, date and time, and stored in coolers for the remainder of the trip. The varying depths were indicated by reference numbers and the depths were recorded. A water sample identification number example
(1-A-2) indicates transect 1, location point A, and depth point 2 (1.0 m below surface).
Water samples were kept in a cool location for the remainder of the trip. They were moved to a refrigerator once the team returned to campus. Sample times, depths, and coordinates were logged at time of sampling.
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Figure 4.2 Niskin type water sampler
4.2.3 Water quality constituents Using a YSI Multi-parameter Water Quality Sonde, Figure 4.3, instantaneous water quality constituents were measured off the port stern. Measurements were recorded for depth, dissolved oxygen concentration (DOC), salinity, total suspended solids (TSS), temperature, and pH. Calibration of pH and salinity were completed before departing for the trip while the calibration of the other constituents was completed each morning before sampling. Sea level elevation was estimated and barometric pressure was recorded for the calibration process. The sonde was lowered into the water and readings were averaged every 10 seconds. The sonde was very slowly lowered to the near bottom making sure not to disturb the bed sediments. Salinity, depth, TSS, and temperature were most important 51
to this research. Other constituents were recorded to contribute to the overall database of information on Perdido Bay. Data were recorded on an YSI 650 MDS.
Figure 4.3 Multi-paramter water quality sonde and data collector
4.2.4 Bed sediments Bed or bottom sediments were the last samples to be taken at each location point.
These samples were taken by lowering a small scoop dredge, Figure 4.4, to the bottom, recording the depth measured by the wench and verifying by the depth finder located at the rear of the boat. Samples were taken off the starboard bow. The impact of the dredge hitting the bed would force the dredge to close and scoop sediments. The dredge was lifted slowly so that fines would not be lost. At the surface a bucket was placed under the 52
dredge to capture any fines. The scoop was emptied into the bucket and the sample was separated into two one-gallon plastic bags, sealed, and stored in coolers for the remainder of the trip. Bags were labeled with their ID number, date and time. The samples were kept in a cool, air-conditioned room and immediately transferred to a refrigerator upon arriving to campus. Sample times, depths, and coordinates were logged at time of sampling.
Figure 4.4 Scoop dredge
4.2.5 Velocity and discharge Velocity readings were taken using a StreamPro Acoustic Doppler Current
Profiler (ADCP), Figure 4.5,and an HP Ipaq computer. The ADCP was initially designed for use in streams and rivers but was adapted to work in a turbulent tidal condition. To 53
attain the best possible results, the ADCP needed to move slowly across the bay ensuring that the boat velocity, wind, and waves had as little as possible interference in the readings. This proved to be a difficult task as the main concern was the boat’s movement and forward velocity affecting the ADCP results. Multiple methods were used to try and secure the ADCP while minimizing the effects of the boat. A structure to keep the ADCP steady in the waves but also minimize the boat effect was designed and built by the team on-site. This structure consisted of a PVC pipe frame attached to the front tie hooks, foam floatation as brace and floatation support, and rope for extra stabilization and as a connection between the top of the ADCP, frame, and the boat, Figure 4.6.
Figure 4.5 StreamPro ADCP
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Figure 4.6 ADCP boat frame
This structure was designed on site and after a few modifications, was an excellent stabilization device for the ADCP. After several test runs, the ADCP and Ipaq were set-up and ready to take readings. The ADCP was situated so that it faced and moved transverse to the general upstream (Perdido River) direction. The velocity meter was set so that the North velocity faced the upstream direction. Because the ADCP was sensitive to high winds and turbulent waters, velocity readings were only taken at transects 1, 3, 4 and 6. The extended length of transects 2 and 5 proved to be too wide to take accurate measurements. Winds and waves made the task of keeping the boat moving in a straight path across the bay very difficult. Velocity readings began at an estimated distance near shore on either the right or left side (facing upstream) and moved perpendicular to the direction of flow across the bay. The goal was to keep the front of the boat moving perpendicular while ensuring that the boat moved at a slow constant 55
speed across the bay. Readings stopped at an estimated distance near the opposite shore
and data was stored on the Ipaq for further use.
4.2.6 Longitudinal profile Only water quality readings were taken as a part of the longitudinal profile. The purpose of the profile was to prove the existence of and locate the turbidity maxima(s) in
Perdido Bay. The turbidity maxima, if present, would be found along the interface of the saline and fresh water, in the deepest channel, and would appear as a point of extremely high amounts of TSS. The same process of taking water quality readings during the transect sampling was used for the longitudinal profile and the same variables were measured for water quality. Measurements began at location points in the southern portion of the bay and moved upstream towards the Perdido River.
4.3 Field Observations During the field collection period, observations were made about the physical processes of the bay and the surrounding areas. A wildfire burning along the Alabama coastline of the bay was the first major observation of the trip. Before and during the data collection period, Perdido Bay was experiencing very dry conditions which are common during the summer months, possibly contributing to the spreading of the brush fire. The fire created a visibility hazard on July 8, 2011, but had burnt itself mostly out by the next day. Dry conditions were verified by checking the United States Geological Survey
(USGS) stations throughout the watershed for flow data and at a later time, precipitation data. Some small showers were present on the afternoons of July 9, 2011 but did not interfere with sampling and did not appear to cause a significant change in the data
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collected. A storm system moved through the area on July 11, 2011, that resulted in the
day being completely rained out. This is noted because velocity and discharge readings
were taken on July 12, 2011, and could have been impacted by the heavy rains the day
before.
The low freshwater flows that are typical during the summer months were also
noticed in the water quality readings. Relatively high salinity was noticed in the upper
portion of the bay and in particular near the outlet of the Perdido River. It is unusual to
have heightened salinity levels that far into the bay and in the top layers of water. Low
freshwater flows and little precipitation could have allowed tidal waters to intrude into
the rivers and may have pushed the turbidity maximum further upstream than we
anticipated. Another cause of the high salinity may have been the strong winds that were
observed throughout the entirety of the data collection period. Coastal winds were
persistent throughout the trip and since they are a driving force of the dynamics and
processes of the bay, they could have been steering the higher tides and waves than what
would normally be present. Winds could also be contributing factor to the flow direction
on the top layer of water in the bay. As the winds blew, it was noticed that waves would
push water in the bay and as the winds changed direction, the water was pushed to follow the wind. If this observation is correct it will be noticed in the velocity readings taken on
July 12, 2011. Average wind speed and wind gust data was recorded from the Pensacola
Airport as shown in Table 4.1.
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Table 4.1 Average wind speeds and gusts recorded at Pensacola Airport.
Date Wind Speed (mph) Wind Gust (mph)
7-Jul-11 4.38 7.25
8-Jul-11 3.91 6.27
9-Jul-11 3.80 7.57
10-Jul-11 3.75 7.28
11-Jul-11 5.41 8.49
12-Jul-11 5.95 8.28
On July 10, 2011, a fish kill was observed in the lower portion of the bay. The presence of fish kill can be an indicator of a larger water quality problem such as low dissolved oxygen or rising water temperatures. It could have also been caused by the discharge of some foreign substances. This observation was noted in the data collection log for further investigations. Since this project is a part of a larger and broader ecosystem recovery plan, the fish kill was of great importance.
Lastly, a portion of this project was meant to locate and record any remaining oil from the Deep Water Horizon oil spill of 2010. We were tasked to report any oil that was spotted along the shores or in the water column. An inspection of the Gulf Coast beaches at the Perdido Bay inlet was completed and no oil was located. This does not, however, indicate that no oil was present on the beaches. Oil may have been buried deep into the sand so that it was not visible. No oil was noticed in any water or sediment samples taken throughout bay. Much of the sediment appeared to be fatty clays, but no oil was observed.
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4.4 Laboratory Methods After returning to Starkville, all water and sediment samples were stored in a walk-in refrigerator. The samples were later removed, re-labeled, and organized for laboratory use. Water samples were used to measure the total suspended solids within each water sample and the water column at that location point. Sediment samples were used for particle-size analysis and organic matter testing. All laboratory methods were completed within the standards of Mississippi State University given in Appendix A.
Laboratory tests were completed under the supervision of Research Associate, Sandra
Ortega-Achury. The following sections will outline the laboratory methods and procedures used. Tests were completed during the months of August and September of
2011.
4.4.1 Total suspended solids The first analysis to be completed was the determination of the Total Suspended
Solids (TSS) content. TSS is the portion of total solids retained by a filter, the portion passing the filter is known as the Total Dissolved Solids (TDS). Each water sample was measured along with a blank that was run at the beginning and at the end of samples. This test is completed by filtering a well-mixed sample through a pre-weighed glass fiber filter. The filter and retained solid matter were dried, cooled in a desiccator, and weighed.
The increase in weight of the filter represented the total suspended solids. All data was recorded on TSS log sheets.
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● Filters were prepared by washing the disk over a vacuum three times with 20mL of deionized (DI) water.
● Filter was removed and dried on a pre-weighed aluminum weighing dish in an oven 103° to 105° C for 2 hours. After cooling in a desiccator, the filter was weighed. The drying and weighing procedure was repeated and the second weight compared to the first.
● Each filter was numbered to correspond to a sample ID.
● A numbered filter was placed over the vacuum for the filtration of each sample. A well-mixed 100mL sample was poured into the glass funnel for filtration, and the sample container washed with 10 mL of DI water three times to ensure no material remains.
● Once all water had passed the filter, the glass funnel was rinsed with DI water and the filter was removed. Placed on the aluminum dish, the filter was dried in an oven at 105 degrees C for a minimum of 2 hours, cooled and weighed. The drying and weighing procedure was repeated to compare first and second weights.
● If the weights differed by more than 4% or 0.5 mg, the filters were re-dried and re-weighed until the difference was less than 4% or 0.5 mg.
After all samples completed, the total suspended solid content was determined. It was calculated by using equation 4.1
TSS(mg/L) = (A-B)/C *1000000 (4.1)
Where:
A= Filter and Residue Weights (g)
B = Filter Weight (g)
C=Volume filtered (mL)
These methods were adapted from EPA Methods and guidance for analysis of water.
Method #160.2 “Residue, Non-filterable”. U.S. Environmental Protection Agency,
1999. 60
4.4.2 Grain-size distribution The second analysis to be completed was the grain-size distribution of the bottom- sediment samples that were collected. Particle size analysis (PSA) is the measurement of the size distribution of individual particles in a given sediment sample. Sediment particles can be a wide variety of sizes; for this study sizes from .001 mm to 2.00 mm were sampled. PSA was completed by removing organic material using a 6% hydrogen peroxide mixture and then separating the sandy material from the fines by using DI water and a #200 mesh sieve. Sand particles were dried and processed in a stack of sieves ranging in size. Fine particle distribution was completed using a dispersant agent in a hydrometer test. All data were recorded on grain-size distribution log sheets.
● A portion of sediment was taken from each sample and weighed for the PSA.
● The sample was mixed with 40 mL of water and 5 mL of the 6% hydrogen peroxide solution added for each gram of sample. The mixture was stirred thoroughly and covered for 10 minutes, then placed over a Bunsen burner and stirred until it appeared all organic material had been removed.
● Next, the solution was poured into a dispersing cup ensuring that all sediment had been removed from the beaker using DI water and mixed for 5 minutes with a mixer.
● The solution was poured onto a #200 size mesh to separate the sands and fines. Material retained was transferred onto a pre-weighed dish and oven-dried for at least 1 hour. The fine material that passed the sieve was poured into a beaker for further analysis.
● After drying, the sand samples were weighed and sieved in a stack of sieve numbers 16, 30, 40, 60, 140, and 200. The sieve stack was agitated in several directions until all passable material had a chance to fall through to the pan.
● For samples that contained fine sediments, a wet sieve method was used. Material was washed through the sieve to ensure all fines had passed. Retained material from each sieve was poured onto corresponding pre-weighed dishes and dried at 105 degrees C for at least 1-hour before being weighed. 61
● Material that passed the #200 sieve was added to the fines mixture.
● 1mL of a dispersing agent (1000 mL of DI water, 35.70 gr of Sodium Hexametaphosphate and 7.94 gr of Sodium Carbonate) was added for each 100 mL of volume of sample. After adding the dispersing agent, the mixture was poured into a dispersing cup and mixed for 5 minutes using a mixer.
● The sample was then transferred to a 1000 mL cylinder ensuring all sediments were washed from the cup. DI water was added as needed to bring the total volume to 1000 mL.
● The analysis began by stirring the sample with a hand stirrer for 1 minute and placing the hydrometer into the cylinder for readings. Hydrometer readings and water temperature readings were taken numerous times over a period of 48 hours. Readings were also taken in a blank sample containing dispersing agent and DI water only.
● After completion, the samples were poured into pre-weighed beakers and dried until all water had evaporated. The samples were then weighed for analysis.
After all samples had been processed, a grain size distribution curve was developed. These sampling methods were developed from Vanoni, V. A. 1975, and the
U.S. Geological Survey Laboratory Theory and Methods for Sediment Analysis, 2008.
4.4.3 Organic matter content The amount of organic matter was determined by burning off the material.
Sediment from each sample was air-dried for at least 24 hours and large pieces of sediment were placed into pre-weighed porcelain dishes and weighed. Samples were placed into a 440° C oven for 2 hours. Once the samples had cooled, they were weighed for organic matter calculations.
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4.5 Conclusions Data was collected and processed using the quality control standards of
Mississippi State University. Samples were collected in Perdido Bay over the course of 5
days in July 2011. Bed sediment samples, water samples, water quality readings, and
velocity measurements were taken at multiple location points along 6 transects across
Perdido Bay. The bed sediment samples were processed in the laboratory for particle size
analysis and organic content. Water samples were processed for total suspended solids in the water column. Instantaneous dissolved oxygen, salinity, pH, temperature, turbidity,
and depth readings were taken using a multi-parameter sonde. Velocity measurements
were taken across transects using a Streampro ADCP. These readings and measurements
were filtered and analyzed after returning from the data collection trip. Based upon the
initial observations, it can be concluded that during times of extended low freshwater
flows and high temperatures, the salinity regime extends far into the bay and into Perdido
River. It can also be concluded that tidal winds impact the processes and hydrodynamics
of the bay system. All results and analysis from the data collection can be found in
Chapter 6, Results.
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CHAPTER V
EFDC MODEL
5.1 Overview The Environmental Fluid Dynamics Code (EFDC) is a hydrodynamic surface water modeling system that can be used for one, two, and three dimensional modeling.
EFDC has hydrodynamic, sediment-contaminant, and eutrophication components that
have been applied to water bodies including rivers, lakes, reservoirs, wetlands, estuaries,
and coastal ocean regions. This chapter will discuss EFDC in detail including its
background, the model configuration, sedimentation studies, and the model setup of the
Perdido Bay sediment transport model.
5.2 EFDC Background EFDC is a general purpose model that can simulate aquatic systems in one, two,
or three dimensions. Developed by Hamrick (1992), EFDC uses sigma vertical
coordinates and Cartesian, orthogonal horizontal coordinates to represent the physical
characteristics of a waterbody. The model is also able to solve three-dimensional,
vertically hydrostatic, free surface, turbulent averaged equations of motion for a variable-
density fluid such as sea water. Transport equations for turbulent kinetic energy, turbulent
length scale, salinity and temperature are also solved (US EPA, 2012). Many aspects of
the computational scheme are similar to the Blumberg-Mellor model (Blumberg &
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Mellor, 1987) and the USACE Chesapeake Bay Model (Johnson, et al, 1993) while it
also simultaneously solves an arbitrary number of Eulerian transport-transformation
equations for dissolved or suspended materials (EFDC Users Manual, 2002). Being able
to simulate the hydrodynamics and constituent transport in geometrically and
dynamically complex systems such as stratified estuaries, rivers, and coastal areas makes it a very useful tool for sedimentation studies in a water body such as Perdido Bay.The
model has four modules including: (1) a hydrodynamic model, (2) a water quality model,
(3) a sediment transport model, and (4) a toxics model. When coupled together, the need
for complex interfacing and multiple models is eliminated. EFDC is accepted by the
United States Environmental Protection Agency and has been extensively tested in over
100 modeling studies. Currently, EFDC is being used by numerous universities, research
organizations, government agencies, and consulting firms (US EPA, 2012).
5.2.1 Model Configuration
The main component of the EFDC is the FORTRAN 77 source code efdc.for and two files: efdc.com, which contains common block declarations and arrayed variable dimensions, and efdc.par, which contains a parameter statement specifying the dimensions of arrayed variables. The source code for efdc.for and the file, efdc.com, are universal for all model applications. The parameter file, efdc.par, is configured for a particular application or use to minimize memory requirements while running the model
(EFDC Users Manual, 2002). A list of input files used by EFDC may be found in
Appendix B.
Comprised of four major modules, EFDC is unique in that it internally links the modules into a single source code framework. The model includes a preprocessor system 65
which generates a Cartesian grid (Mobley and Stewart, 1980; Ryskin and Leal, 1983),
and interpolates bathymetry and initial salinity and temperature input fields from the
observed data (EFDC Users Manual, 2002).The following sections will briefy detail each
module.
5.2.1.1 Hydrodynamics The hydrodynamics of EFDC are based on the Blumberg-Mellow model
(Blumberg and Mellor, 1987) and solves the hydrstatic, free-surface, Reynolds-averaged
Navier-Stokes equations with turbulence closure. While the model is fully three- dimensional, it has the option of running in 2D and 1D if needed. The hydrodynamics component, as depicted in Figure 5.1, includes the 3D shallow water transport equations and solves the dynamically-coupled transport equations for turbulent kinetic energy, turbulent length scale, salinity and temperature transport (US EPA, 2011; Ji, 2007; James, et al, 2010). The vertically hydrostatic, free-surface, turbulent averaged equations of motions for varaible-density fluid are also solved. Additional capabilities include incorporating and modeling hydraulic control structures such as weirs, a 1D channel
option using HEC type cross-section data, and modeling wave-induced currents and
incorporating a wave boundary layer (Bayou, et al, 2002).
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Hydrodynamics
Dynamics Near Field Dye Temperature Salinity Drifter (E, u, v, w, mixing) Plume
Figure 5.1 EFDC Hydrodynamics Schematic (Hamrick, 2005)
5.2.1.2 Water Quality Using the water quality module, EFDC is able to model 22 state variables in the water column and is coupled with a 27-state variable sediment digenesis model. The water quality module is directly coupled with the hydrodynamics module and is based on the CE-QUAL-IC (Chesapeake Bay Water Quality Model) kinetics. The sediment digenesis model is roughly based on a model by DiToro and Fitzpatrick (1993). EFDC incorporates many groups of algae, dissolved oxygen, phosphorus, silica, organic carbon, and chemical oxygen demand. Organic carbon and nutrients are represented as dissolved and particulate labile and refractory forms. The sediment digenesis model simulates the digenesis and the fluxes of inorganic substances and sediment oxygen demand back into the water column. The combination of the sediment digenesis and water quality models improves EFDC’s capabilities to predict water quality parameters and allows it to more accurately simulate long term models (Ji, 2007; Bayou, et al, 2002). A schematic of the water quality module can be found in Figure 5. 2.
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Hydrodynamic Dy Model namics Water Quality
Organic COD Sediment Algae Phosphorus Nitrogen Silica DO FCB Carbon TAM Diagenesis
Greens Predicted Flux Diatoms Specified Flux Other Figure 5.2 EFDC Water Quality Schematic (Hamrick, 2005)
5.2.1.3 Sediment Transport The sediment transport module of EFDC is able to model multiple size classes of
cohesive and non-cohesive sediment transport and models the transport by separating
cohesive and non-cohesive boundary conditions and bed formulations. The transport of suspended sediment includes bed deposition and resuspension. The model is combined with a spectral wave model for wave induced resuspension if needed. Water column transport is based on the high-order advection diffusion scheme used for salinity and temperature and using a variety of empiricisms, EFDC computes erosion into suspended load. Cohesive sediments may be modeled as depositing, settling, or eroding. A relationship between bed shear stress for cohesive sediments and the Shield’s parameter for non-cohesive sediments represent the exchange of particles between water column and bed sediments. A single layer or multiple layers may be used to represent the deposited bed material. Consolidation of the bed sediment is represented by a surface bed layer and multiple deep bed layers that respond to the accumulation or erosion of solids 68
from the bed. The elevation of the interface between the water column and sediment bed changes in accordance to the hydrodynamic continuity equation. While separating sediments into cohesive and non-cohesive categories simplifies the input and modeling process, it is not a truly accurate representation of the actual sedimentation processes due to the mixing of sediments (Ji, 2007; Bayou, et al, 2002; James, et al, 2010). A schematic of sediment transport model is shown in Figure 5.3.
Hydrodynamic Dynam Model ics Sediment Transport Model
Water Column Sediment Bed
Cohesive Noncohesive Cohesive Noncohesive
Figure 5.3 EFDC Sediment Transport Schematic (Hamrick, 2005)
5.2.1.4 Toxics In combination with both the sediment transport and hydrodynamics models, the toxics transport module simulates water column and bed heavy metals and toxic organic compounds. Contaminant concentration is modeled in the water column and the bed with dissolved and particulate fractions as determined by equilibrium partitioning. Deposition, surface water entrainment, resuspension, pore water entrainment, pore water expulsion, and diffusion between the surface water and pore water phases are all apart of the water
69
column and bed exchange of the dissolved and particulate contaminants. Only cohesive sediments are included as a part of toxic contaminant transport (Ji, 2007; Bayou, et al,
2002 ).
Further explanation of the processes and mechanisms of EFDC may be found in the User’s Manual for Environmental Fluid Dynamics Code: Hydro Version (EFDC-
Hydro) Release 1.0 (Tetra Tech, Inc, 2002).
5.3 Sedimentation Studies using EFDC
5.3.1 Apalachicola Bay A study by Liu and Huang, 2009, successfully calibrated and modeled the suspended sediment resuspension in Apalachicola Bay during the study period of June 1,
2005, - July 30, 2005. Using EFDC, they developed a 3D sediment transport model that could predict the wind-induced sediment transport and resuspension. Their model was calibrated with field observations of water levels and salinity. The 3D Princeton Ocean
Model (POM), was used separately to calibrate and provide information on the circulation in the bay, spatial and temporal variations of velocity, elevations, and salinity.
POM was used in conjunction with EFDC and both models are similar in respect to the hydrodynamics component. The EFDC hydrodynamic model was used to model circulation and salinity in response to wind, tides, and fresh water inputs. The sediment transport model solves the transport equation with sources and sinks terms to represent the sediment deposition and resuspension. TSS data taken at two stations in the bay were used to calibrate and validate the sediment model. The initial bed sediment conditions were assumed to be uniform and an initial concentration of cohesive sediment was assumed for both the bed and in the water column. Parameters such as settling velocity, 70
critical stress for erosion and deposition were selected based on previous sediment transport studies and adjusted throughout the calibration and verification process. Results from this study indicated that bottom sediment resuspensions were the major source of sediment inputs in the bay during storm or strong wind events. EFDC was successfully used and the model developed was validated and applied to predict wind-induced sediment transport and resuspension in Apalachicola Bay (Liu, et al, 2009).
5.3.2 Yangtze River A three-dimensional model for the lower Yangtze River Estuary, Hangzhou Bay, and surrounding sea was developed by Rui, et al, 2010, to study fine silt particle transport of dredged material that was placed at various locations throughout the study area. For the study, fine silt traces were introduced at varying tides and using a calibrated model, the movements and transport of these traces were simulated over a three day period with the purpose of studying the behavior of fine sediments that are placed into a river or estuary. The Langrangian particle tracking offered by EFDC gave the modelers an advantage in solving the advection-dispersion equation. The complexity of the geography made for a difficult setup of the model. Both the Yangtze River Estuary and Hangzhou
Bay have complex shorelines and are strongly influenced by runoff and tidal action.
EFDC’s orthogonal curvilinear grids allowed for the study area to be accurately depicted and modeled. The model was first validated with hydrological observed data from
September 20, 2002 through September 30. Tracers were included in the spring, intermediate, and neap tides with the calibrated EFDC model to simulate the transport tracks over three days. The modeled water level and currents were fairly consistent with the observed data. Using the calibrated model, the transportation tracks of the tracers 71
were simulated and the movement of the fine silt particles after being dumped into a
deepwater navigation channel could be studied and analyzed. This study developed a
model that was a very basic form of sediment transport and will be used as a foundation
for numeric simulation of dumped fine sediment particles in the future (Rui, et al, 2010).
5.4 Perdido Bay Model Setup A working Perdido Bay EFDC model was provided for this research by the
Florida Department of Environmental Protection (FLDEP) and has been modified and
updated by Mississippi State University. The original model was designed to simulate
hydrodynamics, salinity, temperature, and dye concentration. From this initial model, a
new model could be developed to incorporate sediments and a new time frame. Initial
data such as the horizontal grid, bed elevations, vegetation classes, bottom roughness, and
depth were used from the provided model. The specifications for this data can be found in
the cell.inp, cellt.inp, depth.inp, dxdy.inp, lxly.inp, and vege.inp input files. The primary input and execution file can be found Appendix B. Figure 5.4 shows the horizontal grid developed for Perdido Bay.
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Figure 5.4 Perdido Bay Cell Indices (FLDEP)
It was assumed that no major changes had been made to the geometry of the
Perdido Bay allowing for only a modification to the input boundary conditions and time series data. The Perdido Bay EFDC sediment model was designed to run from March 1,
2011, to July 31, 2011. The months of March through June were used as spin-up to ensure the most accurate hydrodynamics results possible. A spin-up period was needed due to the short time frame that was being simulated and a limited data set. Data was collected throughout the week of July 8 – 12, 2011 and only produced a small data set for verification of the model. Many of the input parameters and boundary conditions for the spin-up period were assumed values and will be detailed in this section.
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5.4.1 Efdc.inp The master input file, efdc.inp, contains 90 card images to determine the run control parameters, output control, and the physical information describing the model domain and external forcing functions. The data contained in efdc.inp acts as a template for setting up a simulation. Many of the parameters in this file were unchanged from the previous Perdido Model. Other values were changed as needed to update the simulation to this study’s specific situation and needs. The simulation was programmed to begin at day 0 (March 1, 2011) and run for 152 days at a time step of 10 seconds. For this study, three vertical layers were designated with weights of .25, .50, and .25. These weights were determined to represent the three depths at which samples were taken during the data collection period. For many of the input parameters, values remained constant through the layers.
The number, type and locations of the boundary conditions are also specified in this input file. EFDC requires that open boundary conditions for the four directional faces of the horizontal computational domain be specified for the water surface elevations or tides. For this study, 6 open boundaries were specified, one north, three south, one west and one east. Each boundary is represented by a time series of the water level which captures tidal movements. The number of input time series and boundary conditions locations for sediments, salinity, and temperature are also specified here. This study includes two time series of non-cohesive sediments, one salinity, and one temperature time series. The number of and locations of the eight discharge time series are also defined in this file.
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5.4.2 Aser.inp Atmospheric conditions are included in the aser.inp input file. Atmospheric forcing conditions contribute to the overall model affecting the hydrodynamics, salinity,
and tides. Atmospheric pressure (mbar), atmospheric temperature (°C), relative humidity,
rain rate, evaporation rate, solar short wave radiation, and percent cloud cover are all
included in this time series of forcing functions. Data for this input was collected through
various sources and at varying locations (Table 5.1). Limited data was manipulated and
values were assumed equal for spin-up periods when needed. The rain and evaporation
rates were assumed to be a constant zero for this study. While rain and evaporation play
an important role in the hydrodynamic processes and can influence estuary mixing; it was
not incorporated for the purposes of simplifying the model. Cloud cover was assumed to
be a constant 0.5 or 50% cover throughout the entire modeling time period. This data was compiled to form an hourly time series ranging from March 1, 2011, through July 31,
2011. Many assumptions were made by using climatic data that was made available for nearby locations.
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Table 5.1 Atmospheric Data Types, Sources, and Locations.
Measurement Measurement Time Data Type Data Source Location Frame
Station 8729840, Atmospheric Pressure NOAA March 2011 - July 2011 Pensacola
Station 8729840, Air Temperature NOAA March 2011 - July 2011 Pensacola
NOAA - National Monthly morning and Relative Humidity Climatic Data Pensacola afternoon averages based Center on 20+ years
Offshore Test Solar Short Wave NOAA - National Platform Station May 2011 - July 2011 Radiation Data Buoy Center 42040; 64 n.m. south of Dauphin Island
5.4.3 Pser.inp The pser.inp input file defines the water level boundary conditions at multiple locations in the bay. Tide level data was collected from NOAA at three tide stations. A
west boundary was created with data collected at Dauphin Island (NOAA Station
8735180) and an east boundary was created with data collected at Blue Angels Park
(NOAA Station 8729941). The north boundary was developed using water level data at the Barrineau Park Perdido River station (USGS Station 02376500). South boundary conditions were used from the original Perdido Bay model and assumed to represent the
current time frame. All data sets were collected beginning March 1, 2011 with tide levels referenced to the mean low-low water level (MLLW). Dauphin Island was selected as a
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boundary condition due to its proximity to the study while Blue Angels Park is located on
the eastern shore half-way into the bay, just south of the Highway 98 Bridge. The
northern boundary was assumed at the most northern portion of the model along the
Perdido River. The combination of these boundary conditions is used to control the water levels in the bay.
5.4.4 Qser.inp Input for water discharge into the bay is included in the qser.inp input file. This file defines the amount of water flowing into the bay from various locations surrounding
the bay. Dr. Jairo Nelvedir Diaz-Ramirez, of MSU, produced daily discharge data for the
years 2010 and 2011 using the Hydrological Simulation Program – FORTRAN (HSPF)
and the Rational Area Method along with input data from the following USGS stream
gauge stations (Table 5.2). Figure 5.5 details the watersheds for Perdido Bay and the
locations of each outlet into the bay.
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Table 5.2 USGS Stream Gauges used for hydrologic analysis
USGS Stream Gauge Number Stream Gauge Location
02376293 Brushy Creek near Bratt, FL
02376300 Brushy Creek near Walnut Hill, FL
02376500 Perdido River at Berrineau Park, FL
Church House Branch near Barrineau Park, 02376551 FL
02376700 Jacks Branch near Muscogee, FL
02376115 Elevenmile Creek near Pensacola, FL
02376140 Eightmile Creek near West Pensacola, FL
02376100 Bayou Marcus Creek near Pensacola, FL
02377500 Styx River near Loxley, AL
02377570 Styx River near Elsanor, AL
02377960 Blackwater River near Elsanor, AL
02378170 Wolf Creek below Foley, AL
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Figure 5.5 Perdido Bay Watersheds and Discharge Outlets
All discharge outlets were used in the model and a location point from the cell
indices was selected to represent the discharge location. RCH1 was developed by HSPF while the remaining discharges were calculated using the Rational Area Method. Data for
the West outlets could not be calculated for March 2011 and was assumed to be that of
April 2011 for the spin-up period. Average daily discharge values were determined and
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used as input data in units of cubic meters per second. It was assumed that the discharge was uniform across all three vertical layers.
5.4.5 Snser.inp The non-cohesive sediment boundary condition time series data is found in the snser.inp file. The data included in the time series is for non-cohesive suspended sediment of one or multiple size classes. For this study, two size classes of non-cohesive suspended sediment were used, a clay with a 1 µm median diameter and very fine sand with a median diameter of 70 µm, and no cohesive sediments. Because no grain-size analysis was completed on the TSS samples, the two size classes were assumed based on the filter pore size of 0.7 µm. Since data was only taken one day during data collection, the suspended sediment concentration was correlated to the corresponding discharge from that day at the location of the reading by developing five time series for five of the discharge locations. A ratio of suspended sediment concentration to discharge was calculated and this ratio was multiplied by each discharge time series to develop a complete time series of suspended sediment concentration (Equation 5.1).
∗ (5.1)
Where:
C = Depth-averaged sediment concentration at sample location
Q = Discharge corresponding to sample location at time of sampling
Cn = Depth-averaged sediment concentration at n time
Qn = Discharge at n time 80
Suspended sediment concentrations were used at each of the three depths for transects 1,
2, and 6. Table 5.3 shows the ratio process used to develop the non-cohesive suspended
sediment time series data. Discharges for time series 3, 4, and 5 were increased to 1 to
provide more realistic results that were slightly underestimated as opposed to
significantly overestimated. With the final ratio, a time series was created for each layer
at the five location points by multiplying the ratio and the corresponding daily discharge.
The assumption was made to only model non-cohesive sediments due to insufficient data on the suspended particle size and properties. While it is know that cohesive soils exist in
Perdido Bay and make up a significant portion of the sediment, suspended and bed load, the model was only set to simulate non-cohesives for simplification purposes.
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Table 5.3 Non-cohesive Suspended Sediment Time Series Development
Daily Daily Time Series Corresponding TSS (mg/L) at Ratio Transect Data Discharge Discharge Ratio Number Discharge .25m Used (cms) Used
Average of 1 Transect 1 - RCH1 4.54 14 14 0.324 0.324 A,B & C
Average of 2 Transect 2 - C East 1 5.74 2.4 2.4 2.398 2.398 & D
Average of 3 Transect 2 - A East 2 6.665 0.6 1* 10.8905 5.74* & B
Average of 4 Transect 6 - A West 1 7.75 0.2 1* 35.1346 7.75* & B
Average of 5 West 2 6.33 0.1 1* 43.032 6.33* Transect 6 - C
Daily Daily Time Series Corresponding TSS (mg/L) at Ratio Transect Data Discharge Discharge Ratio Number Discharge 1.0m Used (cms) Used
Average of 1 Transect 1 - RCH1 4.143 14 14 0.2957 0.2957 A,B & C
Average of 2 Transect 2 - C East 1 8.47 2.4 2.4 3.538 3.538 & D
Average of 3 Transect 2 - A East 2 6.69 0.6 1* 10.931 6.69* & B
Average of 4 Transect 6 - A West 1 8.585 0.2 1* 38.917 8.585* & B
Average of 5 West 2 7.87 0.1 1* 53.501 7.87* Transect 6 - C
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Table 5.5 (continued) TSS Time Daily Daily Transect Corresponding (mg/L) at Ratio Series Discharge Discharge Ratio Data Discharge near Used Number (cms) Used bottom
Average of 1 Transect 1 RCH1 27.253 14 14 1.945 1.945 - A,B & C
Average of 2 Transect 2 East 1 21.26 2.4 2.4 8.857 8.857 - C & D
Average of 3 Transect 2 East 2 172.66 0.6 1* 282.124 172.66* - A & B
Average of 4 Transect 6 West 1 36 0.2 1* 163.191 36.0* - A & B
Average of 5 Transect 6 West 2 64.5 0.1 1* 438.409 64.5* - C
* Values of discharge were increased to provide more realistic values
5.4.6 Sser.inp The boundary condition time series for salinity, sser.inp, was developed from data collected with the YSI multi-parameter sound during the data collection period. The five locations used for the pser.inp file were used as boundary conditions for salinity as well.
Data was used from transects 1, 2 and 6. In order to develop a time series, an average reading was taken over the depth and correlated to the corresponding discharge at that location. A ratio was calculated and multiplied by the discharge time series to develop a salinity time series. Table 5.4 shows the boundary condition number corresponding to collected data transect values and the values used at each boundary condition location.
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For time series 3, 4, and 5, the salinity:discharge ratio significantly overestimated values of salinity throughout the entire time series of March – July. More realistic values were estimated by increasing the corresponding discharge to 1.0 for time series 3 and to 0.5 for times series 4 and 5. Salinities for time series 3 were slightly underestimated while values for time series 4 and 5 were still overestimated; however all results were much more realistic and were comparative to values measured during the data collection.
Table 5.4 Salinity Time Series Development
Daily Daily Time Series Corresponding Average Ratio Transect Data Discharge Discharge Ratio Number Discharge Salinity (ppt) Used (cms) Used
Average of 1 Transect 1 - RCH1 9.12 14 14 0.6514 0.6514 A,B & C
Average of 2 Transect 2 - C East 1 9.02 2.4 2.4 3.7583 3.7583 & D
Average of 3 Transect 2 - A East 2 8.85 0.6 1* 14.75 8.85* & B
Average of 4 Transect 6 - A West 1 20.46 0.2 0.5* 102.3 40.929* & B
Average of 5 West 2 21.19 0.1 0.5* 211.9 42.378* Transect 6 - C
* Values of discharge were increased to provide more realistic values
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5.4.7 Tser.inp Water temperature is recorded in the tser.inp input file. The time series for water temperature was developed in a similar manner as the suspended sediments and salinity.
Average temperatures were determined for each time series location and a ratio was
developed for the average air temperature at that time. From this ratio, a time series was
developed from the hourly air temperature used in the atmospheric conditions. Table 5.5
shows the time series locations and the ratios used in determination of the data set. By
developing a ratio between the air and water temperatures, the predicted water
temperatures were more realistic and allowed for better results.
Table 5.5 Temperature Time Series Development
Average Daily Time Series Average Air Transect Data Ratio Number Temperature (°C) Temperature (°C)
Average of 1 Transect 1 - A,B & 31.301 30.2021 1.0364 C
Average of 2 31.282 30.5269 1.0247 Transect 2 - C & D
Average of 3 Transect 2 - A & 31.861 30.5269 1.0437 B
Average of 4 30.665 30.5269 1.0045 Transect 6 - A & B
Average of 5 30.885 30.5269 1.0117 Transect 6 - C
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5.4.8 Wser.inp Wind speed was included in the wser.inp file. Wind speed magnitude and
direction were collected from May 1, 2011, through July 31, 2011 from NOAA Tide
Station 8729840 at Pensacola, FL. Data from May and June was superimposed and
assumed to be that of March and April for the spin-up period.
5.4.9 Model specifications Many assumptions were made for the model setup to allow for realistic results.
Among those assumptions were initial conditions for the suspended sediment
concentration, salinity, and temperature. Sediment concentration for the clay was
assumed to be 20 mg/L and the sand at 5 mg/L, salinity at 20 ppt, temperature at 30°C.
Constant values for sediment concentration, salinity, and temperature were also assumed
for the inflows that did not have time series data sets assigned to them. These constants
were assumed for West 3, 4, and 5, which are located in Wolf Bay and are not a main
contributing factor of Perdido Bay (Table 5.6). Constant boundary conditions were also
assumed for the four pressure boundary conditions North, South, East, and West (Table
5.7). These constants were assumed for both a bottom and top layer at each pressure boundary.
Table 5.6 Constant boundary conditions for flows at West 3, 4, and 5
Constant boundary condition Salinity (ppt) 10 Temperature (°C) 20 Sediment 1 (mg/L) 20 Sediment 2 (mg/L) 2
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Table 5.7 Constant boundary conditions for pressure boundaries
Constant boundary condition North South East West Bottom 15 30 15 25 Salinity (ppt) Surface 5 25 5 15 Bottom 20 20 20 20 Temperature (°C) Surface 22 22 22 22 Bottom 20 20 20 20 Sediment 1 (mg/L) Surface 10 10 10 10 Bottom 2 2 2 2 Sediment 2 (mg/L) Surface 1 1 1 1
Sediment properties and transport conditions were assumed and selected based on
a literature review of EFDC sedimentation transport models and sediment transport.
Beginning two size classes of noncohesive sediment, general conditions were assumed
with the bed shear calculated as aggregate bed shear which is the standard for EFDC
models. In the case that both noncohesive and cohesive sediments are used, it is advised
to separate the bed stress based on the types of sediment. Sediment properties such as the settling velocity, critical shear stress and specific volume were calculated by EFDC based on each size class’s median diameter with the former two being calculated using the Van
Rijn method. Sediment 1, clay, was assumed to have a specific gravity of 2.78 and sediment 2, very fine sand, was assumed to have a specific gravity of 2.67. Initial water column concentrations were assumed to be 60 mg/L for sediment 1 and 6 mg/L for sediment 2. Lastly, the initial conditions of sediment conditions allowed for a spatially varying water column which provided more realistic results. Bed sediments and cohesive sediments were not included in this sedimentation study.
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5.5 Conclusions EFDC is capable of modeling three-dimensional sediment transport in a variety of
water bodies with varying conditions. Utilizing data collected from many locations,
interpolation, and comparative analysis has allowed for an EFDC model of Perdido Bay to be developed that will simulate velocities, water levels, salinity, water temperatures, and suspended sediment transport. Many assumptions were made for this model; however, with more data collection the model can be improved to be more conclusive in its results.
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CHAPTER VI
RESULTS
6.1 Overview This chapter will detail the results and data analysis from data collection, lab analysis, the EFDC Perdido Bay model, and the Perdido Bay sediment budget. Lab and data collection results were used in modeling Perdido Bay in EFDC as well as in the development of a sediment budget for the bay.
6.2 July 2011 Results Data was collected in Perdido Bay during the period of July 7 – July 12, 2011.
Bed sediment samples, water samples, water quality readings, and velocity readings were all taken during the study period. These samples were taken throughout the bay to ensure a representative sample was taken and the varying characteristics of the bay could be captured. Samples were taken at 3 or 4 location points at six cross sections. Cross sections began at the outlet of the Perdido River in the northern part of the bay and continued south near Wolf Bay. The following sections present results from the data collection period.
6.2.1 Bed Sediments Bed sediment samples were taken at all location points throughout the bay. Each sample was collected using a scoop dredge and separated into 2 bags for storage. Samples 89
were used to determine the grain-size distribution throughout the bay. Samples were also
tested for the percent organic matter content. The purpose of this sampling was to better
understand the types of sediments in the bay and to verify previous studies indicating the
size classifications of sediments throughout the bay. Knowing the locations of different
types of sediment such as clays or sands is vital in understanding the processes of
deposition and erosion. For example, sandy sediments require a stronger current to
resuspend but do not need a slow current to deposit. The size classification will be used
in modeling bed sediments using EFDC as well as developing the deposition portion of
the sediment budget.
Results from the grain size analysis will be presented by transect (Figure 6.1).
Each transect has 3 or 4 location points. These location points are labeled as A, B, C, and
D, with A being near shore on the right looking upstream. The locations points then move left across the bay ending at a near-shore location on the left side of the bay looking upstream. From these results, conclusions can be made about the movement of sediments in the bay.
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Figure 6.1 Transect particle size curves
As is expected, the sediments in Perdido Bay range from medium clays (.001 -
.002 mm) to coarse sands (.50 – 1.0 mm). On average, the largest grained sediments were found along the edges of the bay near the shorelines while the finer grained silts and clays were found in more central portions of the bay and correspond with a study by Niedoroda
(2010). Transect 1 (Figure 6.1a) is interesting in that the finest sediments are actually found near the southwestern Alabama shoreline. At the outlet of the Perdido River,
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sample 1-C-1 was taken near the bend of the outlet in an area where velocities had
slowed, allowing the finer silts and clays to settle to the bed. The right shoreline of
Transect 2 (Figure 6.1b) was also the location of finer sediments. Based on the geography
of the location, the sample point was not located near any freshwater inflows possible
allowing fine sediment to settle. Transects 3, 4, and 5 (Figures 6.1c, 6.1d, 6.1e,
respectively) have grain-size distributions that are typical for bays. The larger presence of
fine sediments throughout Transect 6 (Figure 6.1f) was not entirely expected but can
possibly be explained by an area with no strongly defined net flow allowing the fine
sediments to deposit.
From the grain-size distribution, the d50 values were determined for each
sampling point. The d50 value is the median grain size of a distribution and gives an
average representation of the type of sediments in a sample. While the d50 value is only
an average value, it can be used to give a general classification to a sample and is often
used for further classification. A d50 value of .004mm, at sample location 2B, is
considered coarse clay, indicating that 50% of the sediments in that sample are finer than
coarse clays and that the sample is comprised of primary silts and clays. Figure 6.2
displays the d50 values for each sample corresponding to the depth at which each sample
was taken. As expected, some of the finer sediments are found at deeper depths than
sandy sediments. A spatial description of the d50 values is found in Figure 6.3. These
distributions correspond to the study by Niederoda (2010) and indicate locations where
sandy sediments, silts, and clays are most commonly found. The sediment distribution
throughout and estuary or bay can be useful information for restoration projects and studying the overall health of an estuary.
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D50 and Depth Transect 1 Transect 2 Transect 3 Transect 4 Transect 5 Transect 6 4.50
4.00
3.50
3.00
2.50
2.00 Depth (m) Depth 1.50
1.00
0.50
0.00 1 0.1 0.01 0.001 Particle Size (mm) Figure 6.2 d50 and Depth
Figure 6.3 d50 Distributions
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6.2.2 Suspended Solids Determination of the suspended solids content was completed by analyzing water samples taken at depths of .25m, 1.0m and a varying near bottom depth. From the water
samples, the TSS was calculated and is presented in the following figures. Figures 6.4 –
6.9 display the calculated TSS for each sample taken during the July 2011 data collection.
Points are labeled as being near the right shore, left shore, or middle bay. The most
noticeable result from this analysis is that there is very little change in the TSS between
depths of .25 meters and 1.0 meters and at least one sample in each transect experiences
very little change throughout the entire water column. This may indicate that at those
locations there is little turbulent mixing to erode sediments from the bed into the water
column or that the system is well mixed with little horizontal stratification. These
locations of little TSS variance are not consistent throughout the bay and illustrate the ever changing conditions in Perdido Bay.
Sample locations with large variances in TSS indicate that there is turbulent mixing occurring near the bed but is not enough to distribute the sediment higher into the water column. Because TSS analysis measures the total solids contents, the locations of very high TSS verify the strong presence of the salinity regime throughout the bay. These results show that the conditions of Perdido Bay are never constant; leaving the bay in a state that is always reacting to the changing forces.
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Transect 1 0.25 m Deep 1.0 m Deep Near Bottom 70.00 60.00 50.00 40.00 Ne ar Shor e - Ne ar Shor e - Middle Bay 30.00 Right Bank Left Bank
TSS (mg/L) TSS 20.00 10.00 0.00
3 :07 0:12 1 9:50 11 9 11 9:14 11 9:21 11 9:28 11 9:36 11 9:4 1 11 9:57 10:04 1 10:19 0 0 0 0 0 011 /2011 7/8/20 7/8/2 7/8/2 7/8/2 7/8/2 7/8/20 7/8/20 7/8/2 7/8 7/8/2011 7/8/2 Date/Time
Figure 6.4 TSS Results-Transect 1
Transect 2 0.25 m Deep 1.0 m Deep Near Bottom
250.00
200.00 Ne ar Shor e - 150.00 Ne ar Shor e - Middle Bay Right Bank Left Bank 100.00 TSS (mg/L) TSS 50.00
0.00
9 8 2 :12 :40 :55 :0 :3 :5 3 3 4 4 4 1 1 13 14:24 1 1 1 1 1 1 1 1 11 1 1 1 0 /20 /20 /2011 /2011 20 20 /9 /9 9 /9/2 9 /9/ /9/ 7 7/9/2011 13:26 7 7/ 7 7/ 7 7 7/9/2011 15:07 Date/Time Figure 6.5 TSS Results – Transect 2
Transect 3
0.25 m Deep 1.0 m Deep Near Bottom
180.00 160.00 140.00 120.00 Ne ar Shor e - Ne ar Shor e - 100.00 Middle Bay Right Bank Left Bank 80.00 60.00
TSS (mg/L) TSS 40.00 20.00 0.00
1 8 6 3 7 4 2 :2 :2 :3 :4 :5 :0 :1 2 2 2 3 1 1 1 1 1 1 12 1 11 12 11 13 01 0 011 01 011 12:50 01 0 011 /2 /2 /2 /2 /2 /2 9 /9/2 9 /9 9 9 /9/2 9 7/ 7 7/ 7 7/ 7/ 7 7/ Date/Time Figure 6.6 TSS Results – Transect 3
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Transect 4 0.25 m Deep 1.0 m Deep Near Bottom
350.00 300.00
250.00 200.00 150.00 Ne ar Shor e - Ne ar Shor e - Right Bank Middle Bay Left Bank TSS (mg/L) TSS 100.00
50.00 0.00
3 8 9 3 4 0 0:40 0:55 1:02 1:16 1 1 1 1 11 11 11 11 /20 /20 /20 /20 /9 /9 /9 /9 7/9/2011 10: 7 7/9/2011 10: 7 7 7/9/2011 11: 7 Date/Time Figure 6.7 TSS Results – Transect 4
Transect 5 0.25 m Deep 1.0 m Deep Near Bottom 90.00 80.00 70.00 60.00 Ne ar Shor e - 50.00 Ne ar Shor e - Middle Bay Right Bank 40.00 Left Bank 30.00 TSS (mg/L) 20.00 10.00 0.00
0 7 4 1 8 6 3 0 7 4 2 9 :0 :0 :1 :2 :2 :3 :4 5 :5 :0 :1 :1 9 9 9 9 9 9 9 9: 9 0 0 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 1 1 1 2 2 2 2 2 2 2 2 2 0 0 0 / / / / / / / / / 2 2 2 /9 /9 /9 /9 /9 /9 /9 /9 /9 / / / 7 7 7 7 7 7 7 7 7 /9 /9 /9 7 7 7 Date/Time Figure 6.8 TSS Results – Transect 5
Transect 6
0.25 m Deep 1.0 m Deep Near Bottom 70.00 60.00
50.00
40.00 Ne ar Shor e - Ne ar Shor e - Middle Bay Left Bank
TSS (mg/L) TSS 30.00 Right Bank 20.00 10.00
0.00
40 02 31 7: 8: 8:
2011 7:55 2011 8:24 2011 8:45 9/ 9/ 9/ 7/9/2011 7/9/2011 7:48 7/ 7/9/2011 7/9/2011 8:09 7/9/2011 8:16 7/ 7/9/2011 7/9/2011 8:38 7/ Date/Time Figure 6.9 TSS Results – Transect 6
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Figures 6.10 through 6.12 present the TSS results in comparison to the tide level during the data collection period. Tide levels used in this comparison were predicted tides referenced to the Mean Low Low Water (MLLW) level at NOAA station, Blue Angels
Park, FL. This analysis was completed to make a correlation between the suspended solids and the tide levels; however no strong correlation could be determined. The diurnal tide does not appear to have a strong effect on the mixing and resuspension of sediments in the bay. The total suspended solids may in fact be more influenced by the freshwater inflows and by wind-induced mixing than the tidal regime, which is a significant part of the dynamics and driving forces of Perdido Bay
TRN 1 TRN 2 TRN 3 TRN 4 TRN 5 TRN 6 Tide Level
12.00 0.3
10.00 0.25
8.00 0.2
6.00 0.15
4.00 0.1 (m) TSS (mg/L) 2.00 0.05
0.00 0 Tide LevelReferenced to MLLW 00 48 : 2: 1 8:24 18 2 1 1 13:12 0 1 2 0 /2011 3:36 /2011 8:24 /8/ /2 /9 9 7 /8 /8/2011 /8/2011 7 7/ 7 7 7 7/9/2011 13:12
TSS at 0.25m Deep
Figure 6.10 TSS at .25m Deep and Tide Level
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TRN 1 TRN 2 TRN 3 TRN 4 TRN 5 TRN 6 Tide Level
20.00 0.3
0.25 15.00 0.2
10.00 0.15 (m) TSS (mg/L) 0.1 5.00 0.05
0.00 0
2 0 8 Tide Level Referenced to MLLW :0 :4 2 1 8:24 2 1 3:36 1 8:24 1 1 13:1 1 18 1 1 1 1 11 0 0 /2 /2 7/8/20 /8 /8 7/9/20 7/9/20 7/8/20 7 7 7/9/2011 13:12
TSS at 1.0 m Deep
Figure 6.11 TSS at 1.0m Deep and Tide Level
TRN 1 TRN 2 TRN 3 TRN 4 TRN 5 TRN 6 Tide Level
350.00 0.3
300.00 0.25 250.00 0.2 200.00 0.15 150.00
0.1 (m) TSS (mg/L) 100.00 50.00 0.05 0.00 0
4 8 2 4 : : ReferencedLevel MLLW to Tide 8 18:00 11 11 0 /2 7/8/20 /8 7/9/2011 3:36 7/9/2011 8:24 7/8/2011 13:12 7 7/8/2011 22 7/9/2011 13:12
TSS at Near Bottom
Figure 6.12 TSS at Near Bottom Depth and Tide Level
6.2.3 Water Quality This section will examine the results of water quality testing completed by taking instantaneous readings throughout the water column using a multi-parameter sonde. The results are presented as an average value throughout the water column at each sample point. Profiles were created for each transect and compared to show the transitions and changes from upstream at the Perdido River to downstream near Perdido Key. Water 98
quality constituents measured included: temperature (°F), salinity (ppt), depth (m), pH, turbidity (NTU), and dissolved oxygen (mg/L). The transect profiles for each of these constituents can be found in Figure 6.13.
Figure 6.13 Transect Profiles for a) Temperature, b) Salinity, c) Depth, d) pH, e) Turbidity, and f) Dissolved Oxygen
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Beginning with temperature (6.13a), the temperatures of each transect appear to be increasing slightly along each point moving from the Florida (right) shoreline to the
Alabama (left) shoreline. Localized pockets of warm or cool waters may shift through the bay along with the natural ebb and flood of the tides and freshwater inflows. The salinity profiles (6.13b) show a steady increase in the salinity (ppt) as transects move from upstream, at Perdido River, to the downstream end, near Perdido Key, which are typical of any estuary or bay. At the upstream end, the bay is more highly influenced by the freshwater inflows and the salinity is flushed out. It should be noted that in transect 2, there is a significant rise in the salinity at location point A near the right shoreline. This may be due to a pocket of high density salt water that was unable to be flushed by the freshwater flows.
Depth measurements were taken (6.13c) with the sonde for analysis, as well as for comparison with measurements taken with an on board depth-finder and to the NOAA
2010 nautical chart of Perdido Bay. The pH (6.13d) values were found to be inversely related to the salinity measured in the bay. In a comparison of the profiles, as salinity decreases, pH increases becoming more basic; oppositely, as salinity increases, the bay becomes more acidic with lower pH values, which is an expected correlation.
The turbidity profiles recorded (6.13e) show very strong shifts in the average turbidity of the water column at each sample location. Because there is no clear pattern to the fluxes in turbidity between each profile, no clear conclusion to why these changes occur can be made. Transects 1, 2, and 6 experience increases in turbidity in the middle portion of the bay, where mixing may potentially may be the influence, while in transects
3, 4, and 5 a strong decrease in the turbidity occurs signifying that fewer solids are being
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carried through the water column. Lastly, the dissolved oxygen (6.13f) was recorded for
the purposes of studying the overall health of the bay. Low levels of dissolved oxygen present a problem for the ecosystem and can result in fish kills and vegetation loss. These results will be used for future studies of the Perdido Bay habitat and as a part of a North
Gulf Coast rehabilitation initiative.
Figure 6.14 displays the results of the average salinity at each sample location compared to the tide levels recorded at that time. From this graph, a strong correlation between the tide levels and salinity can be seen with the salinity following along the trend of the lowering tide. While the tidal regime may not strongly impact the suspended sediments in the water column, it does strongly influence the salinity regime in the bay and is its driving force.
Salinity & Tide Level
TRN 1 TRN 2 TRN 3 TRN 4 TRN 5 TRN 6 Tide Level
25.00 0.3
20.00 0.25 0.2 15.00 0.15 10.00 0.1 MLLW (m) Salinity (ppt)
5.00 0.05 Tide Level Referenced to to Tide Referenced Level
0.00 0 7/8/2011 4:48 7 7 7 7 7 7 7/9/2011 14:24 7/9/2011 19:12 /8/2011 9:36 /8/ /8/ /9 /9 /9 2 20 /20 /20 /20 011 14: 11 19: 11 0 1 1 1 1 4 9 :00 :48 :36 2 1 4 2
Date/Time
Figure 6.14 Average Salinity and Tide Range
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To further analyze the suspended solids content in the water column, a comparision was made between the TSS results and the turbidity readings. To compare the values, the turbidity (NTU) must first be converted to mg/L by developing a regression curve and equation based on the correlation of the TSS (NTU) and the TSS
(mg/L). After plotting TSS vs. turbidity, a regression equation was determined based on a best first curve and used in converting NTU into mg/L. A second-order polynomial curve was fitted to the data and the following regression equation was developed. y = 1.9474x^2 - 7.6126x + 18.248 (6.1)
Where: y = y-intercept or TSS (mg/L) x = x-intercept or Turbidity (NTU)
The coefficient of determination, R2, was calculated to be 0.6045 (Figure 6.15) which is an acceptable value for the correlation of TSS and turbidity based on research by
McAnally, 2011, and Liu, et al, 2009. Using the regression equation, the YSI turbidity readings were converted from NTU to units of mg/L as seen in Table 6.1.
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350.00
300.00 y = 1.9474x2 ‐ 7.6126x + 18.248 2 250.00 R = 0.6045
200.00 (mg/L)
150.00 TSS
100.00
50.00
0.00 0.00 2.00 4.00 6.00 Turbidity (NTU) 8.00 10.00 12.00 14.00
TSS vs Turbidity (All Depths) Transects 1‐4
Figure 6.15 TSS and Turbidity Correlation
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Table 6.1 TSS and Turbidity Results
Water Samples YSI Readings
TSS (mg/L) Turbidity (NTU) Converted to mg/L Near Near Bottom Bottom Near Near Near Sample .25m 1.0 m Depth (m) .25m 1.0 m Depth (m) .25m 1.0 m Bottom Bottom Bottom
1-A 4.70 5.50 61.41 2.00 1.60 2.20 2.50 2.00 11.05 10.93 11.39
1-B 4.62 3.20 10.40 2.50 1.30 2.00 6.50 2.50 11.64 10.81 51.04
1-C 4.30 3.73 9.95 2.25 0.90 1.60 5.70 2.25 12.97 11.05 38.13
2-A 6.66 7.62 236.32 1.80 4.50 4.30 10.00 1.80 23.43 21.52 136.86
2-B 6.67 5.76 109.00 2.00 2.60 2.90 12.10 2.00 11.62 12.55 211.25
2-C 4.73 4.34 9.62 2.20 2.25 2.30 8.00 2.20 10.98 11.04 81.98
2-D 6.75 12.60 32.90 1.10 2.60 2.80 2.80 1.10 11.62 12.20 12.20
3-A 4.83 6.36 39.81 1.60 2.20 2.30 5.00 1.60 10.93 11.04 28.87
3-B 5.60 5.16 165.86 2.20 2.15 2.20 3.80 2.20 10.88 10.93 17.44
3-C 8.75 7.94 9.74 1.20 3.60 3.70 3.60 1.20 16.08 16.74 16.08
4-A 10.60 6.06 8.00 1.20 3.10 2.40 2.60 1.20 13.36 11.19 11.62
4-B 7.67 8.87 24.75 1.70 2.30 2.10 2.20 1.70 11.04 10.85 10.93
4-C 8.01 6.41 287.80 2.20 2.70 2.60 12.20 2.20 11.89 11.62 215.23
5-A 8.44 17.91 16.26 1.20 0.29 3.10 3.20 1.20 16.20 13.36 13.83
5-B 5.49 6.08 71.66 3.20 1.35 1.40 3.90 3.20 11.52 11.41 18.18
5-C 4.70 9.80 78.40 3.20 2.00 1.70 2.50 3.20 10.81 10.93 11.39
5-D 8.32 5.06 13.30 1.50 2.60 2.70 3.10 1.50 11.62 11.89 13.36
6-A 8.80 9.39 15.40 3.10 0.65 0.78 1.80 3.10 14.12 13.49 10.85
6-B 6.70 7.78 56.60 3.50 2.30 2.50 5.10 3.50 11.04 11.39 30.08
6-C 6.33 7.87 64.49 3.50 2.30 2.10 5.80 3.50 11.04 10.85 39.61
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A graphical comparison of the converted YSI readings and the measured TSS results can be found in Figures 6.16, 6.17, and 6.18.
1.0m Deep YSI TSS
25.00
20.00
15.00
10.00
Total Suspended Solids Suspended Total (mg/L) 5.00
0.00 1A 1B 1C 2A 2B 2C 2D 3A 3B 3C 4A 4B 4C 5A 5B 5C 5D 6A 6B 6C
Figure 6.16 TSS and Turbidity (mg/L) at .25m Deep
1.0m Deep YSI TSS
25.00
20.00
15.00
10.00
Total Suspended Solids Suspended Total (mg/L) 5.00
0.00 1A 1B 1C 2A 2B 2C 2S 3A 3B 3C 4A 4B 4C 5A 5B 5C 5D 6A 6B 6C
Figure 6.17 TSS and Turbidity (mg/L) at 1.0m Deep
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Near Bottom Depth YSI TSS
350.00
300.00
250.00
200.00
150.00
100.00 Total Suspended Solids (mg/L)Suspended Total 50.00
0.00 1A 1B 1C 2A 2B 2C 2S 3A 3B 3C 4A 4B 4C 5A 5B 5C 5D 6A 6B 6C
Figure 6.18 TSS and Turbidity (mg/L) at Near Bottom Depth
At .25m deep, Figure 6.16, the regression equation over predicts the turbidity once converted to a volume; however the two turbidity series increase and decrease in a similar pattern when moving across each transect as well as from transect 1 to further south at transect 6. This is an important relationship, showing that while the YSI readings were greater; they fluctuated in a similar manner as the water sample’s results. The comparison between results for 1.0m deep (Figure 6.17) indicates some areas of strong correlation such as at sample locations 2D and at 5C. At this depth, the YSI and TSS results are more inversely related, in that they increase and decrease at opposite times when moving from each transect. In all but two location points the YSI results are larger than the TSS measured from water samples. Lastly, at the near bottom depth (Figure
6.18) there is the closest correlation in results from the YSI and measured TSS. The results not only follow a similar pattern but many location points have strongly correlated and near exact results. This indicates that at near bottom depths, the YSI can more
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accurately measure turbidity when compared to total suspended solids directly measured
from water samples.
6.2.4 Velocity & Discharge Velocity readings were taken along transects 1, 3, 4 and 6 using an Acoustic
Doppler Current Profiler (ADCP) on July 12, 2012. The ADCP took instantaneous
readings in the water column as each transect was profiled. Transects were profiled
perpendicular to the flow with north velocity aligned as being towards the outlet of
Perdido River and east as the right shoreline. From the raw data, a depth averaged value
was calculated from the instantaneous readings to produce Figures 6.19 – 6.22. Average
east and north velocities, velocity magnitude, and velocity direction were computed and
plotted along with the average depth of the readings. Negative values indicate flow in the
opposite direction of aligned ADCP.
Historically, Perdido Bay is known to have multi-directional flow and was
confirmed by the quick changes from positive to negative velocities in both directions of
the readings. Velocity readings of the North, East, and Vertical directions give a full
three-dimensional view of the water movement throughout the bay. East Velocities,
Figure 6.19, indicate flow as moving across the bay. In all transects, and particularly in
Transects 1 and 6, the water is generally moving west, as indicated by the negative values. A portion of both transects 3 and 4 have a westward direction but not as a whole over the entire transect. Transect 4 has an overall eastward direction, while Transect 3 appears to have no definitive direction.
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Figure 6.19 East Velocities and Average Depth
The north velocity, Figure 6.20, indicates whether water is moving upstream or downstream, as directed by the alignment of the ADCP. For our research, north was selected as being upstream towards Perdido River, thus designating positive velocity readings as northward velocities, and negative readings as southward velocities. While it was expected to see negative values in Transect 6, it was surprising to see such a strong tidal influence on Transect 1. The southward velocities verify that dry and low flow conditions were present at the time of data collections and indicate the strong impact the freshwater flows have on the bay. The low flows allowed for the tidal waters to take control and push upstream. Transect 3 appeared to have no overall direction and experienced multi-directional flow across the entire transect, while transect 4 experienced
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an overall positive north velocity direction with localized points of multi-direction flow, as indicated by quick shifts to negative, south velocities
Figure 6.20 North Velocities and Average Depth
Figure 21, depicts the average velocity magnitude that was recorded along each
transect. Instantaneous velocity readings ranged from .05 m/s to .4 m/s. Transect 1
exhibited a gradual increase in velocity towards the middle of the transect where the
channel began to deepen before discharging into the bay. Transect 3 presented a decrease
in velocity when moving from east to west and while the average depth of this transect
remained almost constant, the velocities continued to decrease. This sudden drop in
velocity may be due to a lack of fresh water inflows on the westward shore directly above
this transect location. Transect 4 has a very steady velocity magnitude across the entire 109
transect, with the exception of a few localized points of magnitude increase which could have been caused by reading error, or by small current changes due to wind speed increases. Transect 6, the most southward transect, experienced a dramatically changing velocity magnitude profile. This location experienced very significant and quick changes in velocity even though the depth remained almost constant throughout the middle of the bay. The flow at this location appears to be highly susceptible to the changing conditions of the tidal regime and are influenced by the small tributaries north of the transect location.
Figure 6.21 East Velocities and Average Depth
Figure 6.22 represents the velocity magnitudes and their corresponding direction, both moving clockwise with respect to North, or 0 degrees. Directions greater than 180
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indicate a flow moving upstream. The direction of the velocity magnitude allows for a full understanding of the direction of the velocity vector for any instantaneous point along a transect. Results from all transects indicate velocities that are quickly changing direction and verify the presence of two-direction flow occurring throughout the bay.
These results also show that flow is never moving perfectly in one direction or the other.
As the tidal regime, winds, and freshwater inflows change, so do the velocities and their directions through the water column and bay. Directions are constantly being shifted by the dynamics of the bay.
Figure 6.22 Velocity Magnitude and Direction
From the velocity data recorded by the ADCP and measurements of ending and
beginning stations as recorded at time of data collection, the discharge at each transect
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could be calculated. Discharge (Equation 6.2) is the total volume of water flowing through any cross-section of water per unit time.
Q = VA (6.2)
Where:
Q = Discharge, Flow (m3/s)
V = Average flow velocity of cross-section (m/s)
A = Cross-sectional area (m2)
For determining the total flow through the cross section, a discharge was calculated for each instantaneous velocity measurement and a summation of discharges was calculated.
Velocity readings were taken at evenly spaced intervals and the total width of each transect was divided between each reading. Because depth varied with each point, the area could not be determined by averaging the depth over the cross-section. An individual discharge was calcuted using Equation 6.2 for each velocity cross section reading. Cross sections were assumed to be rectangular in shape for simplification of calculation. Once discharge was calculated for each velocity reading, the total discharge was determined by summing the discharges of each point. The average direction of the flow for the transect was computed to indicate a positive downstream discharge or a negative upstream discharge. Transect width was determined from start and ending locations of the ADCP runs, as marked by a GPS tracker. Results of discharge calculations can be found in Table
6.2.
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Table 6.2 Transect Total Discharge
Average Transect Total Direction Transect Width Discharge of (m) (m3/s) Transect
1 806.92 99.97 226.59
3 2437.64 298.07 200.10
4 2638.79 327.98 159.27
6 1969.73 364.17 211.72
These results indicate that discharge is generally upstream in the entire bay except for near Transect 4, which is located south of the Highway 98 Bridge. These results were compared to data processing using the WinRiver II software associated with the
StreamPro ADCP. Due to waves and wind, width determinations in WinRiver II were considerably over-calculated. Discharge values were calculated using the Power Law
method. A comparison of the discharge results and the relative error can be found in
Table 6. 3.
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Table 6.3 Comparison of Discharge Results
Raw Data Calculations WinRiver II Calculations Relative Error
Transect Total Average Total Transect Transect Flow Discharge Direction of Discharge Width Discharge Width (m) Width (m) Direction (m3/s) Transect (m3/s)
1 806.92 99.97 226.59 938.95 -141.36 239.79 0.14 1.71
3 2437.64 298.07 200.10 2648.35 -264.27 321.08 0.08 2.13
4 2638.79 327.98 159.27 2885.36 99.31 77.16 0.09 -2.30
6 1969.73 364.17 211.72 2348.62 -586.24 241.37 0.16 1.62
6.3 EFDC Model Results EFDC was used to model salinity, temperature, velocities, and suspended
sediments for March 1, 2011 through July 31, 2011. The model, with a 10 second time step, was able to accurately model these constituents and resulted in values that comparable to conditions that were seen during the data collection period of July 7-12,
2011. The results will be presented by constituent beginning with velocity
6.3.1 Velocity Figures 6.23 through 6.26 show the velocity and magnitude at hours 00, 10, 18, and 22 on July 12, 2011, the day in which velocity readings were taken with the ADCP in
Perdido Bay.
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Figure 6.23 Velocity magnitude and direction on 7/12/2011 at time 00 hrs.
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Figure 6.24 Velocity magnitude and direction on 7/12/2011 at time 14 hrs.
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Figure 6.25 Velocity magnitude and direction on 7/12/2011 at time 18 hrs.
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Figure 6.26 Velocity magnitude and direction on 7/12/2011 at time 22 hrs.
On this day, the velocities in the bay peaked around 1800 hours which at this
time, the tides were receding allowing for more freshwater to flow into the bay. The
freshwater also could have been magnified due to rainfall in the watershed the previous
day. While during data collection, the general direction of flow moved upstream, the
EFDC model predicted that on this day the flow is directed southward out of the bay with
most of the direction changes occurring in the middle portion of the bay. Directional
shifts do occur throughout the modeled time frame but do not occur daily and none follow a pattern of occurrence. These results do not fully capture the movement of water
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in the bay; however velocity magnitudes are comparable to the recorded velocities during
data collection. These results may also impact the direction of flow of sediment transport
but for the purposes of this sedimentation study, they are assumed to be acceptable and
will not be discounted.
6.3.2 Temperature Temperatures were modeled with no atmospheric linkage and the results of water temperature were slightly under predicted but not out of the range of reality. Water
temperatures during data collection ranged on average from 30 to 32 °C across the bay
and similar temperatures are found in the EFDC results with some localized instability as
seen in Figure 6.27. No data was collected in Wolf Bay, the area of green and temperatures here were based on assumed initial conditions and therefor resulted in significantly lower temperatures that are not adequate for the area. Some locations in the upper bay experienced much warmer temperatures than the rest of the bay and based on this model, could be attributed to low velocities allowing water to remain in that location heating up. The location of higher temperature in the middle of the north bay corresponds to the temperature spike that occurred at location point B of transect 1 on that same day.
It is my conclusion that the EFDC model realistically predicts water temperatures occurring in Perdido Bay for the modeled time period.
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Figure 6.27 Temperatures on 7/9/2011 at time 12 hrs.
6.3.3 Salinity Results from salinity will first be analyzed by looking at the bay as a whole and discussing the overall salinity transport throughout the bay (Figures 6.28 – 30).
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Figure 6.28 Salinity on 7/9/2011 at time 00 hrs.
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Figure 6.29 Salinity on 7/9/2011 at time 12 hrs.
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Figure 6.30 Salinity on 7/9/2011 at time 22 hrs.
The first, most noticeable detail of the salinity throughout the bay is the relatively low values of salinity. This can be attributed to the limited data collection set and no boundary condition time series in the lower bay. There is however a distinct line modeled where the salinity moves through the bay along the eastern edge. This indicates that the flow path directs salinity towards a deep channel along the middle and then further east towards the shoreline where salinity may be able to build up. There is also no clear definition of the salt wedge, indicating more mixing may be occurring until day
7/18/2011 after the data collection period, Figure 6.31.
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Figure 6.31 Salinity on 7/18/2011 at time 00 hrs.
In figure 6.31, there is a clear channel of sediment moving through the bay and
concentrating in the upper bay where a possible turbidity maximum may exist. This area
also indicates the possibility of a salt wedge. This spike in salinity may be caused by
boundary condition time series near this location. It should be noted that at the spike, the
salinity value modeled is 95 ppt, which is an unrealistic value and is considered to be
erroneous. To better detect a salt wedge, a longitudinal profile of the depth-averaged
salinity from Perdido Pass to the river is done for both 7/9/2011 and 7/18/2011, Figures
6.32 and 6.33.
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Figure 6.32 Longitudinal profile of depth-averaged salinity on 7/9/2011
Figure 6.33 Longitudinal profile of depth-averaged salinity on 7/18/2011
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While the order of magnitude is significantly different for both these profiles, there is a spike in salinity occurring near the mouth of the Perdido River into Perdido
Bay. The location of this salinity increase coincides with an increase in salinity that occurred at data collection point 1B during data collection. While the model may be over predicting the amount of salinity, it is correctly predicting the increase at that location.
This increase may be caused by the multi-directional flow that occurs in Perdido Bay and particularly at that location.
6.3.4 Suspended Sediment Transport Suspended sediment was modeled in two size classes: a .1 µm diameter clay and a 70 µm very fine sand and for the purposes of this analysis, only the clay sediment will be analyzed. It appears that at first, that during the data collection period, EFDC models an almost constant sediment concentration throughout the bay with an exception in the northeastern corner, Figure 6.34. However, once the range is tightened, the distinction in sediment concentrations and a noticeable line of sediment transport can be seen, Figures
6.35 – 6.37.
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Figure 6.34 Suspended sediment concentrations on 7/9/2011 at time 00 hrs. with wide scale
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Figure 6.35 Suspended sediment concentrations on 7/9/2011 at 00 hrs.
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Figure 6.36 Suspended sediment concentrations on 7/9/2011 at 08 hrs.
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Figure 6.37 Suspended sediment concentrations on 7/9/2011 at 18 hrs.
From the above figures, a line of low sediment concentration forms along the
middle of the bay where velocities being to decrease and sediments are allowed to settle out. This settling of sediment corresponds to the water samples taken on 7/9/2011 that have decreases in the TSS at depths of .25 m and 1.0 m below the surface. These locations should also experience an increase in deposition which coincides with the increase in TSS at the near bottom depth water samples. Moving further into the model at
7/18/2011, there is an increase in the suspended sediments in the water column across the bay, with a significant buildup of sediments in the middle of the bay and at the mouth of the Perdido River, Figure 6.38. 130
Figure 6.38 Suspended sediment concentrations on 7/18/2011 at time 08 hrs.
The locations of these increases of sediment in the water column are also the locations of high salinity at the same time and indicate significant mixing at that location.
A longitudinal profile following the same path as that of the salinity shows a sudden decrease in sediment at this location at the outlet of the Perdido River on 7/9/11 (Figure
6.39) which corresponds to the collected water sample data at that same location; however, on 7/18/11 there is a significant increase at this location indicating a possible turbidity maxima and a partially-mixed system, Figure 6.40.
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Figure 6.39 Longitudinal profile of sediment concentration on 7/9/2011
Figure 6.40 Longitudinal profile of sediment concentration on 7/18/2011
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These results seem appear to within an order of magnitude of the data collection
results and show that sediment transports throughout the bay, but significant changes in
sediment conditions do not occur over a relatively short period of time (i.e. hours) but
happen over the span of a day or multiple days before changing again. The results from
this EFDC study will be used in the determination of the sediment budget for Perdido
Bay.
6.4 Sediment Budget A sediment budget is a balance of the incoming and outgoing sediment fluxes
within a system. Sediment is introduced to a system in a variety of ways including river discharge, overland runoff, beach erosion, incoming tidal flux, and bed load erosion.
Oppositely, sediment is removed from a system by beach deposition, outgoing tidal flux, and removal dredging. A sediment budget of Perdido Bay was estimated using a two- tiered analysis based on historical data, comparative analysis, and results from a sediment transport model, EFDC.
The first step of developing a sediment budget was to qualitatively describe the sinks and sources of sediment into Perdido Bay. Figure 6.41 is a qualitative description of the sediment budget for Perdido Bay. This figure simply describes what sinks and sources will be included in the final calculations. In the Figure 6.41, sources of sediment into
Perdido Bay include beach erosion, river discharge and runoff, and bed load. Sediment is removed by disposition along shorelines and beaches and also by dredging. Tidal flux acts as both a source and a sink by adding sediment with the incoming high tide and removing sediment with outgoing low tide.
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Figure 6.41 Qualitative sediment budget for Perdido Bay.
The first tier of the quantitative portion of the sediment budget was a simple
summation of the suspended sediments measured during the data collection period in
July, 2011. The sediment discharge was estimated using Equation 6.3 from USACE
Engineering Manual 1110-2-4000 (USACE, 1989).
(6.3)
Where:
Qs = Sediment discharge (tons/day)
Q = Mean daily water discharge (cfs)
C = Mean daily sediment concentration (mg/l)
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The mean daily water discharge values, Q, used were a part of the watershed model provided by Dr. Jairo Diaz. Discharges for July 8 and 9 were used for each transects corresponding river discharge, RCH1, East 1, East 2, West 1, and West 2. Sediment concentrations, C, were averaged from the TSS samples that corresponded to the water discharge data. From these values, a first estimate of the daily sediment discharge was calculated. Values and results of the first estimate can be found in Table 6.4.
Table 6.4 First estimate of daily sediment discharge
Mean water Qs (Sediment Transect River Average Water Sample discharge (cfs) Discharge Samples Discharge Column (mg/l) (Inlet Discharges) (tons/day)
1 1 - A.B.C RCH1 11.98 494.65 16.00
2 2 - C,D East 1 62.01 84.50 14.15
3 2 - A.B East 2 11.83 21.60 0.69
4 6 - A,B West 1 17.45 7.80 0.37
5 6 - C West 2 26.23 5.20 0.37
From this data, the Qs and Q terms were plotted on a XY-log plot, Figure 6.29, a power curve added to the data and a power equation developed (Equation 6.4) with an R2 value of 0.8739 which is acceptable for first tier analysis.
135
y = 0.0625x0.9711 (6.4)
Where: y = y-intercept (Qs, tons/day) x = x-intercept (Q, cfs)
Using equation 6.4 and solving for C, the actual sediment concentration can be calculated as shown in Equation 6.5.
. . (6.5) .
Where:
C = calculated sediment concentration (mg/L)
Q = water discharge (cfs)
Using the cacluated C, the sediment discharge can be calculated using Equation 6.3 as shown in the results in Table 6.5.
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Table 6.5 1st tier analysis of sediment budget
Calculated Transect River Sample Calculated C Sediment Flux Samples Discharge (tons/day) 1 1 - A.B.C RCH1 19.35 25.84 2 2 - C,D East 1 20.36 4.65 3 2 - A.B East 2 21.18 1.24 4 6 - A,B West 1 21.81 0.46 5 6 - C West 2 22.07 0.31 SUM 32.49
The first tier analysis results in a sediment budget for one day and is based only
on suspended sediments discharging from the freshwater rivers. Based on these results,
32.49 tons/day of sediment are entering and transporting throughout Perdido Bay on the
date of data collection, July 9, 2012. It can be assumed that the result of 32.49 tons/day is
average amount sediment entering the bay on any given day.
The second and final tier of analysis was developing an expanded sediment
budget for a year and including the different sources and sinks of sediment into the bay.
The first step of determining the sediment from discharge was completed in a similar
manner as in the first tier by utilizing equation 6.3 to calculate the sediment discharge for
the 5 water discharges. The change here being that sediment concentration was based on the ratio used for development of the suspended sediment concentration time series for the EFDC model (Equation 5.1). Using 6.3 and determining the sediment discharge, the two discharges were plotted and a power curve added and the following regression equation established (Equation 6.6) with a R2 value of 0.8861 which is acceptable for this
analysis. 137
y = 0.4515*Q1.3256 (6.6)
Where: y = y-intercept (Qs, tons/day) x = x-intercept (Q, cfs)
Taking Equation 6.6 and solving for C, Equation 6.7, a more accurate sediment concentration and therefore sediment flux could be calculated.
. . (6.7) .
Where:
C = calculated sediment concentration (mg/L)
Q = water discharge (cfs)
Using these equations, the daily sediment discharge for a year was calculated and would now need to be summed for a yearly total of sediment discharge in tons/year. The yearly total was determined by using a trapezoidal integration for each inlet. The results of the integration and the yearly total of sediment discharge for each inlet can be found in Table
6.6. The spreadsheet used to calculate the suspended sediment discharge for the second tier analysis can be found in Appendix C.
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Table 6.6 2nd tier analysis of sediment discharge
Suspended Sediment IN (tons/year) RCH1 4095831 East1 116188 East2 30149 West1 10547 West2 6164
The next step of the sediment budget was to compute the contribution of bed load in Perdido Bay. For this analysis, bed load will be considered a percentage of the suspended sediment load. An assumption was made that for the main tributary, Perdido
River (RCH1), the bed load was assumed to be 20% of the suspended load while for the other four tributaries, only 15% was used. The bed load contributing to the sediment budget for the 5 discharges is found in Table 6.7.
Table 6.7 Bed load contributions to the sediment budget
Bed Load IN (tons/year) RCH1 819166 East1 17428 East2 4522 West1 1582 West2 925
It should be noted that these discharges do not fully represent the bay and that no major tributaries discharge on the east side of the bay except in the north region, as seen in figure 5.5. Therefore, the main contributing factor along the east side of the bay is strictly runoff from the surrounding areas which mostly woody wetlands and low intensity developments, Figure 6.42 (NLCD, 2006). Most of the land runoff between Perdido Bay
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and Pensacola Bay, runs to the east into Pensacola Bay and can be considered negligible.
Run off from the other surrounding areas of the bay is assumed to be included in the discharge calculations.
Figure 6.42 Perdido Bay watershed and land use
Littoral or longshore transport is estimated by Byrnes and Berlinghoff (2012) to be 240,000 cy annually moving from east to west along Perdido Key. While most of this sediment remains on the Gulf side of Perdido Key, some sediment does make its way around the jetties and enters Perdido Bay. An assumption was made that 20% (48,000 cy)
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of the littoral transport sediment enters Perdido Bay through Perdido Pass and will be included as a source of sediment in the sediment budget.
The next component of the sediment budget was estimating how much sediment is removed from the bay. Dredging is a main factor in the removal of sediment due to
Perdido Pass and sections of the bay being dredged annually for boat traffic. It is estimated that around 250,000 cy of sediment are dredged from Perdido Pass and roughly
50,000 cy of sediment are removed from inside the bay annually (USACE, 2009).
Deposition of sediments into the bed load and shoaling along beaches does occur throughout Perdido Bay and is included under the discharging effluent out of Perdido
Bay. The Perdido Bay EFDC model indicates a small portion of the incoming sediment settling across the bay with slightly more deposition occurring in the middle bay, where velocities slow. This small amount of settling may be due to there being no large structures allowing sediment to build and deposit. Deposition also occurs along the beaches as waves transport and leave behind heavy sediments. It is estimated that 3% of discharge is removed from the control volume by beach deposition and effluent out of the bay, with the removal in tons/day for each discharge as seen in Table 6.8.
Table 6.8 Effluent of sediments
Effluent OUT (tons/year) RCH1 122875 East1 3486 East2 904 West1 316 West2 185 141
Lastly, the tidal flux, which acts as both a source and a sink, was calculated for
the tidal inlet Perdido Pass. The sediment flux was determined using a method presented
by Sharp (2009) utilizing Jarrett’s relationship (1976) and regression equation for the
tidal prism and then computing the sediment flux in a similar method as presented for
sediment discharge from river runoff. Jarrett’s (1976) equation for all inlet is based off
data collected at inlets along all coasts in the United States and is divided into regions of
Atlantic Coast, Gulf coast, and Pacific coast. He further divided his work by classifying
the equations as being suitable for all inlets, unjettied and single-jettied inlets, and inlets
with two jetties. Perdido Bay has two jetties; however, no regression equation was
developed for that category in the Gulf coast region, thus the all inlets equations will be
used, Equation 6.8.
A = 5.02*10-4*TP0.84 (6.8)
Where:
A = area of the inlet, ft2
TP = tidal prism, cubic ft.
Rearranging Equation 6.7 to include the tidal variances of high tide and low tide results in
equation 6.9 and can be used to back calculate the tidal prism, Equation 6.10.
A = (6.9)
. (6.10) . ∗ .
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Where:
A = area at mean sea level
AHW = area of inlet at high water
AHW = Ht * B + A
ALW = area of inlet at low water
ALW = Lt * B + A
B = inlet cross width (assumed constant)
Ht = elevation above mean tide level at high tide
Lt = elevation below mean tide level at low tide
Using these equations the tidal prism determined to be 6.02*108 cubic feet. Once the flow
through the inlet was determined, the sediment flux could be calculated using a similar
method as above. A first estimate of the sediment flux per day for the week of data
collection was determined using discharges and sediment concentrations at Perdido Bay provided by the EFDC model, Table 6.9. Using equation 6.3 to calculated Qs, the
sediment discharges were plotted against the river discharges, a power curve added and
regression equation developed, Equation 6.11, with a R2 value of 0.9848.
y = 0.0128*x1.1217 (6.11)
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Where:
y = y-intercept (Qs, tons/day)
x = x-intercept (Q, cfs)
Solving for Qs, the sediment concentration could be re-calculated, Equation 6.12 for the
final calculation of sediment flux for a week.
. ∗ . (6.12) . ∗
Where:
C = sediment concentration
Q = river discharge, cfs
The sediment flux could then be determined using equation 6.13.
Qs = (TP+Q)*C – (TP)*K*C (6.13)
Where:
Qs = sediment flux, tons/day
TP = tidal prism, cft
C = sediment concentration, mg/l
K = empirical value based estimated using Komar’s (1988) equation
K = 1.4e(-2.5*D50) Where D50 was assumed to be .07mm
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Results for the tidal inlet flux can be found in table 6.9.
Table 6.9 Tidal influx determination
Calculated Time EFDC, Q EFDC, C Estimated Qs Calculated Qs (days) (cfs) (mg/L) (tons/day) C (mg/L) (tons/day) 125 9324 14.79 372 14.42 ‐1.52E+09 126 10300 14.65 407 14.60 1.50E+05 127 11512 14.48 450 14.79 1.70E+05 128 10386 14.39 403 14.61 1.52E+05 129 9261 14.33 358 14.41 1.33E+05 130 8439 14.34 327 14.25 1.20E+05 131 9248 14.32 357 14.41 1.33E+05 132 8433 14.26 325 14.24 1.20E+05 133 9615 14.29 371 14.47 1.39E+05 134 10358 14.42 403 14.61 1.51E+05 135 10062 14.55 395 14.55 1.46E+05 136 11249 14.54 442 14.75 1.66E+05 137 10725 14.63 424 14.67 1.57E+05 138 12372 15.46 516 14.92 1.85E+05 SUM (tons/2 weeks) ‐1.52E+09
The negeative value for sediment flux indicates that more sediments are entering
Perdido Bay through the inlet and remaining there than exiting through the pass. This will lead to further deposition in the bay and will be included as a source of sediment leading to more shoaling and deposition. It was assumed that the weekly amount of sediment flux could be summed to total a yearly sediment flux of 3.9E+10 tons/year. When evaluating this portion of the sediment budget, it should be stated that the tidal flux values are considerable over-estimated and may be overly conservative in developing a sediment budget.
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The final calculations of the sediment budget can be found in table 6.10.
Table 6.10 Annual sediment budget for Perdido Bay
IN Watershed Discharge (tons/year) RCH1 4095831 East1 116188 East2 30149 West1 10547 West2 6164 Bed Load (tons/year) RCH1 819166 East1 17428 East2 4522 West1 1582 West2 925 Littoral Drift (tons/year) Perdido Pass 48000 Tidal Flux (tons/year) Perdido Pass 3.90E+10 OUT Dredging (tons/year) Perdido Pass 250000 Perdido Bay 50000 Deposition (tons/year) RCH1 122875 East1 3486 East2 904 West1 316 West2 185 NET SEDIMENT (tons/yr) 4.E+10
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This sediment budget indicates that significant deposition and shoaling will occur
throughout Perdido Bay and will need to be maintained in areas of high boating traffic
such as Perdido Pass and along the Intracoastal Waterway. The net sediment total is very
conservative and over-estimates the amount of shoaling that may possibly occur. This
budget does allow for planners and researchers to understand that if a contaminent enters
the bay and bonds with sediment, that it will likely remain in the bay and will settle out
into the bed load. This can potentially lead to water quality problems and can be harmful to the habitat of organisms that rely on healthy sediments to live.
6.5 Conclusions The results from data collection represent a short amount of time and can only be used as a guide for further research. Using those results along with many assumptions based on literature review and past studies, an EFDC model was developed to model velocity, suspended sediment, salinity, and temperature throughout Perdido Bay. The model successfully simulated the physical processes of an estuary with some areas of instability. Based on the results from both data collection and the EFDC transport model, sediment transport in Perdido Bay is primarily affected by the freshwater discharges into to the bay as well as by the tides pushing salinity into the bay. While a salt wedge is often present throughout the bay, these results show that the system is more commonly a partially-mixed system with a turbidity maximum occurring near the mouth of the
Perdido River when conditions are ideal. The turbidity maximum possibly moves slightly further north and south with the ebb and flood conditions and at times, may dissolve all together. From these results, EFDC is capable of producing a sediment transport model
147
for Perdido Bay and with more detailed information could have more accurate and comprehensive results.
The annual sediment budget that was developed is a conservative estimate of the amount of sediment depositing in the bay. Many assumptions were made and sediment sources and sinks were based on historical figures and references. This budget should be used as a building block for future studies of sediment transport and with more input data, can be improved to better estimate the total sediment budget. Planners may also use this budget as a template for monitoring for dredging locations and volumes over time.
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CHAPTER VII
SUMMARY & CONCLUSIONS
The objective of this research was to identify the physical forcing factors and key
processes of sediment transport in Perdido Bay. As a part of this study, data were
collected from Perdido Bay in July 2011 and used in the development of a three-
dimensional sediment transport model using the Environmental Fluid Dynamics Code as
well as in the development of a conceptual quantitative sediment budget for the bay.
Through an extensive literature review and data analysis, it was determined that the sediment transport in Perdido Bay is highly variable and ultimately depends on the hydrodynamic conditions of the bay. The freshwater inflows dominate the physical processes of the bay including sediment transport, mixing, salinity intrusion, and tidal action. Only in the case of extreme weather (i.e. hurricanes) does the tidal flux have a
stronger impact on the sedimentation inside the bay. The tidal flux influences the
sedimentation in the lower bay and through Perdido Pass, but this is strictly due the direct
contact between the open ocean and Perdido Bay through the tidal inlet. Here the tidal
flux is limited allowing sediment to enter the bay and also acts as a barrier to not allow
significant transport out of the bay leading to sedimentation through Perdido Pass and
along the Intracoastal Waterway. In the middle and northern bay, sedimentation is driven
by the freshwater flows and wind currents that move the water along. The multi-
directional velocities and discharge allow for sediment to move back and forth with the 149
ebb and flood conditions and at times of transition, allow for sediment to settle and
deposit. Fine sands and silty clays are introduced to the system due to runoff and
discharge from the tributaries, most of it coming from Perdido River, the main tributary
to the bay. Once the rivers discharge, velocities are slowed and sands settle to the bed
around the outlets and shorelines while the silty sands, and clays eventually settle out in
the middle of the bay. Wave action also contributes to the separation and gradation of
sediments by washing out fines from the shallow areas and allowing them to move
further into the bay.
At the time of data collection, no clear turbidity maximum could be located. This
may have been caused by a system that was experiencing drought and allowed for the
salinity intrusion to move further upstream than the study area. However, using the
EFDC sediment transport model, an area at the mouth of the Perdido River was consistently a location of high salinity and suspended sediment in the water column indicating that a turbidity maximum exists here when the conditions are adequate for it to
develop. The turbidity maximum requires either a partially-mixed system or a strong salt
wedge with turbulent mixing between the layers to develop and this can be seen in the
longitudinal profiles of both salinity and suspended sediment concentration.
It was determined that EFDC is acceptable in develop a three-dimensional
sediment transport model for Perdido Bay. The model was able to simulate velocities and
discharges in the bay with acceptable agreement to the conditions that were recorded
during data collection and provides realistic results. The model was also able to
accurately simulate water temperature for time periods both before and after the data
collection period. Suspended sediment and salinity were modeled to within two degrees
150
and one degree of magnitude, respectively. While these results do not constitute a
complete validation, they do represent the overall behavior of sediment transport and
with further data research, the model could be improved to more comprehensively and
accurately simulate the sediment transport throughout Perdido Bay.
Lastly, the results from the sediment budget show that significant sedimentation
occurs in Perdido Bay and that once sediments enter the control volume of the bay, sediment is removed from the system by beach deposition, shoaling, and dredging, with only a small portion exiting in the water column through Perdido Pass. The results from this budget also signify the amount of uncertainty there can be in developing a reasonable and realistic sediment budget being that this sediment budget is based on many assumptions and historical data from various sources. Future research should be continued on Perdido Bay to collect more consistent and accurate data so that the sediment budget can be improved.
Overall, this research provided insight into the physical sedimentation processes and the factors that affect sediment transport in Perdido Bay. Utilizing data collection, historical information, a sediment transport model, and a sediment budget, a better understanding of the amount of sedimentation that occurs in the bay has been accomplished. Continued research, data collection, and improvement to the EFDC model and sediment budget increase the knowledge and understanding of Perdido Bay so that it may be used in future Gulf of Mexico restoration actions.
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BIBLIOGRAPHY
ABPmer. "Analysis and Modelling Guide: Sediment Budget Analysis." ABP mer, 22 05 2008.
Agency, U.S. Environmental Protection. "EPA Methods and guidance for analysis of water. CD-ROM version 2.0. Methods for the Chemical Anslysis of Water and Wastes (MCAWW) (EPA/600/4-79/020). Method # 160.2 "Residue, Non- Filterable (Gravimetric, Dried at 103-105 Degrees C)". ." USEPA, Washington D.C. , 1999.
Allen, Phillip A. Earth Surface Processes. Ed. 1. London: Wiley-Blackwell, 1997.
Blumberg, A.F. and G.L. Mellor. "A description of a three-dimensional coastal ocean circulation model." Three-Dimensional Coastal Ocean Models, Coastal and Estuarine Science 4 (1987): 1-19.
Brenon, I. and P. Le Hir. "Modelling the Turbidity Maximum in the Seine Estuary (France): Identification of Formation Processes." Estuarine, Coastal and Shelf Science 49 (1999): 525-544.
Bricker, S., et al. Effects of Nutrient Enrichment in the Nation's Estuaries: A Decade of Change. Vol. Coastal Ocean Program Decision Analysis Series No. 26. NOAA, 2007.
Burchard, Hans and Helmut Baumert. "The Formation of Estuarine Turbidity Maxima Due to Density Effects in the Salt Wedge. A Hydrodynamic Process Study." American Meteorological Society (1998): 309-321.
Byrnes, Mark R. and Jennifer L. Berlinghoff. "Gulf Regional Sediment Management Master Plan: Case Study Compilation." Journal of Coastal Research (2012): 72- 124.
Cameron, W.M. and D.W. Pritchard. "Estuaries." The Sea: Ideas and Observations on Progress in the Study of the Seas 2 (1963).
152
Clesceri, L.S., Greenberg A.E. and R.R> Trussell. "Standard methods for the examination of water and wasterwater." American Public Health Association 1989, 17th ed.: 2- 75.
Di Toro, D.M. and J.F. Fitzpatrick. "Chesapeake Bay Sediment Flux Model." HydroQual, INC., 1993.
Douglass, Scott and Joe Krolak. "Highways in the Coastal Environment." Federal Highways Administration, 2008.
EPA, US. "Environmental Fluid Dynamics Code (EFDC)." 05 January 2012. United State Environmental Protection Agency. 17 April 2012
"Exposure Assessment Models EFDC." 17 August 2011. United States Environmental Protection Agency. 17 April 2012
Escoffier, Francis F. "Hydraulics and Stability of Tidal Inlets." 1977.
Florida Department of Environmental Protection. "Perdido River and Bay Watershed." 2011. Florida Department of Environmental Protection Florida's Water Ours to Protect.
Garcia, Marcelo H. "Sedimentation Engineering Processes, Measurements, Modeling, and Practice." 2007.
Grubbs, J.W. and John R. Pittman. "Application of Acoustical Methdos for Estimating Water Flow and Constituent Loads in Perdido Bay, Floriday." 1997.
Guy, Harold P. "Laboratory Theory and Methods for Sediment ANlsysis. Techniques of Water-Resources Investigations." Survey, US Geological. Book 5. 1969.
Hamrick, J.M. "A three-dimensional enrionmental fluid dynamics computer code: Theoretical and computational aspects." 1992.
Hamrick, John. "EFDC Modeling Workshop." Tetra Tech, Inc, 15 June 2005.
Harleman, D.R.F. "Diffusion Processes in Stratified Flow." Ippen, A.T. Estuary and Coastline Hydrodynamics. McGraw-Hill, 1966.
Ippen, A.T. "Salinity Intrusion in Estuaries." Ippen, A.T. Estuary and Coastline Hydrodynamics. McGraw-Hill, 1966.
153
Ippen, A.T. "Tidal Dynamics in Estuaries." Ippen, A.T. Estuary and Coastline Hydrodynamics. McGraw-Hill, 1966.
James, Scott C., et al. "Advances in sediment transport modelling." Journal of Hydraulic Research 48.6 (2010): 754-763.
Jarrett, J.T. "Tidal Prism - Inlet Area Relationship. GITI Report 3." US Army Corps of Engineers, 1976.
Ji, Zhen-Gang, et al. "Three-dimensional modeling of hydrodynamic processes in the St. Lucie Estuary." Estuarine Coastal and Shelf Science (2007): 188-200.
Johnson, B.H., et al. "Validation of three-dimensional hydrodynamics model of Chesapeake Bay." Journal of Hydraulic Engeneering 119 (1993): 2-20.
Keulegan, G.H. "Mechanism of an Arrested Saline Wedge." Ippen, A.T. Estuary and Coastline Hydrodynamics. McGraw-Hill, 1966.
Kirschenfeld, Taylor., Robert K. Turpin and Lawrence R. Handley. "Perdido Bay." US Geological Survey, 2006.
Komar, P.D. "Environmental Controls on Littoral Sand Transport." 21st International Coastal Engineering Conference. American Society of Civil Engineers, 1988. 1238-1252.
Lin, Jing and Albert Y. Kuo. "A Model Study of Turbidity Maxima in the York River Estuary, Virginia." Estuaries 26.5 (2003): 1269-1280.
Livingston, Skip, et al. "Site-Specific Information in Support of Establishing Numeric Nutrient Criteria for Perdido Bay." Department of Environmental Assessment and Restoration Standards and Assessment Section, 2010.
Lui, Ziaohai and Wenrui Huang. "Modelin sediment resuspension and transport induced by storm wind in Apalachicola Bay, USA." Environmental Modelling & Software (2009): 1302-1313.
Macauley, J.M. and V.E. "An Assessment of Water Quality and Primary Productivity in Perdido Bay, A Northern Gulf of Mexico Estuary." Environmental Monitoring and Assessment 36 (1995): 191-205.
154
McAnally, W.H. and A.J. Mehta. "Sediment Transport in Estuaries." ASCE Sedimentation Engineering (Manual 110). Ed. Marcelo Garcia. American Society of Civil Engineers, 2008.
"Significance of Aggregation of Fine Sediment Particles in Their Deposition." Estuarine, Coastal and Shelf Science 54.4 (2002): 643-653.
McAnally, W.H. "CE 854. Tidal Hydraulics: class notes." Mississippi State University, 2011.
McAnally, William H. "Expressing Suspended Sediment Concentration as Turbidity." 2001.
Mead, Shaw and Andrew Moores. "Estuary Sedimentation: a Review of Estuarine Sedimentation in the Waikato Region." 2004.
Mobley, C.D. and R.J. Stewart. "On the numerical generation of boundary-fitted orthogonal Curvilinear coordinate systems." Journal of Computational Physics 34 (1980): 124-135.
Niedoroda, A. "Perdido Bay Physical Oceanography." 2010.
Paulic, Mary, et al. "Water Quality Status Report: Perdido River and Bay." Division of Water Resource Management, 2006.
Prichard, D.W. "Estuarine Classification: Salinity Intrusion and Circulation." 1955.
Pritchard, D. W. "Estuarine Hydrography." Advances in Geophysics 1 (1952): 243-280.
Rosati, Julie Dean. "Coastal Inlet Navigation Channel Shoaling with Deenening and Widening." 2005.
"Concepts in Sediment Budgets." Journal of Coastal Research (2005): 307-322.
Rui, Xie, et al. "Fine Silt Particle Pathline of Dredging Sediment in the Yangtze River Deepwater Navigation Channel Based on EFDC Model." Journal of Hydrodynamics 22.6 (2010): 760-772.
Ryskin, G. and L.G. Leal. "Orthogonal mapping." Journal of Computational Physics 50 (1983): 71-100.
Schoellhamer, D.H. "Influence of Salinity, Bottom Topography, and Tides on Locations of Estuarine Turbidity Maxima in Northern San Francisco Bay." IEP Newsletter 14.4 (2001).
155
Schoellhamer, David H. and Jon R. Burau. "Summary of Findings About Circulation and the Estuarine Turbidity Maximum in Suisun Bay, California." 2007. United States Geological Survey. 21 August 2012
Schrader, Robert J., et al. "Tidal Inlets-A Major Hurdle to Effectively Protecting Sensitive Coastal Resources." July 2000. State of New Jersey Department of Environmental Protection. 21 August 2012
Sharp, Jeremy A. "Sediment Budget Template Applied to Aberdeen Pool." Mississippi State University, December 2007.
Sharp, Jeremy. "Estimating Sediment Flux for Coastal Inlets in the Northern Gulf of Mexico." Mississippi State University, 2009.
Strommel, H. "Recent developments in the study of tidal estuaries." Technical Report, Woods Hole Oceanographic Institution, Ref. No. 51-33, 1951.
Tetra Tech. "User's Manual for Environmental Fluid Dynamics Code ." Tetra Tech, Inc., 1 August 2002.
Tomczak, M. "Sediment Transport in Estuaries." 2000. Flinders University.
Uncles, R.J., et al. "Seasonality of the Turbidity Maximum in the Humber-Ouse Estaury, UK." Marine Pollution Bulletin 37 (1999): 206-215.
Unknown. "Alabama Poing, AL Station Information." 2011. NOAA Tides and Currents. 18 March 2011
"Blue Angels Park, FL Station Information." 2011. NOAA Tides and Currents. 18 March 2011
"Perdido Pass." 2010. Wikipedia. 3 April 2011
"Perdiod Key." 2010. Wikipedia. 3 April 2011
156
USACE. "Engineering Manual 1110-2-1607 Tidal Hydraulics." USACE, 15 March 1991.
"Engineering Manual 1110-2-4000 Sedimentation Investigations of Rivers and Reservoirs." USACE, 15 December 1989.
Joint Public Notice No. FP09-PP13-05 Proposed Maintenance and Disposal of Dredged Material for Perdido Pass Navigation Project. USACE, AL DEM. Mobile, AL: USACE Mobile District, 2009.
USEPA. "National Land Cover Data." 2006. US Environmental Protection Agency. 2012
Vanoni, V.A. Sedimentation Engineering. American Society of Civil Engineering, 1975.
Webster, I.T., et al. "Conceptual models of the hydrodynamics, fine sediment dynamics, biogeochemistry and primary production in the Fitzroy Estuary." 2003.
Wentworth, C.K. "A scale of grade and class terms for clastic sediments." Journal of Geology 30 (1922): 377-392.
Work, Paul A. and Robert G. Dean. "Assessment and Prediction of Beach-Nourishment Evolution." Journal of Waterway, Port, Coastal, and Ocean Engineering (1995).
Work, Paul, Lynda Charles and Robert G. Dean. "Perdido Key Historical Summary and Interpretation of Monitoring Programs." Department of the Navy, 1991.
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APPENDIX A
MISSISSIPPI STATE UNIVERSITY LABORATORY STANDARDS
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ENVIRONMENTAL ENGINEERING LABORATORY
Standard Operating Procedure # 03 Particle Size – Sediment Analysis (PSA) Sieve and Pipet Method
1. INTRODUCTION
The entrainment, transportation, and subsequent deposition of sediment depend not only on the characteristics of the flow involved, but also on the properties of the sediment itself. The most important property of the sediment particle is its size.
Particle Size Analysis (PSA) is a measurement of the size distribution of individual particle in a sediment sample. The major features of PSA are the destruction or dispersion of sediment aggregates into discrete units by chemical, mechanical, or ultrasonic means and the separation of particle according to size limits by sieving and sedimentation.
Sediments particles cover an extreme size range from very large boulders (4,096 mm) down to very fine clays (0.00024 mm) (See annex 1). Because of the wide range of particle characteristics, particle size usually needs to be defined in terms of the method of analysis. Large sizes, including boulders, cobbles, and perhaps gravel, are measured directly by immersion, circumference, or diameter. Intermediate sizes, including gravel and sands, are measured semidirectly by sieves. Small sizes, including silt, clay, and perhaps sands, are measured hydraulically by sedimentation techniques.
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2. SCOPE AND APPLICATION
Particle Size analysis data can be presented and used in several ways. The most common is a particle size distribution curve where the percentage of particles less than a given particle size is plotted against the logarithm of the “effective” particle diameter.
Particle size information regarding sediment that may be eroded, transported or deposited is useful in the application of predictive theory on erosion, transport, and deposition rates and quantities.
3. SUMMARY OF METHOD After collection, sediment samples are stored at cool temperature and protected from light to prevent organic growth that would interfere with the analysis. Considering that the samples contain silt, clay, and coarse material, the PSA requires more than one method. Before the PSA analysis begins an organic material remove is performed using 6% hydrogen peroxide and a separation of sand from fines particles is made by using distilled water and a 200 mesh (0.075 mm) sieve.
The sand portion is analyzed by the wet- sieve method using a set of 7 sieves (# 10, 16, 30, 40, 60, 140, and 200) from diameter 0.075 mm to 2.0 mm.
For the silt-clay fraction, a dispersion process is completed by using a dispersant agent (sodium hexametaphosphate and sodium carbonate), and analyzed by the pipet method.
4. INTERFERENCES A sieve method is considered a semidirect measurement because it does not divide the particles precisely. Inaccuracies in size and shape of the sieve opening, smaller particles may cling to large ones, thereby changing the percentage of material reaching
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the sieves with smaller opening, and the sieve operation is for finite time and therefore some particles not have the opportunity to pass a given sieve opening
Satisfactory use of pipet method requires careful and precise operation to obtain maximum accuracy in each step of the procedure. In laboratories where the temperature varies considerably, it is desirable to use constant temperature water bath for the sedimentation cylinders.
5. EQUIPMENTS AND REAGENTS
5.1. Equipment
U.S Standard Sieves
# 10 (> 2.0 mm)
# 16 (1.18 mm)
# 30 (0.6 mm)
# 40 (0.425)
# 60 (0.250 mm)
#140 (0.105 mm)
# 200 (0.075 mm)
Top analytical balance
Oven
Stopwatch or clock
Thermometer
Electrical mixer
Weight dishes
Glass stir rod
Pipettes (20 mL)
Graduate cylinders (10 mL)
Beakers (500 mL, and 50 mL (8 per sample))
Sedimentation cylinder (1 Liter) 161
5.2. Reagents
DI water
6% hydrogen Peroxide Solution. (Mix 120 mL of hydrogen peroxide (H2O2) 50% in 1000 mL of DI water)
Dispersing Agent. (In 1000 mL of DI water mix 35.70 gr of Sodium Hexametaphosphate and 7.94 gr of Sodium Carbonate).
6. QUALITY CONTROL Samples duplicated should be made in order to ensure the quality of the analysis.
A dispersant correction factor should be calculated for the pipet method. Pipette 20 mL of dispersant agent into three separate beakers, place in oven until dry, cool in dessicator and weigh immediately.
7. ANALYSIS PROCEDURE Weigh and recorded the quantity of sediment sample that is going to be used for the PSA analysis. Follow the steps 7.1 trough 7.5 to complete the analysis.
7.1. Organic Material Remove. Add 5 mL of 6% hydrogen peroxide solution for each gram of (dry) sample which is contained in 40 mL of water. It may be stirred thoroughly and covered for 5 min to 10 min. large fragments of organic material may then be skimmed off, if it can be assumed that they are free of sediment particles. If oxidation is slow, or after it has slowed, the mixture is heated to 93ºC and stirred occasionally. The addition of more hydrogen peroxide solution may be necessary to complete the oxidation.
7.2. Dispersion Particles. Transfer the solution to a metal dispersing cup and use deionized water to get all the soil out of beaker. Mix for five (5) minutes with an electric mixer. The wet-sieve separation of sand from silt and clay immediately follow the mixing.
7.3. Separation of Sand from Fines. After the mechanical dispersion is completed, the sediment should be wet-sieve using distilled water and a 200 –mesh (0.075 mm) sieve. The material retained on the sieve is then washed into an evaporation dish and oven-dry for 1 hour after all visible water has been evaporated. The material passing through the sieve can be temporarily stored in a beaker.
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7.4 Sand Analysis by Wet - Sieve Method. Note: This method is used when samples contain a large percentage of fine silts and clays. When dried, these clay fractions tend to form aggregates that are hard to disperse, and these aggregates give an inaccurate representation of the true particle- size distribution of the sample
All sieves should be washed with a wetting solution such as alcojet and then rinsed with distilled water that will leave a membrane of water across all openings. The first or largest sieve is immersed in a dish with distilled water to a depth of about one-fourth inch (one-half centimeter) above the screen. If the surface tension of the water across the openings is sufficient to trap a pocket of air beneath the screen, the thin tube is used to blow out a small group of the membranes near one edge of the screen. This will allow the air to escape if the open holes are kept above the water until the rest of the screen is immersed.
The sediment is washed onto the wet sieve and agitated somewhat vigorously in several directions until it is evident that all of the passable material has had a chance to fall through the sieve. Material retained in the sieve is washed into an evaporating dish to be dried and weighed, and material passing the sieve with its wash water is then poured onto the next smaller size sieve into another dish. This procedure is continued until the 0.075 mm sieve is used, after which the material passing the 0.075 mm sieve is added to the material obtained during the initial separation of the fines from the sands.
7.4. Analysis of Silt-Clay Fraction by pipet Method. To insure complete dispersion of the particles, add to the sample 1 ml of dispersing agent for each 100 mL of the desired volume of the suspension. After the dispersing agent is added, transfer the sample to the cup of the mechanical mixer and mix for 5 minutes. The sample is then transferred to the sedimentation cylinder and the cylinder is filled to the 1000 mL mark with distilled water.
Then, the suspension is stirred for 1 minute with a hand stirrer, and the stopwatch is started when the stirrer is removed. The analysis should be made at nearly constant temperature to minimize error. Measure and record the temperature of the water in the cylinder.
Consult the settling time chart (Table 1) to determine the time and depth oat which "pulls" must be made for the various size fractions. Obtain 7 beakers (for each sample) and record their numbers and tare weights on the data sheet. These will be used for
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pipette "pulls" of the different size fractions …vcs silt, cs silt, med silt, fn silt, vf silt, cs clay, vf clay. These guidelines for a detailed particle size analysis. If doing basic particle size, that is measuring only the amounts of sand, silt, and clay…only 2 beakers are necessary for pipette withdraw of the silt and clay fraction.
At the required time, "pull" the fraction form a depth of 10 cm (use depths as instructed on settling time chart) using a 20 ml pipette. Dispense the sediment sample from the pipette into the 50-ml beaker designated for that size fraction. Wash pipette into beaker with distilled water. Place sample in drying oven. When dried, place is dessicator to cool, and weigh immediately.
Table 1. Time Table for Pipette Withdrawal
Source: U.S. Geological Survey. Laboratory Theory and Methods for Sediment Analysis. Techniques of Water-Resources Investigations, Book 5, Chapter C1. Accessed June 12, 2008 at URL: http://pubs.usgs.gov/twri/
8. Calculation of Results.
The calculation of results from the sieve-pipet method requires the total weight of sediment in the sample; this weight can be determine as follow:
Determine the dry weight of sediment remaining in the suspension after all pipetting has been completed. To this add the dry weight of sediment in each pipet withdrawal and the dry weight of the sand fraction.
The tabulation of the sand fraction into the usual form of percent finer than the indicated sizes is accomplished by using the total dry weight of all sediment in the sample.
For the fine portion, make the correction for dispersant agent in the dry weight of the sediment in each pipet withdrawal. Then when multiplied it by the volume factor, which is the ratio of total volume suspension to volume of pipet, gives the weight of sediment in 164
the suspension finer that the size corresponding to the time and depth of withdrawal. This latter value divided by the dry weight of the total sediment in the sample gives the percent of total sediment finer than the indicated size.
REFERENCES
Vanoni, V. A. 1975. Sedimentation Engineering. American Society of Civil Engineering – ASCE. 745 pp.
U.S. Geological Survey. Laboratory Theory and Methods for Sediment Analysis. Techniques of Water-Resources Investigations, Book 5, Chapter C1. Accessed June 12, 2008 at URL: http://pubs.usgs.gov/twri/
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Annex 1. Sediment Grade Scale
Source: Vanoni, V. A. 1975. Sedimentation Engineering. American Society of Civil Engineering – ASCE. 20 pp.
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ENVIRONMENTAL ENGINEERING LABORATORY
Standard Operating Procedure # 08 Total Suspended Solids (TSS)
9. INTRODUCTION
Solids refer to matter suspended or dissolved in water. Total solids include Total Suspended Solids, the portion of total solids retained by a filter, and Total Dissolved Solids, the portion that passes through the filter.
In some areas, one of the biggest sources of water pollution is suspended solids. Indirectly, the suspended solids affect parameters such as temperature and dissolved oxygen, and interfere with effective drinking water treatment. They also cause problems for industrial users. Sediment deposition eventually may close up channels or fill up the water body converting it into a wetland.
Solids analyses are important in the control of biological and physical water treatment processes and for assessing compliance with regulatory agency wastewater effluent limitations.
10. SCOPE AND APPLICATION
Total suspended solids (TSS) are operationally defined as the mass retained on the filter (0.7 μM pore-size glass fiber filter) per unit volume of water.
167
This method is applicable to drinking, surface, and saline waters. The practical range of determination is from 4 mg/L to 20,000 mg/L.
11. SUMMARY OF METHOD
A well-mixed sample is filtered through a pre-weighed glass fiber filter. The filter and any residue are then dried to a constant weight at 103-105 °C. The filter is cooled in a desiccator, weighed and the increase in weight of the filter represents the total suspended solids.
Note: If the suspended material clogs the filter and prolongs filtration, it may be necessary to increase the diameter of the filter or decrease the sample volume.
12. INTERFERENCES
Filtration apparatus, filter material, pre-washing, post-washing, and drying temperature are specified because these variables have been shown to affect the results.
Samples high in Filterable Residue (dissolved solids), such as saline waters, brines and some wastes, may be subject to a positive interference. Care must be taken in selecting the filtering apparatus so that washing of the filter and any dissolved solids in the filter minimizes this potential interference.
13. SAMPLE HANDLING AND PRESERVATION
Use resistant-glass or plastic bottles, provided that the material in suspension does not adhere to container walls. Preservation of the sample is not practical; analysis should begin as soon as possible. Refrigeration or icing to 4°C, to minimize microbiological decomposition of solids, is recommended. Preferably do not hold samples more than 24 hours. In no case hold sample more than 7 days. Bring samples to room temperature before analysis.
168
Non-representative particulates such as leaves, sticks, fish and lumps of fecal matter should be excluded from the sample if it is determined that their inclusion is not desired in the final result.
14. EQUIPMENTS AND REAGENTS
14.1. Equipment
Drying Ovens, for operation at 103 to 105 °C.
Desiccators
Analytical Balance (capable of weighing to 0.1 mg)
Oil-less Vacuum Pump
Filter Holder, usually consist of funnel, clamp and base
Forceps
47 mm glass fiber filters
Inert aluminum weighing dish
1000 mL Filter Flask
250 mL Graduated Cylinder
Wash bottle with Deionized (DI) Water
14.2. Reagents
Deionized (DI) Water
Desiccant (Could be a mixture of blue (97 % CaSO4 and 3 % CoCl2 -size 8 mesh) and white (100 % CaSO4-size 10-20 mesh) desiccant.
169
15. QUALITY CONTROL
The laboratory must analyze laboratory blanks before and after a sample run, and every batch of ten samples. The data will be accepted if the blanks are < 5 mg/L TSS.
One set of sample duplicates per batch of ten samples or less should be analyzed. The relative percent difference (RPD) must be less than or equal to ≤ 20% for samples with TSS greater than or equal to 50 mg/L. The absolute difference between duplicate results must be less than the reporting limit (4 mg/L) for samples containing less than 50 mg/L TSS.
TSSd TSS %RPD 100* , where TSSd TSS 2/
%RPD: Relative percent difference
TSSd: Measured TSS in the sample duplicated
TSS: Measured TSS in the routine sample
One Pre-Weigh filter for every run must be desiccated and weighed. Record this weight and the certified weight of the filter on the TSS Log Sheet. The determined weight should be +/- 0.5 mg of the certified weight. If the weight is outside this range put the filter back in the dessicator and leave for at least 30 minutes. Reweigh. If the weight is still outside the acceptable range review the filters conditions.
16. FILTRATION AND ANALYSIS PROCEDURES
Before star the analysis the ovens have to be a constant temperature. The actual temperature must be reported at the log sheet for the analysis.
170
8.1. Selection of Sample Volume
For a 4.7 cm diameter filter, filter 100 mL of sample. If weight of captured residue is less than 1.0 mg, the sample volume must be increased to provide at least 1.0 mg of residue. If other filter diameters are used, start with a sample volume equal to 7 mL/cm2 of filter area and collect at least a weight of residue proportional to the 1.0 mg stated above. Make sure that you report the sample volume used in the TSS Log Sheet under Volume filtered (mL).
Note: If during filtration of this initial volume the filtration rate drops rapidly, or if filtration time exceeds 5 to 10 minutes, the following scheme is recommended: Use an unweighed glass fiber filter of choice affixed in the filter assembly. Add a known volume of sample to the filter funnel and record the time elapsed after selected volumes have passed through the filter. Twenty-five mL increments for timing are suggested. Continue to record the time and volume increments until filtration rate drops rapidly. Add additional sample if the filter funnel volume is inadequate to reach a reduced rate. Plot the observed time versus volume filtered. Select the proper filtration volume as that just short of the time a significant change in filtration rate occurred.
8.2. Filters Preparation
Filter preparation should take place as close to the start of the survey as possible. Filters are to be handled only with stainless steel forceps. Filters that are mishandled after reparation should be discarded.
Insert disk with wrinkled side up in filtration equipment. Apply vacuum and wash disk with three successive 20 mL portions of deionized (DI) water. Continue suction to remove all traces of water, turn vacuum off, and discard washings.
Remove filter from filtration equipment and transfer to an inert aluminum or glass weighing dish. Dry in an oven at 103 to 105°C for 2 hours. Cool in desiccator to balance temperature (aprox. 15 minutes) and weigh. The drying and weighing procedure is repeated and second weight compared to the first. If the weigh differ by more than 4% or 0.5 mg, whichever is greater, the filters are re-dried and re-weight until difference is less than 4% or 0.5 mg.
171
Record the initial filter weights on the TSS Log Sheet under Filter Weight (g) and place them individually into identified glass weighing dish.
8.3. Filtration procedure
Using stainless steel forceps, place one 47 mm GF/F filter (preweighed and identified) onto the fitted glass support of the sampling apparatus. Place the glass funnel on top of the filter and secure with the clamp. It is important in this section to identify the filter with the field sample number.
Shake the sample vigorously and quantitatively transfer the predetermined sample volume selected (see 8.1.) to the filter using a graduated cylinder. Remove all traces of water by continuing to apply vacuum after sample has passed through. With suction on, wash the graduated cylinder and filter funnel wall with three portions of distilled water (10 mL each) allowing complete drainage between washing. Remove all traces of water by continuing to apply vacuum after water has passed through.
Note: If TDS is also being determined, be sure to remove the filtrate before rinsing the cylinder and filter. This will ensure the filtrate used for TDS is not diluted.
Carefully remove the filter from the filter support and place on the inert aluminum or glass weighing dish previously identify. Dry in an oven at 103 to 105°C for a minimum 2 hours. Cool in a desiccator (aprox. 15 to 30 minutes) and weigh (Using the same analytical balance as the initial weighing procedure). Record the second filter weights on the TSS Log Sheet under Filter and Residue Weights (g). Again, the drying and weighing procedure is repeated and second weight compared to the first. If the weigh differ by more than 4% or 0.5 mg, whichever is greater, the filters are re-dried and re- weight until difference is less than 4% or 0.5 mg
Note: Do not leave the dessicator door or top open too long. If the samples are exposed to the air for a long period of time, the sample result may be alterated.
Wash the graduated cylinder, the filter holder, membrane filter funnel, and the filter flask with deionized water before filtering the next sample to avoid sample carryover.
172
8.4. Determination of Total Suspended Solids
The total suspended solids may be calculated using the following equation:
mg BA )( TSS )( 1000000* L C
Where:
A = Filter and Residue Weights (g).
B = Filter Weight (g)
C = Volume filtered (mL)
REFERENCES
U.S. Environmental Protection Agency, 1999. EPA Methods and guidance for analysis of water. CD-ROM version 2.0. Methods for the Chemical Analysis of Water and Wastes (MCAWW) (EPA/600/4-79/020). Method # 160.2 “Residue, Non-Filterable (Gravimetric, Dried at 103-105°C) “. USEPA, Washington DC.
Clesceri L.S., Greenberg A.E., and Trussell R.R. 1989. Standard methods for the examination of water and wastewater. 17th edition. American public Health Association, Washington, DC. 2-75 pp.
173
APPENDIX B
EFDC INPUT FILES
174
Input files used:
Aser.inp; cell.inp; celllt.inp; corners.inp; dswer.inp; dxdy.inp; dye.inp; efdc.inp; lxly.inp; pser.inp; pshade.inp; qser.inp; salt.inp; show.inp; sndw.inp; snser.inp; sser.inp; temp.inp; tser.inp; vege.inp; wser.inp
EFDC.INP
******************************************************************************
* *
* WELCOME TO THE ENVIRONMENTAL FLUID DYNAMICS COMPUTER CODE SERIES *
* DEVELOPED BY JOHN M. HAMRICK. *
* *
* THIS IS THE MASTER INPUT FILE EFDC.INP. *
* FOR EFDC EPA GVC VERSION 1.01 OR LATER, AND *
* FOR EFDC DYNAMIC SOLUTIONS GVC VERSION DATED AFTER MAR 2008, AND *
* *
* *
* GENERATED WITH DYNAMIC SOLUTIONS-INTERNATIONAL'S EFDC_EXPLORER_GVC *
* *
******************************************************************************
* PROJECT NAME:
******************************************************************************
C1 RUN TITLE
* TEXT DESCRIPTION UP TO 80 CHARACTERS IN LENGTH FOR THIS INPUT FILE AND RUN
C1 TITLE
Sediment Transport in Perdido Bay
------
C2 RESTART, GENERAL CONTROL AND AND DIAGNOSTIC SWITCHES
*
175
* ISRESTI: 1 FOR READING INITIAL CONDITIONS FROM FILE restart.inp
* -1 AS ABOVE BUT ADJUST FOR CHANGING BOTTOM ELEVATION
* 2 INITIALIZES A KC LAYER RUN FROM A KC/2 LAYER RUN FOR KC.GE.4
* 10 FOR READING IC'S FROM restart.inp WRITTEN BEFORE 8 SEPT 92
* ISRESTO:-1 FOR WRITING RESTART FILE restart.out AT END OF RUN
* N INTEGER.GE.0 FOR WRITING restart.out EVERY N REF TIME PERIODS
* ISRESTR: 1 FOR WRITING RESIDUAL TRANSPORT FILE RESTRAN.OUT
* ISLOG: 1 FOR WRITING LOG FILE EFDC.LOG
* IS_SEDZLJ: SEDZLJ SEDIMENT DYNAMICS: 0-NOT USED, 1-USE (READ SEDFLUME FILES)
* ISDIVEX: 1 FOR WRITING EXTERNAL MODE DIVERGENCE TO SCREEN
* ISNEGH: 1 FOR SEARCHING FOR NEGATIVE DEPTHS AND WRITING TO SCREEN
* ISDIAG: -1 TO ENABLE EFDC DIAGNOSTICS FILES, 0 TO GLOBALLY DISABLE
* (OLD VARIABLE-ISMMC)
* ISBAL: 1 FOR ACTIVATING MASS, MOMENTUM AND ENERGY BALANCES AND
* WRITING RESULTS TO FILE BAL.OUT
* IS2TIM: 0 FOR USING 3 TIME LEVELS,
* 1 FOR 2 TIME LEVEL, EXPLICIT MOMENTUM SOLUTION
* 2 FOR 2 TIME LEVEL, IMPLICIT MOMENTUM SOLUTION
* ISHOW: 1 TO SHOW PUV&S ON SCREEN, SEE INSTRUCTIONS FOR FILE show.inp
* ISTIMING:1 TO EVALUATE PROCEDURE SIMULATION TIMES
*
C2 ISRESTI ISRESTO ISRESTR IS_SEDZLJ ISLOG ISDIVEX ISNEGH ISMMC ISBAL IS2TIM ISHOW ISTIMING
0 1 0 0 1 0 0 -1 0 1 1 1
------
C3 EXTERNAL MODE SOLUTION OPTION PARAMETERS AND SWITCHES
*
* RP: OVER RELAXATION PARAMETER
* RSQM: TARGET SQUARE RESIDUAL OF ITERATIVE SOLUTION SCHEME
* ITERM: MAXIMUN NUMBER OF ITERATIONS
* IRVEC: 0 CONJUGATE GRADIENT SOLUTION - NO SCALING
* 9 CONJUGATE GRADIENT SOLUTION - SCALE BY MINIMUM DIAGONAL
* 99 CONJUGATE GRADIENT SOLUTION - SCALE TO NORMAL FORM
* 9999 NEW RED-BLACK ORDERED SOR FOR 2TL ONLY
176
*
* RPADJ: RELAXATION PARAMETER FOR AUXILLARY POTENTIAL ADJUSTMENT
* OF THE MEAN MASS TRANSPORT ADVECTION FIELD
* (FOR RESEARCH PURPOSES)
* RSQMADJ: TRAGET SQUARED RESIDUAL ERROR FOR ADJUSTMENT
* (FOR RESEARCH PURPOSES)
* ITRMADJ: NUMBER OF INITIAL LOOPS TO HOLD TIMESTEP CONSTANT FOR DYN-STEP (DSLLC)
* ITERHPM: MAXIMUM ITERATIONS FOR STRONGLY NONLINER DRYING AND WETTING
* SCHEME (ISDRY=3 OR OR 4) ITERHPM.LE.4
* IDRYCK: ITERATIONS PER DRYING CHECK (ISDRY.GE.1) 2.LE.IDRYCK.LE.20
* ISDSOLV: 1 TO WRITE DIAGNOSTICS FILES FOR EXTERNAL MODE SOLVER
* FILT: FILTER COEFFICIENT FOR 3 TIME LEVEL EXPLICIT ( 0.0625 )
*
C3 RP RSQM ITERM IRVEC RPADJ RSQMADJ NRAMPUP ITERHPM IDRYCK ISDSOLV FILT
1.8 1E-09 1000 9 1.8 1E-16 1000 0 1 0 .0625
------
C4 LONGTERM MASS TRANSPORT INTEGRATION ONLY SWITCHES
*
* ISLTMT: 1 FOR LONG-TERM MASS TRANSPORT ONLY (FOR RESEARCH PURPOSES)
* ISSSMMT: 0 WRITES MEAN MASS TRANSPORT TO RESTRAN.OUT AFTER EACH
* AVERAGING PERIOD (FOR RESEARCH PURPOSES)
* 1 WRITES MEAN MASS TRANSPORT TO RESTRAN.OUT AFTER LAST
* AVERAGING PERIOD (FOR RESEARCH PURPOSES)
* ISLTMTS: 0 ASSUMES LONG-TERM TRANSPORT SOLUTION IS TRANSIENT
* (FOR RESEARCH PURPOSES)
* 1 ASSUMES LONG-TERM TRANSPORT SOLUTION IS ITERATED TOWARD
* STEADY STATE (FOR RESEARCH PURPOSES)
* ISIA: 1 FOR IMPLICIT LONG-TERM ADVECTION INTEGRATION FOR ZEBRA
* VERTICAL LINE R-B SOR (FOR RESEARCH PURPOSES)
* RPIA: RELAXATION PARAMETER FOR ZEBRA SOR(FOR RESEARCH PURPOSES)
* RSQMIA: TARGET RESIDUAL ERROR FOR ZEBRA SOR (FOR RESEARCH PURPOSES)
* ITRMIA: MAXIMUM ITERATIONS FOR ZEBRA SOR (FOR RESEARCH PURPOSES)
* ISAVEC: 1 USE ALTIVEC ENABLED SUBROUTINES (MAC G4 ONLY)
177
*
C4 ISLTMT ISSSMMT ISLTMTS ISIA RPIA RSQMIA ITRMIA ISAVEC
0 2 0 0 1.8 1E-10 0 0
------
C5 MOMENTUM ADVEC AND HORIZ DIFF SWITCHES AND MISC SWITCHES
*
* ISCDMA: 1 FOR CENTRAL DIFFERENCE MOMENTUM ADVECTION (USED FOR 3TL ONLY)
* 0 FOR UPWIND DIFFERENCE MOMENTUM ADVECTION (USED FOR 3TL ONLY)
* 2 FOR EXPERIMENTAL UPWIND DIFF MOM ADV (FOR RESEARCH PURPOSES)
* ISAHMF: 1 TO ACTIVE HORIZONTAL MOMENTUM DIFFUSION
* ISDISP: 1 CALCULATE MEAN HORIZONTAL SHEAR DISPERSION TENSOR OVER LAST MEAN MASS TRANSPORT AVERAGING PERIOD
* ISWASP: 4 OR 5 TO WRITE FILES FOR WASP4 OR WASP5 MODEL LINKAGE, 99 - CE-QUAL-ICM
* ISDRY: 0 NO WETTING & DRYING OF SHALLOW AREAS
* 1 CONSTANT WETTING DEPTH SPECIFIED BY HWET ON CARD 11
* WITH NONLINEAR ITERATIONS SPECIFIED BY ITERHPM ON CARD C3
* 2 VARIABLE WETTING DEPTH CALCULATED INTERNALLY IN CODE
* WITH NONLINEAR ITERATIONS SPECIFIED BY ITERHPM ON CARD C3
* 11 SAME AS 1, WITHOUT NONLINEAR ITERATION
* -11 SAME AS 11 BUT WITH CELL MASKING
* 99 VARIABLE WETTING & DRYING USING CELL FACES
* -99 SAME AS 11 BUT WITH CELL MASKING
* ISQQ: 1 TO USE STANDARD TURBULENT INTENSITY ADVECTION SCHEME
* ISRLID: 1 TO RUN IN RIGID LID MODE (NO FREE SURFACE)
* ISVEG: 1 TO IMPLEMENT VEGETATION RESISTANCE
* 2 IMPLEMENT WITH DIAGNOSTICS TO FILE CBOT.LOG
* ISVEGL: 1 TO INCLUDE LAMINAR FLOW OPTION IN VEGETATION RESISTANCE
* ISITB: 1 FOR IMPLICIT BOTTOM & VEGETATION RESISTANCE IN EXTERNAL MODE
* FOR SINGLE LAYER APPLICATIONS (KC=1) ONLY
* ISEVER: 1 TO DEFAULT TO EVERGLADES HYDRO SOLUTION OPTIONS
* IINTPG: 0 ORIGINAL INTERNAL PRESSURE GRADIENT FORMULATION
* 1 JACOBIAN FORMULATION
* 2 FINITE VOLUME FORMULATION
* 178
*
C5 ISCDMA ISAHMF ISDISP ISWASP ISDRY ISQQ ISRLID ISVEG ISVEGL ISITB ISEVER IINTPG
0 1 0 0 -99 1 0 1 0 0 0 0
------
C6 DISSOLVED AND SUSPENDED CONSTITUENT TRANSPORT SWITCHES
* TURB INTENSITY=0,SAL=1,TEM=2,DYE=3,SFL=4,TOX=5,SED=6,SND=7,CWQ=8
*
* ISTRAN: 1 OR GREATER TO ACTIVATE TRANSPORT
* ISTOPT: NONZERO FOR TRANSPORT OPTIONS, SEE USERS MANUAL
* ISCDCA: 0 FOR STANDARD DONOR CELL UPWIND DIFFERENCE ADVECTION (3TL ONLY)
* 1 FOR CENTRAL DIFFERENCE ADVECTION FOR THREE TIME LEVEL STEPS (3TL ONLY)
* 2 FOR EXPERIMENTAL UPWIND DIFFERENCE ADVECTION (FOR RESEARCH) (3TL ONLY)
* ISADAC: 1 TO ACTIVATE ANTI-NUMERICAL DIFFUSION CORRECTION TO
* STANDARD DONOR CELL SCHEME
* ISFCT: 1 TO ADD FLUX LIMITING TO ANTI-NUMERICAL DIFFUSION CORRECTION
* ISPLIT: 1 TO OPERATOR SPLIT HORIZONTAL AND VERTICAL ADVECTION
* (FOR RESEARCH PURPOSES)
* ISADAH: 1 TO ACTIVATE ANTI-NUM DIFFUSION CORRECTION TO HORIZONTAL
* SPLIT ADVECTION STANDARD DONOR CELL SCHEME (FOR RESEARCH)
* ISADAV: 1 TO ACTIVATE ANTI-NUM DIFFUSION CORRECTION TO VERTICAL
* SPLIT ADVECTION STANDARD DONOR CELL SCHEME (FOR RESEARCH)
* ISCI: 1 TO READ CONCENTRATION FROM FILE restart.inp
* ISCO: 1 TO WRITE CONCENTRATION TO FILE restart.out
*
C6 ISTRAN ISTOPT ISCDCA ISADAC ISFCT ISPLIT ISADAH ISADAV ISCI ISCO
1 1 0 0 0 0 0 0 0 1 !TURB 0
1 1 0 1 0 0 0 0 0 1 !SAL 1
1 0 0 1 0 0 0 0 0 1 !TEM 2
1 1 0 1 0 0 0 0 0 1 !DYE 3
0 0 0 0 0 0 0 0 0 0 !SFL 4
0 0 0 0 0 0 0 0 0 0 !TOX 5
0 0 0 0 0 0 0 0 0 0 !SED 6
1 1 0 1 0 0 0 0 0 1 !SND 7
179
0 0 0 0 0 0 0 0 0 0 !CWQ 8
------
C7 TIME-RELATED INTEGER PARAMETERS
*
* NTC: NUMBER OF REFERENCE TIME PERIODS IN RUN
* NTSPTC: NUMBER OF TIME STEPS PER REFERENCE TIME PERIOD
* NLTC: NUMBER OF LINEARIZED REFERENCE TIME PERIODS
* NLTC: NUMBER OF TRANSITION REF TIME PERIODS TO FULLY NONLINEAR
* NTCPP: NUMBER OF REFERENCE TIME PERIODS BETWEEN FULL PRINTED OUTPUT
* TO FILE EFDC.OUT
* NTSTBC: NUMBER OF TIME STEPS BETWEEN USING A TWO TIME LEVEL TRAPEZOIDAL
* CORRECTION TIME STEP, ** MASS BALANCE PRINT INTERVAL **
* NTCNB: NUMBER OF REFERENCE TIME PERIODS WITH NO BUOYANCY FORCING (not used)
* NTCVB: NUMBER OF REF TIME PERIODS WITH VARIABLE BUOYANCY FORCING
* NTSMMT: NUMBER OF NUMBER OF REF TIME TO AVERAGE OVER TO OBTAIN
* RESIDUAL OR MEAN MASS TRANSPORT VARIABLES
* NFLTMT: USE 1 (FOR RESEARCH PURPOSES)
* NDRYSTP: MIN NO. OF TIME STEPS A CELL REMAINS DRY AFTER INTIAL DRYING
* -NDRYSTP FOR ISDRY=-99 TO ACTIVATE WASTING WATER IN DRY CELLS
C7 NTC NTSPTC NLTC NTTC NTCPP NTSTBC NTCNB NTCVB NTSMMT NFLTMT NDRYSTP
60 8640 0 0 10 4 0 0 360 1 20
------
C8 TIME-RELATED REAL PARAMETERS
*
* TCON: CONVERSION MULTIPLIER TO CHANGE TBEGIN TO SECONDS
* TBEGIN: TIME ORIGIN OF RUN
* TREF: REFERENCE TIME PERIOD IN sec (i.e. 44714.16S OR 86400S)
* CORIOLIS: CONSTANT CORIOLIS PARAMETER IN 1/sec =2*7.29E-5*SIN(LAT)
* ISCORV: 1 TO READ VARIABLE CORIOLIS COEFFICIENT FROM LXLY.INP FILE
* ISCCA: WRITE DIAGNOSTICS FOR MAX CORIOLIS-CURV ACCEL TO FILEEFDC.LOG
* ISCFL: 1 WRITE DIAGNOSTICS OF MAX THEORETICAL TIME STEP TO CFL.OUT
* GT 1 TIME STEP ONLY AT INTERVAL ISCFL FOR ENTIRE RUN
* ISCFLM: 1 TO MAP LOCATIONS OF MAX TIME STEPS OVER ENTIRE RUN
180
* DTSSFAC: DYNAMIC TIME STEPPING IF 0.0.LT.DTSSFAC.LT.1.0
*
C8 TCON TBEGIN TREF CORIOLIS ISCORV ISCCA ISCFL ISCFLM DTSSFAC
86400 91 86400 7.393E-05 0 0 0 0 0
------
C9 SPACE-RELATED AND SMOOTHING PARAMETERS
*
* KC: NUMBER OF VERTICAL LAYERS
* IC: NUMBER OF CELLS IN I DIRECTION
* JC: NUMBER OF CELLS IN J DIRECTION
* LC: NUMBER OF ACTIVE CELLS IN HORIZONTAL + 2
* LVC: NUMBER OF VARIABLE SIZE HORIZONTAL CELLS
* ISCO: 1 FOR CURVILINEAR-ORTHOGONAL GRID (LVC=LC-2)
* NDM: NUMBER OF DOMAINS FOR HORIZONTAL DOMAIN DECOMPOSITION
* ( NDM=1, FOR MODEL EXECUTION ON A SINGLE PROCESSOR SYSTEM OR
* NDM=MM*NCPUS, WHERE MM IS AN INTEGER AND NCPUS IS THE NUMBER
* OF AVAILABLE CPU'S FOR MODEL EXECUTION ON A PARALLEL MULTIPLE PROCESSOR SYSTEM )
* LDM: NUMBER OF WATER CELLS PER DOMAIN (LDM=(LC-2)/NDM, FOR MULTIPE VECTOR PROCESSORS,
* LDM MUST BE AN INTEGER MULTIPLE OF THE VECTOR LENGTH OR
* STRIDE NVEC THUS CONSTRAINING LC-2 TO BE AN INTEGER MULTIPLE OF NVEC )
* ISMASK: 1 FOR MASKING WATER CELL TO LAND OR ADDING THIN BARRIERS
* USING INFORMATION IN FILE MASK.INP
* ISPGNS: 1 FOR IMPLEMENTING A PERIODIC GRID IN COMP N-S DIRECTION OR
* CONNECTING ARBITRATY CELLS USING INFO IN FILE MAPPGNS.INP
* NSHMAX: NUMBER OF DEPTH SMOOTHING PASSES
* NSBMAX: NUMBER OF INITIAL SALINITY FIELD SMOOTHING PASSES
* WSMH: DEPTH SMOOTHING WEIGHT
* WSMB: SALINITY SMOOTHING WEIGHT
*
*
C
C9 KC IC JC LC LVC ISCO NDM LDM ISMASK ISPGNS NSHMAX NSBMAX WSMH WSMB
3 45 94 991 989 1 1 989 0 0 0 0 0.03125 0.06250
181
------
C10 LAYER THICKNESS IN VERTICAL
*
* K: LAYER NUMBER, K=1,KC
* DZC: DIMENSIONLESS LAYER THICKNESS (THICKNESSES MUST SUM TO 1.0)
*
C10 K DZC
1 0.25000
2 0.50000
3 0.25000
------
C11 GRID, ROUGHNESS AND DEPTH PARAMETERS
*
* DX: CARTESIAN CELL LENGTH IN X OR I DIRECTION
* DY: CARTESION CELL LENGHT IN Y OR J DIRECTION
* DXYCVT: MULTIPLY DX AND DY BY TO OBTAIN METERS
* IMD: GREATER THAN 0 TO READ MODDXDY.INP FILE
* ZBRADJ: LOG BDRY LAYER CONST OR VARIABLE ROUGH HEIGHT ADJ IN METERS
* ZBRCVRT: LOG BDRY LAYER VARIABLE ROUGHNESS HEIGHT CONVERT TO METERS
* HMIN: MINIMUM DEPTH OF INPUTS DEPTHS IN METERS
* HADJ: ADJUCTMENT TO DEPTH FIELD IN METERS
* HCVRT: CONVERTS INPUT DEPTH FIELD TO METERS
* HDRY: DEPTH AT WHICH CELL OR FLOW FACE BECOMES DRY
* HWET: DEPTH AT WHICH CELL OR FLOW FACE BECOMES WET
* BELADJ: ADJUCTMENT TO BOTTOM BED ELEVATION FIELD IN METERS
* BELCVRT: CONVERTS INPUT BOTTOM BED ELEVATION FIELD TO METERS
*
C11 DX DY DXYCVT IMD ZBRADJ ZBRCVRT HMIN HADJ HCVRT HDRY HWET BELADJ BELCVRT
1 1 1 0 0 1 .001 0 1 .07 .11 0 1
------
C11A TWO-LAYER MOMENTUM FLUX AND CURVATURE ACCELERATION CORRECTION FACTORS
* (ONLY USED FOR 2 TIME LEVEL SOLUTION & ISDRY=0 PMC-Check to see if still true)
* ICK2COR: 0 NO CORRECTION 182
* ICK2COR: 1 CORRECTION USING CK2UUC,CK2VVC,CK2UVC FOR CURVATURE
* ICK2COR: 2 CORRECTION USING CK2FCX,CK2FCY FOR CURVATURE
* CK2UUM: CORRECTION FOR UU MOMENTUM FLUX
* CK2VVM: CORRECTION FOR UU MOMENTUM FLUX
* CK2UVM: CORRECTION FOR UU MOMENTUM FLUX
* CK2UUC: CORRECTION FOR UU CURVATURE ACCELERATION (NOT ACTIVE)
* CK2VVC: CORRECTION FOR VV CURVATURE ACCELERATION (NOT ACTIVE)
* CK2UVC: CORRECTION FOR UV CURVATURE ACCELERATION (NOT ACTIVE)
* CK2FCX: CORRECTION FOR X EQUATION CURVATURE ACCELERATION
* CK2FCY: CORRECTION FOR Y EQUATION CURVATURE ACCELERATION
*
C11A ICK2COR CK2UUM CK2VVM CK2UVM CK2UUC CK2VVC CK2UVC CK2FCX CK2FCY
0 0 0 0 0 0 0 0 0
------
C11B CORNER CELL BOTTOM STRESS CORRECTION OPTIONS
*
* ISCORTBC: 1 TO CORRECT BED STRESS AVERAGING TO CELL CENTERS IN CORNERS
* 2 TO USE SPATIALLY VARYING CORRECTION FOR CELLS IN CORNERC.INP
* ISCORTBCD: 1 WRITE DIAGNOSTICS EVERY NSPTC TIME STEPS
* FSCORTBC: CORRECTION FACTOR, 0.0 GE FSCORTBC LE 1.0
* 1.0 = NO CORRECTION, 0.0 = MAXIMUM CORRECTION, 0.5 SUGGESTED
*
C11B ISCORTBC ISCORTBCD FSCORTBC
0 0 .5
------
C12 TURBULENT DIFFUSION PARAMETERS
*
* AHO: CONSTANT HORIZONTAL MOMENTUM AND MASS DIFFUSIVITY m*m/s
* AHD: DIMESIONLESS HORIZONTAL MOMENTUM DIFFUSIVITY (ONLY FOR ISHDMF>0)
* AVO: BACKGROUND, CONSTANT OR EDDY (KINEMATIC) VISCOSITY m*m/s
* ABO: BACKGROUND, CONSTANT OR MOLECULAR DIFFUSIVITY m*m/s
* AVMN: MINIMUM KINEMATIC EDDY VISCOSITY m*m/s
* ABMN: MINIMUM EDDY DIFFUSIVITY m*m/s
183
* VISMUD: CONSTANT FLUID MUD VISCOSITY m*m/s
* AVCON: EQUALS ZERO FOR CONSTANT VERTICAL MOLECULAR VISCOSITY AND DIFFUSIVITY
* WHICH ARE SET EQUAL TO AVO AND ABO, OTHERWISE SET TO 1.0
* ZBRWALL: SIDE WALL LOG LAW ROUGHNESS HEIGHT
* ISAVBMN: SET TO 1 TO ACTIVATE MIN VIS AND DIFF OF AVMN AND ABMN
* ISFAVB: SET TO 1 TO SQRT FILTER AVO AND ABO
* ICHKCOUR: 0 - NO COURANT NUMBER DIAGNOSTICS
* 1 - WRITE COURANT NUMBER DIAGNOSTICS TO CFLMAX.OUT
*
C12 AHO AHD AVO ABO AVMN ABMN VISMUD AVCON ZBRWALL ISAVBMN ISFAVB ICHKCOUR
5 .25 .000001 1E-09 .000001 1E-09 0 1 .002 0 1 0
------
C13 TURBULENCE CLOSURE PARAMETERS
*
* VKC: VON KARMAN CONSTANT
* CTURB1: TURBULENT CONSTANT (UNIVERSAL)
* CTURB2: TURBULENT CONSTANT (UNIVERSAL)
* CTE1: TURBULENT CONSTANT (UNIVERSAL)
* CTE2: TURBULENT CONSTANT (UNIVERSAL)
* CTE3: TURBULENT CONSTANT (UNIVERSAL)
* QQMIN: MINIMUM TURBULENT INTENSITY SQUARED
* QQLMIN: MINIMUM TURBULENT INTENSITY SQUARED * LENGTH-SCALE
* DMLMIN: MINIMUM DIMENSIONLESS LENGTH SCALE
*
C13 VKC CTURB1 CTURB2 CTE1 CTE2 CTE3 QQMIN QQLMIN DMLMIN
.4 16.6 10.1 1.8 1.33 .53 1E-08 1E-12 .0001
------
C14 TIDAL & ATMOSPHERIC FORCING, GROUND WATER AND SUBGRID CHANNEL PARAMETERS
*
* MTIDE: NUMBER OF PERIOD (TIDAL) FORCING CONSTITUENTS
* NWSER: NUMBER OF WIND TIME SERIES (0 SETS WIND TO ZERO)
* NASER: NUMBER OF ATMOSPHERIC CONDITION TIME SERIES (0 SETS ALL ZERO)
* ISGWI: 1 TO ACTIVATE SOIL MOISTURE BALANCE WITH DRYING AND WETTING
184
* 2 TO ACTIVATE GROUNDWATER INTERACTION WITH BED AND WATER COL
* ISCHAN: >0 ACTIVATE SUBGRID CHANNEL MODEL AND READ MODCHAN.INP
* ISWAVE: 1-FOR BL IMPACTS (WAVEBL.INP), 2-FOR BL & CURRENT IMPACTS (WAVE.INP)
* 3-FOR INTERNALLY COMPUTED WIND WAVE BOUNDARY LAYER IMPACTS (DS)
* ITIDASM: 1 FOR TIDAL ELEVATION ASSIMILATION (NOT ACTIVE)
* ISPERC: 1 TO PERCOLATE OR ELIMINATE EXCESS WATER IN DRY CELLS
* ISBODYF: TO INCLUDE EXTERNAL MODE BODY FORCES FROM FBODY.INP
* 1 FOR UNIFORM OVER DEPTH, 2 FOR SURFACE LAYER ONLY
* ISPNHYDS: 1 FOR QUASI-NONHYDROSTATIC OPTION
*
C14 MTIDE NWSER NASER ISGWI ISCHAN ISWAVE ITIDASM ISPERC ISBODYF ISPNHYDS
0 1 1 0 0 3 0 0 0 0
------
C14A WIND WAVE PARAMETERS (ISWAVE=3)
*
* Ks_Roughness: The Nikuradse Sand Roughness. Estimated by 2.5 times the d50.
*
C14A Ks_Roughness
.000025
------
C15 PERIODIC FORCING (TIDAL) CONSTITUENT SYMBOLS AND PERIODS
*
* SYMBOL: FORCING SYMBOL (CHARACTER VARIABLE) FOR TIDES, THE NOS SYMBOL
* PERIOD: FORCING PERIOD IN SECONDS
*
C15 SYMBOL PERIOD
------
C16 SURFACE ELEVATION OR PRESSURE BOUNDARY CONDITION PARAMETERS
*
* NPBS: NUMBER OF SURFACE ELEVATION OR PRESSURE BOUNDARY CONDITIONS
* CELLS ON SOUTH OPEN BOUNDARIES
* NPBW: NUMBER OF SURFACE ELEVATION OR PRESSURE BOUNDARY CONDITIONS
* CELLS ON WEST OPEN BOUNDARIES
185
* NPBE: NUMBER OF SURFACE ELEVATION OR PRESSURE BOUNDARY CONDITIONS
* CELLS ON EAST OPEN BOUNDARIES
* NPBN: NUMBER OF SURFACE ELEVATION OR PRESSURE BOUNDARY CONDITIONS
* CELLS ON NORTH OPEN BOUNDARIES
* NPFOR: NUMBER OF HARMONIC FORCINGS
* NPFORT: FORCING TYPE, 0=CONSTANT, 1=LINEAR, 2= QUADRATIC VARIATION
* NPSER: NUMBER OF TIME SERIES FORCINGS
* PDGINIT: ADD THIS CONSTANT ADJUSTMENT GLOBALLY TO THE SURFACE ELEVATION
*
C16 NPBS NPBW NPBE NPBN NPFOR NPFORT NPSER PDGINIT
3 1 1 1 0 0 4 0
------
C17 PERIODIC FORCING (TIDAL) SURF ELEV OR PRESSURE BOUNDARY COND. FORCINGS
*
* NPFOR: FORCING NUMBER
* SYMBOL: FORCING SYMBOL (FOR REFERENCE HERE ONLY)
* AMPLITUDE: AMPLITUDE IN M (PRESSURE DIVIDED BY RHO*G), NPFORT=0
* COSINE AMPLITUDE IN M, NPFORT.GE.1
* PHASE: FORCING PHASE RELATIVE TO TBEGIN IN SECONDS, NPFORT=0
* SINE AMPLITUDE IN M, NPFORT.GE.1
* NOTE: FOR NPFORT=0 SINGLE AMPLITUDE AND PHASE ARE READ, FOR NPFORT=1
* CONST AND LINEAR COS AND SIN AMPS ARE READ FOR EACH FORCING, FOR
* NPFORT=2, CONST, LINEAR, QUAD COS AND SIN AMPS ARE READ FOR EACH
* FOR EACH FORCING
*
C17 NPFOR SYMBOL AMPLITUDE PHASE
------
C18 PERIODIC FORCING (TIDAL) SURF ELEV OR PRESSURE ON SOUTH OPEN BOUNDARIES
* IPBS: I CELL INDEX OF BOUNDARY CELL
* JPBS: J CELL INDEX OF BOUNDARY CELL
* ISPBS: 0 FOR ELEVATION SPECIFIED
* 1 FOR RADIATION-SEPARATION CONDITION, ZERO TANGENTIAL VELOCITY
* 2 FOR RADIATION-SEPARATION CONDITION, FREE TANGENTIAL VELOCITY
186
* NPFORS: APPLY HARMONIC FORCING NUMBER NPFORS
* NPSERS: APPLY TIME SERIES FORCING NUMBER NPSERS
* NPSERS1: APPLY TIME SERIES FORCING NUMBER NPSERS1 FOR 2ND SERIES (NPFORT.GE.1)
* TPCOORDS: TANGENTIAL COORDINATE ALONG BOUNDARY (NPFORT.GE.1)
*
C18 IPBS JPBS ISPBS NPFORS NPSERS
10 3 0 0 1
11 3 0 0 1
12 3 0 0 1
------
C19 PERIODIC FORCING (TIDAL) SURF ELEV OR PRESSURE ON WEST OPEN BOUNDARIES
*
* IPBW: SEE CARD 18
* JPBW:
* ISPBW:
* NPFORW:
* NPSERW:
* TPCOORDW:
*
C19 IPBW JPBW ISPBW NPFORW NPSERW
5 12 0 0 2
------
C20 PERIODIC FORCING (TIDAL) SURF ELEV OR PRESSURE ON EAST OPEN BOUNDARIES
*
* IPBE: SEE CARD 18
* JPBE:
* ISPBE:
* NPFORE:
* NPSERE:
* TPCOORDE:
*
C20 IPBE JPBE ISPBE NPFORE NPSERE
40 38 0 0 3
187
------
C21 PERIODIC FORCING (TIDAL) SURF ELEV OR PRESSURE ON NORTH OPEN BOUNDARIES
*
* IPBN: SEE CARD 18
* JPBN:
* ISPBN:
* NPFORN:
* NPSERN:
* TPCOORDN:
*
C21 IPBN JPBN ISPBN NPFORN NPSERN
18 59 0 0 4
------
C22 SPECIFY NUM OF SEDIMENT AND TOXICS AND NUM OF CONCENTRATION TIME SERIES
*
* NTOX: NUMBER OF TOXIC CONTAMINANTS (DEFAULT = 1)
* NSED: NUMBER OF COHESIVE SEDIMENT SIZE CLASSES (DEFAULT = 1)
* NSND: NUMBER OF NON-COHESIVE SEDIMENT SIZE CLASSES (DEFAULT = 1)
* NCSER1: NUMBER OF SALINITY TIME SERIES
* NCSER2: NUMBER OF TEMPERATURE TIME SERIES
* NCSER3: NUMBER OF DYE CONCENTRATION TIME SERIES
* NCSER4: NUMBER OF SHELLFISH LARVAE CONCENTRATION TIME SERIES
* NCSER5: NUMBER OF TOXIC CONTAMINANT CONCENTRATION TIME SERIES
* EACH TIME SERIES MUST HAVE DATA FOR NTOX TOXICICANTS
* NCSER6: NUMBER OF COHESIVE SEDIMENT CONCENTRATION TIME SERIES
* EACH TIME SERIES MUST HAVE DATA FOR NSED COHESIVE SEDIMENTS
* NCSER7: NUMBER OF NON-COHESIVE SEDIMENT CONCENTRATION TIME SERIES
* EACH TIME SERIES MUST HAVE DATA FOR NSND NON-COHESIVE SEDIMENTS
* ISSBAL: SET TO 1 FOR SEDIENT MASS BALANCE ! JOHN & JI, 4/25/97
*
C22 NTOX NSED NSND NCSER1 NCSER2 NCSER3 NCSER4 NCSER5 NCSER6 NCSER7 ISSBAL
0 0 2 5 5 5 0 0 0 5 1
------
188
C23 VELOCITY, VOLUMN SOURCE/SINK, FLOW CONTROL, AND WITHDRAWAL/RETURN DATA
*
* NVBS: VEL BC (NOT USED)
* NUBW: VEL BC (NOT USED)
* NUBE: VEL BC (NOT USED)
* NVBN: VEL BC (NOT USED)
* NQSIJ: NUMBER OF CONSTANT AND/OR TIME SERIES SPECIFIED SOURCE/SINK
* LOCATIONS (RIVER INFLOWS,ETC) .
* NQJPIJ: NUMBER OF CONSTANT AND/OR TIME SERIES SPECIFIED SOURCE
* LOCATIONS TREATED AS JETS/PLUMES .
* NQSER: NUMBER OF VOLUME SOURCE/SINK TIME SERIES
* NQCTL: NUMBER OF PRESSURE CONTROLED WITHDRAWAL/RETURN PAIRS
* NQCTLT: NUMBER OF PRESSURE CONTROLED WITHDRAWAL/RETURN TABLES
* NQWR: NUMBER OF CONSTANT OR TIME SERIES SPECIFIED WITHDRAWL/RETURN
* PAIRS
* NQWRSR: NUMBER OF TIME SERIES SPECIFYING WITHDRAWL,RETURN AND
* CONCENTRATION RISE SERIES
* ISDIQ: SET TO 1 TO WRITE DIAGNOSTIC FILE, DIAQ.OUT
*
C23 NVBS NUBW NUBE NVBN NQSIJ NQJPIJ NQSER NQCTL NQCTLT NQWR NQWRSR ISDIQ
0 0 0 0 8 0 8 0 0 0 0 0
------
C24 VOLUMETRIC SOURCE/SINK LOCATIONS, MAGNITUDES, AND CONCENTRATION SERIES
*
* IQS: I CELL INDEX OF VOLUME SOURCE/SINK
* JQS: J CELL INDEX OF VOLUME SOURCE/SINK
* QSSE: CONSTANT INFLOW/OUTFLOW RATE IN M*m*m/s
* NQSMUL: MULTIPLIER SWITCH FOR CONSTANT AND TIME SERIES VOL S/S
* = 0 MULT BY 1. FOR NORMAL IN/OUTFLOW (L*L*L/T)
* = 1 MULT BY DY FOR LATERAL IN/OUTFLOW (L*L/T) ON U FACE
* = 2 MULT BY DX FOR LATERAL IN/OUTFLOW (L*L/T) ON V FACE
* = 3 MULT BY DX+DY FOR LATERAL IN/OUTFLOW (L*L/T) ON U&V FACES
* NQSMFF: IF NON ZERO ACCOUNT FOR VOL S/S MOMENTUM FLUX
189
* = 1 MOMENTUM FLUX ON NEG U FACE
* = 2 MOMENTUM FLUX ON NEG V FACE
* = 3 MOMENTUM FLUX ON POS U FACE
* = 4 MOMENTUM FLUX ON POS V FACE
* IQSERQ: ID NUMBER OF ASSOCIATED VOLUMN FLOW TIME SERIES
* ICSER1: ID NUMBER OF ASSOCIATED SALINITY TIME SERIES
* ICSER2: ID NUMBER OF ASSOCIATED TEMPERATURE TIME SERIES
* ICSER3: ID NUMBER OF ASSOCIATED DYE CONC TIME SERIES
* ICSER4: ID NUMBER OF ASSOCIATED SHELL FISH LARVAE RELEASE TIME SERIES
* ICSER5: ID NUMBER OF ASSOCIATED TOXIC CONTAMINANT CONC TIME SERIES
* ICSER6: ID NUMBER OF ASSOCIATED COHESIVE SEDIMENT CONC TIME SERIES
* ICSER7: ID NUMBER OF ASSOCIATED NON-COHESIVE SED CONC TIME SERIES
* QSFACTOR: FRACTION OF TIME SERIES FLOW NQSERQ ASSIGNED TO THIS CELL
*
C24 IQS JQS QSSE NQSMUL NQSMFF IQSERQ ICSER1 ICSER2 ICSER3 ICSER4 ICSER5 ICSER6 ICSER7 QSFACTOR ! ID
42 61 0.0000E+00 0 0 3 3 3 3 0 0 0 3 1.0000E+00 ! ! ! ! ! ! ! ! Flow01
11 37 0.0000E+00 0 0 7 0 0 0 0 0 0 0 1.0000E+00 ! ! ! ! ! ! ! ! Flow02
13 32 0.0000E+00 0 0 6 0 0 0 0 0 0 0 1.0000E+00 ! ! ! ! ! ! ! ! Flow03
6 25 0.0000E+00 0 0 8 0 0 0 0 0 0 0 1.0000E+00 ! ! ! ! ! ! ! ! Flow04
33 61 0.0000E+00 0 0 2 2 2 2 0 0 0 2 1.0000E+00 ! ! ! ! ! ! ! ! Flow05
30 52 0.0000E+00 0 0 1 1 1 1 0 0 0 1 1.0000E+00 ! ! ! ! ! ! ! ! Flow10
26 35 0.0000E+00 0 0 5 5 5 5 0 0 0 5 1.0000E+00 ! ! ! ! ! ! ! ! Flow11
32 38 0.0000E+00 0 0 4 4 4 4 0 0 0 4 1.0000E+00 ! ! ! ! ! ! ! ! Flow13
------
C25 TIME CONSTANT INFLOW CONCENTRATIONS FOR TIME CONSTANT VOLUMETRIC SOURCES
*
* SAL: SALT CONCENTRATION CORRESPONDING TO INFLOW ABOVE
* TEM: TEMPERATURE CORRESPONDING TO INFLOW ABOVE
* DYE: DYE CONCENTRATION CORRESPONDING TO INFLOW ABOVE
* SFL: SHELL FISH LARVAE CONCENTRATION CORRESPONDING TO INFLOW ABOVE
* TOX: NTOX TOXIC CONTAMINANT CONCENTRATIONS CORRESPONDING TO
* INFLOW ABOVE WRITTEN AS TOXC(N), N=1,NTOX A SINGLE DEFAULT
* VALUE IS REQUIRED EVEN IF TOXIC TRANSPORT IS NOT ACTIVE 190
*
C25 SAL TEM DYE SFL ! ID
0 0 0 0 ! ! ! ! ! ! ! ! Flow01
15 20 60 0 ! ! ! ! ! ! ! ! Flow02
15 20 60 0 ! ! ! ! ! ! ! ! Flow03
15 20 60 0 ! ! ! ! ! ! ! ! Flow04
0 0 0 0 ! ! ! ! ! ! ! ! Flow05
0 0 0 0 ! ! ! ! ! ! ! ! Flow10
0 0 0 0 ! ! ! ! ! ! ! ! Flow11
0 0 0 0 ! ! ! ! ! ! ! ! Flow13
------
C26 TIME CONSTANT INFLOW CONCENTRATIONS FOR TIME CONSTANT VOLUMETRIC SOURCES
*
* SED: NSED COHESIVE SEDIMENT CONCENTRATIONS CORRESPONDING TO
* INFLOW ABOVE WRITTEN AS SEDC(N), N=1,NSED. I.E., THE FIRST
* NSED VALUES ARE COHESIVE A SINGLE DEFAULT VALUE IS REQUIRED
* EVEN IF COHESIVE SEDIMENT TRANSPORT IS INACTIVE
* SND: NSND NON-COHESIVE SEDIMENT CONCENTRATIONS CORRESPONDING TO
* INFLOW ABOVE WRITTEN AS SND(N), N=1,NSND. I.E., THE LAST
* NSND VALUES ARE NON-COHESIVE. A SINGLE DEFAULT VALUE IS
* REQUIRED EVEN IF NON-COHESIVE SEDIMENT TRANSPORT IS INACTIVE
*
C26 SND1 SND2 ( 0 SEDS + 2 SNDS )
0 0 ! ! ! ! ! ! ! ! Flow01
20 2 ! ! ! ! ! ! ! ! Flow02
20 2 ! ! ! ! ! ! ! ! Flow03
20 2 ! ! ! ! ! ! ! ! Flow04
0 0 ! ! ! ! ! ! ! ! Flow05
0 0 ! ! ! ! ! ! ! ! Flow10
0 0 ! ! ! ! ! ! ! ! Flow11
0 0 ! ! ! ! ! ! ! ! Flow13
------
C27 JET/PLUME SOURCE LOCATIONS, GEOMETRY AND ENTRAINMENT PARAMETERS
191
*
* ID: ID COUNTER FOR JET/PLUME
* ICAL: 1 ACTIVE, 0 BYPASS
* IQJP: I CELL INDEX OF JET/PLUME
* JQJP: J CELL INDEX OF JET/PLUME
* KQJP: K CELL INDEX OF JET/PLUME (DEFAULT, QJET=0 OR JET COMP DIVERGES)
* NPORT: NUMBER OF IDENTIAL PORTS IN THIS CELL
* XJET: LOCAL EAST JET LOCATION RELATIVE TO DISCHARGE CELL CENTER (m) (NOT USED)
* YJET: LOCAL NORTH JET LOCATION RELATIVE TO DISCHARGE CELL CENTER (m)(NOT USED)
* ZJET: ELEVATION OF DISCHARGE (m)
* PHJET: VERTICAL JET ANGLE POSITIVE FROM HORIZONTAL (DEGREES)
* THJET: HORIZONTAL JET ANGLE POS COUNTER CLOCKWISE FROM EAST (DEGREES)
* DJET: DIAMETER OF DISCHARGE PORT (m)
* CFRD: ADJUSTMENT FACTOR FOR FROUDE NUMBER
* DJPER: ENTRAINMENT ERROR CRITERIA
*
C27 ID ICAL IQJP JQJP KQJP NPORT XJET YJET ZJET PHJET THJET DJET CFRD DJPER
------
C28 JET/PLUME SOLUTION CONTROL AND OUTPUT CONTROL PARAMETERS
*
* ID: ID COUNTER FOR JET/PLUME
* NJEL: MAXIMUM NUMBER OF ELEMENTS ALONG JET/PLUME LENGTH
* NJPMX: MAXIMUM NUMBER OF ITERATIONS
* ISENT: 0 USE MAXIMUM OF SHEAR AND FORCED ENTRAINMENT
* 1 USE SUM OF SHEAR AND FORCED ENTRAINMENT
* ISTJP: 0 STOP AT SPECIFIED NUMBER OF ELEMENTS
* 1 STOP WHEN CENTERLINE PENETRATES BOTTOM OR SURFACE
* 2 STOP WITH BOUNDARY PENETRATES BOTTOM OR SURFACE
* NUDJP: FREQUENCY FOR UPDATING JET/PLUME (NUMBER OF TIME STEPS)
* IOJP: 1 FOR FULL ASCII, 2 FOR COMPACT ASCII OUTPUT AT EACH UPDATE
* 3 FOR FULL AND COMPACT ASCII OUTPUT, 4 FOR BINARY OUTPUT
* IPJP: NUMBER OF SPATIAL PRINT/SAVE POINT IN VERTICAL
* ISDJP: 1 WRITE DIAGNOSTIS TO JPLOG__.OUT
192
* IUPJP: I INDEX OF UPSTREAM WITHDRAWAL CELL IF ICAL=2
* JUPJP: J INDEX OF UPSTREAM WITHDRAWAL CELL IF ICAL=2
* KUPJP: K INDEX OF UPSTREAM WITHDRAWAL CELL IF ICAL=2
*
C28 ID NJEL NJPMX ISENT ISTJP NUDJP IOJP IPJP ISDJP IUPJP JUPJP KUPJP
------
C29 JET/PLUME SOURCE PARAMETERS AND DISCHARGE/CONCENTRATION SERIES IDS
*
* ID: ID COUNTER FOR JET/PLUME
* QQJP: CONSTANT JET/PLUME FLOW RATE IN M*m*m/s
* FOR ICAL = 1 OR 2 (FOR SINGLE PORT)
* NQSERJP: ID NUMBER OF ASSOCIATED VOLUMN FLOW TIME SERIES
* NQWRSERJP: ID NUMBER OF ASSOCIATED WITHDAWAL-RETURN TIME SERIES (ICAL=2)
* ICSER1: ID NUMBER OF ASSOCIATED SALINITY TIME SERIES
* ICSER2: ID NUMBER OF ASSOCIATED TEMPERATURE TIME SERIES
* ICSER3: ID NUMBER OF ASSOCIATED DYE CONC TIME SERIES
* ICSER4: ID NUMBER OF ASSOCIATED SHELL FISH LARVAE RELEASE TIME SERIES
* ICSER5: ID NUMBER OF ASSOCIATED TOXIC CONTAMINANT CONC TIME SERIES
* ICSER6: ID NUMBER OF ASSOCIATED COHESIVE SEDIMENT CONC TIME SERIES
* ICSER7: ID NUMBER OF ASSOCIATED NON-COHESIVE SED CONC TIME SERIES
*
C29 ID QQJP NQSERJP NQWRSERJP ICSER1 ICSER2 ICSER3 ICSER4 ICSER5 ICSER6 ICSER7
------
C30 TIME CONSTANT INFLOW CONCENTRATIONS FOR TIME CONSTANT JET/PLUME SOURCES
*
* SAL: SALT CONCENTRATION CORRESPONDING TO INFLOW ABOVE
* TEM: TEMPERATURE CORRESPONDING TO INFLOW ABOVE
* DYE: DYE CONCENTRATION CORRESPONDING TO INFLOW ABOVE
* SFL: SHELL FISH LARVAE CONCENTRATION CORRESPONDING TO INFLOW ABOVE
* TOX: NTOX TOXIC CONTAMINANT CONCENTRATIONS CORRESPONDING TO
* INFLOW ABOVE WRITTEN AS TOXC(N), N=1,NTOX A SINGLE DEFAULT
* VALUE IS REQUIRED EVEN IF TOXIC TRANSPORT IS NOT ACTIVE
*
193
C30 SAL TEM DYE SFL
------
C31 TIME CONSTANT INFLOW CONCENTRATIONS FOR TIME CONSTANT JET/PLUME SOURCES
*
* SED: NSED COHESIVE SEDIMENT CONCENTRATIONS CORRESPONDING TO
* INFLOW ABOVE WRITTEN AS SEDC(N), N=1,NSED. I.E., THE FIRST
* NSED VALUES ARE COHESIVE A SINGLE DEFAULT VALUE IS REQUIRED
* EVEN IF COHESIVE SEDIMENT TRANSPORT IS INACTIVE
* SND: NSND NON-COHESIVE SEDIMENT CONCENTRATIONS CORRESPONDING TO
* INFLOW ABOVE WRITTEN AS SND(N), N=1,NSND. I.E., THE LAST
* NSND VALUES ARE NON-COHESIVE. A SINGLE DEFAULT VALUE IS
* REQUIRED EVEN IF NON-COHESIVE SEDIMENT TRANSPORT IS INACTIVE
*
C31 SND1 SND2 ( 0 SEDS + 2 SNDS )
------
C32 SURFACE ELEV OR PRESSURE DEPENDENT FLOW INFORMATION
*
* IQCTLU: I INDEX OF UPSTREAM OR WITHDRAWAL CELL
* JQCTLU: J INDEX OF UPSTREAM OR WITHDRAWAL CELL
* IQCTLD: I INDEX OF DOWNSTREAM OR RETURN CELL
* JQCTLD: J INDEX OF DOWNSTREAM OR RETURN CELL
* NQCTYP: FLOW CONTROL TYPE
* = 0 HYDRAULIC STRUCTURE: INSTANT FLOW DRIVEN BY ELEVATION
* OR PRESSURE DIFFERCENCE TABLE
* = 1 ACCELERATING FLOW THROUGH TIDAL INLET
* NQCTLQ: ID NUMBER OF CONTROL CHARACTERIZATION TABLE
* NQCMUL: MULTIPLIER SWITCH FOR FLOWS FROM UPSTREAM CELL
* = 0 MULT BY 1. FOR CONTROL TABLE IN (L*L*L/T)
* = 1 MULT BY DY FOR CONTROL TABLE IN (L*L/T) ON U FACE
* = 2 MULT BY DX FOR CONTROL TABLE IN (L*L/T) ON V FACE
* = 3 MULT BY DX+DY FOR CONTROL TABLE IN (L*L/T) ON U&V FACES
* NQCMFU: IF NON ZERO ACCOUNT FOR FLOW MOMENTUM FLUX IN UPSTREAM CELL
* = 1 MOMENTUM FLUX ON NEG U FACE
194
* = 2 MOMENTUM FLUX ON NEG V FACE
* = 3 MOMENTUM FLUX ON POS U FACE
* = 4 MOMENTUM FLUX ON POS V FACE
* NQCMFD: IF NON ZERO ACCOUNT FOR FLOW MOMENTUM FLUX IN DOWNSTREAM CELL
* = 1 MOMENTUM FLUX ON NEG U FACE
* = 2 MOMENTUM FLUX ON NEG V FACE
* = 3 MOMENTUM FLUX ON POS U FACE
* = 4 MOMENTUM FLUX ON POS V FACE
* BQCMFU: UPSTREAM MOMENTUM FLUX WIDTH (m)
* BQCMFD: DOWNSTREAM MOMENTUM FLUX WIDTH (m)
*
C32 IQCTLU JQCTLU IQCTLD JQCTLD NQCTYP NQCTLQ NQCMUL NQC_U NQC_D BQC_U BQC_D
------
C33 FLOW WITHDRAWAL, HEAT OR MATERIAL ADDITION, AND RETURN DATA
*
* IWRU: I INDEX OF UPSTREAM OR WITHDRAWAL CELL
* JWRU: J INDEX OF UPSTREAM OR WITHDRAWAL CELL
* KWRU: K INDEX OF UPSTREAM OR WITHDRAWAL LAYER
* IWRD: I INDEX OF DOWNSTREAM OR RETURN CELL
* JWRD: J INDEX OF DOWNSTREAM OR RETURN CELL
* KWRD: J INDEX OF DOWNSTREAM OR RETURN LAYER
* QWRE: CONSTANT VOLUME FLOW RATE FROM WITHDRAWAL TO RETURN
* NQWRSERQ: ID NUMBER OF ASSOCIATED VOLUMN WITHDRAWAL-RETURN FLOW AND
* CONCENTRATION RISE TIME SERIES
* NQWRMFU: IF NON ZERO ACCOUNT FOR WITHDRAWAL FLOW MOMENTUM FLUX
* = 1 MOMENTUM FLUX ON NEG U FACE
* = 2 MOMENTUM FLUX ON NEG V FACE
* = 3 MOMENTUM FLUX ON POS U FACE
* = 4 MOMENTUM FLUX ON POS V FACE
* NQWRMFD: IF NON ZERO ACCOUNT FOR RETURN FLOW MOMENTUM FLUX
* = 1 MOMENTUM FLUX ON NEG U FACE
* = 2 MOMENTUM FLUX ON NEG V FACE
* = 3 MOMENTUM FLUX ON POS U FACE
195
* = 4 MOMENTUM FLUX ON POS V FACE
* BQWRMFU: UPSTREAM MOMENTUM FLUX WIDTH (m)
* BQWRMFD: DOWNSTREAM MOMENTUM FLUX WIDTH (m)
* ANGWRMFD: ANGLE FOR HORIZONTAL FOR RETURN FLOW MOMENTUM FLUX
*
C33 IWRU JWRU KWRU IWRD JWRD KWRD QWRE NQW_RQ NQWR_U NQWR_D BQWR_U BQWR_D ANG_D
------
C34 TIME CONSTANT WITHDRAWAL AND RETURN CONCENTRATION RISES
*
* SAL: SALTINITY RISE
* TEM: TEMPERATURE RISE
* DYE: DYE CONCENTRATION RISE
* SFL: SHELLFISH LARVAE CONCENTRATION RISE
* TOX#: NTOX TOXIC CONTAMINANT CONCENTRATION RISES
*
C34 SALT TEMP DYEC SFLC TOX1
------
C35 TIME CONSTANT WITHDRAWAL AND RETURN CONCENTRATION RISES
*
* SED#: NSEDC COHESIVE SEDIMENT CONCENTRATION RISE
* SND#: NSEDN NON-COHESIVE SEDIMENT CONCENTRATION RISE
*
C35 SND1 SND2 ( 0 SEDS + 2 SNDS )
------
C36 SEDIMENT INITIALIZATION AND WATER COLUMN/BED REPRESENTATION OPTIONS
* DATA REQUIRED IF ISTRAN(6) OR ISTRAN(7) <> 0
*
* ISEDINT: 0 FOR CONSTANT INITIAL CONDITIONS
* 1 FOR SPATIALLY VARIABLE WATER COLUMN INITIAL CONDITIONS
* FROM SEDW.INP AND SNDW.INP
* 2 FOR SPATIALLY VARIABLE BED INITIAL CONDITIONS
* FROM SEDB.INP AND SNDB.INP
* 3 FOR SPATIALLY VARIABLE WATER COL AND BED INITIAL CONDITIONS 196
* ISEDBINT: 0 FOR SPATIALLY VARYING BED INITIAL CONDITIONS IN MASS/AREA
* 1 FOR SPATIALLY VARYING BED INITIAL CONDITIONS IN MASS FRACTION
* OF TOTAL SEDIMENT MASS (REQUIRES BED LAYER THICKNESS
* FILE BEDLAY.INP)
* ISEDWC: 0 COHESIVE SED WC/BED EXCHANGE BASED ON BOTTOM LAYER CONDITIONS
* 1 COHESIVE SED WC/BED EXCHANGE BASED ON WAVE/CURRENT/SEDIMENT
* BOUNDARY LAYERS EMBEDDED IN BOTTOM LAYER
* ISMUD: 1 INCLUDE COHESIVE FLUID MUD VISCOUS EFFECTS USING EFDC
* FUNCTION CSEDVIS(SEDT)
* ISNDWC: 0 NONCOH SED WC/BED EXCHANGE BASED ON BOTTOM LAYER CONDITIONS
* 1 NONCOH SED WC/BED EXCHANGE BASED ON WAVE/CURRENT/SEDIMENT
* BOUNDARY LAYERS EMBEDDED IN BOTTOM LAYER
* ISEDVW: 0 FOR CONSTANT OR SIMPLE CONCENTRATION DEPENDENT
* COHESIVE SEDIMENT SETTLING VELOCITY
* >1 CONCENTRATION AND/OR SHEAR/TURBULENCE DEPENDENT COHESIVE
* SEDIMENT SETTLING VELOCITY. VALUE INDICATES OPTION TO BE USED
* IN EFDC FUNCTION CSEDSET(SED,SHEAR,ISEDVWC)
* 1 HUANG AND METHA - LAKE OKEECHOBEE
* 2 SHRESTA AND ORLOB - FOR KRONES SAN FRANCISCO BAY DATA
* 3 ZIEGLER AND NESBIT - FRESH WATER
* ISNDVW: 0 USE CONSTANT SPECIFIED NON-COHESIVE SED SETTLING VELOCITIES
* OR CALCULATE FOR CLASS DIAMETER IF SPECIFIED VALUE IS NEG
* >1 FOLLOW OPTION 0 PROCEDURE BUT APPLY HINDERED SETTLING
* CORRECTION. VALUE INDICATES OPTION TO BE USED WITH EFDC
* FUNCTION CSNDSET(SND,SDEN,ISNDVW) VALUE OF ISNDVW INDICATES
* EXPONENTIAL IN CORRECT (1-SDEN(NS)*SND(NS)**ISNDVW
* KB: MAXIMUM NUMBER OF BED LAYERS (EXCLUDING ACTIVE LAYER)
* ISDTXBUG: 1 TO ACTIVATE SEDIMENT AND TOXICS DIAGNOSTICS
*
C36 ISEDINT ISEDBINT ISEDWC ISMUD ISNDWC ISEDVW ISNDVW KB ISDTXBUG
1 0 0 0 0 0 0 1 0
------
C36a SEDIMENT INITIALIZATION/BED SHEAR STRESS REPRESENTATION OPTIONS
197
* DATA REQUIRED IF ISTRAN(6) OR ISTRAN(7) <> 0
*
* ISBEDSTR: 0 USE HYDRODYNAMIC MODEL STRESS FOR SEDIMENT TRANSPORT
* 1 SEPARATE GRAIN STRESS FROM TOTAL IN COH AND NONCOH COMPONENTS
* 2 SEPARATE GRAIN STRESS FROM TOTAL APPLY TO COH AND NONCOH SEDS
* 3 USE INDEPENDENT LOG LAW ROUGHNESS HEIGHT FOR SEDIMENT TRANSPORT
READ FROM FILE SEDROUGH.INP*
* ISBSDFUF: 1 CORRECT GRAIN STRESS PARTITIONING FOR NONUNIFORM FLOW EFFECTS
* COEFTSBL: COEFFICIENT SPECIFYING THE HYDRODYNAMIC SMOOTHNESS OF
* TURBULENT BOUNDARY LAYER OVER COEHESIVE BED IN TERMS OF
* EQUIVALENT GRAIN SIZE FOR COHESIVE GRAIN STRESS
* CALCULATION, FULLY SMOOTH = 4, FULL ROUGH = 100.
* VISMUDST: KINEMATIC VISCOSITY TO USE IN DETERMINING COHESIVE GRAIN STRESS
*
C36a ISBEDSTR ISBSDFUF COEFTSBL VISMUDST
0 0 4 .000001
------
C36b SEDIMENT INITIALIZATION AND WATER COLUMN/BED REPRESENTATION OPTIONS
* DATA REQUIRED IF ISTRAN(6) OR ISTRAN(7) <> 0
*
* ISEDAL: 1 TO ACTIVATE STATIONARY COHESIVE MUD ACTIVE LAYER
* ISNDAL: 1 TO ACTIVATE NON-COHESIVE ARMORING EFFECTS
* 2 SAME AS 1 WITH ACTIVE-PARENT LAYER FORMULATION
* IALTYP: 0 CONSTANT THICKNESS ARMORING LAYER
* 1 CONSTANT TOTAL SEDIMENT MASS ARMORING LAYER
* IALSTUP: 1 CREATE ARMORING LAYER FROM INITIAL TOP LAYER AT START UP
* ISEDEFF: 1 MODIFY NONCOHESIVE RESUSPENSION TO ACCOUNT FOR COHESIVE EFFECTS
* USING MULTIPLICATION FACTOR: EXP(-COEHEFF*FRACTION COHESIVE)
* 2 MODIFY NONCOHESIVE CRITICAL STRESS TO ACCOUNT FOR COHESIVE
* EFFECTS USING MULTIPLICATION FACTOR:
* 1+(COEHEFF2-1)*(1-EXP(-COEHEFF*FRACTION COHESIVE))
* HBEDAL: ACTIVE ARMORING LAYER THICKNESS
* IALSTUP: COHESIVE EFFECTS COEFFICIENT
198
*
C36b ISEDAL ISNDAL IALTYP IALSTUP ISEDEFF HBEDAL COEHEFF COEHEFF2
0 0 0 0 0 0 0 0
------
C37 BED MECHANICAL PROPERTIES PARAMETER SET 1
* DATA REQUIRED IF NSED>0, EVEN IF ISTRAN(6) = 0
*
* ISEDDT: NUMBER OF SED/TOX BED PROCESSES STEPS PER HYDRO/WC TRANS STEPS
* IBMECH: 0 TIME INVARIANT CONSTANT BED MECHANICAL PROPERITES
* 1 SIMPLE CONSOLIDATION CALCULATION WITH CONSTANT COEFFICIENTS
* 2 SIMPLE CONSOLIDATION WITH VARIABLE COEFFICIENTS DETERMINED
* EFDC FUNCTIONS CSEDCON1,2,3(IBMECH)
* 3 COMPLEX CONSOLIDATION WITH VARIABLE COEFFICIENTS DETERMINED
* EFDC FUNCTIONS CSEDCON1,2,3(IBMECH). IBMECH > 0 SETS THE
* C38 PARAMETER ISEDBINT=1 AND REQUIRES INITIAL CONDITIONS
* FILES BEDLAY.INP, BEDBDN.INP AND BEDDDN.IN
* 9 TYPE OF CONSOLIDATION VARIES BY CELL WITH IBMECH FOR EACH
* DEFINED IN INPUT FILE CONSOLMAP.INP
* IMORPH: 0 CONSTANT BED MORPHOLOGY (IBMECH=0, ONLY)
* 1 ACTIVE BED MORPHOLOGY: NO WATER ENTRAIN/EXPULSION EFFECTS
* 2 ACTIVE BED MORPHOLOGY: WITH WATER ENTRAIN/EXPULSION EFFECTS
* HBEDMAX: TOP BED LAYER THICKNESS (m) AT WHICH NEW LAYER IS ADDED OR IF
* KBT(I,J)=KB, NEW LAYER ADDED AND LOWEST TWO LAYERS COMBINED
* BEDPORC: CONSTANT BED POROSITY (IBMECH=0, OR NSED=0)
* ALSO USED AS POROSITY OF DEPOSITIN NON-COHESIVE SEDIMENT
* SEDMDMX: MAXIMUM FLUID MUD COHESIVE SEDIMENT CONCENTRATION (MG/L)
* SEDMDMN: MINIMUM FLUID MUD COHESIVE SEDIMENT CONCENTRATION (MG/L)
* SEDVDRD: VOID RATIO OF DEPOSITING COHESIVE SEDIMENT
* SEDVDRM: MINIMUM COHESIVE SEDIMENT BED VOID RATIO (IBMECH > 0)
* SEDVDRT: BED CONSOLIDATION RATE CONSTANT (sec) (IBMECH = 1,2), EXP(-DELT/SEDVDRT)
* > 0 CONSOLIDATE OVER TIME TO SEDVDRM
* = 0 CONSOLIDATE INSTANTANEOUSLY TO SEDVDRM (0.0>=SEDVDRT<=0.0001)
* < 0 CONSOLIDATE TO INITIAL VOID RATIOS
199
*
C37 ISEDDT IBMECH IMORPH HBEDMAX BEDPORC SEDMDMX SEDMDMN SEDVDRD SEDVDRM SEDVRDT
1 0 0 0 .4 0 0 0 0 0
------
C38 BED MECHANICAL PROPERTIES PARAMETER SET 2
* DATA REQUIRED IF NSED>0, EVEN IF ISTRAN(6) = 0
*
* IBMECHK: 0 FOR HYDRAULIC CONDUCTIVITY, K, FUNCTION K=KO*EXP((E-EO)/EK)
* 1 FOR HYD COND/(1+VOID RATIO),K', FUNCTION K'=KO'*EXP((E-EO)/EK)
* BMECH1: REFERENCE EFFECTIVE STRESS/WATER SPECIFIC WEIGHT, SEO (m)
* IF BMECH1<0 USE INTERNAL FUNCTION, BMECH1,BMECH2,BMECH3 NOT USED
* BMECH2: REFERENCE VOID RATIO FOR EFFECTIVE STRESS FUNCTION, EO
* BMECH3: VOID RATIO RATE TERM ES IN SE=SEO*EXP(-(E-EO)/ES)
* BMECH4: REFERENCE HYDRAULIC CONDUCTIVITY, KO (m/s)
* IF BMECH4<0 USE INTERNAL FUNCTION, BMECH1,BMECH2,BMECH3 NOT USED
* BMECH5: REFERENCE VOID RATIO FOR HYDRAULIC CONDUCTIVITY, EO
* BMECH6: VOID RATIO RATE TERM EK IN (K OR K')=(KO OR KO')*EXP((E-EO)/EK)
*
C38 IBMECHK BMECH1 BMECH2 BMECH3 BMECH4 BMECH5 BMECH6
0 0 0 0 0 0 0
------
C39 COHESIVE SEDIMENT PARAMETER SET 1 REPEAT DATA LINE NSED TIMES
* DATA REQUIRED IF NSED>0, EVEN IF ISTRAN(6) = 0
*
* SEDO: CONSTANT INITIAL COHESIVE SEDIMENT CONC IN WATER COLUMN
* (MG/LITER=GM/M**3)
* SEDBO: CONSTANT INITIAL COHESIVE SEDIMENT IN BED PER UNIT AREA
* (GM/SQ METER) IE 1CM THICKNESS BED WITH SSG=2.5 AND
* N=.6,.5 GIVES SEDBO 1.E4, 1.25E4
* SDEN: SEDIMENT SPEC VOLUME (IE 1/2.25E6 M**3/GM)
* SSG: SEDIMENT SPECIFIC GRAVITY
* WSEDO: CONSTANT OR REFERENCE SEDIMENT SETTLING VELOCITY
* IN FORMULA WSED=WSEDO*( (SED/SEDSN)**SEXP )
200
* SEDSN: (Not Used)
* SEXP: (Not Used)
* TAUD: BOUNDARY STRESS BELOW WHICH DEPOSITION TAKES PLACE ACCORDING
* TO (TAUD-TAU)/TAUD
* ISEDSCOR: 1 TO CORRECT BOTTOM LAYER CONCENTRATION TO NEAR BED CONCENTRATION
*
C39 SEDO SEDBO SDEN SSG WSEDO MORPHD SEXP TAUD ISEDSCOR
------
C40 COHESIVE SEDIMENT PARAMETER SET 2 REPEAT DATA LINE NSED TIMES
* DATA REQUIRED IF NSED>0, EVEN IF ISTRAN(6) = 0
*
* IWRSP: 0 USE RESUSPENSION RATE AND CRITICAL STRESS BASED ON PARAMETERS
* ON THIS DATA LINE
* >0 USE BED PROPERTIES DEPENDEDNT RESUSPENSION RATE AND CRITICAL
* STRESS GIVEN BY EFDC FUNCTIONS CSEDRESS,CSEDTAUS,CSEDTAUB
* FUNCTION ARGUMENSTS ARE (BDENBED,IWRSP)
* 1 HWANG AND METHA - LAKE OKEECHOBEE
* 2 HAMRICK'S MODIFICATION OF SANFORD AND MAA
* 3 SAME AS 2 EXCEPT VOID RATIO OF COHESIVE SEDIMENT FRACTION IS USED
* >= 99 SITE SPECIFIC
* IWRSPB:0 NO BULK EROSION
* 1 USE BULK EROSION CRITICAL STRESS AND RATE IN FUNCTIONS
* CSEDTAUB AND CSEDRESSB
* WRSPO: REF SURFACE EROSION RATE IN FORMULA
* WRSP=WRSP0*( ((TAU-TAUR)/TAUN)**TEXP ) (gm/m**2/sec)
* TAUR: BOUNDARY STRESS ABOVE WHICH SURFACE EROSION OCCURS (m/s)**2
* TAUN: (Not Used, TAUN=TAUR SET IN CODE)
* TEXP: EXPONENT OF WRSP=WRSP0*( ((TAU-TAUR)/TAUN)**TEXP )
* VDRRSPO: REFERENCE VOID RATIO FOR CRITICAL STRESS AND RESUSPENSION RATE
* IWRSP=2,3
* COSEDHID: COHESIVE SEDIMENT RESUSPENSION HIDING FACTOR TO REDUCE COHESIVE
* RESUSPENSION BY FACTOR = (COHESIVE FRACTION OF SEDIMENT)**COSEDHID
*
201
C40 IWRSP IWRSPB WRSPO TAUR TAUN TEXP VDRRSPO COSEDHID
------
C41 NON-COHESIVE SEDIMENT PARAMETER SET 1 REPEAT DATA LINE NSND TIMES
* DATA REQUIRED IF NSND>0, EVEN IF ISTRAN(7) = 0
*
* SNDO: CONSTANT INITIAL NON-COHESIVE SEDIMENT CONC IN WATER COLUMN
* (MG/LITER=GM/M**3)
* SNDBO: CONSTANT INITIAL NON-COHESIVE SEDIMENT IN BED PER UNIT AREA
* (GM/SQ METER) IE 1CM THICKNESS BED WITH SSG=2.5 AND
* N=.6,.5 GIVES SNDBO 1.E4, 1.25E4
* SDEN: SEDIMENT SPEC VOLUME (IE 1/2.65E6 M**3/GM)
* SSG: SEDIMENT SPECIFIC GRAVITY
* SNDDIA: REPRESENTATIVE DIAMETER OF SEDIMENT CLASS (m)
* WSNDO: CONSTANT OR REFERENCE SEDIMENT SETTLING VELOCITY
* WSNDO < 0, SETTLING VELOCITY INTERNALLY COMPUTED
* SNDN: (Not Used)
* SEXP: (Not Used)
* TAUD: (Not Used)
* ISNDSCOR: (Not Used)
*
C41 SNDO SNDBO SDEN SSG SNDDIA WSNDO SNDN SEXP TAUD ISNDSCOR
60 0 3.5971E-07 2.78 .000001 9.698E-07 0 0 0 0
6 0 3.7453E-07 2.67 .00007 .004458 0 0 0 0
------
C42 NON-COHESIVE SEDIMENT PARAMETER SET 2 REPEAT DATA LINE NSND TIMES
* DATA REQUIRED IF NSND>0, EVEN IF ISTRAN(7) = 0
*
* ISNDEQ: >1 CALCULATE ABOVE BED REFERENCE NON-COHESIVE SEDIMENT
* EQUILIBRIUM CONCENTRATION USING EFDC FUNCTION
* CSNDEQC(SNDDIA,SSG,WS,TAUR,TAUB,SIGPHI,SNDDMX,IOTP)
* WHICH IMPLEMENT FORMULATIONS OF
* 1 GARCIA AND PARKER
* 2 SMITH AND MCLEAN
202
* 3 VAN RIJN
* ISBDLD: 0 BED LOAD PHI FUNCTION IS CONSTANT, SBDLDP
* 1 VAN RIJN PHI FUNCTION
* 2 MODIFIED ENGULAND-HANSEN
* 3 WU, WANG, AND JIA
* 4 (Not Used)
* TAUR: CRITICAL STRESS IN (m/s)**2
* NOTE: IF TAUR < 0, THEN TAUR AND TAUN ARE INTERNALLY
* COMPUTED USING VAN RIJN'S FORMULAS
* TAUN: EQUAL TO TAUR FOR NON-COHESIVE SED TRANS
* TCSHIELDS: CRITICAL SHIELDS STRESS (DIMENSIONLESS)
* ISLTAUC: 1 TO IMPLEMENT SUSP LOAD ONLY WHEN STRESS EXCEEDS TAUC FOR EACH GRAINSIZE
* 2 TO IMPLEMENT SUSP LOAD ONLY WHEN STRESS EXCEEDS TAUCD50
* 3 TO USE TAUC FOR NONUNIFORM BEDS, THESE APPLY ONLY TO RESUSPENSION
* FORMULAS NOT EXPLICITLY CONTAINING CRITICAL SHIELDS STRESS SUCH AS G-P
* IBLTAUC: 1 TO IMPLEMENT BEDLOAD ONLY WHEN STRESS EXCEEDS TAUC FOR EACH GRAINSIZE
* 2 TO IMPLEMENT BEDLOAD ONLY WHEN STRESS EXCEEDS TAUCD50
* 3 TO USE TAUC FOR NONUNIFORM BEDS, THESE APPLY ONLY TO BED LOAD
* FORMULAS NOT EXPLICITLY CONTAINING CRITICAL SHIELDS STRESS SUCH AS E-H
* IROUSE: 0 USE TOTAL STRESS FOR CALCULATING ROUSE NUMBER
* 1 USE GRAIN STRESS FOR ROUSE NUMBER
* ISNDM1: 0 SET BOTH BEDLOAD AND SUSPENDED LOAD FRACTIONS TO 1.0
* 1 SET BEDLOAD FRACTION TO 1. USE BINARY RELATIONSHIP FOR SUSPENDED
* 2 SET BEDLOAD FRACTION TO 1, USE LINEAR RELATIONSHIP FOR SUSPENDED
* 3 USE BINARY RELATIONSHIP FOR BEDLOAD AND SUSPENDED LOAD
* 4 USE LINEAR RELATIONSHIP FOR BEDLOAD AND SUSPENDED LOAD
* ISNDM2: 0 USE TOTAL SHEAR VELOCITY IN USTAR/WSET RATIO
* 1 USE GRAIN SHEAR VELOCITY IN USTAR/WSET RATIO
* RSNDM: VALUE OF USTAR/WSET FOR BINARY SWITCH BETWEEN BEDLOAD AND SUSPENDED LOAD
*
C42 ISNDEQ ISBDLD TAUR TAUN TCSHIELDS ISLTAUC IBLTAUC IROUSE ISNDM1 ISNDM2 RSNDM
3 0 1.615E-04 1.615E-04 9.2520 1 1 0 0 0 0.0000
3 0 1.548E-04 1.548E-04 0.1350 1 1 0 0 0 0.0000
203
------
C42A NON-COHESIVE SEDIMENT PARAMETER SET 3 (BED LOAD FORMULA PARAMETERS)
* DATA REQUIRED IF NSND>0, EVEN IF ISTRAN(7) = 0
*
* IBEDLD: 0 DISABLE BEDLOAD
* 1 ACTIVATE BEDLOAD OPTION. MUST USE SEDBLBC.INP
* SBDLDA: ALPHA EXPONENTIAL FOR BED LOAD FORMULA
* SBDLDB: BETA EXPONENTIAL FOR BED LOAD FORMULA
* SBDLDG1: GAMMA1 CONSTANT FOR BED LOAD FORMULA
* SBDLDG2: GAMMA2 CONSTANT FOR BED LOAD FORMULA
* SBDLDG3: GAMMA3 CONSTANT FOR BED LOAD FORMULA
* SBDLDG4: GAMMA4 CONSTANT FOR BED LOAD FORMULA
* SBDLDP: CONSTANT PHI FOR BED LOAD FORMULA
* ISBLFUC: BED LOAD FACE FLUX , 0 FOR DOWN WIND PROJECTION,1 FOR DOWN WIND
* WITH CORNER CORRECTION,2 FOR CENTERED AVERAGING
* BLBSNT: ADVERSE BED SLOPE (POSITIVE VALUE) ACROSS A CELL FACE ABOVE
* WHICH NO BED LOAD TRANSPORT CAN OCCUR. NOT ACTIVE FOR BLBSNT=0.0
*
C42a IBEDLD SBDLDA SBDLDB SBDLDG1 SBDLDG2 SBDLDG3 SBDLDG4 SBDLDP ISBLFUC BLBSNT
0 0 0 0 0 0 0 0 0 0
------
C43 TOXIC CONTAMINANT INITIAL CONDITIONS AND PARAMETERS
* USER MAY CHANGE UNITS OF WATER AND SED PHASE TOX CONCENTRATION
* AND PARTIATION COEFFICIENT ON C44 - C46 BUT CONSISTENT UNITS MUST
* MUST BE USED FOR MEANINGFUL RESULTS
* DATA REQUIRED EVEN IT ISTRAN(5) IS 0
*
* NTOXN: TOXIC CONTAMINANT NUMBER ID (1 LINE OF DATA BY DEFAULT)
* ITXINT: 0 FOR SPATIALLY CONSTANT WATER COL AND BED INITIAL CONDITIONS
* 1 FOR SPATIALLY VARIABLE WATER COLUMN INITIAL CONDITIONS
* 2 FOR SPATIALLY VARIABLE BED INITIAL CONDITIONS
* 3 FOR SPATIALLY VARIABLE WATER COL AND BED INITIAL CONDITION
* ITXBDUT: SET TO 0 FOR INITIAL BED GIVEN BY TOTAL TOX (MG/M^3)
204
* SET TO 1 FOR INITIAL BED GIVEN BY SORBED MASS TOX/MASS SED(mg/kg)
* TOXINTW: INIT WATER COLUNM TOT TOXIC VARIABLE CONCENTRATION (ugm/l)
* TOXINTB: INIT SED BED TOXIC CONC SEE ITXBDUT
*
* RKTOXW: FIRST ORDER WATER COL DECAY RATE FOR TOX VARIABLE IN 1/sec
* TKTOXW: REF TEMP FOR 1ST ORDER WATER COL DECAY DEG C
* RKTOXB: FIRST ORDER SED BED DECAY RATE FOR TOX VARIABLE IN 1/sec
* TKTOXB: REF TEMP FOR 1ST ORDER SED BED DECAY DEG C
*
C43 NTOXN ITXINT ITXBDUT TOXINTW TOXINTB RKTOXW TKTOXW RKTOXB TRTOXB COMMENTS
------
C44 ADDITIONAL TOXIC CONTAMINANT PARAMETERS
* DATA REQUIRED EVEN IT ISTRAN(5) IS 0
*
* NTOXN: TOXIC CONTAMINANT NUMBER ID (1 LINE OF DATA BY DEFAULT)
* ISTOC: 1 FOR DISS AND PART ORGANIC CARBON SORPTION
* 2 FOR DISS ORGANIC CARBON SORPTION AND POC FRACTIONALLY
* DISTRIBUTED TO INORGANIC SEDIMENT CLASSES
* 3 FOR NO DISS ORGANIC CARBON SORPTION AND POC FRACTIONALLY
* DISTRIBUTED TO INORGANIC SEDIMENT CLASSES
* VOLTOX: WATER SURFACE VOLITIALIZATION RATE MULTIPLIER (0. OR 1.)
* RMOLTX: MOLECULAR WEIGHT FOR DETERMINING VOLATILIZATION RATE
* RKTOXP: REFERENCE PHOTOLOYSIS DECAY RATE 1/sec
* SKTOXP: REFERENCE SOLAR RADIATION FOR PHOTOLOYSIS (watts/m**2)
* DIFTOX: DIFFUSION COEFF FOR TOXICANT IN SED BED PORE WATER (m**2/s)
* DIFTOXS: DIFFUSION COEFF FOR TOXICANT BETWEEN WATER COLUMN AND
* PORE WATER IN TOP LAYER OF THE BED(m**2/s)
* > 0.0 INTERPRET AS DIFFUSION COEFFICIENT (m**2/s)
* < 0.0 INTERPRET AS FLUX VELOCITY (m/s)
* PDIFTOX: PARTICLE MIXING DIFFUSION COEFF FOR TOXICANT IN SED BED (m**2/s)
* DPDIFTOX: DEPTH IN BED OVER WHICH PARTICLE MIXING IS ACTIVE (m)
*
C44 NTOXN ISTOC VOLTOX RMOLTX RKTOXP SKTOXP DIFTOX DIFTOXS PDIFTOX DPDIFTOX
205
------
C45 TOXIC CONTAMINANT SEDIMENT INTERACTION PARAMETERS
*
*
* NTOXC: TOXIC CONTAMINANT NUMBER ID. NSEDC+NSEDN LINES OF DATA
* FOR EACH TOXIC CONTAMINANT (DEFAULT = 2)
* NSEDN/NSNDN: FIRST NSED LINES COHESIVE, NEXT NSND LINES NON-COHESIVE.
* REPEATED FOR EACH CONTAMINANT
* ITXPARW: EQUAL 1 FOR SOLIDS DEPENDENT PARTITIONING (WC) GIVEN BY
* TOXPAR=PARO*(CSED**CONPAR)
* TOXPARW: WATER COLUMN PARO (ITXPARW=1) OR EQUIL TOX CON PART COEFF BETWEEN
* EACH TOXIC IN WATER AND ASSOCIATED SEDIMENT PHASES (LITERS/MG)
* CONPARW: EXPONENT IN TOXPAR=PARO*(CSED**CONPARW) IF ITXPARW=1
* ITXPARB: EQUAL 1 FOR SOLIDS DEPENDENT PARTITIONING (BED)
* TOXPARB: SEDIMENT BED PARO (ITXPARB=1) OR EQUIL TOX CON PART COEFF BETWEEN
* EACH TOXIC IN WATER AND ASSOCIATED SEDIMENT PHASES (LITERS/MG)
* CONPARB: EXPONENT IN TOXPAR=PARO*(CSED**CONPARB) IF ITXPARB=1
* 1 0.8770 -0.943 0.025
C45 NTOXN NSEDN ITXPARW TOXPARW CONPARW ITXPARB TOXPARB CONPARB COMMENTS
------
C45A TOXIC CONTAMINANT ORGANIC CARBON INTERACTION PARAMETERS
*
* ISTDOCW: 0 CONSTANT DOC IN WATER COLUMN OF STDOCWC (DEFAULT=0.)
* 1 TIME CONSTANT, SPATIALLY VARYING DOC IN WATER COLUMN FROM docw.inp
* ISTPOCW: 0 CONSTANT POC IN WATER COLUMN OF STPOCWC (DEFAULT=0.)
* 1 TIME CONSTANT, SPATIALLY VARYING POC IN WATER COLUMN FROM pocw.inp
* 2 TIME CONSTANT, FPOC IN WATER COLUMN, SEE C45C
* 3 TIME CONSTANT, SPATIALLY VARYING FPOC IN WATER COLUMN FORM fpocw.inp
* 4 FUNTIONAL SPECIFICATION OF TIME AND SPATIALLY VARYING
* FPOC IN WATER COLUMN
* ISTDOCB: 0 CONSTANT DOC IN BED OF STDOCBC (DEFAULT=0.)
* 1 TIME CONSTANT, SPATIALLY VARYING DOC IN BED FROM docb.inp
* ISTPOCB: 0 CONSTANT POC IN BED OF STPOCBC (DEFAULT=0.)
206
* 1 TIME CONSTANT, SPATIALLY VARYING POC IN BED FROM pocb.inp
* 2 TIME CONSTANT, FPOC IN BED, SEE C45D
* 3 TIME CONSTANT, SPATIALLY VARYING FPOC IN BED FROM fpocb.inp
* 4 FUNTIONAL SPECIFICATION OF TIME AND SPATIALLY VARYING
* FPOC IN BED
* STDOCWC: CONSTANT WATER COLUMN DOC (ISTDOCW=0)
* STPOCWC: CONSTANT WATER COLUMN POC (ISTPOCW=0)
* STDOCBC: CONSTANT BED DOC (ISTDOCB=0)
* STPOCBC: CONSTANT BED POC (ISTPOCB=0)
*
C45A ISTDOCW ISTPOCW ISTDOCB ISTPOCB STDOCWC STPOCWC STDOCBC STPOCBC
------
C45B TOXIC CONTAMINANT ORGANIC CARBON INTERACTION PARAMETERS
*
*
* NTOXC: TOXIC CONTAMINANT NUMBER ID. NSEDC+NSEDN LINES OF DATA
* FOR EACH TOXIC CONTAMINANT (DEFAULT = 2)
* NOC : FIRST LINE FOR DISSOLVED ORGANIC CARBON, SECOND FOR PART OC
* REPEATED FOR EACH CONTAMINANT
* ITXPARW: -1 FOR NO ORGANIC CARBON, O FOR NORMAL PARTITION AND 1 FOR SOLIDS
* DEPENDENT TOXPAR=PARO*(CSED**CONPAR)
* TOXPARW: WATER COLUMN PARO (ITXPARW=1) OR EQUIL TOX CON PART COEFF BETWEEN
* EACH TOXIC IN WATER AND ASSOCIATED SEDIMENT PHASES (liters/mg)
* CONPARW: EXPONENT IN TOXPAR=PARO*(CSED**CONPARW) IF ITXPARW=1
* ITXPARB: CONVENTION FOLLOWS ITXPARW (BED)
* TOXPARB: SEDIMENT BED PARO (ITXPARB=1) OR EQUIL TOX CON PART COEFF BETWEEN
* EACH TOXIC IN WATER AND ASSOCIATED SEDIMENT PHASES (liters/mg)
* CONPARB: EXPONENT IN TOXPAR=PARO*(CSED**CONPARB) IF ITXPARB=1
* 1 0.8770 -0.943 0.025
C45B NTOXN NOC ITXPARW TOXPARW CONPARW ITXPARB TOXPARB CONPARB *CARBON*
------
C45C TOXIC CONTAMINANT POC FRACTIONAL DISTRIBUTIONS IN WATER COLUMN
* 1 LINE OF DATA REQUIRED EVEN IT ISTRAN(5) IS 0. DATA USED WHEN
207
* ISTOC(NT)=1 OR 2
*
* NTOXN: TOXIC CONTAMINANT NUMBER ID. NSEDC+NSEDN 1 LINE OF DATA
* FOR EACH TOXIC CONTAMINANT (DEFAULT = 2)
* FPOCSED1-NSED: FRACTION OF OC ASSOCIATED WITH SED CLASSES 1,NSED
* FPOCSND1-NSND: FRACTION OF OC ASSOCIATED WITH SND CLASSES 1,NSND
*
C45C NTOXN FPOCSED1 FPOCSND1 FPOCSND2 FPOCSND3
------
C45D TOXIC CONTAMINANT POC FRACTIONAL DISTRIBUTIONS IN SEDIMENT BED
* 1 LINE OF DATA REQUIRED EVEN IT ISTRAN(5) IS 0. DATA USED WHEN
* ISTOC(NT)=1 OR 2
*
* NTOXN: TOXIC CONTAMINANT NUMBER ID. NSEDC+NSEDN 1 LINE OF DATA
* FOR EACH TOXIC CONTAMINANT (DEFAULT = 2)
* FPOCSED1-NSED: FRACTION OF OC ASSOCIATED WITH SED CLASSES 1,NSED
* FPOCSND1-NSND: FRACTION OF OC ASSOCIATED WITH SND CLASSES 1,NSND
*
C45D NTOXN FPOCSED1 FPOCSND1 FPOCSND2 FPOCSND3
------
C46 BUOYANCY, TEMPERATURE, DYE DATA AND CONCENTRATION BC DATA
*
* BSC: BUOYANCY INFLUENCE COEFFICIENT 0 TO 1, BSC=1. FOR REAL PHYSICS
* TEMO: REFERENCE, INITIAL, EQUILIBRUM AND/OR ISOTHERMAL TEMP IN DEG C
* HEQT: EQUILIBRUM TEMPERTURE TRANSFER COEFFICIENT M/sec
* RKDYE: FIRST ORDER DECAY RATE FOR DYE VARIABLE IN 1/sec
* NCBS: NUMBER OF CONCENTRATION BOUNDARY CONDITIONS ON SOUTH OPEN
* BOUNDARIES
* NCBW: NUMBER OF CONCENTRATION BOUNDARY CONDITIONS ON WEST OPEN
* BOUNDARIES
* NCBE: NUMBER OF CONCENTRATION BOUNDARY CONDITIONS ON EAST OPEN
* BOUNDARIES
* NCBN: NUMBER OF CONCENTRATION BOUNDARY CONDITIONS ON NORTH OPEN
208
* BOUNDARIES
*
C46 BSC TEMO HEQT RKDYE NCBS NCBW NCBE NCBN
1 -30.0 0.000E+00 0.000E+00 3 1 1 1
------
C47 LOCATION OF CONC BC'S ON SOUTH BOUNDARIES
*
* ICBS: I CELL INDEX
* JCBS: J CELL INDEX
* NTSCRS: NUMBER OF TIME STEPS TO RECOVER SPECIFIED VALUES ON CHANGE
* TO INFLOW FROM OUTFLOW
* NSSERS: SOUTH BOUNDARY CELL SALINITY TIME SERIES ID NUMBER
* NTSERS: SOUTH BOUNDARY CELL TEMPERATURE TIME SERIES ID NUMBER
* NDSERS: SOUTH BOUNDARY CELL DYE CONC TIME SERIES ID NUMBER
* NSFSERS: SOUTH BOUNDARY CELL SHELLFISH LARVAE TIME SERIES ID NUMBER
* NTXSERS: SOUTH BOUNDARY CELL TOXIC CONTAMINANT CONC TIME SERIES ID NUM.
* NSDSERS: SOUTH BOUNDARY CELL COHESIVE SED CONC TIME SERIES ID NUMBER
* NSNSERS: SOUTH BOUNDARY CELL NON-COHESIVE SED CONC TIME SERIES ID NUMBER
C
C47 IBBS JBBS NTSCRS NSSERS NTSERS NDSERS NSFSERS NTXSERS NSDSERS NSNSERS
10 3 0 0 0 0 0 0 0 0
11 3 0 0 0 0 0 0 0 0
12 3 0 0 0 0 0 0 0 0
------
C48 TIME CONSTANT BOTTOM CONC ON SOUTH CONC BOUNDARIES
*
* SAL: ULTIMATE INFLOWING BOTTOM LAYER SALINITY
* TEM: ULTIMATE INFLOWING BOTTOM LAYER TEMPERATURE
* DYE: ULTIMATE INFLOWING BOTTOM LAYER DYE CONCENTRATION
* SFL: ULTIMATE INFLOWING BOTTOM LAYER SHELLFISH LARVAE CONCENTRAION
* TOX: NTOX ULTIMATE INFLOWING BOTTOM LAYER TOXIC CONTAMINANT
* CONCENTRATIONS NTOX VALUES TOX(N), N=1,NTOX
*
209
C48 SAL TEM DYE SFL
30 20 30 0
30 20 30 0
30 20 30 0
------
C49 TIME CONSTANT BOTTOM CONC ON SOUTH CONC BOUNDARIES
*
* SED: NSED ULTIMATE INFLOWING BOTTOM LAYER COHESIVE SEDIMENT
* CONCENTRAIONS FIRST NSED VALUES SED(N), N=1,NSND
* SND: NSND ULTIMATE INFLOWING BOTTOM LAYER NON-COHESIVE SEDIMENT
* CONCENTRATIONS LAST NSND VALUES SND(N), N=1,NSND
*
C49 SND1 SND2 ( 0 SEDS + 2 SNDS )
20 2
20 2
20 2
------
C50 TIME CONSTANT SURFACE CONC ON SOUTH CONC BOUNDARIES
*
* SAL: ULTIMATE INFLOWING SURFAC LAYER SALINITY
* TEM: ULTIMATE INFLOWING SURFAC LAYER TEMPERATURE
* DYE: ULTIMATE INFLOWING SURFAC LAYER DYE CONCENTRATION
* SFL: ULTIMATE INFLOWING SURFAC LAYER SHELLFISH LARVAE CONCENTRAION
* TOX: NTOX ULTIMATE INFLOWING SURFAC LAYER TOXIC CONTAMINANT
* CONCENTRATIONS NTOX VALUES TOX(N), N=1,NTOX
*
C50 SAL TEM DYE SFL
25 22 25 0
25 22 25 0
25 22 25 0
------
C51 TIME CONSTANT SURFACE CONC ON SOUTH CONC BOUNDARIES
*
210
* SED: NSED ULTIMATE INFLOWING SURFAC LAYER COHESIVE SEDIMENT
* CONCENTRAIONS FIRST NSED VALUES SED(N), N=1,NSND
* SND: NSND ULTIMATE INFLOWING SURFAC LAYER NON-COHESIVE SEDIMENT
* CONCENTRATIONS LAST NSND VALUES SND(N), N=1,NSND
*
C51 SND1 SND2 ( 0 SEDS + 2 SNDS )
10 1
10 1
10 1
------
C52 LOCATION OF CONC BC'S ON WEST BOUNDARIES AND SERIES IDENTIFIERS
*
* ICBW: I CELL INDEX
* JCBW: J CELL INDEX
* NTSCRW: NUMBER OF TIME STEPS TO RECOVER SPECIFIED VALUES ON CHANGE
* TO INFLOW FROM OUTFLOW
* NSSERW: WEST BOUNDARY CELL SALINITY TIME SERIES ID NUMBER
* NTSERW: WEST BOUNDARY CELL TEMPERATURE TIME SERIES ID NUMBER
* NDSERW: WEST BOUNDARY CELL DYE CONC TIME SERIES ID NUMBER
* NSFSERW: WEST BOUNDARY CELL SHELLFISH LARVAE TIME SERIES ID NUMBER
* NTXSERW: WEST BOUNDARY CELL TOXIC CONTAMINANT CONC TIME SERIES ID NUM.
* NSDSERW: WEST BOUNDARY CELL COHESIVE SED CONC TIME SERIES ID NUMBER
* NSNSERW: WEST BOUNDARY CELL NON-COHESIVE SED CONC TIME SERIES ID NUMBER
*
C52 IBBW JBBW NTSCRW NSSERW NTSERW NDSERW NSFSERW NTXSERW NSDSERW NSNSERW
5 12 0 0 0 0 0 0 0 0
------
C53 TIME CONSTANT BOTTOM CONC ON WEST CONC BOUNDARIES
*
* SAL: ULTIMATE INFLOWING BOTTOM LAYER SALINITY
* TEM: ULTIMATE INFLOWING BOTTOM LAYER TEMPERATURE
* DYE: ULTIMATE INFLOWING BOTTOM LAYER DYE CONCENTRATION
* SFL: ULTIMATE INFLOWING BOTTOM LAYER SHELLFISH LARVAE CONCENTRAION
211
* TOX: NTOX ULTIMATE INFLOWING BOTTOM LAYER TOXIC CONTAMINANT
* CONCENTRATIONS NTOX VALUES TOX(N), N=1,NTOX
*
C53 SAL TEM DYE SFL
25 20 30 0
------
C54 TIME CONSTANT BOTTOM CONC ON WEST CONC BOUNDARIES
*
* SED: NSED ULTIMATE INFLOWING BOTTOM LAYER COHESIVE SEDIMENT
* CONCENTRAIONS FIRST NSED VALUES SED(N), N=1,NSND
* SND: NSND ULTIMATE INFLOWING BOTTOM LAYER NON-COHESIVE SEDIMENT
* CONCENTRATIONS LAST NSND VALUES SND(N), N=1,NSND
*
C54 SND1 SND2 ( 0 SEDS + 2 SNDS )
20 2
------
C55 TIME CONSTANT SURFACE CONC ON WEST CONC BOUNDARIES
*
* SAL: ULTIMATE INFLOWING SURFAC LAYER SALINITY
* TEM: ULTIMATE INFLOWING SURFAC LAYER TEMPERATURE
* DYE: ULTIMATE INFLOWING SURFAC LAYER DYE CONCENTRATION
* SFL: ULTIMATE INFLOWING SURFAC LAYER SHELLFISH LARVAE CONCENTRAION
* TOX: NTOX ULTIMATE INFLOWING SURFAC LAYER TOXIC CONTAMINANT
* CONCENTRATIONS NTOX VALUES TOX(N), N=1,NTOX
*
C55 SAL TEM DYE SFL
15 22 25 0
------
212
C56 TIME CONSTANT SURFACE CONC ON WEST CONC BOUNDARIES
*
* SED: NSED ULTIMATE INFLOWING SURFAC LAYER COHESIVE SEDIMENT
* CONCENTRAIONS FIRST NSED VALUES SED(N), N=1,NSND
* SND: NSND ULTIMATE INFLOWING SURFAC LAYER NON-COHESIVE SEDIMENT
* CONCENTRATIONS LAST NSND VALUES SND(N), N=1,NSND
*
C56 SND1 SND2 ( 0 SEDS + 2 SNDS )
10 1
------
C57 LOCATION OF CONC BC'S ON EAST BOUNDARIES AND SERIES IDENTIFIERS
*
* ICBE: I CELL INDEX
* JCBE: J CELL INDEX
* NTSCRE: NUMBER OF TIME STEPS TO RECOVER SPECIFIED VALUES ON CHANGE
* TO INFLOW FROM OUTFLOW
* NSSERE: EAST BOUNDARY CELL SALINITY TIME SERIES ID NUMBER
* NTSERE: EAST BOUNDARY CELL TEMPERATURE TIME SERIES ID NUMBER
* NDSERE: EAST BOUNDARY CELL DYE CONC TIME SERIES ID NUMBER
* NSFSERE: EAST BOUNDARY CELL SHELLFISH LARVAE TIME SERIES ID NUMBER
* NTXSERE: EAST BOUNDARY CELL TOXIC CONTAMINANT CONC TIME SERIES ID NUM.
* NSDSERE: EAST BOUNDARY CELL COHESIVE SED CONC TIME SERIES ID NUMBER
* NSNSERE: EAST BOUNDARY CELL NON-COHESIVE SED CONC TIME SERIES ID NUMBER
*
C57 IBBE JBBE NTSCRE NSSERE NTSERE NDSERE NSFSERE NTXSERE NSDSERE NSNSERE
40 38 0 0 0 0 0 0 0 0
------
C58 TIME CONSTANT BOTTOM CONC ON EAST CONC BOUNDARIES
*
* SAL: ULTIMATE INFLOWING BOTTOM LAYER SALINITY
* TEM: ULTIMATE INFLOWING BOTTOM LAYER TEMPERATURE
* DYE: ULTIMATE INFLOWING BOTTOM LAYER DYE CONCENTRATION
* SFL: ULTIMATE INFLOWING BOTTOM LAYER SHELLFISH LARVAE CONCENTRAION
213
* TOX: NTOX ULTIMATE INFLOWING BOTTOM LAYER TOXIC CONTAMINANT
* CONCENTRATIONS NTOX VALUES TOX(N), N=1,NTOX
*
C58 SAL TEM DYE SFL
10 20 30 0
------
C59 TIME CONSTANT BOTTOM CONC ON EAST CONC BOUNDARIES
*
* SED: NSED ULTIMATE INFLOWING BOTTOM LAYER COHESIVE SEDIMENT
* CONCENTRAIONS FIRST NSED VALUES SED(N), N=1,NSND
* SND: NSND ULTIMATE INFLOWING BOTTOM LAYER NON-COHESIVE SEDIMENT
* CONCENTRATIONS LAST NSND VALUES SND(N), N=1,NSND
*
C59 SND1 SND2 ( 0 SEDS + 2 SNDS )
20 2
------
C60 TIME CONSTANT SURFACE CONC ON EAST CONC BOUNDARIES
*
* SAL: ULTIMATE INFLOWING SURFAC LAYER SALINITY
* TEM: ULTIMATE INFLOWING SURFAC LAYER TEMPERATURE
* DYE: ULTIMATE INFLOWING SURFAC LAYER DYE CONCENTRATION
* SFL: ULTIMATE INFLOWING SURFAC LAYER SHELLFISH LARVAE CONCENTRAION
* TOX: NTOX ULTIMATE INFLOWING SURFAC LAYER TOXIC CONTAMINANT
* CONCENTRATIONS NTOX VALUES TOX(N), N=1,NTOX
*
C60 SAL TEM DYE SFL
5 22 25 0
------
C61 TIME CONSTANT SURFACE CONC ON EAST CONC BOUNDARIES
*
* SED: NSED ULTIMATE INFLOWING SURFAC LAYER COHESIVE SEDIMENT
* CONCENTRAIONS FIRST NSED VALUES SED(N), N=1,NSND
* SND: NSND ULTIMATE INFLOWING SURFAC LAYER NON-COHESIVE SEDIMENT
214
* CONCENTRATIONS LAST NSND VALUES SND(N), N=1,NSND
*
C61 SND1 SND2 ( 0 SEDS + 2 SNDS )
10 1
------
C62 LOCATION OF CONC BC'S ON NORTH BOUNDARIES AND SERIES IDENTIFIERS
*
* ICBN: I CELL INDEX
* JCBN: J CELL INDEX
* NTSCRN: NUMBER OF TIME STEPS TO RECOVER SPECIFIED VALUES ON CHANGE
* TO INFLOW FROM OUTFLOW
* NSSERN: NORTH BOUNDARY CELL SALINITY TIME SERIES ID NUMBER
* NTSERN: NORTH BOUNDARY CELL TEMPERATURE TIME SERIES ID NUMBER
* NDSERN: NORTH BOUNDARY CELL DYE CONC TIME SERIES ID NUMBER
* NSFSERN: NORTH BOUNDARY CELL SHELLFISH LARVAE TIME SERIES ID NUMBER
* NTXSERN: NORTH BOUNDARY CELL TOXIC CONTAMINANT CONC TIME SERIES ID NUM.
* NSDSERN: NORTH BOUNDARY CELL COHESIVE SED CONC TIME SERIES ID NUMBER
* NSNSERN: NORTH BOUNDARY CELL NON-COHESIVE SED CONC TIME SERIES ID NUMBER
*
C62 IBBN JBBN NTSCRN NSSERN NTSERN NDSERN NSFSERN NTXSERN NSDSERN NSNSERN
18 59 0 0 0 0 0 0 0 0
------
C63 TIME CONSTANT BOTTOM CONC ON NORTH CONC BOUNDARIES
*
* SAL: ULTIMATE INFLOWING BOTTOM LAYER SALINITY
* TEM: ULTIMATE INFLOWING BOTTOM LAYER TEMPERATURE
* DYE: ULTIMATE INFLOWING BOTTOM LAYER DYE CONCENTRATION
* SFL: ULTIMATE INFLOWING BOTTOM LAYER SHELLFISH LARVAE CONCENTRAION
* TOX: NTOX ULTIMATE INFLOWING BOTTOM LAYER TOXIC CONTAMINANT
* CONCENTRATIONS NTOX VALUES TOX(N), N=1,NTOX
*
C63 SAL TEM DYE SFL
10 20 30 0
215
------
C64 TIME CONSTANT BOTTOM CONC ON NORTH CONC BOUNDARIES
*
* SED: NSED ULTIMATE INFLOWING BOTTOM LAYER COHESIVE SEDIMENT
* CONCENTRAIONS FIRST NSED VALUES SED(N), N=1,NSND
* SND: NSND ULTIMATE INFLOWING BOTTOM LAYER NON-COHESIVE SEDIMENT
* CONCENTRATIONS LAST NSND VALUES SND(N), N=1,NSND
*
C64 SND1 SND2 ( 0 SEDS + 2 SNDS )
20 2
------
C65 TIME CONSTANT SURFACE CONC ON NORTH CONC BOUNDARIES
*
* SAL: ULTIMATE INFLOWING SURFAC LAYER SALINITY
* TEM: ULTIMATE INFLOWING SURFAC LAYER TEMPERATURE
* DYE: ULTIMATE INFLOWING SURFAC LAYER DYE CONCENTRATION
* SFL: ULTIMATE INFLOWING SURFAC LAYER SHELLFISH LARVAE CONCENTRAION
* TOX: NTOX ULTIMATE INFLOWING SURFAC LAYER TOXIC CONTAMINANT
* CONCENTRATIONS NTOX VALUES TOX(N), N=1,NTOX
*
C65 SAL TEM DYE SFL
5 22 25 0
------
C66 TIME CONSTANT SURFACE CONC ON NORTH CONC BOUNDARIES
*
* SED: NSED ULTIMATE INFLOWING SURFAC LAYER COHESIVE SEDIMENT
* CONCENTRAIONS FIRST NSED VALUES SED(N), N=1,NSND
* SND: NSND ULTIMATE INFLOWING SURFAC LAYER NON-COHESIVE SEDIMENT
* CONCENTRATIONS LAST NSND VALUES SND(N), N=1,NSND
*
C66 SND1 SND2 ( 0 SEDS + 2 SNDS )
10 1
------
216
C66A CONCENTRATION DATA ASSIMILATION
*
* NLCDA: NUMBER OF HORIZONTAL LOCATIONS FOR DATA ASSIMILATION
* TSCDA: WEIGHTING FACTOR, 0 to 1, 1 = FULL ASSIMILATION
* ISCDA: 1 FOR CONCENTRATION DATA ASSIMILATION VALUES (NC=1,7)
*
C66A NLCDA TSCDA ISCDA
0 0 0 0 0 0 0 0 0
------
C66B CONCENTRATION DATA ASSIMILATION
*
* ITPCDA: 0 ASSIMILATE DATA FROM TIME SERIES
* 1 ASSIMIATED DATA FROM ANOTHER CELL IN GRID
* ICDA: I INDEX OF CELL ASSIMILATING DATA
* JCDA: J INDEX OF CELL ASSIMILATING DATA
* ICCDA: I INDEX OF CELL PROVIDING DATA, ITPCDA=1
* JCCDA: J INDEX OF CELL PROVIDING DATA, ITPCDA=1
* NCSERA: ID OF TIME SERIES PROVIDING DATA
*
C66B ITPCDA ICDA JCDA ICCDA JCCDA NS NT ND NSF NTX NSD NSN
------
C67 DRIFTER DATA (FIRST 4 PARAMETER FOR SUB DRIFER, SECOND 6 FOR SUB LAGRES)
*
* ISPD: 1 TO ACTIVE SIMULTANEOUS RELEASE AND LAGRANGIAN TRANSPORT OF
* NEUTRALLY BUOYANT PARTICLE DRIFTERS AT LOCATIONS INPUT ON C68
* NPD: NUMBER OF PARTICLE DIRIFERS
* NPDRT: TIME STEP AT WHICH PARTICLES ARE RELEASED
* NWPD: NUMBER OF TIME STEPS BETWEEN WRITING TO TRACKING FILE
* DRIFTER.OUT
* ISLRPD: 1 TO ACTIVATE CALCULATION OF LAGRANGIAN MEAN VELOCITY OVER TIME
* INTERVAL TREF AND SPATIAL INTERVAL ILRPD1 * JLRPD1 * OVER ALL RELEASE TIMES IS ALSO CALCULATED 217 * 2 SAME BUT USES A HIGER ORDER TRAJECTORY INTEGRATION * ILRPD1 WEST BOUNDARY OF REGION * ILRPD2 EAST BOUNDARY OF REGION * JLRPD1 NORTH BOUNDARY OF REGION * JLRPD2 SOUTH BOUNDARY OF REGION * MLRPDRT NUMBER OF RELEASE TIMES * IPLRPD 1,2,3 WRITE FILES TO PLOT ALL,EVEN,ODD HORIZ LAG VEL VECTORS * C67 ISPD NPD NPDRT NWPD ISLRPD ILRPD1 ILRPD2 JLRPD1 JLRPD2 MLRPDRT IPLRPD 0 0 0 12 0 3 28 9 7 12 1 ------ C68 INITIAL DRIFTER POSITIONS (FOR USE WITH SUB DRIFTER) * * RI: I CELL INDEX IN WHICH PARTICLE IS RELEASED IN * RJ: J CELL INDEX IN WHICH PARTICLE IS RELEASED IN * RK: K CELL INDEX IN WHICH PARTICLE IS RELEASED IN * C68 RI RJ RK ------ C69 CONSTANTS FOR CARTESION GRID CELL CENTER LONGITUDE AND LATITUDE * * CDLON1: 6 CONSTANTS TO GIVE CELL CENTER LAT AND LON OR OTHER * CDLON2: COORDINATES FOR CARTESIAN GRIDS USING THE FORMULAS * CDLON3: DLON(L)=CDLON1+(CDLON2*FLOAT(I)+CDLON3)/60. * CDLAT1: DLAT(L)=CDLAT1+(CDLAT2*FLOAT(J)+CDLAT3)/60. * CDLAT2: * CDLAT3: * C69 CDLON1 CDLON2 CDLON3 CDLAT1 CDLAT2 CDLAT3 0 0 0 0 0 0 ------ C70 CONTROLS FOR WRITING ASCII OR BINARY DUMP FILES * 218 * ISDUMP: GREATER THAN 0 TO ACTIVATE * 1 SCALED ASCII INTERGER (0 * 2 SCALED 16BIT BINARY INTEGER (0 * 3 UNSCALED ASCII FLOATING POINT * 4 UNSCALED BINARY FLOATING POINT * ISADMP: GREATER THAN 0 TO APPEND EXISTING DUMP FILES * NSDUMP: NUMBER OF TIME STEPS BETWEEN DUMPS * TSDUMP: STARTING TIME FOR DUMPS - DAYS (NO DUMPS BEFORE THIS TIME) * TEDUMP: ENDING TIME FOR DUMPS - DAYS (NO DUMPS AFTER THIS TIME) * ISDMPP: GREATER THAN 0 FOR WATER SURFACE ELEVATION DUMP * ISDMPU: GREATER THAN 0 FOR HORIZONTAL VELOCITY DUMP * ISDMPW: GREATER THAN 0 FOR VERTICAL VELOCITY DUMP * ISDMPT: GREATER THAN 0 FOR TRANSPORTED VARIABLE DUMPS * IADJDMP: 0 FOR SCALED BINARY INTEGERS (0 * -32768 FOR SCALED BINARY INTEGERS (-32768 * C70 ISDUMP ISADMP NSDUMP TSDUMP TEDUMP ISDMPP ISDMPU ISDMPW ISDMPT IADJDMP 0 0 0 0 0 0 0 0 0 -32768 ------ C71 CONTROLS FOR HORIZONTAL PLANE SCALAR FIELD CONTOURING * * ISSPH: 1 TO WRITE FILE FOR SCALAR FIELD CONTOURING IN HORIZONTAL PLANE * 2 WRITE ONLY DURING LAST REFERENCE TIME PERIOD * NPSPH: NUMBER OF WRITES PER REFERENCE TIME PERIOD * ISRSPH: 1 TO WRITE FILE FOR RESIDUAL SALINITY PLOTTING IN * HORIZONTAL * ISPHXY: 0 DOES NOT WRITE I,J,X,Y IN ***CNH.OUT AND R***CNH.OUT FILES * 1 WRITES I,J ONLY IN ***CNH.OUT AND R***CNH.OUT FILES * 2 WRITES I,J,X,Y IN ***CNH.OUT AND R***CNH.OUT FILES * 3 WRITES EFDC_EXPLORER BINARY FORMAT FILES * DATA LINE REPEATS 7 TIMES FOR SAL,TEM,DYE,SFL,TOX,SED,SND * C71 ISSPH NPSPH ISRSPH ISPHXY 219 0 1 0 3 !SAL 0 1 0 3 !TEM 0 1 0 3 !DYE 1 12 0 3 !EE WC/Sediment Top Layer Flag 0 1 0 3 !TOX 0 1 0 3 !SED 0 1 0 3 !SND ------ C71A CONTROLS FOR HORIZONTAL PLANE SEDIMENT BED PROPERTIES CONTOURING * * ISBPH: 1 TO WRITE FILES FOR SED BED PROPERTY CONTOURING IN HORIZONTAL * 2 WRITE ONLY DURING LAST REFERENCE TIME PERIOD * ISBEXP: 0 ASCII FORMAT, 1 EXPLORER BINARY FORMAT * NPBPH: NUMBER OF WRITES PER REFERENCE TIME PERIOD * ISRBPH: 1 TO WRITE FILES FOR RESIDUAL SED BED PROPERTY CONTOURING * ISBBDN: 1 WRITE LAYER WET DENSITY * ISBLAY: 1 WRITE LAYER THICKNESSES * ISBPOR: 1 WRITE LAYER POROSITY * SBSED: 1 WRITE COHESIVE SEDIMENT (MASS PER UNIT AREA) * 2 WRITE COHESIVE SEDIMENT (FRACTION OF TOTAL SEDIMENT) * 3 WRITE COHESIVE SEDIMENT (FRACTION OF TOTAL SEDIMENT+WATER) * ISBSED: 1 WRITE NONCOHESIVE SEDIMENT (MASS PER UNIT AREA) * 2 WRITE NONOOHESIVE SEDIMENT (FRACTION OF TOTAL SEDIMENT) * 3 WRITE NONCOHESIVE SEDIMENT (FRACTION OF TOTAL SEDIMENT+WATER) * ISBVDR: 1 WRITE LAYER VOID RATIOS * ISBARD: 1 WRITES ACCUMULATED MASS/AREA RESUSPENSION AND DEPOSITION FOR * EACH SEDIMENT CLASS TO ASCII FILE BEDARD.OUT FOR ISBEXP=0 OR 1 * C71A ISBPH ISBEXP NPBPH ISRBPH ISBBDN ISBLAY ISBPOR ISBSED ISBSND ISBVDR 0 0 0 0 0 0 0 0 0 0 0 ------ C71B FOOD CHAIN MODEL OUTPUT CONTROL * 220 * ISFDCH: 1 TO WRITE OUTPUT FOR HOUSATONIC RIVER FOOD CHAIN MODEL * NFDCHZ: NUMBER OF SPATIAL ZONES * HBFDCH: AVERAGING DEPTH FOR TOP PORTION OF BED (METERS) * TFCAVG: TIME AVERAGING INTERVAL FOR FOOD CHAIN OUTPUT (SECONDS) * C71B ISFDCH NFDCHZ HBFDCH TFCAVG 0 1 0 0 ------ C72 CONTROLS FOR HORIZONTAL SURFACE ELEVATION OR PRESSURE CONTOURING * * ISPPH: 1 TO WRITE FILE FOR SURFACE ELEVATION OR PRESSURE CONTOURING * 2 WRITE ONLY DURING LAST REFERENCE TIME PERIOD * NPPPH: NUMBER OF WRITES PER REFERENCE TIME PERIOD * ISRPPH: 1 TO WRITE FILE FOR RESIDUAL SURFACE ELEVATION CONTOURNG IN * HORIZONTAL PLANE * IPPHXY: 0 DOES NOT WRITE I,J,X,Y IN surfplt.out and rsurfplt.out FILES * 1 WRITES I,J ONLY IN surfplt.out and rsurfplt.out FILES * 2 WRITES I,J,X,Y IN surfplt.out and rsurfplt.out FILES * 3 WRITES EFDC EXPLORER BINARY FORMAT FILES * C72 ISPPH NPPPH ISRPPH IPPHXY 1 12 0 3 ------ C73 CONTROLS FOR HORIZONTAL PLANE VELOCITY VECTOR PLOTTING * * ISVPH: 1 TO WRITE FILE FOR VELOCITY PLOTTING IN HORIZONTAL PLANE * 2 WRITE ONLY DURING LAST REFERENCE TIME PERIOD * NPVPH: NUMBER OF WRITES PER REFERENCE TIME PERIOD * ISRVPH: 1 TO WRITE FILE FOR RESIDUAL VELOCITY PLOTTIN IN * HORIZONTAL PLANE * IVPHXY: 0 DOES NOT WRITE I,J,X,Y IN velplth.out and rvelplth.out FILES * 1 WRITES I,J ONLY IN velplth.out and rvelplth.out FILES * 2 WRITES I,J,X,Y IN velplth.out and rvelplth.out FILES 221 * 3 WRITES EFDC EXPLORER BINARY FORMAT FILES * C73 ISVPH NPVPH ISRVPH IVPHXY 1 12 0 3 ------ C74 CONTROLS FOR VERTICAL PLANE SCALAR FIELD CONTOURING * * ISECSPV: N AN INTEGER NUMBER OF VERTICAL SECTIONS (N.LE.9) TO WRITE * N FILES FOR SCALAR FIELD CONTOURING * NPSPV: NUMBER OF WRITES PER REFERENCE TIME PERIOD * ISSPV: 1 TO ACTIVATE INSTANTANEOUS SCALAR FIELDS * 2 WRITE ONLY DURING LAST REFERENCE TIME PERIOD * ISRSPV: 1 TO ACTIVATE FOR RESIDUAL SCALAR FIELDS * ISHPLTV: 1 FOR VERTICAL PLANE PLOTTING FOR MSL DATUMS, ZERO OTHERWISE * DATA LINE REPEATS 7 TIMES FOR SAL,TEM,DYE,SFL,TOX,SED,SND * ISECSPV IS DETERMINED FOR ALL 7 VARIABLES BY VALUE ON FIRST DATA LINE * C74 ISECSPV NPSPV ISSPV ISRSPV ISHPLTV 0 0 0 0 0 !SAL 0 0 0 0 0 !TEM 0 0 0 0 0 !DYE 0 0 0 0 0 !SFL 0 0 0 0 0 !TOX 0 0 0 0 0 !SED 0 0 0 0 0 !SND ------ C75 MORE CONTROLS FOR VERTICAL PLANE SCALAR FIELD CONTOURING * * ISECSPV: SECTION NUMBER * NIJSPV: NUMBER OF CELLS OR I,J PAIRS IN SECTION * SEC ID: CHARACTER FORMAT SECTION TITLE * C75 ISECSPV NIJSPV SEC ID 222 ------ C76 I,J LOCATIONS FOR VERTICAL PLANE SCALAR FIELD CONTOURING * * ISECSPV: SECTION NUMBER * ISPV: I CELL * JSPV: J CELL * C76 ISECSPV ISPV JSPV ------ C77 CONTROLS FOR VERTICAL PLANE VELOCITY VECTOR PLOTTING * * ISECVPV: N AN INTEGER NUMBER (N.LE.9) OF VERTICAL SECTIONS * TO WRITE N FILES FOR VELOCITY PLOTTING * NPVPV: NUMBER OF WRITES PER REFERENCE TIME PERIOD * ISVPV: 1 TO ACTIVATE INSTANTANEOUS VELOCITY * 2 WRITE ONLY DURING LAST REFERENCE TIME PERIOD * ISRSPV: 1 TO ACTIVATE FOR RESIDUAL VELOCITY * C77 ISECVPV NPVPV ISVPV ISRSPV 0 1 0 0 ------ C78 MORE CONTROLS FOR VERTICAL PLANE VELOCITY VECTOR PLOTTING * * ISCEVPV: SECTION NUMBER * NIJVPV: NUMBER IS CELLS OR I,J PAIRS IN SECTION * ANGVPV: CCW POSITIVE ANGLE FROM EAST TO SECTION NORMAL * SEC ID: CHARACTER FORMAT SECTION TITLE * C78 ISECVPV NIJVPV ANGVPV SEC ID ------ C79 CONTROLS FOR VERTICAL PLANE VELOCITY PLOTTING * * ISECVPV: SECTION NUMBER (REFERENCE USE HERE) 223 * IVPV: I CELL INDEX * JVPV: J CELL INDEX * C79 ISECVPV IVPV JVPV ------ C80 CONTROLS FOR 3D FIELD OUTPUT * * IS3DO: 1 TO WRITE TO 3D ASCI INTEGER FORMAT FILES, JS3DVAR.LE.2 SEE| * 1 TO WRITE TO 3D ASCI FLOAT POINT FORMAT FILES, JS3DVAR.EQ.3 C57| * 2 TO WRITE TO 3D CHARACTER ARRAY FORMAT FILES (NOT ACTIVE) * 3 TO WRITE TO 3D HDF IMAGE FORMAT FILES (NOT ACTIVE) * 4 TO WRITE TO 3D HDF FLOATING POINT FORMAT FILES (NOT ACTIVE) * ISR3DO: SAME AS IS3DO EXCEPT FOR RESIDUAL VARIABLES * NP3DO: NUMBER OF WRITES PER LAST REF TIME PERIOD FOR INST VARIABLES * KPC: NUMBER OF UNSTRETCHED PHYSICAL VERTICAL LAYERS * NWGG: IF NWGG IS GREATER THAN ZERO, NWGG DEFINES THE NUMBER OF !2877| * WATER CELLS IN CARTESIAN 3D GRAPHICS GRID OVERLAY OF THE * CURVILINEAR GRID. FOR NWGG>0 AND EFDC RUNS ON A CURVILINEAR * GRID, I3DMI,I3DMA,J3DMI,J3DMA REFER TO CELL INDICES ON THE * ON THE CARTESIAN GRAPHICS GRID OVERLAY DEFINED BY FILE * GCELL.INP. THE FILE GCELL.INP IS NOT USED BY EFDC, BUT BY * THE COMPANION GRID GENERATION CODE GEFDC.F. INFORMATION * DEFINING THE OVERLAY IS READ BY EFDC.F FROM THE FILE * GCELLMP.INP. IF NWGG EQUALS 0, I3DMI,I3DMA,J3DMI,J3DMA REFER * TO INDICES ON THE EFDC GRID DEFINED BY CELL.INP. * ACTIVATION OF THE REWRITE OPTION I3DRW=1 WRITES TO THE FULL * GRID DEFINED BY CELL.INP AS IF CELL.INP DEFINES A CARTESIAN * GRID. IF NWGG EQ 0 AND THE EFDC COMP GRID IS CO, THE REWRITE * OPTION IS NOT RECOMMENDED AND A POST PROCESSOR SHOULD BE USED * TO TRANSFER THE SHORT FORM, I3DRW=0, OUTPUT TO AN APPROPRIATE * FORMAT FOR VISUALIZATION. CONTACT DEVELOPER FOR MORE DETAILS * I3DMI: MINIMUM OR BEGINNING I INDEX FOR 3D ARRAY OUTPUT * I3DMA: MAXIMUM OR ENDING I INDEX FOR 3D ARRAY OUTPUT 224 * J3DMI: MINIMUM OR BEGINNING J INDEX FOR 3D ARRAY OUTPUT * J3DMA: MAXIMUM OR ENDING J INDEX FOR 3D ARRAY OUTPUT * I3DRW: 0 FILES WRITTEN FOR ACTIVE CO WATER CELLS ONLY * 1 REWRITE FILES TO CORRECT ORIENTATION DEFINED BY GCELL.INP * AND GCELLMP.INP FOR CO WITH NWGG.GT.O OR BY CELL.INP IF THE * COMPUTATIONAL GRID IS CARTESIAN AND NWGG.EQ.0 * SELVMAX: MAXIMUM SURFACE ELEVATION FOR UNSTRETCHING (ABOVE MAX SELV ) * BELVMIN: MINIMUM BOTTOM ELEVATION FOR UNSTRETCHING (BELOW MIN BELV) * C80 IS3DO ISR3DO NP3DO KPC NWGG I3DMI I3DMA J3DMI J3DMA I3DRW SELVMAX BELVMIN 0 0 6 1 0 1 29 1 14 0 15 -315 ------ C81 OUTPUT ACTIVATION AND SCALES FOR 3D FIELD OUTPUT * * VARIABLE: DUMMY VARIBLE ID (DO NOT CHANGE ORDER) * IS3(VARID): 1 TO ACTIVATE THIS VARIBLES * JS3(VARID): 0 FOR NO SCALING OF THIS VARIABLE * 1 FOR AUTO SCALING OF THIS VARIABLE OVER RANGE 0 * AUTO SCALES FOR EACH FRAME OUTPUT IN FILES OUT3D.DIA AND * ROUT3D.DIA OUTPUT IN I4 FORMAT * 2 FOR SCALING SPECIFIED IN NEXT TWO COLUMNS WITH OUTPUT * DEFINED OVER RANGE 0 * 3 FOR MULTIPLIER SCALING BY MAX SCALE VALUE WITH OUTPUT * WRITTEN IN F7.1 FORMAT (IS3DO AND ISR3DO MUST BE 1) * C81 VARIABLE IS3D JS3D SMAX SMIN 'U VEL' 0 0 0 0 'V VEL' 0 0 0 0 'W VEL' 0 0 0 0 'SALINITY' 0 0 0 0 'TEMP' 0 0 0 0 'DYE' 0 0 0 0 'COH SED' 0 0 0 0 225 'NCH SED' 0 0 0 0 'TOX CON' 0 0 0 0 ------ C82 INPLACE HARMONIC ANALYSIS PARAMETERS * * ISLSHA: 1 FOR IN PLACE LEAST SQUARES HARMONIC ANALYSIS * MLLSHA: NUMBER OF LOCATIONS FOR LSHA * NTCLSHA: LENGTH OF LSHA IN INTEGER NUMBER OF REFERENCE TIME PERIODS * ISLSTR: 1 FOR TREND REMOVAL * ISHTA : 1 FOR SINGLE TREF PERIOD SURFACE ELEV ANALYSIS * 90 C82 ISLSHA MLLSHA NTCLSHA ISLSTR ISHTA 0 0 0 0 0 ------ C83 HARMONIC ANALYSIS LOCATIONS AND SWITCHES * * ILLSHA: I CELL INDEX * JLLSHA: J CELL INDEX * LSHAP: 1 FOR ANALYSIS OF SURFACE ELEVATION * LSHAB: 1 FOR ANALYSIS OF SALINITY * LSHAUE: 1 FOR ANALYSIS OF EXTERNAL MODE HORIZONTAL VELOCITY * LSHAU: 1 FOR ANALYSIS OF HORIZONTAL VELOCITY IN EVERY LAYER * CLSL: LOCATION AS A CHARACTER VARIALBLE * C83 ILLSHA JLLSHA LSHAP LSHAB LSHAUE LSHAU CLSL ------ C84 CONTROLS FOR WRITING TO TIME SERIES FILES * * ISTMSR: 1 OR 2 TO WRITE TIME SERIES OF SURF ELEV, VELOCITY, NET * INTERNAL AND EXTERNAL MODE VOLUME SOURCE-SINKS, AND * CONCENTRATION VARIABLES, 2 APPENDS EXISTING TIME SERIES FILES * MLTMSR: NUMBER HORIZONTAL LOCATIONS TO WRITE TIME SERIES OF SURF ELEV, * VELOCITY, AND CONCENTRATION VARIABLES 226 * NBTMSR: TIME STEP TO BEGIN WRITING TO TIME SERIES FILES (Inactive) * NSTMSR: TIME STEP TO STOP WRITING TO TIME SERIES FILES (Inactive) * NWTMSR: NUMBER OF TIME STEPS TO SKIP BETWEEN OUTPUT * NTSSTSP: NUMBER OF TIME SERIES START-STOP SCENARIOS, 1 OR GREATER * TCTMSR: UNIT CONVERSION FOR TIME SERIES TIME. FOR SECONDS, MINUTES, * HOURS,DAYS USE 1.0, 60.0, 3600.0, 86400.0 RESPECTIVELY * * C84 ISTMSR MLTMSR NBTMSR NSTMSR NWTMSR NTSSTSP TCTMSR 1 20 1 1.1E+07 10 1 86400 ------ C85 CONTROLS FOR WRITING TO TIME SERIES FILES * * ITSSS: START-STOP SCENARIO NUMBER 1.GE.ISSS.LE.NTSSTSP * MTSSTSP: NUMBER OF STOP-START PAIRS FOR SCENARIO ISSS * C85 ITSSS MTSSTSP 1 1 ------ C86 CONTROLS FOR WRITING TO TIME SERIES FILES * * ITSSS: START-STOP SCENARIO NUMBER 1.GE.ISSS.LE.NTSSTSP * MTSSS: NUMBER OF STOP-START PAIRS FOR SCENARIO ISSS * TSSTRT: STARTING TIME FOR SCENARIO ITSSS, SAVE INTERVAL MTSSS * TSSTOP: STOPING TIME FOR SCENARIO ITSSS, SAVE INTERVAL MTSSS * -1000. C86 ISSS MTSSS TSSTRT TSSTOP COMMENT 1 1 -1000 10000 ------ C87 CONTROLS FOR WRITING TO TIME SERIES FILES * * ILTS: I CELL INDEX * JLTS: J CELL INDEX 227 * NTSSSS: WRITE SCENARIO FOR THIS LOCATION * MTSP: 1 FOR TIME SERIES OF SURFACE ELEVATION * MTSC: 1 FOR TIME SERIES OF TRANSPORTED CONCENTRATION VARIABLES * MTSA: 1 FOR TIME SERIES OF EDDY VISCOSITY AND DIFFUSIVITY * MTSUE: 1 FOR TIME SERIES OF EXTERNAL MODE HORIZONTAL VELOCITY * MTSUT: 1 FOR TIME SERIES OF EXTERNAL MODE HORIZONTAL TRANSPORT * MTSU: 1 FOR TIME SERIES OF HORIZONTAL VELOCITY IN EVERY LAYER * MTSQE: 1 FOR TIME SERIES OF NET EXTERNAL MODE VOLUME SOURCE/SINK * MTSQ: 1 FOR TIME SERIES OF NET EXTERNAL MODE VOLUME SOURCE/SINK * CLTS: LOCATION AS A CHARACTER VARIALBLE * C87 ILTS JLTS NTSSSS MTSP MTSC MTSA MTSUE MTSUT MTSU MTSQE MTSQ CLTS 31 56 1 1 1 0 1 0 1 0 0 'test location 1' 32 54 1 1 1 0 1 0 1 0 0 'test location 2' 35 51 1 1 1 0 1 0 1 0 0 'test location 3' 41 57 1 1 1 0 1 0 1 0 0 'test location 4' 39 56 1 1 1 0 1 0 1 0 0 'test location 5' 36 54 1 1 1 0 1 0 1 0 0 'test location 6' 34 52 1 1 1 0 1 0 1 0 0 'test location 7' 41 44 1 1 1 0 1 0 1 0 0 'test location 8' 39 45 1 1 1 0 1 0 1 0 0 'test location 9' 36 45 1 1 1 0 1 0 1 0 0 'test location 10' 41 39 1 1 1 0 1 0 1 0 0 'test location 11' 38 39 1 1 1 0 1 0 1 0 0 'test location 12' 36 39 1 1 1 0 1 0 1 0 0 'test location 13' 39 27 1 1 1 0 1 0 1 0 0 'test location 14' 38 29 1 1 1 0 1 0 1 0 0 'test location 15' 37 33 1 1 1 0 1 0 1 0 0 'test location 16' 35 34 1 1 1 0 1 0 1 0 0 'test location 17' 30 24 1 1 1 0 1 0 1 0 0 'test location 18' 29 25 1 1 1 0 1 0 1 0 0 'test location 19' 27 28 1 1 1 0 1 0 1 0 0 'test location 20' ------ 228 C88 CONTROLS FOR EXTRACTING INSTANTANEOUS VERTICAL SCALAR FIELD PROFILES * * ISVSFP: 1 FOR EXTRACTING INSTANTANEOUS VERTICAL FIELD PROFILES * MDVSFP: MAXIMUM NUMBER OF DEPTHS FOR SAMPLING VALUES * MLVSFP: NUMBER OF HORIZONTAL SPACE-TIME LOCATION PAIRS TO BE SAMPLED * TMVSFP: MULTIPLIER TO CONVERT SAMPLING TIMES TO SECONDS * TAVSFP: ADDITIVE ADJUSTMENT TO SAMPLING TIME BEFORE CONVERSION TO SEC * 200MAX 1600MAX C88 ISVSFP MDVSFP MLVSFP TMVSFP TAVSFP 0 0 0 0 0 ------ C89 SAMPLING DEPTHS FOR EXTRACTING INST VERTICAL SCALAR FIELD PROFILES * * MMDVSFP: MTH SAMPLING DEPTH * DMSFP: SAMPLING DEPTH BELOW SURFACE, IN METERS * C89 MMDVSFP DMVSFP ------ C90 HORIZONTAL SPACE-TIME LOCATIONS FOR SAMPLING * * MMLVSFP: MTH SPACE TIME SAMPLING LOCATION * TIMVSFP: SAMPLING TIME * IVSFP: I HORIZONTAL LOCATON INDEX * JVSFP: J HORIZONTAL LOCATON INDEX * C90 MMLVSFP TIMVSFP IVSFP JVSFP 229 APPENDIX C SEDIMENT BUDGET CALCULATIONS 230 Sample section of Tier 2 sediment flux calculations 231 Sample section of sediment flux Triangular Integration calculations 232