AUTOMATED COASTAL ENGINEERING SYSTEM
(ACES)
Version 1.07
PURPOSE
This note discusses a microcomputer-based software package that contains
reliable state-of-the-art solutions to various coastal engineering problems.
BACKGROUND
In 1986 the Coastal Engineering Research Center (CERC) recommended to the
Office, Chief of Engineers that an Automated Coastal Engineering System (ACES)
be developed to give Corps offices an interactive computer based design
capability in the field of coastal engineering. The recommendation was in
response to a charge by the Chief of Engineers, LTG E. R. Heiberg III, to the
Coastal Engineering Research Board to provide improved design capabilities to
Corps coastal specialists.
CERC formed an internal technical committee to develop recommendations for
implementing an automated design System. This committee obtained input from
Corps field offices regarding the form and development procedures preferred for
the system. The information was obtained primarily from six regional workshops
conducted in July 1986 and attended by more than one hundred coastal
specialists.
Based on recommendations from the workshops, a Pilot Committee composed
primarily of Corps District and Division coastal specialists was formed in
September 1986 to guide development of the ACES. In addition an Automated
Coastal Engineering Group was formed in February 1987 within CERC to implement
its development.
INTRODUCTION
The ACES is a microcomputer-based design and analysis system in the field
of coastal engineering. The contents range from simple algebraic expressions
both theoretical and empirical in origin, to numerically intense algorithms
spawned by the increasing power and affordability of computers. The methods in
the ACES range from classical theory describing wave motion, to expressions
resulting from tests with structures in wave flumes, and to recent numerical
models describing the exchange of energy from the atmosphere to the sea
surface.
ACES CONTENTS
The various methodologies included in ACES are called applications, and
are organized into categories called functional areas differentiated according
to general relevant physical processes and design or analysis activities. A
summary of the applications currently resident in the ACES is given in Table 1.
TABLE 1
Current ACES Applications (Version 1.07)
===============================================================================
Functional Area Application Name
--------------- -----------------------------------------
Wave Prediction Windspeed Adjustment and Wave Growth
Beta-Rayleigh distributions
Extremal Significant Wave Height Analysis
Constituent Tide Record Generation
Wave Theory Linear Wave Theory
Cnoidal Wave Theory
Fourier Series Wave Theory
Wave Transformation Linear Wave Theory with Snell's Law
Irregular Wave Transformation (Goda's method)
Combined Diffraction and Refraction by a Vertical Wedge
Structural Design Breakwater Design Using Hudson and Related Equations
Toe Protection Design
Nonbreaking Wave Forces on Vertical Walls
Rubble-Mound Revetment Design
Wave Runup, Transmission, Irregular Wave Runup on Beaches
and Overtopping Wave Runup and Overtopping on Impermeable Structures
Wave Transmission on Impermeable Structures
Wave Transmission Trough Permeable Structures
Littoral Processes Longshore Sediment Transport
Numerical Simulation of Time-Dependent Beach and Dune Erosion
Calculation of Composite Grain-Size Distribution
Beach Nourishment Overfill Ration and Volume
Inlet Processes A Spatially Integrated Numerical Model for Inlet Hydraulics
DESCRIPTION OF ACES APPLICATIONS
The various applications within the functional areas represent a number of
different methodologies of varying complexity. A brief description of each
application follows.
WAVE PREDICTION FUNCTIONAL AREA
Windspeed Adjustment and Wave Growth
The methodologies represented in this ACES application provide quick
and simple estimates for wave growth over open-water and restricted
fetches in deep and shallow water. Also, improved methods (over
those given in the Shore Protection Manual (SPM), 1984) are included
for adjusting the observed winds to those required by wave growth
formulas.
Beta-Rayleigh Distribution
This application provides a statistical representation for a shallow
water wave height distribution. The Beta-Rayleigh distribution is
expressed in familiar wave parameters: Hmo (energy based wave
height), Tp (peak spectral wave period), and d(water depth). After
constructing the distribution, other statistically based wave height
estimates such as Hrms, Hmean, H1/10 can be easily computed. The
Beta-Rayleigh distribution features a finite upper bound
corresponding to the breaking wave height, and the expression
collapses to the Rayleigh distribution in the deepwater limit. The
methodology for this portion of the application is taken exclusively
from Hughes and Borgman (1987).
Extremal Significant Wave Height Analysis
This application provides significant wave height estimates for
various return periods. Confidence intervals are also provided. The
approach developed by Goda (1988) is used to fit five candidate
probability distributions to an input array of extreme significant
wave heights. Candidate distribution functions are Fisher-Tippett
Type I and Weibull with exponents ranging from 0.75 to 2.0.
Goodness-of-fit information is provided for identifying the
distributions which best match the input data.
Constituent Tide Record Generation
This application predicts a tide elevation record at a specific time
and locale using known amplitudes and epochs for individual harmonic
constituents.
WAVE THEORY FUNCTIONAL AREA
Linear Wave Theory
This application yields first-order approximations for various
parameters of wave motion as predicted by the wave theory bearing the
same name (also known as small amplitude, sinusoidal, or Airy
theory). It provides estimates for engineering quantities such as
water surface elevation, general wave properties, particle
kinematics, and pressure as functions of wave height and period,
water depth, and position in the waveform.
Cnoidal Wave Theory
This application yields various parameters of wave motion as
predicted by first-order (Isobe, 1985) and second-order (Hardy and
Kraus, 1987) approximations for cnoidal wave theory. It provides
estimates for common items of interest such as water surface
elevation, general wave properties, kinematics, and pressure as
functions of wave height and period, water depth, and position in the
waveform.
Fourier Series Wave Theory
This application yields various parameters for progressive waves of
permanent form, as predicted by Fourier series approximation. It
provides estimates for common engineering parameters such as water
surface elevation, integral wave properties, and kinematics as
functions of wave height, period, water depth, and position in the
wave form which is assumed to exist on a uniform co-flowing current.
Stokes first and second approximations for celerity (i.e., values of
the mean Eulerian current or mean mass transport rate) may be
specified. Fourier series of up to 25 terms may be selected to
approximate the wave.
WAVE TRANSFORMATION FUNCTIONAL AREA
Linear Wave Theory with Snell's Law
This application provides a simple estimate for wave shoaling and
refraction using Snell's law with wave properties predicted by linear
wave theory. Given wave properties and a crest angle at a known
depth, it predicts the values in deep water and at a subject location
specified by a new water depth. An important assumption for this
application is that all depth contours are assumed to be straight and
parallel. The criteria of Singamsetti and Wind (1980) and Weggel
(1972) are employed to provide an estimate for breaker parameters.
Irregular Wave Transformation (Goda's method)
This application yields cumulative probability distributions of wave
heights as a field of irregular waves propagate from deep water
through the surf zone. The application is based on two random-wave
theories by Yoshimi Goda (1975 and 1984). The 1975 paper concerns
transformation of random waves shoaling over a plane bottom with
straight parallel contours. This analysis treated breaking and
broken waves and resulted in cumulative probability distributions for
wave heights given a water depth. It did not include refraction,
however. The 1984 article details a refraction procedure for random
waves propagating over a plane bottom with straight parallel contours
assuming a particular incident spectrum. This ACES application
combines the two approaches by treating directional random waves
propagating over a plane bottom with straight parallel contours.
This application also uses the theory of Shuto (1974) for the
shoaling calculation. The theories assume a Rayleigh distribution of
wave heights in the nearshore zone and a Bretschneider-Mitsuyasu
incident directional spectrum. The processes modeled include: Wave
refraction, Wave shoaling, Wave breaking, Wave setup, and Surf beat.
Combined Diffraction and Reflection by a Vertical Wedge
This application estimates wave height modification due to combined
diffraction and reflection near jettied harbor entrances, quay walls,
and other such structures. Jetties and breakwaters are approximated
as a single straight, semi-infinite breakwater by setting the wedge
angle to zero. Corners of docks and quay walls may be represented by
setting the wedge angle equal to 90 degrees. Additionally, such
natural diffracting and reflecting obstacles as rocky headlands can
be approximated by setting a particular value for the wedge angle.
STRUCTURAL DESIGN FUNCTIONAL AREA
Breakwater Design Using Hudson and Related Equations
A rubble structure is often composed of several layers of
random-shaped or random-placed stones, protected with a cover layer
of selected armor units of either quarrystone or specially shaped
concrete units. This ACES application provides estimates for the
armor weight, minimum crest width, armor thickness, and the number of
armor units per unit area of a breakwater using Hudson's and related
equations. The material presented herein can be found in Chapter 7
of the SPM (1984).
Toe Protection Design
Toe protection consists of armor for the beach or bottom material
fronting a structure to prevent wave scour. This application
determines armor stone size and width of a toe protection apron for
vertical faced structures such as seawalls, bulkheads, quay walls,
breakwaters, and groins. Apron width is determined by the
geotechnical and hydraulic guidelines specified in Engineer Manual
1110-2-1614. Stone size is determined by a method (Tanimoto, Yagyu,
and Goda, 1982) whereby a stability equation is applied to a single
rubble unit placed at a position equal to the width of the toe apron
and subjected to standing waves.
Nonbreaking Wave Forces on Vertical Walls
This application provides the pressure distribution and resultant
force and moment loading on a vertical wall caused by
normally-incident, nonbreaking, regular waves. The results can be
used to design vertical structures in protected or fetch-limited
regions when the water depth at the structure is greater than about
1.5 times the maximum expected wave height. The application provides
the same results as found using the design curves given in Chapter 7
of the SPM (1984).
Rubble-Mound Revetment Design
Quarrystone is the most commonly used material for protecting earth
embankments from wave attack because, where high-quality stone is
available, it provides a stable and unusually durable revetment armor
material at relatively low cost. This ACES application provides
estimates for revetment armor and bedding layer stone sizes,
thicknesses, and gradation characteristics. Also calculated are two
values of runup on the revetment, an expected extreme, and a
conservative runup value.
WAVE RUNUP, TRANSMISSION, AND OVERTOPPING FUNCTIONAL AREA
Irregular Wave Runup on Beaches
This application provides an approach to calculate runup statistical
parameters for wave runup on smooth slope linear beaches. To account
for permeable and rough slope natural beaches, the present approach
needs to be modified by multiplying the results for the smooth slope
linear beaches by a reduction factor. However, there is no guidance
for such a reduction due to the sparsity of good field data on wave
runup. The approach used in this ACES application is based on
existing laboratory data on irregular wave runup (Mase and Iwagaki,
1984 and Mase, 1989).
Wave Runup and Overtopping on Impermeable Structures
This application provides estimates of wave runup and overtopping on
rough and smooth slope structures that are assumed to be
impermeable. Run-up heights and overtopping rates are estimated
independently or jointly for monochromatic or irregular waves
specified at the toe of the structure. The empirical equations
suggested by Ahrens and McCartney (1975), Ahrens and Titus (1985),
and Ahrens and Burke (1987) are used to predict runup, and Weggel
(1976) to predict overtopping. Irregular waves are represented by a
significant wave height and are assumed to conform to a Rayleigh
distribution (Ahrens, 1977). The overtopping rate is estimated by
summing the overtopping contributions from individual runups in the
distribution.
Wave Transmission on Impermeable Structures
This application provides estimates of wave runup and transmission on
rough and smooth slope structures. It also addresses wave
transmission over impermeable vertical walls and composite
structures. In all cases, monochromatic waves are specified at the
toe of a structure that is assumed to be impermeable. For sloped
structures, a method suggested by Ahrens and Titus (1985) and Ahrens
and Burke (1987) is used to predict runup, while the method of Cross
and Sollitt (1971) as modified by Seelig (1980) is used to predict
overtopping. For vertical wall and composite structures, a method
proposed by Goda, Takeda, and Moriya (1967) and Goda (1969) is used
to predict wave transmission.
Wave Transmission Through Permeable Structures
Porous rubble-mound structures consisting of quarry stones of various
sizes often offer an attractive solution to the problem of protecting
a harbor against wave action. It is important to assess the
effectiveness of a given breakwater design by predicting the amount
of wave energy transmitted by the structure. This application
determines wave transmission coefficients and transmitted wave
heights for permeable breakwaters with crest elevations at or above
the still-water level. This application can be used with breakwaters
armored with stone or artificial armor units. The application uses a
method developed for predicting wave transmission by overtopping
coefficients using the ratio of breakwater freeboard to wave runup
(suggested by Cross and Sollitt, 1971). The wave transmission by
overtopping prediction method is then combined with the model of wave
reflection and wave transmission through permeable structures of
Madsen and White (1976). Seelig (1979,1980) had developed a similar
version for mainframe processors.
LITTORAL PROCESSES FUNCTIONAL AREA
Longshore Sediment Transport
This application provides estimates of the potential longshore
transport rate under the action of waves. The method used is based
on the empirical relationship between the Longshore component of wave
energy flux entering the surf zone and the immersed weight of sand
moved (Galvin, 1979). Two methods are available to the user
depending on whether available input data are breaker wave height and
direction or deepwater wave height and direction.
Numerical Simulation of Time-Dependent Beach and Dune Erosion
This application is a numerical beach and dune erosion model that
predicts the evolution of an equilibrium beach profile from
variations in water level and breaking wave height as occur during a
storm. The model is one-dimensional (only onshore-offshore sediment
transport is represented). It is based on the theory that an
equilibrium profile results from uniform wave energy dissipation per
unit volume of water in the surf zone. The general characteristics
of the model are based on a model described by Kriebel (1982, 1984a,
1984b, 1986). Because of the complexity of this methodology and the
input requirements, familiarization with the above references is
strongly recommended.
Calculation of Composite Grain-Size Distributions
The major concern in the design of a sediment sampling plan for
beach-fill purposes is determining the composite grain size
characteristics of both the native beach and the potential borrow
site. This application calculates a composite grain size
distribution that reflects textural variability of the samples
collected at the native beach or the potential borrow area.
Beach Nourishment Overfill Ratio and Volume
The methodologies represented in this ACES application provide two
approaches to the planning and design of nourishment projects. The
first approach is the calculation of the overfill ratio, which is
defined as the volume of actual borrow material required to produce a
unit volume of usable fill. The second approach is the calculation
of a renourishment factor which is germane to the long-term
maintenance of a project, and addresses the basic question of how
often renourishment will be required if a particular borrow source is
selected that is texturally different from the native beach sand.
INLET PROCESSES FUNCTIONAL AREA
A Spatially Integrated Numerical Model for Inlet Hydraulics
This application is a numerical model that estimates coastal inlet
velocities, discharges, and bay levels as functions of time for a
given time-dependent sea level fluctuation. Inlet hydraulics are
predicted in this model by simultaneously solving the time-dependent
momentum equation for flow in the inlet and the continuity equation
relating the bay and sea levels to inlet discharge. The model is
designed for cases where the bay water level fluctuates uniformly
throughout the bay and the volume of water stored in the inlet
between high and low water is negligible compared with the tidal
prism of water that moves through the inlet and is stored in the
bay. The model has been previously described by Seelig (1977) and
Seelig, Harris, and Herchenroder (1977).
SYSTEM REQUIREMENTS
ACES is designed to run on IBM PC-AT (or compatible) machines with 640 Kb
memory, a hard drive, and an 80287 math co-processor. The screen displays in
ACES are designed in color. A color adaptor and monitor ( EGA, PGA, or CGA) are
preferable. Some monochrome display adaptors and monitors will also work. A
printer is recommended, but not required. ACES is distributed on one high
density diskette.
AVAILABILITY
Copies of version 1.07 may be obtained by forwarding a request to:
US Army Engineer Waterways Experiment Station
ATTN: CEWES-CR
3909 Halls Ferry Road
Vicksburg, MS 39180-6199
a.sherlock@cerc.wes.army.mil
REFERENCES
Ahrens, J. P., and Burke, C. E. 1987. Unpublished notes of modifications to
method cited in above reference.
Ahrens, J. P., and McCartney B. L. 1975. "Wave Period Effect on the Stability
of Riprap," Proceedings of Civil Engineering in the Oceans/III, American
Society of Civil Engineers, pp. 1019-1034.
Ahrens, J. P., and Titus, M. F. 1985. "Wave Runup Formulas for Smooth
Slopes," Journal of Waterway, Port, Coastal and Ocean Engineering,
American Society of Civil Engineers, Vol. 111, No. 1, pp. 128-133.
Ahrens, J. P. 1977. "Prediction of Irregular Wave Overtopping," CERC CETA
77-7, US Army Engineer Waterways Experiment Station, Vicksburg, MS.
Cross, R. and Sollitt, C. 1971. "Wave Transmission by Overtopping," Technical
Note No. 15, Massachusetts Institute of Technology, Ralph M. Parsons
Laboratory.
Galvin, C. J. 1979. "Relation Between Immersed Weight and Volume Rates of
Longshore Transport," TP 79-1, U.S. Army, Corps of Engineers, Coastal
Engineering Research Center, Fort Belvoir, VA.
Goda, Y., Takeda, H., and Moriya, Y. 1967. "Laboratory Investigation of Wave
Transmission over Breakwaters," Report of the Port and Harbour Research
Institute, No. 13.
Goda, Y. 1969. "Reanalysis of Laboratory Data on Wave Transmission over
Breakwaters," Report of the Port and Harbour Research Institute, Vol. 18,
No. 3.
Goda, Y. 1975. "Irregular Wave Deformation in the Surf Zone," Coastal
Engineering in Japan, Vol. 18, pp. 13-26.
Goda, Y. 1984. Random Seas & Design of Maritime Structures, University of
Tokyo Press, pp. 41-46.
Goda, Y. 1988. "On the Methodology of Selecting Design Wave Height,"
Proceedings, Twenty-first Coastal Engineering Conference, American Society
of Civil Engineers, Costa del Sol-Malaga, Spain, pp. 899-913.
Hardy, T. A. and Kraus, N. C. 1987. "A Numerical Model for Shoaling and
Refraction of Second-Order Cnoidal Waves Over an Irregular Bottom,"
Miscellaneous Paper CERC-87-9, US Army Engineer Waterways Experiment
Station, Vicksburg, MS.
Headquarters, Department of the Army. 1985. "Design of Coastal Revetments,
Seawalls, and Bulkheads," Engineer Manual 1110-2-1614, Washington, D.C.,
Chap. 2, pp. 15-19.
Hughes, S. A., and Borgman, L. E. 1987. "Beta-Rayleigh Distribution for
Shallow Water Wave Heights," Proceedings of the ASCE Specialty Conference
on Coastal Hydrodynamics, ASCE, pp. 17-31.
Isobe, M. 1985. "Calculation and Application of First-Order Cnoidal Wave
Theory," Coastal Engineering, Vol. 9, pp. 309-325.
Kriebel, D. L. 1982. "Beach and Dune Response to Hurricanes," M. S. Thesis,
Department of Civil Engineering, University of Delaware, Newark, NJ.
Kriebel, D. L. 1984a. "Beach Erosion Model (EBEACH) Users Manual, Volume I:
Description of Computer Model," Beach and Shores Technical and Design
Memorandum No. 84-5-I, Division of Beaches and Shores, Florida Department
of Natural Resources, Tallahassee, FL.
Kriebel, D. L. 1984b. "Beach Erosion Model (EBEACH) Users Manual, Volume II:
Theory and Background," Beach and Shores Technical and Design Memorandum
No. 84-5-II, Division of Beaches and Shores, Florida Department of Natural
Resources, Tallahassee, FL.
Kriebel, D. L. 1986. "Verification Study of a Dune Erosion Model," Shore and
Beach, Vol. 54, No. 3, pp. 13-21.
Madsen, O. S. and White, S. M. 1976. "Reflection and Transmission
Characteristics of Porous Rubble-Mound Breakwaters," MR 76-5, U.S. Army,
Corps of Engineers, Coastal Engineering Research Center, Fort Belvoir, VA.
Mase, H., And Iwagaki, Y. 1984. "Runup of Random Waves on Gentle Slopes,"
Proceedings of the 19th International Conference on Coastal Engineering,
Houston, TX, American Society Civil Engineers, pp. 593-609.
Mase, H. 1989. "Random Wave Runup Height on Gentle Slopes," Journal of the
Waterway, Port, Coastal, and Ocean Engineering Division, American Society
Civil Engineers, Vol. 115, No. 5, pp 649-661.
Seelig, W. N., Harris, D. L. And Herchenroder, B. E. 1977. "A Spatially
Integrated Numerical Model of Inlet Hydraulics," GITI Report 14, U.S. Army
Corps of Engineers, Coastal Engineering Research Center, Fort Belvoir, VA.
Seelig, W. N. 1977. "A Simple Computer Model for Evaluating Coastal Inlet
Hydraulics," CETA 77-1, U.S. Army Corps of Engineers, Coastal Engineering
Research Center, Fort Belvoir, VA.
Seelig, W. N. 1979. "Estimation of Wave Transmission Coefficients for
Permeable Breakwaters," CETA 79-6, U.S.Army, Corps of Engineers, Coastal
Engineering Research Center, Fort Belvoir, VA.
Seelig, W. N. 1980. "Two-Dimensional Tests of Wave Transmission and Reflection
Characteristics of Laboratory Breakwaters," TR 80-1, U.S. Army Corps of
Engineers, Coastal Engineering Research Center, Fort Belvoir, VA.
Shore Protection Manual. 1984. 4th ed., 2 Vols., US Army Engineer Waterways
Experiment Station, Coastal Engineering Research Center, US Government
Printing Office, Washington, DC.
Singamsetti, S. R., and Wind, H. G. 1980. "Characteristics of Shoaling and
Breaking Periodic Waves Normally Incident to Plane Beaches of Constant
Slope," Breaking Waves Publication No. M1371, Waterstaat, The
Netherlands, pp. 23-27.
Shuto, N. 1974. "Nonlinear Long Waves in a Channel of Variable Section,"
Coastal Engineering in Japan, Vol. 17, pp. 1-12.
Tanimoto, K., Yagyu, T., and Goda, Y. 1982. "Irregular Wave Tests for Composite
Breakwater Foundations," Proceedings of the 18th Coastal Engineering
Conference, American Society of Civil Engineers, Cape Town, Republic of
South Africa, Vol. III, pp. 2144-2161.
Weggel, J. R. 1972. "Maximum Breaker Height," Journal of Waterways, Harbors
and Coastal Engineering Division, American Society of Civil Engineers,
Vol. 98, No. WW4, pp. 529-548.