Members of the faculty who teach at the undergraduate and ...
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Transcript of Members of the faculty who teach at the undergraduate and ...
BUREAU OF ENGINEERING RESEARCH
Members of the faculty who teach at the undergraduate and graduate levels, along withtheir graduate students, generate and conduct the investigations that make up the Col-lege's research program. The College of Engineering of The University of Alabamabelieves that research goes hand in hand with teaching. Early in the development of itsgraduate program, the College recognized that men and women engaged in researchshould be as free as possible of the administrative duties involved in sponsored research.Therefore, the Bureau of Engineering Research BER! was established and assigned theadministrative responsibility for such research within the College.
The director of BER � himself a faculty member and researcher � maintains familiaritywith the support requirements of both proposals and research in progress. He is aided bythe College of Engineering Research Committee which is made up of faculty represen-tatives from the academic departments of the College. This committee serves to informBER of the needs and perspectives of the research program.
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EYDRCDY3'A fI" S OP NOBBLE BAY AI'D N:BSZSSZPP SOT.'ii3
PASS-EXCEL'IG' ST~JDlZS
by John PE Jarrell
A T2ES S
Sv.bmi+te" in partial fulfillment of the reauirementsDe~ree o Xaster o Science in the Depar.ment
Chemical and. Metall;xrgical Engineeringin. the Gradu. to School oihe University oz Alabama
HYDRODYNAMICS OF MOBILE BAY AND MISSISSIPPI SCUND
PASS-EXCHANGE STUDIES
Preface
This document contains the results of a mathematical modeling
study of Mobile Bay/East Mississippi Sound. The study was supported
by the Mississippi-Alabama Sea Grant Consortiumunder contract number
MASG-R/ER3 and is complementary to the information contained in
BER Report No. 247-112 ~-R/ES4! dated March 1980.
Additionally, this work also satisfies, in part, the degree
requirements for a Master of Science in Chemical Engineering for
John Phillip Jarrell, a graduate research assistant on the project.
ABSTRACT
The purpose of this research is to develop a
mathematical model of Mobile Bay and East Mississippi
Sound, Alabama, capable of describing the hydrodynamics
Pass aux Heroes and Main Pass. The elucidation of the
complex interaction of these passes is necessary o furtherthe knowledge of the Alabama coas.al system gained .hrough
previous modeling efforts.
The inadequacies of the existing Mobile Bay models
for the descript on of pass hydrodynamics necessitate the
u.se of a d.ifferert model. The recently developed. WES
Implici. Flooding Model, Version II WIFM II! is applied. o.he Mobile Bay-East Mississippi Sound. system. This model
is suitable for the ind.icated purpose because of the
implicit solution format and variable grid size
capabilities which it possesses.
Calibration and, verification of the model wi+h
ava'lable field. data is accomplished' The model is
determined to be an effective trend analysis tool for tbe
study o the pass hydrodynamics on .he basis of these
stud.ies.
ParameCric studies are then undertaken .o determine
the relative e cts of wide range, river flow, and a
constant w.' nd on Pass aux herons and Main Pass flows- Tide
range variation produced the most significant effects in
the water transport in the passes. Changing river flows
and. a constant wind. also alter the flow patterns in the
passes.
U ilization of WZrM !! for the study of the trend
behavior in the passes of Mobile Pay-East Mississippi Sound
is presented. Continued efforts Coward field. d,ata
collection studies are recommend.ed to develop this and
other Mobile Bay models from trend analysis tools to fully
predic ive mod.els for the improved management of the
coastal Alabama system.
VITA
John. P. Jarrell, son of Col. Ret! Vernon 2. and E.
Jean Jarrell, was born in Sacramento, California, on
November 5, 3 956. 2e completed his high school education
at Douglas Sigh School, Rapid City, South Dakota, in Nay,
<975 ' Ee entered the University of Alabama in August,
1 975. He graduated with a degree of Bachelor of Science,
summa curn laude, in Chemistry in Nay, 1 979. The author is
currently a N.S. candidate at the Department of Chemical
and Metallurgical Engineering of The Universi.y of Alabama.
ilOMZ JCLA~MZ
al
arbitrary ons.ants def'n'ng expansionC coefficients for variable grid of 'A : >i !
on y-axis
bC
= ba"ri r height
s = ~~bi- ~eet p~r second
= Ch y ri"ticn coef ic' ent
= admittance coe icient for water flowingo ove" a bar. ier
S = Central -tandard Tive
d = a � h = -.o.a wa.er dep.h
o a barrierdep-'.". of water over the crestJk
e = eddy viscosity coeff-cien.
f = Coriolis parameter
P = ex.ernal force factor
fps = ee. per second.
t = feet
g = gravita.ional acceleration
h = s ~ ill wa.er eleva 'on
hr = hoar
= maximum dep.h o any g" i4 -ell.flax
bl, cl � arbitrary constants defining expansioncoe icients for variab~ e grid of 'A'l:8 ZIon x-axis
Mm = kilometer
LWD = Iow Water Datum
m = meter
mi = mile
M = WIPN II direc .ion corresponding to x-axis
NLW = Mean Low Water
MP = Naia Pass
NSL = Mean. Sea Level
n = Nanning friction factor
H = WIPN II di ection corresponding to y � axis
ppt = pa.rts per thou. sand
P = pressure
PaH = Pass aux Herons
= normal component of water transportN
R = rate of water accumulation
sec = second
sq = square
t = time
u = velocity in x-d.irection
U = flow per unit width in M-direction
v = velocity in y-direction
V -= flow per unit width in H-direction
w = veloci.y in z-direction
WZS = Waterways Experiment Station
WIPN I = WEB Implicit Flooding Nodel Version Il
x, y, z = Cartesian coordinate system axes
= WIFE ZI computational space dimension of x-axis
= W17FI IZ computational space dimension of y-axis2
~s = spatial step size
time step size
= height of water defining a wc' or dry cell
q = surface water elevation relative to h
surface water elevation corresponding to atmosphericpressure
viscosity
= density
A CVi DW~ZD G7lP~:~ T S
The author is obliged to Dr . Gary C. April and Dr.
Dona' d C ~ Raney or providing the oppartuni+y .oin th's research pra'ect. Their gu.idance,par ic i@a 2
encouragement, and supe stions during the course of thiswor's are greatly appreciated..
Pinancial support from t¹ bliss ss'ppi-Alabama SeaGran. 2rcgram and she Graduate School of .he U'niversity aAlabama 's g atefully acknowledged.
The author also wishes .o thank the person.s who
~xnsel ishly ass'sted in this study: -.o Lynn Kopp, PatMoore, Joyce Donley, arolyn Trent, and others, at TheUniversity af Alabama Seebeck Computer Center wi-.haut wnoshelp this prajec . could no. have been completed; ta "r.w'1liam M. Schroeder and Dr. Will'am C. Clements, Jr. fart'"e'r interest and concern; to Col. and Mrs. Uernan 2 ~Jarre 1 for the'r cont nued encouragemen and ' ove; toSusan A. Penny or her presence; and to Woodie D. Nordecaiwhose moral support and friendship qze invaluable.
TABLZ OF CONTENTS
VITA
NOPIENCLA URZ
ACKNOWLZDGEMENTS
LIST OF TABLES
LIST OF FIGURES
CHAPTER
I. INTRODUCTION
I l. BACKGROUND
V1
1X
X111
X1V
6 6~ 7~ 7
7 8 8
Study Area ~ e ~ + ~ ~ o ~ ~ ~ ~ ~Mobile BayEast Mississippi SoundPasses 0 4 ~ ~ ~ ~ ~ ~ ~ ~ t ~ ~
Main Psst ~ ~ ~ ~ o o ~ ~ ~Petit Bois Pa.ss.Pass aux Herons
Effec of Pass Exchange on OysterProductivity
Methods for Studying EstuarineHydrodynamicsField dataModels ~ ~ ~ i ~ ~ ~ ~ ~ ~ ~ ~ t ~
Physical modelsMathematical models
Use of Mathematical Models in MobileHydrodynamics and salinityNon-conservative species transportSedimentation studyZffects of river flooding and stor
sur ge s ~ ~ ~ ~ e ~ ~ ~ ~ t ~ ~ ~Limitations of Existing Mobile Bay M
for Pass-exchange StudyReasons for Use of WIFM II Model
Variable gridImplicit solution technique
10
12
12
131516161618
~ ~ ~
Bay
~ ~ ~
odels19212121
ABSTRACT . . . . . . . . . . . . . . . . . . . . . . iii
Ob jectives of Study
I IZ. DZSCRIPT101$ 0P WIFE lI
22
General EquationsAssumptions and LimitatVariable-grid EquationsAlternating-Direction,
PormulationBoundary Cond.itions
Open boundariesWater-land boundariesSubgrid boundaries
External Forces
26
29
~ ~ ~ ~ ~
ions of WZPN ZZ
~ t ~ ~
Implicit
31
3336
ZV.37
Development of Va.riable GridLimits of systemDescription of variable grid.
Grid cell sizeBoundaries o ~ ~ ~ ~ e ~ ~ t ~ s ~ ~D epths 0 a ~ ~ ~ ~ ~ t ~ t ~ ~ ~ 0 ~Flood. cellsManning friction factorsPaws flow calculations
Pield Data for Calibration/VerificationDescription of field. dataComparison of mod.el data to field d.ata
Calibration/VerificationCase study of field. data from
Nay 15 and 16, 1972Results of case study of Nay 15 and
16, 1 972Tide elevationVelocity magnitude and directionPass flow rates
Case study of field d,ata fromJune 1 3 and 1 4, 1 973
Results of case study of June 13 and14, 1973 0 . ~ r ~ i ~ t ~ 0 ~ y . ~Tide elevationVelocity magnitud.e and. direction
Re-evaluation of the 1972 case studyResults of model run using astronomical
tides from Ma.y 15 and. 16, 1972Tide elevationVelocity magnitude and directionPass flow rates
37373939414446464747474849
49
55556262
67677374
7676
83
APPLICATZOH OF WZFM II TO MOBILE BAY-ZASTMZSSZSSlPPI SOUND
16,g390909G
91
Results of model run using DauphinIsland Gulf gage rom Nay '15 and1972 delayed 2 hr sTide elevat' onVelocity magnitude and directionPass flow rates
Conclusion. of calibration/verification study
~ ~ ~ 93
the
135
L1ST OF RZFZRENCZS
APPZNDICES
V. PARAMETRIC STUDY
ide Range, River Flow, and WindEffects on Flows through PassesZffec s on Current Velocities in
VI ~ CONCLUSIONS AND HZCQNXZNDATIQNS
Concluding ObservationsRecommendations for Further Study
A. Sample Input Data to FIFA IIB. Sample Output from WIFE II
~ ~ ~ e 93~ ~ ~ e 93Passes 102
135137
139
143
144152
L'ST QF ABL~~S
7'de Baste,R I1 ~ ~ ~
0 a ~."1 OK'
IQ hei pL'V.
2,''ver Plow, and
< g and Qu-.go i zg
'wi1d for Each Xi odei~ ~ ~ ~ ~ ~ 4 ~ ~ ~ 94
Ps.ss P' ows ar Ka"h~ ~ ~ 1 ~ ~ ~ ~ 4 ~ 9 t
L ZST OF F ZGURES
Gr id irised for All Nobile Bay Model StudiesBased on the Work of Kill �2! - . ~... 17
2.
3- Defin.ition of Grid. Cell Variables for WZFN ZZ 32
4. Flood Cell Treatment by WZFN ZZ �7! ~ ~ ~ ~ 34
5. Barrier Conditions reated. by WZYN lZ �7! . 35
Bound, aries of Mobile Bay-East MississippiSound Nod.el a ~ ~ ~ ~ ~ ~ ~ ~ 4 ~ ~ ~ ~ ~ ~ 38
Va,riable Grid. for No'bile Bay-East MississippiSound.--Cell Number N,N! . . . . ~ . . . . 40
7 4
8. Grid, Formulation in Pass aux Herons .. - ~ . 42
9. Grid. Formulation in Main Pass ~ ~ ~ ~ ~ ~ ~ ~ 43
10.45
Velocity Calculation. for Field Data Stationat Grid Cell N,M! � Four-point Average . 50
Location of Field. Data Stations forNay 15-16, 1972 �6! .......... - 51
12.
14.
5715.
Fi gure Nap of Nobile Bay-East Mississippi Sound Areaon the Gulf of Mexico Coast of Alabama �!
Significant Water Levels Relative to LowWater Da.um
Grid Representation of Field Da a S.ationsfor 1972
Comparison of Model Results with 1972 DataA. Dauphin Zeland Gulf Tide GageB. Dauphin eland Marine Lab Tide Gage
Compar i son. of Model Results with 1 972 DataA. Ced,ar Point Tide GageB. Fowl River Tide Gage
53
56
58
59
60
61
20. Location of Field. Data Stations forJune 13-14, 1973 �6! . . . . . . . . . . . 64
69
70
25. Comparison of Model Results with 1973 Data . 71A- Dauphin Island. Br idge Velocity StationB. Buoy 12 Velocity Station
72
75
XV
16. Comparison of Model Results with 1972 DataA. Sta~e Docks 'Tide GageB. Point Clear Tide Gage
'I7. Comparison of Model Results with 1972 DataA. Bon Secour Tide GageB. East Main Pass Velocity Station
18. Comparison of Model Results with 1972 DataA. West Hain Pass Velocity StationB- Buoy 12 Velocity Station
19. Comparison. of Model Results with 1972 DataA. Main Pass Flow RateB. ?ass aux Herons Flow Rate
21 ' Grid Representation of Field Data Stationsfor 1 973 as ~ ~ ~ ~ t ~ ~ ~ e ~ e ~ ~ ~
22. Comparison of Model Results with 1973 DataA. Dauphin Island. Marine Lab Tide GageB. Cedar Point Tide Gage
23. Compar ison of Model Results with 1973 DataA. State Docks Tide GageB. Point Clear Tide Gage
24. Comparison of Model Results with 1973 DataA. Bon Secour Tide GageB. East Main Pass Velocity Station.
26. Comparison of Model Results with 1 973 DataA. Buoy 32 Velocity Station3. State Docks Velocity Station
27. Comparison of Astronomical Tide wi.h Tid.eR ecord ~ ~ ~ ~ ~ ~ 0 ~ ~ ~ ~ 0 0 ~ 0 ~ ~
A. Bayou La 3atre BL3!-Cedar Point CP!B. Dauphin Island Fort Gaines! DI PG! !-
Dauphin Island Gulf DIG!
66
68
Comparison of Astronomical-tide Model Resultswith 1 972 DataA. Dauphin Island Gulf Tide GageB. Dauphin sland Mar ine Iab Tide Gage
28.
29. Comparison of Astronomical-tide Model Resultswi.h 1972 DataA. Cedar Point Tide GageB. Powl River Tide Gage
Comparison of Astronomical.-tide Model Resultswith 1972 DataA. State Docks ide GageB. Point Clear Tide Gage
30.79
Comparison of Astronomical � tide Model Resultswith 1972 DataA. Bon Secour Tide GageB. East Naia Pass Velocity Station
31 ~
32. Comparison of Astronomical-tide Model Resultswith 1972 Data .............. 81A. West Nain Pass Veloci.y StationB. Buoy 12 Velocity Station
34. Comparison of Dauphin Island Gulf RecordDelayed 2 hrs with 1972 DataA. Dauphin Island Gulf Tide GageB. Dauphin Island Narine Lab Tide Gage
84
3'5. Comparison of Dauphin Island Gulf RecordDelayed. 2 hrs with 1972 DataA- Cedar Point Tide GageB. Fowl River Tide Gage
85
36. Comparison of Dauphin Island Gulf RecordDelayed 2 h.rs with 1972 Data,A. State Docks Tide GageB. Point Clear Tide Gage
86
37. Comparison of Dauphin Island Gulf Record.Delayed 2 hrs with 1972 DataA. Bon Secour Tide GageB. Bast Main Pass Veloc. ty Station
87
33. Comparison of Astronomical-tide Model Resultswith 1972 Data .............. 82A. Main Pass Plow RateB. Pass aux Herons Plow Rate
38. Comparison of Dauphin Island. Gulf Record.Delayed 2 hrs with 1972 DataA. West Main Pass Velocity StationB. Buoy 12 Velocity Station
88
39. Compar ison of Dauphin Island. Gulf RecordDelayed, 2 hrs with 1972 DataA. Main Pass Flow RateB. Pass aux Herons Flow Rate
89
40. Tid.e Elevations TJsed as Boundary Conditionsfor Parametric StudiesA. Low Tide RangeB. Medium Tid.e RangeC. High Tide Range
95
41. Comparison of Pass Flow Rates of Run 6 wi.hR Un 1 e ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 1 ~ ~ ~ ~ 99
42. Comparison of Pass Flow Rates of Run 2 andRun 3 with Run 1 100
43. Comparison. of Pass Flow Rates of Run 4 andRun '5 with Run 101
44. Velocity Vector Plot of Mobile Bay-EastMississippi Sound � Run 1 Ebb Tide! . - . . 103
45. Velocity Vector Plot of Mobile Bay-EastMississippi Sound � Run 1 Low Tide!.... 104
46. V locity Vector Plot of Mobile Bay'-EastMississippi Hound � Run 1 Flood Tide!... 105
Plots--Run 148. Velocity' and. Plow-rate Vector Ebb Tide!
Plots--Run 149. Velocity and Flow-rate Vector Low Tide! s ~ ~ ~ ~ ~ ~ ~ 112
50. Velocity and Flow-rate Vector Flood Tide!
Plots--Run113
Plots--Run 151. Velocity and Flow-rate Vector High Tide! 114
47. Velocity Vector Plot of Mobile Bay-EastMississippi Sound � Run 1 High Tide! . . . 106
Velocity Vector Plots � Run 2 Medium Tide Range, Low R.:ver, Ão Wind!Ebb Tide A. Pass aux Herons BE Main PassFlood Tide--C. Pa.ss aux Herons D. Main Pass
52. 115
Velocity Vector Plots � Run 2 Medium Tide Range, Low River, Mo Wind!Low Tide � A. Pass aux Herons B. Main PassHigh. Tide--C. Pass aux Herons D. Main Pass
53 ~
Velocity Vector Plots � Run 3 Medium Tide Range, High River, Ho Wind!Ebb Tide � A. Pass aux Herons B. Main PassFlood. Tide--G. Pass aux Herons D. Main Pass
54 ~ 119
55- Velocity Vector Plots � Run 3 Medium Tide Range, High River, Ho Wind.!Low Tide--A. Pass aux Herons B. Main PassHigh Tide--C. Pass aux Herons D. Main Pass
121
56. Velocity Vector Plots--Run 4 Low Tide Range, Medium River, V~ o Wind!Ebb Tide--A. Pass aux Herons B. Main PassFlood Tide � C. Pass aux Herons D. Main Pass
123
124
58. 127Velocity Vector Plots--Run 5 High Tide Range, Medium River, No Wind!Ebb Tide � A. Pass aux Herons B. Main PassF1ood Tide � C. Pass aux Herons D. Main Pass
129Velocity Vector Plots � Run 5 High Tide Range, Med.ium River, No Wind!Low Tide � A. Pass aux Herons B. Main PassHigh Tide � G. Pass aux Herons D. Main Pass
Velocity Vector Plots � Run 6 Medium Tid.e Range, Medium River,15 2 Wind from Southwest!Ebb Tide � A- Pass aux Herons B. Main PassFlood Tid.e � C. Pass aux Herons D. Main Pass
60.
Velocity Vector Plots � Run 6 Medium Tide Range, Medium River,15 k Wind f'rom Southwest!Low Tide--A. Pa.ss aux Herons B. Main PassHigh Tide--C. Pass aux Herons D. Main Pass
13361.
Xviii
57. Velocity Vector Plots--Run 5 Low Tide Range, Medium RiverLow Tide � A. Pass aux HeronsHigh Tide � C. Pass aux Herons
~ t ~ + ~ ~ ~
Ifo Wind!B. Main Pass
D. Main Pa.ss
a cted wa.er movement and circulation pa.terns in the
Pay. These changes, provid' ng deep-wa.e. a cess .rom the3ay o the Gulf, have led .o the continued development o
many industr ies in the area.
Mobile harbor and .he Gu' f Tntracoastal Waterway
s rve as avenues or over 60 million .ons of commerc'al
freight traf ic yearly �! . The commercial seafood
industrp 's vital to the economy o he coast wi h nearly
3j m' ' lion pounds of seafood ' anded in Alabama valued. a.
'I o76 ~2',. ~<e area a' sover g=. =='' 'on dollars
The pr inc ' pa' omponents of estuarine "labama are
'Aobile Bay, .he Xobile River delta, and Aississippi Soundeas ~ of Peti ~ 3ois Island, Pigure 1. These bodies of water
are separated from the Gulf of 1%exico by bar" ier ' slands.=his coastal reg'on also possesses large areas of sa't
m rsh consistent with estuarine sys .ems. The system has
been a valuable resource since .he stablishmen of the
Port of Mobile in .he early' 1700s. Sever l man-made
modifications dating from the 1820s, when channels were
d. edg d to ac'l' tate waterborne transportation, have
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supgor.s many recrea.ional activities typical of a coastal
zone ~ In addition, estuarine Alabama provides many unique
habi.a.s for wildlife, some of which are endangered.
speci s. Chermock and LaPloreaux �! state that the salt
marshes are particularly delicate cological systems whose
importance is only recently be'ng f~lly realized. The
mutual coexistence and. prosperity of these diverse
interests in coastal Alabama depend upon the wise
management of the estuarine sy' stem.
Th first step in the efficient use of such a system
is the elucidation of the water circula.ion patterns of the
area. he understanding of estuarine hydrodynamics
provides insight into the impact of man-made or natural
changes to the system. Numerical models of estuarine
systems such as coastal Alabama have beer. increasingly used
as tools for describing hydrody'namic pa.terns. These
mod.els consist of mathematical representations of .he laws
of conservation, mass, and energy. Solut'on of the
resulting equations by high-speed computer can greatly
ex.end the data base for a syste~, provided. the model is
properly applied and suitably verified with field. data
g-i o! .
A two-dimensional, depth-averaged model was developed
and applied to mobile Say by Hill �1! to describe the
hydrodynamic and sa' inity patterns within Mobile day
groper. This work was extended by other researchers to
simulate non-conservative and conservative species
transport, and the impact of river looding and storm
surges in the Bay �,12-14!. In all cases the s.udies were
limited to Nobile Bay and excluded the waters of East
Mississippi Sound-
Recent field, data collection studies by Schroeder
�5! and Zleuterius �6! indicate .hat water from Nobile
Bay flowing through Pass aux Herons has a large impact on
the hyd.rodynamic behavior of East Mississippi Bound. This
is due to the large fresh water inflow from the Mobile
River to Nobile Bay, coupled wi.h the lack of direc. fresh
water input to East Nississippi Sound. from surrounding land.
masses. The intrusion of salt water from the Main, Pass
into Nobile Bay and from Petit Bois Pass into East
Mississippi Sound further affects the behavior of East
Nississippi Sound and Mobile Bay. Because of the
interaction of Zas. Mississippi Sound and Nobile Bay, the
transpor . of water through the passes is one of the
controlling factors influencing the physical, chemical, and
biological environment of the area.
This study proposes to apply a recently developed
numerical model, the Waterways Experiment Station implicit
Flooding Nodel Version II WIFN II!, formulated by .he U.S.
Army Corps of Engineers at the Waterways Experiment
Station, Vicksburg, Mississippi �7!, to the Mobile
Bay-East Mississippi Sound system. The model has features
including variable grid size and implicit solution format
which facilitate i s use for pass-exchange study. The
purpose of this work is to extend the know' edge gained rom
previous studies to include the description of the exchange
of water through the passes. The continued investigation,
systematic development, and application of mathematical
models from Nobile Bay to East llississippi Sound and
surrounding areas are essential to the proper management of
these resources.
CHAPTER II
B AC KGR OUND
Mobile Bay is .he terminus of the Mobile Ri rer
system, wi h the four.h largest flow rate of the rivers in
the United States. The Bay is a pear-shaped estuary about
49 km �1 mi! long from the Main Pass, Figure 1, to .he
Mobile Delta at its northern end. The width varies from 12
km {8 mi! at the northern end to 37 km �3 mi! betw en Pass
aux Herons and. the eastern shore of Bon Secour Bay. The
principal source of fresh water o the area is the Mobile
River system. The Bay has a surface area of about 1000 sq
km �90 sg mi! and a volume of 3.48 billion cu m �22
billion cu ft!. The Bay is shallow, with an average dep.h
of 3 m 9 ft!, except for +he Mobile Ship Channel. The
channel 's 47 km �9 mi! long by 120 m �00 ft! wide with a
controlling depth of 11.3 m �7 ft!. Hollinger's Island
Channel in the northwest Bay is maintained at a controlling
dep.h of 3.1 m {10 ft!. The Bay is separated from the Gulf
of Mexico by Tort Morgan Peninsula to the southeast and
Dauph'-n Island. to the southwest. The 6.4 km �.1 m! wide
Nain Pass connects Mobile Bay' to the Gulf of Mexico between
tnese barriers.
East Nississiv i Sound
The coastal Alabama portion of Mississippi Sound.
extends 26 km �6 mi! from the Mississippi-Alabama state
line eastward to Pass aux Herons. East Mississippi Sound
is 19 km �2 mi! at its wid.est point along the state linc'
The surface area is 38 sq km �4 sq mi! with a volume of
1 ' 16 billion cu. m �0.8 billion cu ft!. The average depth
is 3 ~ 1 m �0 ft! . Pass aux Herons, including the dredged
Intracoastal Channel, connects the Bay and. the Sound
through a 3.1 km �.9 mi! wide opening. Petit Bois Pass
opens to the Gulf of Mexico from East Mississippi Sound, and
is 8 ' 2 km �.1 mi! wide.
Passes
Main Pass
The Main Pass is the opening through which most of
the salt water enters the Bay from the Gulf via tidal
action. West Main Pass is fairlp shallow, with d.epths
ranging from 1.2 m � ft! to 3 m 'lO ft!, for a d.istance of
4,0 km �.5 mi! along a line from Pelican. Point on Dauph.'n
island. to Mobile Point on Fort Morgan Peninsula- East Main
Pass, the remaining 2. 4 km �. 5 mi! along this line, slopes
sharply to a depth of 13.7 m �5 ft} at the Main Channel
�6,19! . Because of the greater d.epths in East Main Pass,
most of the +low occurs here during the tidal cycle.
Schroeder �0!, in +'ield data collection stud.ies conducted
during 19t3-6, showed. maximum velocities in West Main Pass
to be 1.4 k during flood tide and 1.8 k during ebb tide.
Current speeds from 0. 6-1.0 k were noted in over 40$ of the
observations for West Main Pass- In East Plain Pass maximum
surface and bottom current speed.s were 1.9 k during ebb
tide. During flood tid,e maximum velocities of 2.4 k and
1.9 k were noted. for surface and bottom, respectively-
Petit Bois Pass
East Mississippi Sound opens to the Gulf via Petit
Bois Pass. The pass is 9.2 km �.1 mi! wide, with a
maximum depth of 3.7 km �2 ft!, just off .he western end
of Dauph'n Island. Little field work has been done to
characterize the flows between East Mississippi Sound and,
Petit Bois Pass. Eleuterius � 6! stated. tha. the flow from
Nobile Bay enters East Nississippi Sound mainly tnrough
Pass aux Herons and. exits entirely through Petit Bois
Pass. He also stated that flows from the Pascagoula River
are deflected westward. or flow directly out to the Gulf
through Horn Island Pass or Dog Keys Pass to the west.
These facts leave Nobile Bay as a controlling factor in
determining the hydrography of East Mississippi Sound.
Pass aux Herons
The most current, detailed descrip.ion of the
bathymetry in .his area. exists in a study of the oy'ster
resources of Alabama by Nay in 1971 �1! . It should be
noted howev r tha this area underwent significant changes
due to the impact of Hurricane Frederic in September 1980 ~
This study u. ilizes the data presented by stay �1! and a
Mob le Bay nautical chart �8! and is therefore limited to
describing cond.itions in Pass aux Herons be ore .he
hurricane. With the acquisition of new bathymetric data
for the pass, the study can be extended. to show the changes
in flow regime caused by the hurricane.
The interaction of Mobile Bay and. East Mississippi
Sound, show Pass aux Herons to be important to the
understand.ing of .hese bodies of water. According to May
�1!, Pass aux Herons is about 3 ~ 1 km �.9 mi! vide along a
line between Cedar Point and North Point of Iittle Dauphin
Island. The majority of the pass is shallow with depths
ranging from 0-1 .2 km � ft!. The area contains Cedar
Point Ree , a, productive oyster reef, some sections of
which are exposed. at sufficiently low tides. The Gulf
Intracoastal Channel, dredged .'nrough Pass aux Herons, has
a controlling depth of 5.7 m �2 ft!. Dauphin Island
Bridge connected the mainland to Dauphin Island before
being des.royed, by Hurricane Frederic. The bridge is
currently being rebuilt.
Schroeder �5} conducted a field study to determine
the effec .s of the 1975 flood of the Nobile River sy' stem on
10
lower Nobile Bay and Vast Nississippi Sound. He noted that
East Nississippi Sound. does not receive any direct fresh
water flow and is dependent on Nobile Bay for fresh water
input. As previously stated, Zleuter ius �6! also noted
the interaction of Nobile Bay and East Mississippi Sound..
Zffect of Pass Zxchan e on 0 s.er Productivity
An example of the importance of the hydrodynamics of
Pass aux Herons and the effec.s of man's activities is
illustrated by the investigation of the oyster productivity
in the area. Nay �2! examined the effects of cha~nel
dredging, sedimentation, salinity, predators, and other
factors, on the oyster population. in Nobile Bay and East
Nississippi Sound. He noted. that Pass aux Herons was
d.redged through productive oyster bottom for the
constructio~ of Dauphin Island Bridge. This action
destroy'ed or altered an unknown amount of the bottom-
Silting was noted to kill spat larval oysters! in East
Nississippi Sound in 1969. These direct effects, however,
were found to be less important than the changes in
salinity and current patterns caused by dredging and. spoil
deposition.
The salinity of the waters inhabited by oysters
affects their survival in a number of ways. Nay �3! noted
the mortality of oyster spat caused by periods of low
salinity. Lower than normal salinity in lowe-, Nobile Bay
and. ast Plississippi Sound, was caused by floods of :he
Nobile River system a.s reported by Schroed,er "i5! anc. '.~ay
�2!. Zt was observed tha» while mortality rates of up
'i00$ can, occur during floods, these e fects may be, oy
Low-sa'-inity water, overshadowed oy the de.errence of
disease and pred.ators of the oyster.
The abundance of .he mos . serious oyster preda or
Alabama, the oyster d.r' ll Thais haemostoma!, is directly
changes leading .o incr ased salini y. The higher Bal inlty
the wes.ward. migration. o«-as at.rib" ted partly to'Do~ ~ +92a 4 v
Rois s' ~nd, which resu' ted. in of Petitased wid.h
. ela.ed .o salinity. The drill is prevalen . in wa.ers of
sa' inity higher than 20 ppt. The densi.y of .he drill
ranges .rom 0 ' n lower sal'nity portions of upper Mobile
3ay to nearly 3 per sq m in ast ! ississippi Soignd.. oyster
d'or al''ty ra.es of 80-90$ in lower Nobile 3ay and "ast
Mississippi Sound have been attributed to the drill by I~ay
�2!. 2oese et al. �4.! determined .he se..ling of spat to
ce 200 per sq per d.ay in East Mississippi Sound. compa,red
to 5 per sa m per day east of Pass aux herons in 1 967. he
h-'gher settling rate in Zast Xississ'ppi Sound di" nct
favor surviva.', however, because of the increased drill
predation due .o high salini.y ~
Nay �2! further cited evidence that Portersvi' le 3ay
in Zast mississippi Sound once supported oysters in
abundance. 'Zhe area is now unfit for oyster g"ow.h due .o
i2
rois Pass. This allows Gulf water to penetra.e further into
East Mississippi Bound.. Chermock and IaKoreaux �'!
mentioned tha ~ the construction of .he Dauphin Island
3ridge could, be responsible for restricting water exchange
'betwee~ Mobile Hay and Eas ~ Mississippi Bound. The
restricted flow would contribute to increased. salinity n
the area.
Since the salinity regime in East Mississippi Sound
is a direct function of he pass exchange between East
Mississippi Bound and Mobile Bay, the description of this
exchange would be advantageous. Setter understand.ing of
the pass hydrodynamics could give insight into design
parameters affecting optimum utilization of this vital
natural resource for the 'benefit of all Alabamians.
Methods for Btudyin Estuarine H d.rod namics
Pield data
Due to the complexity' and dynamic behavior of
estuarine systems, field-d.ata studies are limited. in their
ability ~ o describe the water bodies' In order to
adequately relate the interactions among parts of the
system, such as pass exchange, many sampling stations mustbe simultaneously monitored. Targe expendi.ures must be
mad.e to provide tne research vessels and man-hours
necessary. Bad weather conditions can unpredictably
disrupt a field survey. Mathematical and physical models
of estuarine systems are not subject to these prob' ems and
can extend. limited field data.
Nodels
iModels attempt to represent the real system under
study. An acceptable model must be able to accurately
describe specific responses to variations in system
parameters. The suitability of a model for a particular
application is shown through calibration and verification
procedures. The ~odel is calibrated by first applying i ~ ,
within certain limitations, to the study system. The model
variables must then be manipulated so as .o best describe
the system with all its attendart idiosyncrasies. Once the
system seems to be adequately described withi~ the model
framework, it must be verified. Verification is
established by the use of sound, field data to show that
model results can, in fact, describe system behavior over a
wide variation in conditions. TJnacceptable results at this
stage lead Co recalibration of the model, collection of
additional field data, or the utilization of a different
model. All models must satisfy these basic elements to be
useful.
Physical models
Shallow estuaries have been represented by several
types of models, including physical and mathematical
models- 4 physical model is an. imi.at'on of the real
system s aled according .o +he laws o f dyna ' = s ' - ' itu e.
"hese mode s have th advantage of visually d p' c-.izg "...e'' neircu' a.ion pa.terns of the syste~ under s. dy.
however, +hat i,t is rarely possible to satis y all the
scaling criteria s'zultaneously.
he modeling =f a shallow es.uary is a prob em o
free surface f'Low 'n which gravitational and inert.
forces are important. ~~e equalit j o= the =roude n~~ber,
vh ch is the rst~ o of these forces, in the zodeI and the
proto-.ype system is therefore .he modeling criter'on
establishing a suitable linear ratio between .he modelA.f .er
and p" ototype, the ratics of the area, vo'use. veloc..y,
low rate, e+c., are determined'
Vis"ous and diffzsiona forces ray also be 'important
in the ~odel o~ a tidal es."ary. 'these forces canna-. be
held - n propor+ion be. ween the model and the pro o.ype
+he model is ouilt accar" in' to Froude sizilari.y ~ "he
i-ertical scale must be much larger .han -.'. e horizontal
s=a' e .o cczpensa ~ for t'-.e riscous forces. he 'oo to~
rcughnes- eleven-.s, zsua ly sizula,ted 'oy ~etal st ~ ips
adjusted tc reproduce prototype data, rust 'oe dis-.or.ed as
well. Because of .hese necessary d star+'ons. a
model canna. 'oe ezpec.ed .o simultaneous y r prese...
processes which are gravi ationa ly 'nfluenced and t'=os
ef fee.s of various input condi.'ons such as .ide o' eva.icn
and r iver flow can 'oe studied. iiIasch et al. noted ',Z5!,
more related to fr ictional forces. 3ur ace wind. condi.ions
a.iso canna. oe represen.ed. wi.h a physical model.
Another limitation of physical models of estuaries is
their high constructio~ and. operation costs- A physical
model of Mobile Hay exists at the Waterways Experiment
Station in Vicksbur g, Mississippi �6!. The model was
built in 1 973 aC a cost of $1,000,000 � 2!, a. large
investment compared to the benefits derived .rom the mod.el.
Nathematical models
The mathematical model is a functional representation
of the real system in a form that can be solved. using
ma.thematical methods. With the development of high-speed,
digital compu.ers, finite-difference methods for solving
the partial differential equations descri'bing the system
have been wid.ely used.. Hydrodynamic models for simulat'on
of estua.rine and. coastal systems are based on some orm o
the equations of continuity and momentum.. The models, many
of which are reviewed in the literature �-10!, use a
variety of solution techniques for .hese equations.
Nathematical models have been applied to Mobile Hay for the
investigation of hydrodynamic and salinity profiles,
conservative and non-conservative mass transport, the
effects of river flooding and storm surges, and the
description of the salinity profiles in the Main Pass area
dur ing ooding of the Mobile River system �,11-14! .
use of idathematical ",loden s in l4obile Bay
H dr cd namics and salinit
Si11 I t ! adapted, and applied a, form of the
Reid-Bodine numerical model to 'mobile Bay. The mod.el was
based on the depth-averaged, two-dimensional equations of
change. The model used an explicitly solved, finite-
difference form of the equations, including terms for
Coriolis forces and advective acceleration. he model
represented the Say using a constant size grid,, Pigure 2,
and. yielded. tide elevations, current patterns, ard salinity
distribution profiles. After calibration and verification,
the model was u.sed to pred.ict changes in output parameters
caused by varying input conditions. The inputs consisted
of wind field, river flow rates, and other parameters
pecu1iar to this model. The simulation of, the intrusion of
salt water known as the salt wedge! into ' ower Ffobi1.e Bay
was effected on. the two-dimensional format of the models
Mon-conservatives ecies .ransport
A non.-conservative-species transport model was
developed by Liu � 2! for the simulation of coliform
bacteria load.ing in the Bay. The two-dimensional surface
~odel used the hydrodynamic and salinity model of Hill �1!
to provide 'basic current and dispersian-coefficient data.
These data were necessary for simulating non-conservative
species transpor.. A die-off rate constan. based on water
2. ~r'4 ':se~ for All got i; e ~a+ yogel ptas~ esBased on the Work af 2='ll ~;12!.
temperature was used for the bacteria. The model provided
monthly-averaged coliform bacteria concentrations
corresponding to the data base used. for verification. 4
parametric study was undertaken to determine the effects of
changing river flows, wind. field, coliform-load.ing
concentration, and water temper ature on coliform bacteria
distribution in the Bay.
Sedimentation stud
Sediment transportation in amabile Bay was studied. by
Hg �3! using the hydrodynamic model of Kill �1!. Thestudy used. LAHDSAT-1 satellite images of Mobile Bay,
coupled with the model, to establish a correlation betwee~
observed turbid.ity patterns, river-flow rates, and wind
conditions. Varying degrees of success were attained in
predicting sed.iment transportation depending on .he wind
and river-flow conditions imposed.
Hu �4! studied. the effects of river loading and
storm surges on Nobile Bay. The study involved the use of
a modified form of Hill's model I1!. The e fects of
flood.ing and storm surge on salinity regimes, tide
elevations, and velocities within the Bay were simulated.
The study used the open-coast model of Wanstrath �7! to
obtain a storm-surge hydrograph for input into the model.
April et a'. �} later appl' d. th's model to -.he
description o .he salinitp' prof'le at Main Pass during
flood.ing of the .'Iobile Ri rer. The h7drodyramic model vas
exercised. to provide the basic velocity data to drive .he
salinity mod.el. Salinitp' profiles at .he Main Pass were
reproduced in this manner.
Limita.ions of ~~xistin '.<obile Ba modelsfor Pass-ex han e S-..udge
These applications of numerical mod ls in ilobile 3a7
showed the variety of informa.ion which can be obtained.
from their use. However, these studies were in all cases
' imi+ed to Mobile Bay itself, wi .h no i .elusion of "*s .
Plississippi Sound.. The inclusion of "ast Xississippi Sound
is important to the more comple+e understanding o the
Xobile Bay-East !Cississippi Sound interaction.
The previous studies in Xobile Bay all used. .he
hy'drod~amic model of Kill �1! as a basis. This model «as
determined to be too restrictive for the detailed
descript'on oX pass exchange be. ween. the Bay and as.
Mississippi Sound. A, grid size small enough .o provide the
wi+h 798 cells representing 'Hob~' e Bay, This
region included on'y hat po..ion. o= 'as. Aississippi:-cur d
«est of ?ass aux Herons. 4 2 zm grid s'ze resu'
needed. detail of .he passes caused sev re problems vi .h
sclution stability and excessi re computer time requi. ments.
The grid. system of Kill � 1'! used a 2 '~ gr'-2 s' z
~ or any'ust over one ce11 encompassing the entire mass.
d.etailed descr~ gtion of the pass exchange, th's was
obviously too coarse a, gr~ d mesh.
Reduction o the grid, size was not feasible- Any
reduc.ion in grid size must be made uni ormly over the
entire model area. Decreasing the grid size by a, factor o
four, .o 0.5 ~ a more reasonable scale for the pass!,
resulted in l 2,768 cells for the entire 3ay area. '.4uch
larger computer memory requ,' rements wer e imposed Dy this
'ncrease in number of grid. cells. 'Zhe stability criterion
of the explicitly sol ved., finite-d.i ference form of the
equations used by iiill's model �13 reauired the time s ~ ea
.o oe decreased with the grid size. For a, stable solution
the time increment must satisfy the o' lowing ineq ~ality:
'thus the time step must then be decreased from 'i 2G seconds,
as used by Pill, to $0 seconds. he incr eased comauter
t ime necessary .o effect a. solution under these cond it ~ ons
was significant and. cost' y. Tn light oi .hese faces, a
diff ren. model wa.s used in th.is study .o c'rcumven. these
problems.
Re asons f or Us e o f WI9'N II Model
This study used the two-dimensional, d.epth � averaged
Watervays Experiment Station Implicit Plooding Nodel,
Version II WIPE II!, d.eveloped at the U.S. Army Engineer
Waterways Experiment Station, Vicksburg, Mississippi �7!.This model had several features not available in Kill's
mod.el �1!. The variable-grid. capability and. implicit
solution scheme vere especially important to the
pass-exchange study'
WI~X II allowed, the grid size to smoothly vary from
small increments to much, larger increments in either of tne
two spa.ial dimensions. This enabled. the use of a small
mesh in complex, rapidly changing areas such as the
passes. The mesh size could be expanded. in Large areas of
fairly constant bathymetry' such as in Bon Secour Bay. Thus
the model provided. for both the spatial accuracy necessary
for pass description and., in appropiate regions, the
savings in computer requirements resulting from a coarse
grid mesh.
Im licit solution technique
Another factor veighing in the selection of this
model was the use of an implicit solution technique for the
finite-difference equations. The implicit formulation vas
unconditionally stable, providing a great computational
21
Reasons for Use of WITHE II tAodel
This study used the two-dimensional, depth-averaged
Waterways Experiment Station implicit Flooding Model,
V rsion Il 'SION lI!, developed at the U. 8. Army Engineer
Vaterways Experiment Station, Vicksburg, Mississippi �7!-
This model had several features not available in Hill' s
model �1 ! . The variable-grid capability and. implicit
solution scheme we re especially important to the
pass-exchange study.
VIEN ZI allo~ed the grid size to smoothly vary fr om
small increments to much. larger increments in either of the
two spatial dimensions. This enabled the use of a small
mesh in complex, rapidly changing areas such as the
passes. The mesh size could be expanded, in 1arge ar as of
fairly constant bathymetry such as in Bon Secour Bay. Thus
the model provided for both the spatial accuracy necessary
for pass description and, in appropiate regions, the
savings in computer requirements resulting from a coarse
grid mesh.
Im licit solution techni ue
Another factor weighing in the selection of this
model was the use of an implicit solution technique for the
finite-difference equations. The implicit formulation was
uncond.i.ionally stable, providing a great computational
22
advantage over the explicit technique. This fact allowed a
choice of a time step based, on the time scale of the
physical phenomena simulated. The implicit formulation has
produc d reductions in cost per simulation by as much as a
factor of 15 over explicit formulations �8!. These
factors showed WI7N II to be much more suitable for .he
present study than the existing model of Mobile 3ay.
Ob ectives of Study
It is proposed. in this study to investigate the water
transport in the Pass aux Herons area of coastal Alabama.
This area has been shown to be critical in the behavior of
East Mississippi Sound, a water body rich in oyster growing
potential and in na.ural habitat. The inter action of Pass
aux Herons and Nain Pass will be investigated to determine
the effects of this interaction on the hydrodynamics of the
Pass aux Herons area.
The method to be used to study this inter action will
involve the use of a mathematical representation of the
systems Although many studies of Nobile Bay using
mathematical modeling have been. mad,e �,11-14!, there is no
detailed description of this critical pass-exchange
behavior reported. Pield-data surveys by Schroeder �5! andZleuterius �6! indicate the importance of this area to the
coastal environment and provide a basis from which a
detailed study can be made. Specifically, this study will:
23
1. Apply the equations of change describing wa.er
movement and elevation to the Mobile Hay-East
Mississippi Sound area
2. Solve these equations, after suitable simplification,
using a two-dimensional, implicitly defined numerical
model WTFKI IEI
5. Calibrate and. verify .he model with available fie'd
d.ata from th0 area
4. Analyze the interactions that occur between Mobile 3ay
and East Mississippi Sound through Pass aux Herons
under a wid,e range of conditions
Successful completion of these objectives will provid.e a
much needed source of knowledge about this system upon
which sound decisions can be made concerning its use.
CHAP'EZH I ~
3ZSCHIPTIOM OP VIZ% IT.
I' ener al 3 ugly i ons
The hy'droh~amic equations used. in VlPA II were
d.erived =rom .he continuity equation anK the Havier-Stores
equations of momentum:
COHTIZVI r
6u 6v6x 6y 6z
+ � + � = Q
8 GNZ'TT UN
6z
20 OF
+X2
6y
iv2
+Oy r y
Oy
w,!
OZ
W
5'0 ON OW+ '' - + V �. + W
x 5y 6z5 92Oy
oz
2-'
Ou 5'z 6u ou, 0 u + u + v + w ! = I' +o. ' 6x 6y 6z' 2OX
OV OV O'V 6V 6 V0 + U. q V ~ A~! = gt ~ +'ot Ox Oy oz C
OX
~C0 Vi,
+ ~!
OZ
eq .at i ons of cent inui ty and momentum:
COHT1NUZTY
6rl 6U DV5t 5x
6.
MONZIPUN
7. - + � !+ � � ! �.-V+gd ~-~ !+-"iU 5 U 8 "Vot 5x d 8y d, x a x
'I 2Tp T
C hx 6y
8. � + . .! + ! + ~'J+ +d q � q ! +5V 5 i V 5,Vox c oy a y a. y
2 2 >J ~ q � ! e + � ! = 0zV .2 2 ~ h V 6 V
C2<c
~ or a de-.a.iled deri ration see Leendertse <29'! .
5e equations vere integrated from sea bottom
water surface resu ting in the two-dim. nsiona" form of the
As sump t i ons and Limitations of WEFN I E
WTFN Zl was derived with the following assumptions:
1. The advective and momentum-flux terms may be omitted
from the general two-dimensional equations of change
�-8 above! with negligible effect on the results
2. The fluid is homogeneous and incompressible
The horizontal flows are reasonably uniform rom
surface .o bottom i.e. accelerations in. the vertical
direction are negligibly small!
4. The depth of the water is small compared to the
wavelength of of the tidal forcing function
The first assumption was necessary due to
mathematical instabilities in the solution of the
implicitly formed equations if these terms were included.
When formulating the equations for the implicit,
finite-difference method, Roache �0! reported .hat the
presence of the non-linear advective terms second and
third terms of the momentum equations! caused mathematical
instabilities which rendered the solution meaningless. The
last terms of the momentum equations represent the
internal-stress resultants due to turbulent and. dispersive
momentum flux. The terms provide a means of d.issipa.ing
wave energy with a wavelength on the order of twice the
spatial step size. Since this energy is transmitted by the
advect ve terms, the flux terms were also omitted �7! ~
Masch et al. �5! developed an explicit numerical
model and studied the effects of the advective terms on
computed tidal elevations and velocities. The model was
exercised in a simplified one-dimensional, shallow estuary
with and without the advective teans. The effects of these
terms were observed to be negligibly small.
Rather than omitting the flux terms outright, they
were included in an overall energy-gradient, term. The
gradient terms were used to derive expressions for bottom
friction and wind stress. The resulting equations were the
same as those used in WIFM II.
Kill ll! assessed the effects of the advective terms
in the Mobile Bay model. The model was exercised with and
without the advective terms while maintaining all other
parameters constant. Tidal elevations showed a slight
effect from the omission of the advective terms. In all
cases the phase of the tidal curves remained virtually
unchanged. The only change noted was that the elevations at
low tide were approximately O.l ft about 4%! lower when
the advective terms were omitted.. A much more significant
effect was noted in the salinity model results. This was
to be expected due to the important role of advection in
mass transport.
Since this study was limited to hydrodynamic
simulation only, use of the WIFM II model with the
advective terms omitted was made in a first attempt for
describing pass exchange. The determination of the
significance of the advective terms in estuarine modeling
is an area of cont'nued study �7!.
The remain.ing assumptions are satisfied in shallow,
well-mixed estuaries. Nobile Bay and East Nississippi
Sound fit this criterion well except in Che ship channels
and in East Nain Pass- The in .rusion of a wedge of saline
water from the Gulf into the ship channel and East Nain
Pass, w-' th the resultant stratif ication of the water
column, is well documented. A two-dimensional model ca~not
reproduce the variation of current velocity with depth,
which is found in these regions. The model gives a
representation of the net flows over the depth in a
stratified wa.er column, instead. The relatively small
size of the ship channel in comparison to the width of the
Bay and the successful use of the two-dimensional model ofHill � 1! to simulate the occurence of he salt wedge in
lower Nobile Bay, led to the conclusion that the use of a
two-dimensional, depth-averaged model such as WIPN II was
justified in this study. It should be realized, however,
that the model gives a representation of the net flows in
Che ship channels and East Nain Pass and not the actual
velociCy profile as a function of depth in these areas.
29
Variable- rid 'qua ions
As previously stated, VI~Ff II had the capao'li.y o
incorpcra.ting a con.inuously va,rying grid .o .he system.
A. piecewise-reversible transforma ion vas used .o map the
real space of the system into the computational space of
ÃI N II. The transforma.ion is of the form:
clz � al + bizl9 ~
10.
where a, b, and c are arbitrary constants ~ The constants
vere fit such that the function and the first derivative o
.he spacing of the variable grid were continuous. This
scheme removed mazy difficulties associated with variable-
grid models �7! . An interactive progra~ was used .o map
real space into computa.ional space for 'efI1N II.
Omitting the advective and momentum flux terms from
equa.ions 7-8 and applying the variable grid equa.ions
yielded a mod.ified form of the two-dimensional equations of
momentum and con.inuity:
g V
j! cR!4 ~
WQN~ i~UK
:V � � hiI � '1 ! i'41 ~ ~
+ � � i,0Q
C. C
g 'lJ
V v
where
C. -iL
Oq C.Q~l ~.
~ 1
3 & & V4
pT i v
=-'T, 2~~ JC
~Q
/
l, =V,
'2 "2
+P G
C
3l
Alternatin -Direction, Im licit Formulation
These equations were cast in finite-difference form
using a space-staggered grid defining flows and water
levels at different points, Figure 3. A multi-operational,
alternating-direction, implicit technique, first developed
by Leendertse �9!, was used to develop a computational
algorithm. Computations were performed in two cy'cles. In
the first cycle, rl and, U were computed implicitly along a
grid line parallel to the x axis. A centered-d.ifference
operator was applied to the momentum and continu.ity
equations lf-13!. This ".esulted in a system of linear
algebraic equations whose coefficient matrix was
tridiagonal. The matrix was solved most economically by a
series of recursion formulas. Each grid line was solved
until all the columns were computed. The second cy'cle
solved for > and V implicitly along grid 1ines parallel to
the y axis in a similar treatment. For a detailed
derivation see Butler �7! and Leendertse �9! .
Boundary Conditions
The boundary conditions available to the model were
of three general types: open boundaries, water-land.
boundaries, and subgrid boundaries.
Open boundaries
These were the seaward. boundaries terminating the
computational grid, or channels exiting the grid at any
V
low/Unit Widthn N-d.irection
Flow/Unit Widthin M-direction
X � Surface Elevation l!Water Depth d!Manning Friction Factor n!
Figure 3. De.inition of Grid Cell Variablesfor WZFM ZI.
point in. the system ~ Water 1evels corresponding to tidal
cycles or storm surges were specified. as functions of
loca.ion and time. Plow rates could. also be prescribed to
simu' ate river inputs to the system.
Water-land boundaries
The usual condition for these boundaries was hat of
no flow in the directio~ perpend,icular to the boundary. En
other words, U or V was set to zero at the appropriate cell
face. En addition, the model permitted flooding and drying
of low-lying land areas. This was accomplished. by checking
water levels in cells adjacent to land cells. The land-
cell face was opened to flow when the water level in the
ad.jacent cell reached a prescribed height. The cell could
d.ry in the inverse manner, Figure 4. The flooding
capability permitted. a realistic representation of the
movement of water across low-lying, tidal flood plains and
marsh areas. This boundary treatment was not available in
Hill's model �f!.
Su'b rid boundaries
These barriers were defined along cell faces and
could be exposed, overtopping, or submerged. Exposed
barriers imposed a no-flow condition along a cell face.
Submerged barriers were simulated by the use of a
time-dependent frictional coefficients Overtopping barriers
could al ernately be submerged or exposed, Figure 5.
CELLiNTERFACE,
7'0;ure 4. Flood Cell Treater:ent by WIFE II l7!.
35
BARRIER AT CELL INTERFACE HEIGHT b!
V=0 b~
~�,< b+ ~
>bee
K ! > b+ eV CONTROLLED BYSPECIAL CWEZYCOEF FICI EN T
WATER 5 PASSED TQLOW SIDE ACCORDINGTO FLOi'] RATE Y
Fig re 5. Barrier Concitiors Treated by WI N ZI �7!.
Water eve s were chec'red. in .he "e' 's adjsc t..e
bar"ier. 7. the water levation overtopped � .h ' a.rrier,
s ' Ee accord"g �.oaermitted to f'ow to -..". 'owwa.er was
the broad-crested weir equation:
~y X ~g !i6.
External Porces
Wind stress, graviig, Rhd voriolis orces were the
ex.erna orces included in WZ>!4 iI. he model accepted
w''-" input as constant in d' rection and. s�e d, variable 'n
speed and. direction as a function of .ime, or variable in
speed and direc ion as a unc.ion space and .ime. 5e last
option required. a subroutine which mus. be developed or
each sy's-.em being studied.
When the barrier became submerged or exposed i-'. was treated
as above. 'these subgr d boundaries allowed .he sic' a.ion
of featu"es too small .o be incorporated into the normal
g=id size. Such fea..<res could include islands, dredge
spoil banks, jet.ies, and o.hers.
CHAPTER IV
APPIICATION OP WIFN lI TO MOBILE BAY-EAST MlSSISSIPPI SOUND
Develo ment of Variable &rid
Limits of system
The area of Mobile Bay and East Mississippi Sound
chosen for representation by a variable-size, finite-
difference grid, Pigure 6, included Mobile Bay, the Mobile
River delta up to 20.8 km �2.9 mi! north of the Interstate
10 causeway, East Mississippi Sound to 11.2 km �.9 mi!
west of' Dauphin Island Bridge, and the Gulf' of Mexico
southward o 13.7 km 8.5 mi! south of Port Morgan. This0
area was bounded on the east by' 87 45' " ongitude, on the0
west by 88 15' longitude, on the south by 29 07'0
latitude, and on the north by 30 52' latitude.
The Mobile River delta was inc1uded in the model
because of the importance of this area as a capacitance.
The results of experiments with a grid system extending
northward only. to the mouth of the Mobile River proved to
be inadequate. Reasonable reproduction of available field
data could not be achieved with such a grid.
Schroeder �5! defined the western limit of' East
Mississippi Sound as 88 30' longitude. This area included
37
NiSo
res
Figure 5. Boundaries oI Plobile Bay-East NississippiSound Model.
39
Petit Bois Pass and the east end of Petit Bois Island,
Figure 1. The model was not extended Co include this
area. No field data were available at Petit Bois Island
for establishing boundary conditions at this point. Without
accurate boundary conditions based. on good field data,
adequate calibration and. verfication of the model could not
be attained.. For this reason the model was limited Co 88
15' longitude, thus excluding Petit Bois Pass.
The southern boundary was extended to a point in the
Gulf of Mexico so Chat the depths of the grid cells at the
southern edge of the model did not vary drastically over
the range of the boundary. This permitted the omplex
bathymetry of the Main Pass area Co be represented by the
models
Description. of variable grid
Grid. cell size
All field data, nautical chart measurements �6!, end
Tide Tables �1! predictions were given in the English
system of units. The English system was therefore used in
all the model studies to facilitate the comparison of field.
data and model results.
The grid, Figure 7, used for the model of Mobile
Bay-East Mississippi Sound was developed with the aid of
the Mobile Bay nautical chart �8!. The chart scale was
<:80000. A variable grid was mapped based on a minimum
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:-i~ure 7. Variable Grid for Mobile Bay-East MississippiSauce--Cell Number N,N!.
grid-cell dimension of 0.25 in on the chart. This value
corresponds to 1666.7 ft of prototype distance. he
dimensions of the resulting grid were 45 by 52 cells or
2340 cells. The computer memory requirements for this
application of WIPN ZI on the UNIVAC 1100/61 computersystem at The University of Alabama was 21,504 word.s of'
memory. After mapping the grid., it was overlaid on the
chart in order to assign bound, aries, depths, and Manning
coefficients for each cell.
The smallest cells were used in Pass aux Herons and
Main Pass, Figures 8-g. Greater resolution was needed in
these areas to represent their complexity and to study the
hydrodynamics of these areas in detail. Targe cells were
used. in regions of re1atively constant bathymetry. These
regions were Bon Secour Bay, the Gulf of Nexico boundary,
and upper Mobile Bay. Relatively large cells were also used.
in the Mobile River delta although this region is more
intricate than anywhere else in the model area. The Mobile
River d.elta was included for its capability to dissipate
water from a constant river flow and an in. coming tide in a
manner similar to the actual marsh. The mod.el was not
intend.ed to describe the delta in. d.etail.
Bound. aries
The shore line of the system was defined as closely
as possible within the grid framework, Pigure 6. Features
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too small to be represented within the grid were described by
exposed subgrid. barriers. Pain. CLear, Sand, island, par;
of Dau.phin island, and some of .he islands at the mouth ofthe l%obile R ver del.a were represented by subgrid. oarriers.
Tide-elevation boundary conditions were speci ' ed at
the Gul of mexico bound.ary and the Zast Mississippi Sound
boundary. River-flow boundary cond.itions were specified
for the Mobile and Tensaw Rivers. River lows were not
included for Dog River, Fowl River, or any o the o .her
small rivers emptying into .he model region. The f1ows
from these r'vers are insigni icant with respect to the
overa11 hydrodynamics of the Mobile Bay-Past Nississ'ppi
Sound. reg on as stated. above. Some of these flows could be
important with respect to mass transport modeling i. e.
salinity or dissolved oxygen! .
Depths
The da.um of the nautical chart was the Gul Coast
Low Water Datum LVD! which was es ablished in 1 880 as an
average of 60 consecutive low-wa.er readings ac"ord,ing .o
fiacPhearson �2!, Figure 10. The d.atum of the Tid.e Tables
�1! was Mean Low Water 'P!LW!. 'The datum of the ield data
used in this study was Mean Sea Level NSL!. Zn applying
the model, the depth of each ce' 1 was corrected. -.o HSL .o
correspond to the ield data.
05
Figure 10. Signi~ icant Hater Levels Relative toLow Water Datum �2!.
MEA hlH l G H 2.l l FTWATE R
MEANT l D E 1.28 FTLEVEL
MEANLOW PA8 FTWATE R
Hl GHE ST1l ~ Fg RECORDED
'T l DE
�8 OC T. 191'!
MEAN
083 FT SEALEVEL
LOWWATER
DATUM
LOWESTFT RECORDED
7 lD E
�0 SEPT.1926!
. wide,ship channel was loca ed. The ship channel is 400and. Chere ore much smaller than .he minimum grid dimension
of 1667 f". Its 4Q ft depth s deeper than, the average 10aSSig..d..dep'h of .he Bay. Depths for .hese cells were
by a careful w'eighted average.
Flood cells
Land elis with an elevation o less than 0.5 ft were
ecified to be subject Co flooding. Such a cell would
flood if the water elevation of an adjacent water cell
became 0.3 f. higher Chan the land-cell elevation. Various
cells a' ong the water-land boundary and in the 14iobile R' ver
delta were sub!ect to flood.ing.
'Aanning friction factors
i%arming's n values or bo..om roughness were assigned
on a relative basis according to the bottom type specif'ed
by' he nau. ' cal chart f 8! . The Aanning coef icients
ranged from 0.10 in Bon. Secour Bay .o 0.35 -'n the river-
marsh area o the mobile River d.el.a.
Dep.hs were assigned to each water ceil as del' neated
.he land boundary. The depth o each ceil was
determ' ned as a we.' gh.ed, average of the charted dep.hs
within that cell. Due to .he slowly varying 'bottom dep.h
over large por.ions of the Bay,most of the depths assigned.he grid cells reflected. the actual bathymetry of the
Bay- This did not hold for .he grid. c lls in which .he
Pa,ss flow calculations
WIFE TT. had the capability of calculating the flow
a.cross any cell face specified.. This fea.ure was utilized.
to calculate Che flows through Hain Pass and Pass aux
Herons as shown in Figures 8-9. The results of Che
calculation were used. in the calibration and verification
o the model and in the evaluation of the parametric studies
below.
Field Da.a for Calibration/Verification
Description of f ield data
Two sets of tidal elevation and current velocity d.ata
vere used for calibrating and verifying the model. These
data were obtained from the U.S. Army Corps of Engineers,
Mobile, Alabama �3!. The data were originally used for
the calibration and verification of the physical model of
Mobile 3ay located, at Che Watervays Experiment Station,
U.S. Army Corps of Zngineers, Vicksburg, Mississippi �6!.
An additional tide elevation record from Hill �1! tha ~ vas
not includ.ed with the Corps of Zngineers data was also used..
The d.ata were collected. over two 25 hr time periods.
The first period was from 1200 CST May 15, 1972 to 1300 CST
May 16, 1972. The second data set was collected from 0900
CST June 13, 1973 to 1000 CST June 14, 1973. The locations
of some of the tide-elevation and current-velocity stations
vary between Che Cwo data sets. The average flow rates
48
cfs',' during +hese .wo time periods for the Nobile and
Tensaw Rivers were included ' n the data. The 1972 data a' so
included low-rate ca.lculaticns or Main Pass and Pass aux
herons over the data collection period.
The tide-elevation da.a cons'sted of a continuous
pager-tape record of elevation ft! over time hrs!. Acorrection factor was supplied by the Corps of Zr.pincers
w'th each elevation record to correct +he da a to .he lCSL
datum. The current-velocity data consisted of readings cf
the current-velocity magnitude and compass direc.ion a+
hourly intervals over the 25 hr collection periods' For .he
velocity stations located in the deep wa+er of the ship
channel or Hast Main pass, these measurements were made a+
graduated depth ' ntervals rom the surf ace to the bottom-
For comparison .o the model, .he tide elevations a.
each cage were read from the tape at hourly intervals
corresponding to the times of .he velocity data. In most
ases .he eleva.ion could be read to +0.20 ft at any driven
..our. At sta ions wher e the cur ent velocity and direction
were measured at depth intervals, the velocity magni.ude
and direction were taken as the average of .hese
measuremen.s.
The locations of +he tide gages and veloci;y stations
on .he model grid were designated as a acrid cell as close
.he actual loca,-.ion. The tide elevation foras possible to
ea.ch ga.ge was the elevati=n o +he des.'gnated grid. cell as
alcula.ed by the mod l. The v locity +agni.ude and.
d,iree' ion of ach sta.ion were determined by a four-point
average of +he velocity vec+ors at .he designated, cell,
Figure
The flow-rate calcu.' ations rom WIPPl TZ men.ioned
above were given. in total flow cu ft! at any specified.
time interva' . The d.a+a were divid.ed by the chosen time
i~terval of ' 800 sec �.5 hr! to obtain flow rates cfs!
for comparison .o the d'scharge-ra e da.a from 1 972 and for
evaluation of +he parametric stud.ies below.
Calibration/Verification
Case study of ield. datarom ~ ay p an
As stated above, t'd.e-elevation, current-velocity,
and pass flow-ra.e data were available or the 25 hr period,
starting 1200 CST Nay 15, 1972. Hates on .he raw veloc: ty
da.a ind.ica+ed the presence of a varia'ble wind. of 5-20 z.
Tne ac.ual locations of each gage sta.ion are shown in
: i ger e < 2. The model representation o f these ga.ge
positions is shown in Figure 13.
A constant, .o.al river flow of 63,500 cfs was used.
Of +his amount, 33,270 c s vas introduced into the Mobile
3iv r and 30,230 cfs into the Tensaw River as sugg sted
awi ng Bh Rl
5G
�.5 Ul + U~!! + �.5 Vl + V2!!mag
Figure ll. Veloci.y Calculation for Field grata Stationa. Grid Cell N,N! � Four-Point, Average.
Figure 12. L-cation of Field Data Stat~ onefor Xaf "r-' ~'. l ~' 2: 2c! ~
island3-12 = Buog-Dauphin 'slazPE-1 = West '!a.inE-5 = Za.at Hain
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gq r«»q t 3 Grid Represechatioz oP ielc Da~zS:a-.~o~s or 1972.
The tidal boundary cond,'tion at the Gulf of Mexico
was specified as the tid,e record at the Dauphin Island Gulf
s.ation obtained from Hill �1!. The tide record. at Cedar
Poin. was used as the tidal boundary cond.i.ion for East
Nississippi Sound.
In contrast to Kill, a correlation equation for tnese
tid. s was not necessary as input to the mod.el. The
explicit solution format of Hill's model needed an. equation
approxima.ing a tidal cycle for this data, because the
~odel nad to run for several tidal cycles in order
produce a stable solution. Inspection of +he tide data or
Daupnin Island Gulf showed. that over a period of days the
tide range changed and was not s.rictly cyclic. This
change in tide range over .ime is typical of the diurnal
tid.e present in much of the Gulf of Mexico.
3'or YIPN II the actual tide elevations, rather than.
values from a correlation equation, were read. directly from
.he tide records and applied to the model as boundary
conditions. The record at Dauphin Island Gulf was
subsequently backed off to the seaward. boundary by the
model according to the free-gravity-wave speed ~ The initial
flow condition was set at no flow. The initial elevation
was set as the average of the starting elevations at
Dauphin Island Gulf and Cedar Point.
"he model was run with a time step of 180 seconds
over a. period of 54 prototype hrs. The run spanned a time
period of 9 hrs before, and. continued to the end, of the 25
hr field-da.a collection period. The tide record from
Cedar Point lacked data for he 9 hrs previous to the
field-da.a period. Extrapolated values were used in this
case. A lead time of up to 8 hrs see below! for the model
run was necessary for the model calculations of elevation
and velocity .o stabilize.
A time step of 90 sec was implemented to determine
the acceptability of a 180 sec time s.ep. Ho s' gnificant
change in velocity or elevation wa.s discovered. A lead
time of 2'3 hrs was also tried with no effect on the model
results for the 25 hr data period. No study wa,s done to
determine the maximum allowable time step or minimum lead
time necessa,ry for a good solution.
Results o case study ofiay y a,n
The comparison of model results with the field data,
is presented in Figures 14-19.
Tide elevation
Dauph'n Island Gulf, Dauph.in Tsland Marine Lab, and
Cedar Point tide gages showed excellent agreement of mode'
resu1ts and field data both in phase of he tide and in
magnitude. The State Docks, Bon Secour, and Point Clear
stations also gave reasonable agreement between mod,el
results and field data. The phases of these gage locations
5."15-16.-; 2 QAVPHIH I SLAHD <IZED ~>ATA 0vLIL. Iffy:4 CiATA 0
>e
TIKE HRS>
."ignore 4. Comparison of Model Results with l972 Zeta.P.. Dauphin Island. Qcl,f Tide Gage
Dauphin island marine Lab Tide Gage
~r 15-hi '7> C:-BAR P'OIHT .=IEL5 PATP GMODEL 5FiiA O
5'igure l5. Comparison of Flodel Results with l9T2 Data..A.. Cedar idiot Tide Gage3 ..- owl River T' de Gage
5AT4 0WQOEL OAT* 0
5~AS-16z 2 BT4TE DOCKS
SI
IJ
r
FIELD GRATA 0eOOEL C~TA 0
1
CU4lI
0
T II1E HRS!
Figure l6. Compa."iso' of ~trode' Results xith, l972 Data.State E>o"ks Zde Gage
B. I'oint Clear Tide Gage
59
FIELD GRTA C!"!ODYL C4TA 0
18
TINEiHRSi
Comparison of Model Results xKth ':972 Data.A, Boz Secour Tide GageL. East Naiz Pass Velocity Station
SJ5 !e
5--! $-! S ' ~ 2 BUOY !2CURPKHTFI LD 54ThNOC'iL D~T4
Figu=e 18. Comparison of Yodel Results wIth 19T2 Eata.A. West Plain Pass Velocity StationB. Buoy 12 Velocity Station
:"inure 19. Compa Zsor. o~ Nodel Result,s wit's '972 Data.A. Neer Pa.ss Flaw RateB. Pass aux Herons Flow Rate
62
did not match as well as the other gages, but were
considered. to ollow the trend of these tid.e records well.
A possible explanation was the relatively large size of the
grid cells in these areas. The larger cell size caused .he
ocations of these gage points to be more crud.e han the
others. Fowl River gage results were suspect in terms o+
phase agreement. Further study I,below! revealed problems
with the field d.ata. that could have caused this result.
Velocity magnitudeand direction
Both the East Main Pass and the Buoy ! 2 stations
showed good agreement with the velocity trends in both
magnitude and direction. West Main Pass model output
agreed well with respect to velocity magnitude. However,
the model time for the reversal of velocity direction hrs
12 � 14! caused by the tid.e change wa.s 2 hrs early' compared to
the field data.
Pass f1ow rates
The pass flow-rate records could. not be reproduced
acceptably for the 1 972 field data. The calculated flows
in the Main Pass followed the general trend, of the field
data. The time of the tid.e change was 2 hrs early' relative
to the field data, as was also noted. above for the West
Main Pass results. The flows in Pass aux Herons could not
be reproduced at all for this data.
53
Many changes in model parameters were implemented in
attempts Co improve the flow-ra.e results. The parameters
that were varied included Kanning coefficients, cell
d.epths, and the number and position of flood cells. No
improvement was obtainable. The 1973 d.ata set was Chen
analyzed using the same mod.el parameters depths,
boundaries, etc.! as for the 1972 d.ata set.
Case study of field datarom une an, 3
The field data were collected over the 25 hr period.
from 0900 CBT June 13 through 1000 CST June 14, 1973-
Notes on the raw velocity-data sheets indica.ed low wind.
conditions. Th data cons isted. of tide-elevation and
velocity stations only. No pass flow-rate calculations
were available. The locations of the gages are shown in
Figure 20 with the grid locations following in Pigur e 21 ~
A constant total river flow of 116,000 cfs was used
as in Lawing �6! . The flow was d.ivided equally between
the Nobi' e and Tensaw Hivers-
A tide-elevation record. for Dauphin Zsland Gulf was
not available in the 1 973 field data for Che specification
of the Gulf of Nexico boundary condition. The only
alternative for setting any reasonable boundary condition
at the Gulf was the use of the pred.icted or astronomical
tide for this time period. The Tide Tables �1! provided.
the pr dictions of the elevations and. times of the high and
Figure 20. Location of Tield Data Stationsfor June 1'3-1 4, 1973 �6!-
B-12 = Buoy 12B-32 = Buoy 323-3 = East Main PassS-12 = Dauphin Tsland Bridge
JO
ke
,I
DkyO
L
C r*
MCpl 5 .MOBIL'
l'I ~
O'I Vernae~ 0 V,
'i~!
>~+ zo g
~+EH'tOE ~
~~crrr arne ~os>
' ow tides at -.he N 4 datum. 37' in er po ~ ion o= .'. e ~ .'de
approxima .ion o -hetJ meseleva,tions between these
as the boundary cond,itions for ~ ast i~ississippi Sound and
the Gulf o Mexico, respectively.
All other model inputs were the same as that or 1972
w' .h one xcep .'on. The model run vas begun at 3 hrs
con.'nued .obe o. the da.a col'ec.ion period. and
afterva,rd. As stated above, runs oeginning 23 hrs or to
the "a+a o' lec. on period produced no significan. changes
in tide elevatio~ or velocity.
Results o- case study ofanc +, 1 ne
The comparison of .he model results with «he f'eld
d.a.a, .:s presen.ed in Figures 22-26.
.'de elevation
Cons'dering th approximate nature of .he t dal
boundary conditions, the model tide elevations were
considered. to be good ' n terms of reproducing the .rends of
«he tidal data. The Cedar Point gage resul s shoved
exce' 1 n ~ agreemen. vi .h the fie' d d.ata, bo .h 'n magni.udeA' 1 the other tidal gage stations in Nob leand: n phase.
pred.ic.ed.:.'de e evation as a f nc.ion time was ob-.ained.
he data ver ob.ained for June 13 and. 14., 1973 a-. bayou La
3a-.re, Alabama and. Dauphin Island. I',For ~ Gaines!, FigureThese tiXe-elevat on curves vere corrected to NSL a..d. used
$~/ pi DAV?~TH .5' AHG F";p' 9 QATARhseP, IHE I i8 WGQKK 9&1'4 O
"on~a=ison a. Model Ress~.s wX.h <97 D~s la~3 !<2,='.-.e 2.'D ~de Ga�
3. Ce+~.- Pc ir.t ~5.ie Qa,ge
cora 0O'OCTAL cAT4 0
Cornvarison of Woclpp ~ps~~-g g. p I Q7~State Docks ~ c." "agePo' at C" a 7' de Gaze
70
6r13-i%i.3 BOH SECOUW ; I KLp D4TA 0HODFi DFITA 4
Figu-e 24. Corrlpa"Xson of Nodel Results with 1973 Data.A. Hon Secour 'Zine Gage
East Nain Pass Ve' ocity Station
CVRREHT ~Eir 13- 4.'~ 3 DAOPRlH ? SL.AHD P1K D DA'TA 0
E P.? D E YGDEL DATA O
CVRRKHTF E'" D4
5 ~ 'Figure 25. :omparisoz c f Nodel Results with 1973 Data.A. Daupnia Island 3ridge Velocity StatiozB. Buoy l2 Veh.oct.ty Station
Fi~u e 25. Corrpar iso' of' Aodel Results with 1973 BaCa.A. B~oy 32 Velocity StationB. State Docks Velocity Staticn
Ba> p"oper were somewhat o- + of phase. En studying the
effects o the model input parameters on .he results
calculated rom .he mod.el, i' was observed .hat the
variation of the Gulf boundary cond.ition produced. the
s ron@est ef ect upon .he calcula'.ed. values of the
eleva.ion. He-evaluation of the 1972 field data below!
led. -o 'he assumption tha ~ a Gulf boundar7 based on
re iable field data could improve results.
Veloci 7 magnitudeand direction
All the current-velocity results from the mode' run
. eproduced. the trend of the field data. Particular' y
important was .he excellent comparison of the fie~ d. dataw' th the results of .he Dauphin island Br idge veloc it,p
stat.'on.. The model reproduced both the magnitude and the
d' rection of the field. d.ata well.
The calculations for Zast Na n Pass agreed well w'.h
the ' d da,.a., considering the approximate nature of the
Gulf bounda.y condition. The magnitude and phase a ~ this
s at'on were greatly dependen. on th.'s boundary condi " on.
The model velocitT stations at Buoy 12, Buoy 13, and
the State Doers also reproduced the trends o the field
data well. These s.ations were all located in the ship
channel. it is well documented in NacPhearson �Z!, Eill
�1!, and, others that some stra ification of .he water
column occurs '' n .he channel, wi h resh water rom the
rivers lying on top of the more saline water from the
Gulf. The stratification causes a variation in velocity at
different depths wh'ch was noticed in the evalua.ion of the
field data. During tide changes, water near the surface in
some cases flows in one direction, while water near the
bot+om flows in the other. Recognizing that depth-averaged
values of .he velocity magnitude and direction were used at
these stations, it was apparent that the actual magnitudes
and direc .ions of the current could not be reproduced by
the two-dimensional model. This was especially true at the
change of the tide and during the incoming tide hrs] 5-25!. In addition, the grid. size of the model at the
State Docks did not permit an accurate depiction of +he
area. This accounted for the discrepancy in the current
direction noticed 'between the model and the field data.
Re-evaluation of thecase stu y
The good results obtained in the case study of the
3975 data set led to the re-evaluation of the 1972 data.
Upon referring to Hill f1! and Iawing {26!, it was notedthat difficulty was experienced in reproducing the field
data from 1972. Iawing �6!, in fact, stated that the f973
field-da.a survey was motivated by this difficulty.
Figure 27A compares the tide record at Cedar Point
with the astronomical tid.e for Bayou La Batre from the Tide
BLB 0CP O
u-e 27. Comparison of Astronomical Tide with ' deRecord.
Bayou La Ba.:r BLB}-Cedar 7'oint CP!B, Dauphin isla.nd "ort Ga,ines! DI ,PG!!-
Dauphin isla .d I";uli' DIG!
lahles ',31! . ~ iBure 27B coapares the reco-.d oi' Dauphin
Island Gulf with the astronomical tide or Dauphin Island.
Fort Gaines!. The phase of the Dauphin Island. Gulf gage
was 2 hrs behind that pred.'cted oy the astronomical-tide
d.ata. The large discrepancy suggested the possibili.y that
the time axis of the Dauphin Island Gulf gage could 'be
inaccurate. It was also recognized tha ~ the strong,
variable winds indica.ed on the velocity field-d.ata sheets
cou.' d alter the tidal elevations significantly from wha.
they would be under calm conditions. See Tid.e Tables �f!.Model runs were then executed u.sing the 1972 d,a a to
test the plausibili.y of an inaccurate gage at Dauphi~
Island Gulf. The first run used the astronomical tides at
Bayou 5a Batre and Dauphin Island Port Gaines! as thetidal boundary conditions. The second used the tide record.s
as tidal boundary conditions. The Dauphin Island. Gulf gage
was delayed 2 hrs to come closer to the relation of the
tidal phases as shown in the astronomical tid,es.
a g an
The comparison of model results with the field data
is shown in Figures 28-33-
Tide elevation
In all cases, the model tide elevations did not agree
well w'-.h the .ide elevations from the field. data. The
B.
Comparison vf Astronomical-tide Model Resultsw'th i�2 Data.A. Dauphin Island Gulf ide GageB. Dauphin Island Marine Lab 'Zide Gage
78
2'izuz"e 29. Comparison of Astrono~ical-tide Model Resultswith 1972 Data.A. Ceda Poizt Tide GageB. Fowl River Tide Gage
B.
Figure 30. Comparison of Astronomical-tide Nodel Resultswith 1/72 Data.A. State Docks Tide GageB. Point Clear Tide Gage
A.
Coraparison of Astronomical-tide Node1. Resultswith 1972 Data.A. Boo Secour. Tide GageB. East Nain Pass Velocity Station
Comparison o". A stronom1ca l-tide Nodel Result swith ' 972 Data.
'<Jest tRain Pass Velocity StationB. Buoy l2 V locity Station
Comparison of Astronomy.ical-tide Nodel [email protected] h 1972 Da.t a.A. Pl@,in Pass Flow RateB. Pass a~x Herons "1ow RaCe
d.ifference in tidal heigh ~ and range between the
astronomical tid.e and tid.e records caused this d,iscrepancy.
Velocity magnitudeand direction.
The velocity stations at Buoy 12 and Vest Nain Pass
showed improvement in terms of both magnitude and direction
over the previous mod.el run. At West Main Pass, the
reproduction of the time of the tide change hrs 13-15! was
better. Similar improvement was noted for Buoy 1 2 at hrs
14-16. The Zast Main Pass station did not improve for this
run. The trends of the velocities were reproduced within
the uncertainty caused by the stratification of the d.eep
water see above!.
Pass flow rates
Significant improvement in the magnitude and pha.se of
the flow-raCe curves produced. by the model was noted. for
both Main Pass and Pass aux Herons. While the actual flow-
rate curve at Pass aux Herons wa.s not well reproduced, the
trend. of the incoming and outgoing flow rates was much
better.
de aye c h s
he comparison of model results with the field. data
is shown in Figures 34-39.
B.
Comparison o Dauphin Island Gulf RecordDelayed Z hrs with ::972 Data.A. Dauphin Island Gulf' Tide GageB. Dauphin Island. Marine Lab ide Gage
5"" 5-16 'r 2 -=DAR PQ!HT F~ECC sax~ 0t100KL
35, ggppaz i sop gx $2UQj $, ZglaIlQ Gl'li .".ec "rcDe aye' 2 .".. s w'".5 l9T2 grata.A. ~eaar ~cX .t 7' 1e GageB ~ "'Qw R v ~ De 'gage
Corrpa;ison of Dauoi in Zs and GulfDe' ayed 2 }as willi: l�2 I0ata.
S.a e Docks Pic.e Ga~Po'n. Cl a= TiBe "age
F'jEQP C>4T4 0NQDEi. DAT4 05.-'15-! 6i72 80M SECOUR
TIIIE HRSi
Figure 37. Comparison of Dauphin Island. Gulf RecordDelayed. 2 hrs with 1972 Data.A. Bon Secour Tide GageB. Eas Yain Pass Velocity Station
88
cUFPEthT
Comparison of Dauphin island Gulf RecordDelayed 2 hrs with 1972 Data.A. |tritest Main Pass Velocity StationB. Buoy l2 Velocity Station
89
Comparison of Dauphin Zs?.and Gulf' RecordDelayed 2 hrs with 1972 Data,.A. Main Pass Plow RateH. Pass aux Herons Flow Rate
Tide elevation
The tide elevations calculated by the model for
Dauphin Island Marine Lab and Cedar Point reproduced the
field. d.ata well in this run. The Point Clear and Fowl
River gages showed improvement over the first model run,
the results of which were discussed previously. The
remaining tide gages showed a shif. in phase corresponding
to the 2 hr phase shift of the Dauphin Island Gulf tidal
boundary cond. tion.
Velocity magnitudeand direction
All the velocity stations showed a shift in the time
of the change in current d.irection effected by the tide
change. Though no real improvement relative to the first
model run was realized, the trends of the velocity
magnitudes and directions were close to that of the field
data-
Pass flow rates
The Main Pass flow-rate curve for this run
represented the best correlation between model results and.
field, data. The Pass aux Herons flow-raCe curve again
showed an improvement in the pattern of the outgoing and
incoming flows, but d.id. not reproduce the magnitude of he
curve well.
Conclusion of*
Good comparisons between the model results and field
d.ata were obtained from the case study. of the 197$ data.
This occurred in spite of the fact that no field. data were
available for .he specification of the Gulf of Nexico
boundary cond.ition. The pred.icted. tides for Dauphin Island.
Fort Gaines! and Bayou Ia Batre, Alabama were used. as
bound.ary conditions instead.
Difficulty was encountered in reproducing the field.
d.ata in the 1972 case study, especially with. regard. to pass
flow rates. The positive results from the 1973 case study
and the d,ifficulty of other researchers �0,26! in modeling
.he 1 972 data motivated. the re-evaluation of the 1972
da a. omparison of the predicted tide at Dauphin Island
Fort Gaines! and, Bayou. Ia Batre with the tid.e records at
Dauphin Island. Gulf and. Cedar Point showed a significant
d.ifference in the relative phases of these tid.es. Nodel
runs using the astronomical tide and the Dauphin Island
Gulf gage with a 2 hr d.e1ay were made. These runs showed.
improved results in terms of pass flow rates and velocity
correlations. 'The improvement suggested that the tide
gages were either incorrect or influenced by strong,
variable winds. lack of suitable wind data prevented the
investigation of the wind effect.
3ezore the model can be evaluated, on a quantitative
basis, improved field-data studies are essentiaL. The
f ield da.a should include accura-.e tid,e records for the
specification of boundary conditions. The data should be
collected. at low wind conditions if possible. In the event
of windy cond.itions, accurate wind, r cords for each tide or
velocity station should be 'sept to provide the input for
variable wind field to the model-
On the basis of the above study, it was conclud.ed
that the present version of the VE7N II model could 'be
successfully used. to elucidate the relative trend e fects,
but not the quanti+ative effects of changing inputs to
mobile Bay-Past Mississippi Sound. These inputs include
river flow, wind,, and tide range. The excep+ionally good
results obtained in the Pass aux Herons area for the 197$
data supported the use of this model to study the trends of
the water transport in the area.
CHAPT' V
PARAMETRIC STUDY
Tide Ran e, River Plow, and Wind
The model was exercised 6 times to investigate the
effects of tide range, river flow, and wind on the flows in
the passes, Table l. The tide ranges were chosen from .he
Tide Tables �I ! predictions for 197$. Plots of the tide
elevationa used as boundary conditions are shown in Pigure
40 ~ Tow, intermediate, and high tide ranges were chosen..
The tide elevations were plotted so that the times of the
high and low tides for each tide range would nearly
coincide .o facilitate evaluation of the results. The
river flows were chosen to correspond to the 90 percentile,
average, and 10 percentile low, medium, and high,
respectively! river flows as reported by Schroeder �5!.
The wind condition was chosen to correspond to the average
wind direction as reported by Hill l 1!. The ini ial run
was made using the medium tide range and river flow with no
wind. All subsequent runs were compared to the initial run.
Effects on Plows throu h Passes
The total ' ncoming and outgoing flows through Pass
aux Herons and 1'4a.in Pass for each model run. are shown in
93
4
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Table 2. The model calculated the total flows from a
material balance involving the area under .he flow-rate
curves, Figures 41-43, for hrs 8-33.
Comparison of runs 2 and 3 with run 1 showed the
effect of' river flow in determining the amount of water
which. passed into and out of the Bay over a tidal period.
At low river flow, run 2, more water flowed into the Bay on
flood tide than for the medium river flow, run 1 . Less
water flowed out of the Bay. The reverse effect was
obtained. for the high river flow, run 3. The high river
flow was a 1 43$ change from the medium riv r flow while the
low river flow was a 79$ cnange. The greater effect of the
high river flow on the passes was attributed to this fact.
Runs 4 and. 5 illustrated the large effect of tide
range on the model results. Tn run 4 it was noted. that the
tid.e flowed inta the Bay through Pa.ss aux herons over the
entire run. ln Figure 40A it was observed that the tide
elevation at Bayou La Batre was higher than for Dauphin
Island at all times. The elevation d.ifference caused. Che
water to flow from Zast Mississippi Sound, to Mobile Bay.
Tn the Alabama Gulf Coast area, an approximately monthly
interval of nearly constant tide elevation, lasting up to
48 hrs, was noted �1!. The tide range for run 4 was at
the end. o one of these intervals, as .he tide was
returning to the generally observed diurnal period. 'Xo
field data were found. to compare with these results.
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The effect of a constant 1'5 k wind from the southwest
�2/ ! was shown in run 6. The d.irection and. speed vere
chosen. to correspond. to the average direct' on and
intermediate wind. speed. as used. by' Hill �1!. A marked.
shift in the flow-rate curve, Figure 41, for Pass aux
Herons vas noticed.. The large influence of wind on the
shallow water in the pass and in Bast Mississippi Sound
caused. the water to be pushed. fram East Mississippi Sound
to Nobile Bay. The wind d.elayed the change from outgoing
flow ta incoming flaw at hrs 21-23 for Na'n Pass. The
delay red,uced the incoming flow and increased. the outgoing
flow. Nore field data mu.st be obtained. to determine how
well the model reproduces wind effects in the Mobile
Bay-Bast Mississippi Sound area.
Effects on. Current Velocities in. the Passes
Figures 44-47 show vector plots far the entire Bay
fram run 1 at ebb, low, flood, and high tides. Comparing
the time of the vector plot with Figure 41 shows the state
of the tid.e at the corresganding time. The maximum current
speed and. the cell at which it occurred were given. The
alternate laading hrs 14 and 34! and drying hrs 22 and
28! of .he Mobile River delta is shown in Figures 4447 ~
The high velocities at some of the inundated land c Xls in
the upper Bay at hr 14 were caused. by the small water
elevations at these flood cells, The depth-averaged. model
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solved, .he two-dimensional equations of change in ter~s of
flow per uni width ft /sec! . The velocities «ere
obtained, by divid.ing the flow per ~nit wid .h by .he va.er
depth a+ each cell. As a flood cell began to dry, the vate.depth at the cell became very small. Division of the flowper unit width 'by this small water depth resulted in a h ghvelocity for the cell-
Zn Pigures 48-51 the velocity vector plots ver
compared to +he flow-rate vector plots for both passes a.corresponding times from run 1. Prom this compar'son, itwas observed. that while the velocities in the two passes
were comparable, significantly ~ore flow occurred in the
Plain Pass. The greatest flows vere no ed. in the d.eep
wa.ers of the Rain Channel Zt should be noted. that the
flow-rate plot or Pass aux Herons at Kr 22 was scaled
larger .han the others by a factor o 4. Since the same
relationsh p of v locity to flow rate held. or each model
run, only the veloci.y plots were included for runs 2-6.
Gee' Pi gu.res 52-61-
Tittle change relative to run 1 in the veloc-'ties =or
Pass aux herons vas noted for run 2 at ebb and flood
hrs 14 and. 28, respectively! ir. Pigures 52-53. 'Bain P ss
showed. a. 4.24 decrease in maximum velocity on eob tide and
a 5-4$ increase on flood +ide. The current directions
not change s-'gnificantly. The low-tid and high- ~ .''e plots
hrs 22 and 34! showed decreased outflow and increased
inflow at ooth passes. These trends reflected the
decreased momentum of the water f rom the upper Bay due to a
smaller river flow.
The outgoing velocities for run 3 in Pass aux Herons
hr 1 4! were not affected by the increased river flow
relative to run t, Pigures 54-55. However, the velocities
at flood tide showed, an 8.3$ decrease from run 1 due to the
action of the high river impeding the incoming tide. Bain
Pass shoved an 8 ~ 5$ increase and a 12.1$ decrease in ebb
and flood maximum velocities, respectively. At low tide,
the high river flow caused the velocities in Pass aux Herons
to still be predominantly outgoing in contrast to run 1.
At high tide, cell I i!,3ij reflected flooding caused by the
excess water from. the river. The abnormally high. velocity
was caused by the small water elevation at this flood cell
as explained above. The high-tide and low- ide plots of
Nain Pass followed the same trend of increased out low rom
the Bay.
The effect of the low tide range and elevation
difference between Bayou. I* Batre and Dauphin. island,
Figure 40, was elucidated. in Figures 56-57 for run 4 ~ As
noted in the total-flow calculations Table 2!, water
continua11y flowed into Nobile Bay from Zast Mississippi
Sound. Significantly decreased velocities in Main Pass for
all plots were observed due to the small tide range of 0 ' 5
ft which was used for the Gulf of !Rex co boundary condition.
109
Large increases in ebb-tide and flood-tide velocities
for run 5, Pigures 58-59, vere observed in both passes.
The greatest increase in, maximum velocity was found to be
46.9$ for the flood tide hr 28! in. Main Pass. The
velocities in Pass aux Herons at low tide were directed
more strongly into Mobile Bay than for run 1 and showed. a
64.6$ increase in maximum velocity. The high-tide
velocities in Pass aux Herons changed little, except for
the occurrence of flooding at cell I11,51]. The velocities
in Vest Main Pass at low and high tid.es vere similar. A
significant increase in. velocities in East Main Pass was
observed,-
The 15 2 southwest wind of' run 6, Pigures 60-61,
caused. large decreases in outgoing velocit'es and large
increases in incoming velocities in Pass aux Herons as
noted in the total fZov calculations above. This effect
was due to the momentum of the wind being transferred. to
the shallow water of Pass aux Herons. The prevailing
d.irection of the current was opposed to the wind on ebb
tide and concurrent vith the wind on. flood tide. The vind.
did. not significantly alter the maximum velocities for ebb
and. flood. tides- The direction of the current was affected
to a greater degree. At flood tide, the velocities in Vest
Main Pass were deflected eastward. At ebb tide, they were
deflected in a southerly direction.. In Pass aux Herons,
the action of the v~nd pushing water into the 3ay from the
110
Sound was again observed. at both low and high tides. The
strong effect of the wind on the relatively shallow water
of West Main Pass was also noted.. The wind had much. less
effect on Che deeper East Main Pass.
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Velocity Vector Plots--Ru.n 2 Medium Tide Range, Low River, No Wind.!Ebb Tide � A. Pass aux Herons 3. Hain PassFlood Tide � C. Pass aux herons D. Main Pass
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120
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26
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132
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CHAPTER VI
C ONCLUS IOUS AZQ RZC ONNZHD AT10NS
Chapters lV and V pr esented. the results of .he
application of a recently developed., implicit,
fin.'te-difference numerical model, WIFN ZZ, to Mobile
Bay- ast Mississippi Sound. The specific interes was the
investigation of the interacting hydrodynamics in Pass aux
Herons and Main Pass under a variety of input conditions.
The water transpor. in the passes was studied 'because of
i.s importance to .he environment of the area.
The modeling effort was undertaken to expand. the
existing modeling capabilities in Nobile Bay to include the
East Mississ'ppi Sound. The existing Mobile Bay models
were unsuitable for the d.etailed study of the s~all areas
of Pass aux Herons and Main Pass. WTFN ZZ had features,
including variable grid. size and implicit solution format,
which made it applicable to pass-exchange study'.
Concludin Observations
Tne results of the Calibr ation/Verification section
showed the model to be applicable to the study of .he
relative trends of the water transport in the passes. he
respans of .he tr nd. behavior of .he water transport to
E 35
changing 'nput par ameters was inves igated. The
quantitative effec.s of the input cond' tions cou,' d, not be
assessed because of the uncertainty and incompleteness of
the field data.
The input pa.rameters stud.ied were tide range, river
flow from the lifobile River system, and a constant wind
fields Comparisons of the pass flow rates and. pass
velocity profiles were made for $ tide ranges, $ river
flows, and 1 wind. condition. The largest effects on the
pass hyd.rodynamics we.e caused by the variation. of the tide
range. 4, high tide range caused. significantly more water
to flow into and out of the Bay, while a low tide range had
the reverse effect. The river flow affected the amount of
water entering the Bay through each pass over the tidal
period.. High river flows restricted the incoming flows
through the passes. The 15 k wind from the southwest had a.
strong effect on the shallow water of Pass aux Herons and
Vest Main Pass ~ The momentum o the wind increased the
flow into the Bay through Pass aux Herons due to the
coinciding wind and prevailing current directions. The
d.i"ection of the current in Pfain Pass was alter d. by the
wind fi ld. The investigation of the constant wind field
was includ.ed. to provide a basis for further study of
variable wind fields. 3uch a. study was not mad.e here due
to the ' ack o field data.
Re commendations for F~rther Baud
The limi.ing factor in. this study was the quantity
and quality of the available field data. In order .o
urther evaluate the applicability of this or other models
to pass-exchange study, 'better field data are necessary.
The data shoul.d include:
Accurate tide records at the Gulf of Mexico side of
Dauphin Island under low wind conditions for .he
specification of the Gulf of Mexico tidal boundary
2 ~ Accurate tide records at the east end of Petit Bois
island under low wind conditions to provide boundary
conditions permi .ting the westward ex.ension of the
mode' limits to include all of Hast Mississippi Bound.
Zn the even ~ of a significant wind iield during data
collec.ion, accurate wind records should be kept at
each data station to provide the inpu . for a variab1e
wind ield o the model
4. For cali'bration and verification of the model, some
velocity stations should be located outside .he ship
channels, as these channels are difficult to represent
with a two-dimensional model
Tmplementation of the field-data collection studies
described above will provide the basis for developing this
model, as well as the other Mobile Bay models, from a trend
analysis tool to a, truly predictive model. The integration
o he Mo>ile 3ay-Zas . Xississ'ppi Sound model with models
of the res ~ of the estuarine system of the Gulf Coast,
supported by adequate ield data, would provide an
invaluable tool for the management oi this important system.
LIST OP RZPZRZÃCZS
Depar.ment of the U. S. Army Corps of Zngineers.Waterborne Commerce of the United States: Calendar
ear awerways an ar ors oz . e u cast,ississippi iver, an ntilles.
'J. S. National Pisheries Service. Pisheries of .heUnited States, 1977. Current Pisher7 Statistics . o.
~
2 e
Apr '1, Gary C., Ng, Sam~el C., and Hu, Chung Shung."Nobile Bay Hydrography u~der Plood Stage Conditions."Proceedin s of the S osium on Coastal Hazards
� oastal one
Geological Survey of Alabama for the State Oil and GasBoard. The 'Environment of Offshore and EstuarineAlabama. oy R.. Chermock and Philip Z. LaMoreaux,Tnnormazion Series 51, 'l974.
Hinwood, J. B. and Wallis, I. G. "Classification ofModels of Tidal Waters." Journal of the H drau~ icsDivision ASCZ 101 Octobe
5 0
6. Hinwood., J. B. and Wallis, I. G. "Review of Nodels ofTidal Waters." Journal of the Hydraulics Division ASCZ101 November
Abraham, G. and Karelse, N. "Discussion of'Classification of Tidal Wa.ers' and 'Review of Nodelsof Tidal Waters' by J. B. Hinwood and Z. G. Wallis."Journal of the H draulics Division ASCZ 102 June
7
7 ~
8.
Pisher, H. B. "Some Remarks on Computer Modeling ofCoastal Plows." Journal of he Waterways, Harbors andCoasta' 2'n ineerin ivision A ~ 1 December
9.
139
Abbot, N- B. "Discussion of 'Review of Models of TidalWaters' by J. B. Hinwood and. I. G. Wallis." Journal of* K d ABC' 102 A s 97rrnnre ~
'C' ass ication of Pfodels of Tidal Waters'." Journalof .he hydraulics Division ABC~ 102 December19 o!:177o-
Donald 0. "A hydrodynamic and Ba inity Nod ' orMobile Bay." Ph. D. dissertation., The Uni versity ofAlabama, 1975-
Liu, Eua-An. "A Non-conservative Species TransportXodel for 'amabile Bay." N.S. thesis, The University ofAl abama, 1 975 .
Samuel C. "Sedimen. Tr nsporta.ion in mobile Bay:Correla.ion o- Remote Sensing Da.a wi.h the2ydrodynam' c Nodel." M ~ S- thesis, The University ofAl ab ama, 1 977.
Eu, Chung-Bhung. "' omputer Simula.ion of Store Surgeand River Plooding in Pfobile Bay-" N.S. thee's, TheUniversity of Alabama, 1979.
Hississippi-Alabama Sea Grant Consor.ium. PhysicalOceanography Section. ~i1ississi zi Sound SalinitvDistributions and. Indicated Plow Patterns. by Charles
~zeuteriusp
"J.S. Army Engineers Vaterways experiment Sta 'on. eiIP<II-W>~S Implicit Ploodin Model: Theory and. Pro ram
ocumentatxon . oy . ee utler, vol.
G . S ~ Department of Commerce . Hat ional 0c can Survey.U. S. Gu~ Coast: Alabama: Mobil Ba, 1: 80000 'Xerca.or
ro ject-' or. at a.. ', Se~- 8! ~
tj.B. Depar.men. o the Interior Geolog cal Su.rvey.Port Morgan Quadrangle Alabama: 7.5 Minute Series
oaograpn~ c ~ sort i or an g ua ran e, . 8 ~
iifississipp -A' abEma Sea Grant Program. Physical1:1 f
'w .
cnroe r,
Schroed,er, William V. "The Impact of the 1973 Ploodingof the Mobile ~iver Sys.em, on .he Hydrography oMobile Bay and. ~ as. mississippi Sound." Hortheast GulfScience 1 December 1977':68-76.
A t May, Edwin 3 ~ "Atl s: A Survey o the Oys.er andOyster Shell Resources of Alabama: Appendix 3 toAlabama Mar~ ne Resources bulletin No. 4." AlabamaMarine Resources Bulls-.: n 4 �97'i !;l2.
May, Edwin 3 ~ "A Survey of the Oyster and Oyster Shel'Resources of Alabama." Alabama. Marine Resources3u~ letin 4 Pebruary 1 9 ~ i !: 1 -gl .
c2 e
May, dwin 3. "The Effect of Flood Waters on Oystersin Mobile Bay." Proceedin s of the NationalShellf isheries Association 2 I,1972: o7-71.
23
Zoese, Z. D., Nelson, W. R, and 3echert. "Seasoeaan" Spatial Se-.ting of Fouling Organisms ir. 'Aooile 3ayand -as. Mississ'ppi Sound." Alaoama. Marine ResourcesBulls t in 8 June 1 972!: 9-1 7.
Of ice of Water Resourc s='or th Simulation o
Department of he Inxerior.Res arch. A Numerical Model
ida.l Bydroaynamics 'n Shall
25 ~
ow r "e~Zar s.uari s by
'ran< v. ' asch, ~ . v. han. ar, . effrey,Srandes, and A'. A- White, Pebruary 1969.
26. ~.S. Army 'ng"eer 0 s .r' c ~ , Mobile Alabama. Mobi' e3a !lode': Heaped' 1: "f|'ecta af' Proooeel T5eo~o."e ~ 'a~. anne an Disposal Areas on Tides, Curren-.s,
'nities, an ye ispersion . by aymon J. Lawing,o rt . >o ian, an = am d. Bobb, September 1 975.
u.H. Army Zngineer District, New Orleans, Lou siana.An Owen-Cog.st Mathematical Stol Su.r e Model w'th
27
oasta P ooQin or ~~ouisiana: Rector ~ 1: Theory and
25.
2q. he RA.'7D Corp ~ , Santa Monica, California ~ Ass c.s of aComauta ~ ional Model or Lon -Period Water-~ave
30 ' Boache, Patrick J. Computa.iona' Plu d Dynamics ~Albuaueroue: Zermosa u ~ s e s,
V. S. Department of Commerce. National Ocean Survey.ables: "as. Coast o North and South America
in= za in 9reenl an, 19
Wans.rath, John J., Butler, 2. Lee, Vincent, ' . L.,Res'o, D. T., and Khalin, R. W. "Use of Humeri alModels or Computation of Coas.al Wa.er Levels." ASCZPall Conven.ion and Exhibit Preprint Ho. 3070 Oc .ooer19
'XacPhea sor., Jr., Roland '8 ~ ";".e =pdrography z gobiBay and Miss.' ssi pi Sound, Alabama." Jou.-.nalNa.rine Science ', Aug~st 1o 0!: 1 -8~ ~
Personal "ozzunication ro~ Lawrence R. Green, C~ ie="o= the Planning Division, J. S. Army "ores oZn.pincer s, Mobile, Alabama, .o Dr. ~a,ry ". April,'Professor, ~he university o A.labaaa, Jn.iv .sity,Alabama.
APPENDICES
A. Sample Input Data to WI7M IZ
BE Sample Output from WIPM IE
For detailed program documentation see Butler f 7!.
APPENDIX A
Sample Input Data to WIFN lI
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THE UNIVERSITY OF ALABAIIIIACOLLEGE OF ENGINEERING
The College of Engineering at The University of Alabama has an undergraduate enroll-ment of more than 1,800 students and a graduate enrollment exceeding 100. There areapproximately 100 faculty members, a significant number of whom conduct research inaddition to teaching.
Research is an integral part of the educational program, and research interests of thefaculty parallel academic specialities. A wide variety of projects are included in the over-all research effort of the college, and these projects form a solid base for the graduateprogram which offers twelve different master's and five different doctor of philosophydegrees.
Other organizations on the University campus that contribute to particular researchneeds of the College of Engineering are the Charles L. Seebeck Computer Center, Geologi-cal Survey of Alabama, Marine Environmental Sciences Consortium, Mineral ResourcesInstitute � State Mine Experiment Station, Mineral Resources Research Institute, NaturalResources Center, School of Mines and Energy Development, Tuscaloosa MetallurgyResearch Center of the U. S. Bureau of Mines, and the Research Grants Committee.
This University community provides opportunities for interdisciplinary work in pursuitof the basic goals of teaching, research, and public service,
