UFL/COEL 2001/010
SHORELINE MODELING AT HOLLY BEACH, LA
by
Robert G. Dean
June 19, 2001
Prepared for:
Coastal Planning and Engineering, Inc.
2841 N.W. Boca Raton Blvd.
Boca Raton, FL 33431
SHORELINE MODELING AT HOLLY BEACH, LA
June 19, 2001
Prepared for:
Coastal Planning and Engineering, Inc.
2841 N. W. Boca Raton Blvd.
Boca Raton, FL 33431
Prepared by:
Robert G. Dean
Civil and Coastal Engineering Department
University of Florida
Gainesville, FL 326116590
TABLE OF CONTENTS
LIST OF FIGURES ........................................................... ii
LIST OF TABLES ......................................................... iii
1.0 INTRODUCTION ..................................................... 1
2.0 THE MODEL "HOLLY.FOR" ......................................... 1
2.1 General Description ................................................... 1
2.2 Breakwater and Wave Representation.................................... 1
3.0 ILLUSTRATION OF THE APPLICATION OF HOLLY.FOR TO THE
HOLLY BEACH SYSTEM ............................................ 2
3.1 Shoreline and Breakwater Representation ................................. 2
3.2 Cases la le. Normally Incident Waves, Breakwaters a Uniform Distance Offshore 3
3.3 Case 2. Oblique Waves, Breakwaters a Uniform Distance Offshore ............. 3
3.4 Case 3. Normally Incident Waves, Actual Distances of Breakwaters Offshore ..... 3
3.5 Case 4. Oblique Waves, Actual Distances of Breakwaters Offshore ............. 8
3.6 Cases 5a 5d. Normally Incident Waves, Actual Distances of Breakwaters Offshore,
Overtopping Represented ................................. ........ 8
4.0 SUMMARY ..................................................... 11
5.0 REFERENCES ...................................................... 11
APPENDICES
A CHARACTERISTICS OF PROGRAM: HOLLY.FOR .................... A1
B LISTING OF PROGRAM: HOLLY.FOR ...............................B1
C LISTING OF ANNOTATED INPUT FILE: HOLLY.INP .................. C1
LIST OF FIGURES
FIGURE PAGE
1 Definition Sketch of Breakwater Units and Shoreline ............................ 2
2 Case la. Shoreline Response to 85 Breakwaters Located a Uniform Distance of 300
feet From the Shoreline. One Year of Waves Represented. .............. ........ 5
3 Case lb. Shoreline Response to 85 Breakwaters Located a Uniform Distance of 400
feet From the Shoreline. One Year of Waves Represented. ........................ 5
4 Case Ic. Shoreline Response to 85 Breakwaters Located a Uniform Distance of 500
feet From the Shoreline. One Year of Waves Represented. ....................... 6
5 Case Id. Shoreline Response to 85 Breakwaters Located a Uniform Distance of 600
feet From the Shoreline. One Year of Waves Represented. ........................ 6
6 Case le. Shoreline Response to 85 Breakwaters Located a Uniform Distance of 600
feet From the Shoreline. Two Years of Waves Represented. ....................... 7
7 Case 2. Shoreline Response to 85 Breakwaters Located a Uniform Distance of 400
feet From the Shoreline. One Year of Oblique (30) Waves Represented ............ 7
8 Case 3. Shoreline Response to 85 Breakwaters Located at Actual Distances From the
Shoreline. One Year of Normally Incident Waves Represented .................... 8
9 Case 4. Shoreline Response to 85 Breakwaters Located at Actual Distances From the
Shoreline. One Year of Oblique (30) Waves Represented ...................... 9
10 Case 5a. Shoreline Response to 85 Breakwaters Located at Actual Distances From
the Shoreline. One Year of Normally Incident Waves Represented. Overtopping of
25% in Region Indicated ................................................... 9
11 Case 5b. Shoreline Response to 85 Breakwaters Located at Actual Distances From
the Shoreline. One Year of Normally Incident Waves Represented. Overtopping of
50% in Region Indicated ............................................. 10
12 Case 5c. Shoreline Response to 85 Breakwaters Located at Actual Distances From
the Shoreline. One Year of Normally Incident Waves Represented. Overtopping of
75% in Region Indicated .............................................. 10
13 Case 5d. Shoreline Response to 85 Breakwaters Located at Actual Distances From
the Shoreline. One Year of Normally Incident Waves Represented. Overtopping of
100% in Region Indicated ............................................... 11
TABLES
TABLE
PAGE
1 Characteristics of Case Examples to Illustrate Program HOLLY.FOR ............... 4
SHORELINE MODELING AT HOLLY BEACH, LA
1.0 INTRODUCTION
The interaction of a series of detached breakwaters with the shoreline represents a complex
hydrodynamics and sediment transport problem that is not well understood quantitatively in
coastal engineering and for which only limited empirical relationships are available. Interaction
components include sheltering, overtopping, diffraction, differential wave setup leading to
longshore currents etc. Key concerns of the coastal engineer can include the shoreline response to
design parameters for the case of a new breakwater system and the shoreline response to
modifications of an existing breakwater system. The breakwater distance offshore and the
breakwater length are primary factors for the determination of whether a tombolo or salient will
form for a single breakwater. Additionally, the availability of sediment affect shoreline response.
The Holly Beach, LA system consists of 85 detached breakwaters located at varying distances
from shore and of varying heights and conditions of repair. This report describes and illustrates
with examples, the computer program HOLLY.FOR which was developed specifically to
represent the response of the Holly Beach shoreline to this system of detached breakwaters and to
provide guidance for considerations of nourishment and modification or repair of this system.
2.0 THE MODEL "HOLLY.FOR"
2.1 General Description
The numerical model HOLLY.FOR includes the capability to account for: (1) Variable distances
of individual breakwater units from the shoreline, (2) Overtopping due to combinations of high
waves and elevated water levels, and (3) Forcing which includes time varying tides and wave
conditions. The main effort directed to the development of this model has been to establish a
general framework which is amenable to further additions rather than to provide easily used
features. That is, the model allows a user with reasonable skills to add features which, in the
present version, are not provided directly. The chief merits of this model are its general
versatility. As examples, the present version does not include a recommended overtopping
relationship or module nor does it include an easily represented time varying wave climate and
water level history; however, these can be readily incorporated.
2.2 Breakwater and Wave Representation
The breakwater and wave representation is based on the concepts presented by Dean (1978) in
which gaps in breakwaters are represented as a series of wave sources, each emanating a wavelet
with a circular front. If the gap is long consisting of a large number of sources, the wave front in
the lee of the breakwater system is straight and travelling in the direction of the incident wave.
For gaps that are small compared to the wavelength, the wave front emanates as a circular
segment, consistent with the planforms of pocket beaches. The wider the gap, the more
alongshore elongate the pocket beach which is formed. The emanating wave height can be
limited by a "sill" over which the wave propagates providing a basis for representing wave
overtopping of low breakwaters. Figure 1 illustrates the breakwaters and gaps.The source
elements which represent the breakwater and gap elements can be either active or inactive in the
generation of waves on the downwave side of the breakwater.
Breakwater Units
Shoreline
x
Figure 1. Definition Sketch of Breakwater Units and Shoreline
3.0 ILLUSTRATION OF THE APPLICATION OF HOLLY.FOR TO THE HOLLY
BEACH SYSTEM
This section provides examples of the application of the program HOLLY.FOR to the Holly
Beach, LA nearshore system.
3.1 Shoreline and Breakwater Representation
Because of the rather short lengths of the individual breakwaters and the associated shoreline
response characteristics, small alongshore elements are required. For purposes here, each element
was selected to be 50 feet in length and the entire shoreline length of 90,000 feet (17' miles) was
represented, resulting in a total of 1,800 elements. Because an explicit method of solution is
employed for this finite difference model, the time step must be selected in accordance with the
shoreline element length and the wave height. For purposes here in which wave heights are on
the order of 1 foot and the element length of 50 feet, a time step, At, of 3,600 sec (1 hour) is
appropriate.
The breakwater and shoreline system were defined relative to the y axis which was positioned at
an arbitrary distance of 800 feet from the nominal 1995 shoreline. The position of the it element
of the breakwater is defined as (XBLiand YBL,) and the coordinates of each shoreline position
are defined as (XSL and YSL i ). In this report, the breakwater lengths and gaps have all been
taken as 150 ft and 300 ft, respectively.
Unless noted differently, the results presented in the following cases will represent a shoreline
response time of one year to a deep water wave height of one foot, conditions which will be
shown to be generally sufficient for the shoreline to respond to the breakwater system. The cases
examined are discussed below and summarized in Table 1.
3.2 Cases la le. Normally Incident Waves, Breakwaters a Uniform Distance Offshore
The results for this case are presented in Figures 2 through 5 for breakwater distances from the
shore of 300 ft, 400 ft, 500 ft and 600 ft, respectively. Inspection of these figures demonstrates
that the breakwater ends sequester sand from the adjacent beaches and thus advance more that
the shoreline in the lee of the breakwaters at some distance from the breakwater ends.
Additionally, the alongshore oscillations decrease rapidly with offshore distance of the
breakwaters. The offshore breakwater distances selected for this example span the actual
approximate range of 400 to 650 feet from the 1995 shoreline for the Holly Beach breakwaters.
Figure 6 illustrates the effect of a total run time of two years for the case of the breakwaters
located an offshore distance of 400 feet where comparison with Figure 3 shows that with a wave
height of one foot, the shoreline response was generally complete after a period of one year.
3.3 Case 2. Oblique Waves, Breakwaters a Uniform Distance Offshore
The deep water wave direction for this case is 30 which results in a westward longshore
sediment transport of approximately 58,000 cubic yards per year along the unaffected shoreline.
The results for this case are presented in Figure 7 for the breakwaters located a uniform offshore
distance of 400 feet. Comparison of these results with those in Figure 3 for normally incident
waves shows that the main difference, as expected, is the accumulation of sediment on the
updrift side of the breakwater system and erosion on the downdrift side.
3.4 Case 3. Normally Incident Waves, Actual Distances of Breakwaters Offshore
These results are presented in Figure 8 with the primary difference from the normally incident
case (Case 1) being the variation in local salient response as a function of breakwater distance
offshore.
Table 1
Characteristics of Case Examples to Illustrate Program HOLLY.FOR
Deep Water Wave Breakwater Unit Locations Time Overtopping
Case Direction (o) and Other Information Represented Represented
la Normally Incident Uniform, 300 ft Gulfward One Year No
lb Normally Incident Uniform, 400 ft Gulfward One Year No
Ic Normally Incident Uniform, 500 ft Gulfward One Year No
Id Normally Incident Uniform, 600 ft Gulfward One Year No
le Normally Incident Uniform, 400 ft Gulfward Two Years No
2 30 Uniform, 400 ft Gulfward One Year No
3 Normally Incident Actual Distribution Relative to One Year No
1995 Shoreline
4 30 o Actual Distribution Relative to One Year No
1995 Shoreline
5a Normally Incident Actual Distribution Relative to One Year Yes, 25% of
1995 Shoreline Incident
Wave Height
5b Normally Incident Actual Distribution Relative to One Year Yes, 50% of
1995 Shoreline Incident
Wave Height
5c Normally Incident Actual Distribution Relative to One Year Yes, 75% of
1995 Shoreline Incident
Wave Height
5d Normally Incident Actual Distribution Relative to One Year Yes, 100% of
1995 Shoreline Incident
__ Wave Height
4 5 6 7 8 9 10 11 12
Alongshore Distance (Miles)
Figure 2. Case la. Shoreline Response to 85 Breakwaters Located a
Uniform Distance of 300 feet From the Shoreline. One Year of Waves
Represented.
4 5 6 7 8 9 10 11
Alongshore Distance (Miles)
12 13 14
Figure 3. Case lb. Shoreline Response to 85 Breakwaters Located a
Uniform Distance of 400 feet From the Shoreline. One Year of Waves
Represented.
100
8 0 ... .. ..... . ........ .... .. .. .. . .. ....... .
60 . . ............ ................ ... ..............
.......60.. . ... . . . .... . .. ... .... ...... .. ... ......... ..
40 4...
E 20 ..
8 20 i I .
S.40
80 .
. . . . . . . . . . . . . . . . . . . . . .. . . . .
100
13 14
1uu
80
60
S40
E
0
20
. o
0
Q 20
U,
S40
 60
80
.i..._.... ........... ..j :
..........:: :: : ... .. ..... ... .. ... .. ... .. ... .. ... .. .. .. : ... ... .. ... ... . ... ...
ii : : .... ........ .... .. ... ::
.. .. .. .. .. .. . . .
I' T I ] I m m m i i m i m
10U
4 5 6 7 8 9 10 11
Alongshore Distance (Miles)
Figure 4. Case Ic. Shoreline Response to 85 Breakwaters
Located a Uniform Distance of 500 feet From the Shoreline. One
Year of Waves Represented.
4 5 6 7 8 9 10 11
Alongshore Distance (Miles)
Figure 5. Case Id. Shoreline Response to 85 Breakwaters Located
a Uniform Distance of 600 feet From the Shoreline. One Year of
Waves Represented.
100
E 20
8
0 20
40
060
80
.inn
12 13 14
inn .
80
60
40
E 20
8
co
0
.)
0 20
40
060
80
13 14
. .......... .........
................................. .......... ........ ..................... .......
............... ....... .......... ..................... ..................
............................... .......... .......................................
.. .... ....
........... ........
......... ........ . ..... 
.......... .......... .......... .......... ................ ...
.......... .......... .......... .......... .......... ......
.......... ....... .......... .......... .......... ...... ... ......... ........
...I
. ................... ......... ... .. ..... ... ........... ..
.... ...........
............ ... ..... ... .. .... ...
................................ .......... .......... .................... .......... .......... ...... 
............. I .............................   ... ...... .........
.......... .......... ...... .......... ................. ......... ......... ..........
.... ........ ... ..
....... .. ..... .......... .......... .......... ............................ .......... ..........
..........
.......... ..... ........... ..... ... .. ......
.......... ......... .......... .......... .. .. ..... ............. ........ .........
.......... .... .... ................. .. .......... ......... ..........
.......... .......... .......... ................................ .......... .......... ..........
....... ...
... ................. ....... .......... ............ ......... ...... ......
........... .......... ................ .............. ....... ..............
.. ...60 
40
_ 20
20
100
4 5 6 7 8 9 10 11 12 13 14
Alongshore Distance (Miles)
Figure 6. Case lb. Shoreline Response to 85 Breakwaters Located
a Uniform Distance of 400 feet From the Shoreline. Two Years of
Waves Represented.
120
100
80
60
rC
1)
E 40
20
C
20
40
S60
80

4 5 6 7 8 9 10 11 12 13 14
Alongshore Distance (Miles)
Figure 7. Case 2. Shoreline Response to 85 Breakwaters Located a
Uniform Distance of 400 feet From the Shoreline. One Year of Oblique
(30) Waves Represented
................................. ..... ..... .... ..i... ....
.. .. . .. . . . . .::: : ::: ::
.......... .......... .......... ....... ......... ......... ......
...... ...... ......... ......... . ...... ..... .. .... .. .. .
.....:... : :':..........
.......... .......... .......... ....... .. .. .. .. .. .. .... .. .. .. .. . .. .. .. .. .. .
1AU
80
70
60
S50
E
0 40
S30
0L
20
S10
0
0
o
." 10
20
4 5 6 7 8 9 10 11 12 13
Longshore Distance (miles)
Figure 8. Case 3. Shoreline Response to 85 Breakwaters Located at
Actual Distances From the Shoreline. One Year of Normally
Incident Waves Represented
3.5 Case 4. Oblique Waves, Actual Distances of Breakwaters Offshore
These results are presented in Figure 9 for a deep water wave obliquity of 10 such that a
westward longshore sediment transport of approximately 58,000 cubic yards per year occurs. As
anticipated from previous cases, the primary difference between this result and that for normally
incident waves is the accumulation and erosion on the updrift and downdrift sides, respectively.
3.6 Cases 5a 5d. Normally Incident Waves, Actual Distances of Breakwaters Offshore,
Overtopping Represented
For this case, three different levels of overtopping are represented for breakwaters 39 through 44
(This numbering system starts with Breakwater 1, the easternmost breakwater and increases
sequentially toward the west). All other conditions are maintained the same as in Case 3. Results
are presented in Figures 10, 11, 12, and 13 for wave overtopping of 25%, 50%, 75% and 100%,
respectively. Figure 8 can be considered as the case for 0% overtopping. The rather small effect
on the shoreline due to 25% overtopping is explained as due to the 2.5 exponent in the transport
equation which results in a very small relative transport (0.250.25 = 0.031)!
8
... Breakwater Distance From 1995 Shoreline/10.0 ft)
. ....... ............ ............ ............ ............ ............ ............ ....... .............
^1VVVlI :  .. ..._
.... .... .... .. .. .....
. . . . . . . . . . . ... . . . . . . . . . .
iBreakwater Distance From 1995 Shorline/10.0 (ft)
._ .. .......... ...... ..... .. ........'..........
i .. .i .. .. .... ....... .
4 5 6 7 8 9 10
Longshore Distance (miles)
11 12 13
Figure 9. Case 4. Shoreline Response to 85 Breakwaters Located
at Actual Distances From the Shoreline. One Year of Oblique
(30) Waves Represented
....i : .. .......: .... :
6 ......  ............ ........ ... .... ... ... ..... ..... ... ....i .....
..... ......... .. ................... ........ ................. .. .. ........ .........
60 _
40 .. ..................
2 ... ... ....... .. ........RO.. .*.........ngt ::1n d 1. r ...
60. . . *: .. .........* *: *
80 ........ ............ ... . . ........ .... ............. ..........
8, ...... ..... ... .... .... .. .. .... .......... ... ... .
4 5 6 7 8 9 10 11
Alongshore Distance (Miles)
12 13 14
Figure 10. Case 5a. Shoreline Response to 85 Breakwaters
Located at Actual Distances From the Shoreline. One Year of
Normally Incident Waves Represented. Overtopping of 25% in
Region Indicated.
............. r
M M M M A ....... I Y' :'"_
100
80
60
40
20
R20
40
60
80
100
4 5
7 8 9 10 11
Alongshore Distance (Mles)
12 13 14
Figure 11. Case 5b. Shoreline Response to 85 Breakwaters
Located at Actual Distances From the Shoreline. One Year of
Normally Incident Waves Represented. Overtopping of 50% in
Region Indicated.
100
80
0
S40
60
80
100
4 5 6 7 8 9 10 11
Alongshore Distance (Miles)
12 13 14
Figure 12. Case 5c. Shoreline Response to 85 Breakwaters
Located at Actual Distances From the Shoreline. One Year of
Normally Incident Waves Represented. Overtopping of 75% in
Region Indicated.
10
 Breaer.k sbme Fr.m.a lO.qO.. .
I il iiiiiiii~
.\ .i ... .JJ;t l!l .!ll ..... . .... .. ..7 ..
. . . ......... .... . . . . .......... i......... .. . . . . . .......... ..........
Faegkin Of Pn
. ... .............. .. . ........ : .......... ...... ......... .. ....... .. ...... ..........
....... ...... '*rt ... .... ......... ....... .......... .. ........ ..
.......... ..........: .......... ..................... .................... .......... .......... ..........
.......... .... ...... i...........! .......... i.......... .......... .......... ...........: .......... !...........
.......... ..... ..... . ... .. .. ........ _.... .... i ... .. .......... ... .. ... .. . .. .. ...
....... .. .. ....
.. . .. . .. . .. . .. . .. .. .......................... r .... .. .. .. .. .. .. .. ..
*^ ~ ~ ~ ~ ~ ~ ..iiitil ....ll ..l."""1
Est Breakwater Distance From Shore/10 West
.......... .. .. ......... .... .... .......
:............^ Region of ng:
1 1 1 1 1 . . .
, I , I
.......... ..........
.....................
.......... .......... ..............
....... .. ... .... .. ......
100
o.. East .. Breakwater Distance From Shore/1 0.0 ..
S. : 40...
..o ........... .. .. .... i.. ..... .. . .. .. .. ... .
Mo . .. ........... ............ .......... .... ... .. . ......... .......... .. ......... ........ ..........
Q 6 ........... I .......... .......... .......... ... ..... I .......... ........... : .......... V .. ..........
.......... ......... ......... ......... .......... .......... ........ ........... ..........
100 Region ofOepping
0 .. .......... ...... ....... ........... ....
60
100
4 5 6 7 8 9 10 11 12 13 14
Alongshore Distance (Miles)
Figure 13. Case 5d. Shoreline Response to 85 Breakwaters Located at
Actual Distances From the Shoreline. One Year of Normally Incident
Waves Represented. Overtopping of 100% in Region Indicated.
4.0 SUMMARY
A program has been developed for the representation of the Holly Beach, LA system of
breakwaters and the associated shoreline response. Examples have been presented illustrating the
capabilities of the model which include: (1) Variable distances of individual breakwater units
from the shoreline, (2) Overtopping due to combinations of high waves and elevated water
levels, (3) The presence of a nonerodible shoreline along selected portions of the shoreline, and
(4) Forcing which includes time varying tides and wave conditions. Although the latter capability
has not been incorporated into the model; the model framework allows its ready inclusion. The
model could also be easily adapted to account for the effects of beach nourishment. The model,
employed in conjunction with engineering judgement, should provide a useful basis for design of
beach nourishment and/or breakwater modifications in the Holly Beach, LA area.
5.0 REFERENCE
Dean, R. G. (1978) "Diffraction Calculation of Shoreline Planforms", Proceedings, Sixteenth
Conference on Coastal Engineering, ASCE, New York, pp. 19031914.
11
APPENDIX A
CHARACTERISTICS OF PROGRAM: HOLLY.FOR
APPENDIX A
CHARACTERISTICS OF PROGRAM: HOLLY.FOR
1.0 INTRODUCTION
The following sections describe the various characteristics of the Program HOLLY.FOR
including the methods of representing the wave interactions with the breakwater elements, and
transformation, sediment transport and required input. Figure A presents the system of interest,
defines the coordinate system and provides definitions for the wave and shoreline orientations.
Breakwater Units
y I' Typical Source
Waves Radiating
Out From Source
Figure A1. Definition Sketch, Showing Waves Radiating From a Typical Source and Wave and
Shoreline Angle Definitions.
A
2.0 PROGRAM BASIS
2.1 Wave Transformation From Gulfward Source Elements to Breaking Location.
Considering a particular grid line at the shoreline where sediment transport is to be calculated,
the wave height and direction associated with a particular source element are represented as
described below.
2.1.1 Wave Height and Wave Direction
The total wave height and direction at a shoreline position of interest are based on the sums of
wave components originating from 10 source elements on either side of position of interest.
The wave height and direction are calculated at a distance midway between the breakwater and
the shoreline with the direction being composed of the weighted sum of the radially propagating
circular wave fronts and the refraction and the wave height being the product of the effects of
shoaling and spreading of the circular wave front such that total energy is conserved gulfward of
the breaking location.
3.0 SEDIMENT TRANSPORT
The longshore sediment transport, Q, is calculated according to the usual equation
Q=K sin2(p Gab)
16 (1 p)(S 1)
where K is the socalled sediment transport coefficient (here taken as 0.77), Hb is the breaking
wave height, g is the gravitational constant, K is the retio of breaking wave height to breaking
water depth (here taken as 0.78), p is porosity, S is the specific gravity of sediment relative to
that of water in which the sediment is immersed, P is the orientation of the local shoreline and ab
is the breaking wave direction (See Figure A1 for definitions of P and %b).
Representation of Overtopping
The result of breakwater elements being overtopped by a particular combination of wave and
water level conditions is simply to "activate" these elements which then are treated as described
above for a normally active element. The program included with this report has the following
very simple algorithm for the wave transmission coefficient, KI, by first defining a quantity, BB
BB = + H/2z
where ir is the tide elevation, H is the wave height at the breakwater and z is the breakwater crest
elevation. With BB quantified, the overtopping coefficient is defined as
K,= 0, BB < 0
K, = BB/2.0, 0 < BB < 2.0
K = 1.0, BB > 2.0
APPENDIX B
LISTING OF PROGRAM: HOLLY.FOR
$LARGE
C HOLLY.FOR
C
C **********************************************************************
C THIS PROGRAM DEVELOPED FOR APPLICATION TO HOLLY BEACH, LOUISIANA
C FOR PREDICTION OF EFFECTS OF BREAKWATERS AND BEACH NOURISHMENT *
C THIS IS FINAL VERSION OF HOLLY.FOR **
C THIS VERSION USES ORIGINAL COORDINATE SYSTEM
C *********************************************************************
C
DIMENSION XSL(2000),YSL(2000),XBL(2000),YBL(2000),JB(2000),
1 ELEV(2000),WORD(20),Q(2000),XBLV(100),YBLV(100)
OPEN(UNIT=6,FILE='HOLLY.OUT')
OPEN(UNIT=5,FILE='HOLLY.INP',STATUS='OLD')
OPEN(UNIT=7,FILE='HOLLYC1.OUT')
OPEN(UNIT=8,FILE='HOLLYC2.OUT')
120 FORMAT(5E12.4)
121 FORMAT(8F10.2)
122 FORMAT(//)
123 FORMAT(5F8.2,416)
124 FORMAT(8F8.2)
125 FORMAT(4(E8.2,F8.2))
126 FORMAT(20A4)
127 FORMAT(20A4,/)
128 FORMAT(216,F8.2)
129 FORMAT(214,8E9.3)
130 FORMAT(' BETA = 'F8.2,' DEGREES',/)
160 FORMAT(816)
162 FORMAT(F8.2,3I6,2F8.2)
164 FORMAT(816)
165 FORMAT(/)
166 FORMAT(I6,3F12.3)
167 FORMAT(' INITIAL SHORELINE (INCL. NOURISHMENT) POSITION',/)
168 FORMAT(I6,F8.1,2E12.4,F8.3)
169 FORMAT(I6,3E12.4)
449 FORMAT(216,8F8.3)
450 FORMAT(216,2F8.3)
451 FORMAT(2I6,3F10.2)
READ(5,126)(WORD(I),I=1,20)
READ(5,124)HO,T,ALPO,BTAO,XMU2,DY,DT,XSLC
WRITE(*,*)HO,T
READ(5,123)HSTR,B,XK,VFACT,QBKREF,IREF,JMAX,NTIMES,NBREAK
C READ(5,124)(YBLV(K),XBLV(K),K=1,NBLOC)
WRITE(*,*)NBREAK,HSTR,B,VFACT
C WRITE(6,170)HO,T,ALPO,BTAO,XMU,DY,DT
C WRITE(6,172)HSTR,B,XK,VFACT,QBKREF
C WRITE(6,173)IREF,IMAX,NTIMES,NS
WRITE(6,165)
PI=3.14159
GRAV=32.2
XKAP=0.78
HSTRB=HSTR+B
HTBL=HO
TIDE=0.0
FACTD=PI/180.0
XMU2=FACTD*XMU2 B
BTAO=FACTD*BTAO
ALPO=FACTD*ALPO
THTAO=BTAOALPO
C READ(5,128)(I,JB(J),XBL(J),J=1,JMAX)
DO 700 J=1,JMAX
JB(J)=0
XSL(J)=XSLC
YSL(J) = (J1)*DY
YBL(J) =(J1)*DY
700 XBL(J)=0.0
C THIS PART READS IN BREAKWATER LOCATIONS AND ELEVATIONS
KK=1
DO 702 J=1,NBREAK
READ(5,450)IB,IJ,XA,XB
JB(IJ)=1
XBL(IJ)=800.03.28*XA
ELEV(IJ)=XB
KK=KK+1
YBLV(KK)=YBL(IJ+1)
XBLV(KK)=XBL(IJ)
DO 701 JJ=IJ+1,IJ+2
XBL(JJ)=XBL(IJ)
YBL(JJ)=YBL(JJ)
ELEV(JJ)=ELEV(IJ)
JB(JJ)=JB(IJ)
701 CONTINUE
702 continue
704 CONTINUE
YBLV(1)=0.0
YBLV(KK+1)=YBL(JMAX)
XBLV(1)=XBLV(2)
XBLV(KK+1)=XBLV(KK)
KK=KK+1
C WRITE(7,451)(J,JB(J),YBL(J),XBL(J),ELEV(J),J=1,JMAX)
C INTERPOLATE TO DETERMINE BREAKWATER LOCATION LINE
CALL INTERP(JMAX,KK,XBL,YBL,XBLV,YBLV)
C do 333 j=l,jmax
C 333 WRITE(6,166)J,YBL(J),XBL(J)
DO 345 j=l,jmax
XBL(J)=400.0
aa=800.0xbl(j)
345 IF(jb(j).eq.l)write(7,451)j,jb(j),ybl(j),aa
c WRITE(7,451)(J,JB(J),YBL(J),XBL(J),ELEV(J),J=1,JMAX)
C WRITE(6,121)(YBL(I),XBL(I),I=560,660)
C JJ=1
C IF(JJ.EQ.1)GO TO 600
C CALL WVNUM(HSTR,T,CC)
CO=GRAV*T/(2.0*PI)
C CGO=CO/2.0
HTBL=1.0
CBL=SQRT(GRAV*HTBL/XKAP)
THTA=ASIN(CBL/CO*SIN(ALPO))
WRITE(6,*)THTA
DPTBL=4.0
C ***** FOLLOWING IS TIME LOOP
DO 300 NT=1,NTIMES
C WRITE(*,*)NT,NT
IF(MOD(NT,50).EQ.0)WRITE(*,*)NT,NTIMES,XSLC
C DETERMINE WAVE HEIGHTS AND DIRECTIONS AT LOCATIONS MIDWAY
C BETWEEN BREAKWATER LINE AND SHORELINE
JBS=J1
JBE=J2 B2
CEL=8.0
SIG=1.0
KMAX=1
DO 1800 I=2,jmax
C FIND COORDINATES OF GRIDLINE FOR WHICH TRANSPORT IS TO BE CALCULATED
XC=0.25*(XSL(I)+XSL(I1)+XBL(I)+XBL(I1))
YC=0.5*(YSL(I)+ysl(I1))
220 CONTINUE
CALL PHASE(I,XC,YC,XK,ELEV,TIDE,
1 CEL,DY,SIG,HTBL,DPTBL,J1,J2,
2 JB,XBL,YBL,XSL,YSL,Q,JMAX,THTA)
IF(NT.EQ.50.AND.I.EQ.100)WRITE(*,*)NT,I,Q(I)
C WRITE(7,129)I,K,DYDX(I,K),XC,YC,XEPS(I),YEPS(I)
C WRITE(7,120)ALPHA(I),XEPS(I),YEPS(I),XMU2(I)
1800 CONTINUE
1802 CONTINUE
1700 CONTINUE
C WRITE(7,120) (DYDX(I,K),XEPS(I),YEPS(I),I=1,IMAX
CALL CONT(Q,XSL,DT,DY,HSTRB,JMAX,XSLC)
IF(MOD(NT,394).NE.0.AND.NT.NE.1)GO TO 300
TY=DT*NT/(31.536E06)
YMAX=XSLCXSL(202)
YMIN=XSLC0.5*(XSL(198)+XSL(206))
YBAR=0.5*(YMAX+YMIN)
YSAL=YMAXYMIN
WRITE(6,120)TY,YMIN,YMAX,YBAR,YSAL
300 CONTINUE
DO 302 I=1,JMAX
DYC=XSLCXSL(I)
CC=YSL(I)/5280.0
AA=800XBL(I)
302 WRITE(8,166)I,CC,AA,DYC
304 CONTINUE
DO 340 J=l,jmax
IF(JB(J).EQ.0)GO TO 340
AA=800.0XBL(J)
BB=YBL(J)/5280.0
WRITE(6,121)BB,AA
340 CONTINUE
600 CONTINUE
STOP
END
C ******t**** **t**********************
C ************************************
SUBROUTINE PHASE(I,XC,YC,XK,ELEV,TIDE,
1 CEL,DY,SIG,HTBL,DPTBL,J1,J2,
2 JB,XBL,YBL,XSL,YSL,Q,JMAX,THTA)
DIMENSION XSL(2000),YSL(2000),ELEV(2000),
1 JB(2000),XBL(2000),YBL(2000),Q(2000)
128 FORMAT(I6,8E9.3)
129 FORMAT(2I4,4F6.1,3F8.3,4F6.3)
130 FORMAT(5I6,3F10.4,2F10.2)
pi=3.14159265
QSUM=0.0
HSM=0.0
S1=0.0
S2=0.0
S3=0.0
DXSL=(XSL(I)XSL(I1))
DYSL=YSL(I)YSL(I1) B3
BETAS=ATAN2(DXSL,DYSL)
C WRITE(*,*)BETAS
CC=0.5*CEL
J1=I10
J2=I+9
IF(J1.LT.1)J1=1
IF(J2.GT.JMAX)J2=JMAX
DO 1600 J=J1,J2
FACT1=1.0
IF(JB(J).EQ.1)CALL OTOP(J,ELEV,HTBL,TIDE,FACT1)
C WRITE(*,*)J,J1,J2,JB(J),FACT1
IF(FACT1.EQ.0.0)GO TO 1600
1500 DXC=XCXBL(I)
DYC=(YCYBL(J))
ALPHA=ATAN2(DYC,DXC)
ALPHA=ALPHA+THTA
RC=SQRT(DXC**2+DYC**2)
C WRITE(*,*)DXC,XSL(JBS),XBL(JBS),DYC,YC,Y(J),RC
HTC=SQRT(DY/RC)*HTBL
HTCS=HTC
C NEXT FEW STATEMENTS ARE FOR OVERTOPPING OF BREAKWATER
HTC=factl*HTCS
IF(JB(J).NE.1)HTC=HTCS
c if(j.eq.201)write(*,*)j,jb(j),factl,htcl28
XX=HTC
AA=XX**2*SQRT(DPTBL)
ab=sig*RC/cel
AC=SIG/(CEL*RC)
C WRITE(*,*)I,DXC,XMU
HMAX=SQRT(AA)
BMA=BETASALPHA
IF(BMA.GT.PI/4.0)BMA=PI/4.0
IF(BMA.LT.PI/4.0)BMA=PI/4.0
S1=S1+HMAX**2.5*SIN(2.0*BMA)
S2=S2+HMAX**2.5
S3=S3+HMAX
c WRITE(6,129)I,J,DXC,DXC,DYC,RC,HTC,XMU,BETAS,ALPHA,HMAX,QCUR,QSUM
1600 CONTINUE
C if(i.eq.2)write(*,*)I,BETAS,ALPHA,HMAX,QSUM,DXSL,DYSL
202 CONTINUE
600 CONTINUE
S3=S3/7.69
Q(I)=0.374*XK*S3**2.5*S1/S2
RETURN
END
C ***************************************************
SUBROUTINE CONT(Q,XSL,DT,DY,HSTRB,JMAX,XSLC)
DIMENSION Q(2000),XSL(2000)
XSL(11)=XSLC
XSL(JMAX11)=XSLC
DO 100 J=11,JMAX11
XSL(J)=XSL(J)+DT/(DY*HSTRB)*(Q(J+1)Q(J))
100 CONTINUE
XSL(1)=XSLC
XSL(JMAX)=XSLC
RETURN
END
C
C B4
SUBROUTINE INTERP(JMAX,NBLOC,XBL,YBL,XBLV,YBLV)
DIMENSION XBL(2000),YBL(2000),XBLV(1000),YBLV(1000)
DO 100 J=1,JMAX
YC=YBL(J)
DO 80 N=2,NBLOC
IF(YC.GE.YBLV(N1).AND.YC.LE.YBLV(N))GO TO 60
GO TO 80
C START INTERPOLATION HERE
60 AA=YCYBLV(N1)
AB=YBLV(N)YBLV(N1)
AC=XBLV(N)XBLV(N1)
XBL(J)=XBLV(N1)+AA/AB*AC
GO TO 100
80 CONTINUE
100 CONTINUE
RETURN
END
C
C
SUBROUTINE OTOP(J,ELEV,HTBL,TIDE,FACT1)
DIMENSION ELEV(2000)
FACT1=0.0
AA=TIDE+HTBL/2.0ELEV(J)
IF(AA.LE.0.0)GO TO 200
FACT1=AA/2.0
IF(FACT1.GT.1.0)FACT1=1.0
200 CONTINUE
RETURN
END
B5
APPENDIX C
LISTING OF INPUT FILE: HOLLY.INP
Ter , / PT
1 50 200.0 4.0 race ora s w ..uer' R \ V o G94 sDIaro OA)
Te Nst1 "1 / P v E R Eio 1 L5)
SP/ / r&\1>^^^ :vtO I VIe AL5#4c REo 1 IV S
1.00 6.8 0.0 0.0 180.0 50.0 3600.0 800.0 AI
8.0' K No, op sRle % zi os( ) NA/Ol z'rlftHv slrr^
8.0 4.0 0.78 1.48 0.0 1 1799 8760 L 5 o RB Af
__ __ _____ _____ ___ vAituu op piR T ?K 6 p8 a rR
1 507 200.0 4.0^ t' g rty TOM 14 5Iu C()
2 516 200.0 4.0
3 525 200.0 4.0
4 534 195.0 4.0
5 543 200.0
6 552 197.0
7 561 195.0
8 570 190.0
9 579 188.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
bR1L T En T l
C1
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
588
597
606
615
624
633
642
651
660
669
678
687
696
705
714
723
732
741
750
759
768
777
786
795
804
813
822
831
840
849
858
867
876
885
894
195.0
195.0
188.0
180.0
170.0
165.0
165.0
163.0
163.0
160.0
176.0
160.0
130.0
130.0
130.0
130.0
130.0
130.0
130.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
120.0
120.0
120.0
120.0
120.0
120.0
120.0
120.0
120.0
45 903 120.0 4.0
46 912 120.0 4.0
47 921 120.0 4.0
48 930 120.0 4.0
49 939 120.0 4.0
50 948 125.0 4.0
51 957 120.0 4.0
52 966 120.0 4.0
53 975 150.0 4.0
54 984 152.0 4.0
55 993 149.0 4.0
56 1002 152.0 4.0
57 1011 150.0 4.0
58 1020 152.0 4.0
59 1029 152.0 4.0
60 1038 177.0 4.0
61 1047 194.0 4.0
62 1056 194.0 4.0
63 1065 188.0 4.0
64 1074 188.0 4.0
65 1083 188.0 4.0
66 1092 197.0 4.0
67 1101 197.0 4.0
68 1110 200.0 4.0
69 1119 200.0 4.0
70 1128 202.0 4.0
71 1137 192.0 4.0
72 1146 190.0 4.0
73 1155 190.0 4.0
74 1164 190.0 4.0
75 1173 192.0 4.0
76 1182 190.0 4.0
77 1191 188.0 4.0
78 1200 151.0 4.0
79 1209 125.0 4.0
80 1218 130.0 4.0
81 1227 130.0 4.0
82 1236 130.0 4.0
83 1245 125.0 4.0
84 1254 138.0 4.0
85 1263 148.0 4.0
C2
