(PDF) DYNLET1 Application to Federal Highway Administration Projects

Miscellaneous

Paper

CERC-93-6

August

1993

--

AD-A269

932

U

S

Army

C

or

ps

Bil11i

t1i

l I i

11

of

Engineers

11111111E1111

l i

iIi

Waterways

Experiment

Station

Coastal

Research

Program

DYNLET1

Application

to

Federal

Highway

Administration

Projects

complied by

Mary

A.

Cialone,

H.

Lee

Butler

Coastal

Engineering

Research

Center

Michael

Amein

Civil

Analysis

Group,

Inc.

Approved

For

Public

Release;

Distribution

Is

Unlimited

93-22574

P

for

d

liltgha

Admi

Prepared

for

Federal

Highway

Administration

The

contents

of

this

report

are

not

to

he

uwed

for

advertising.

publication,

or

promotional

purposes.

Citation

of

trade

namen,

does

not

constitute

an

official

endorsement

orapproval

ofthe

use

of

such

commercial

products.

PRINTED

ON

RECYCLED

PAPER

Coastall

Reseinch

Program Miscelaneous Paper

CERC-93-6

August

1993

DYNLET1

Application

to

Federal

'Highway

Administration

Projects

by

Mary

A.

Ckalone,

H.

Lee

Butler

Coastal

Engineer

Research

Center

Accesion

For

U.S.

Army

Caops

of

Engineers

NTIS

CRA&I

Waterways

Experiment Station

DTIC

TAB

3909

Halls

Ferry

Road

Unannounced

Vicksburg.

MS

39180-6199

Justite~ation

Michael Amein

BY

-...

u.... ..

Distribution

I

CivA

Analysis

Group,

Inc.

. ... ..

7424

Chapel

Hill

Road

Availability

Codes

Raleigh,

NC

27607

Avaii

and

I

or

Dist

Special

Final

repr

Approved

for

pubisc

releas:

diliiu~bw

a

urmft~d

Prepere

for

U.S.

Department

of

Transportation

Federal

Highway

Adrmlnistration

Atlanta,

GA

30367

US

Army

Corps

of

Engineers

N_

Waterways

Experiment

Station,

/

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V

I WO

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4 4 m

L=UW A.

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AWUSVAO

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Waterways Experiment

Station

Cataloging-in-Publication

Data

Cialone,

Mary A.

DYNLET1

application

to

Federal

Highway

Administration

projects

/

compiled

by

Mary

A.

Cialone,

H.

Lee

Butler.

Coastal

Engineering

Re-

search

Center,

land]

Michael Amein

;

prepared

for U.S.

Department

of

Transportation.

Federal

Highway Administration,

93

p.

:

ill.

;

28

cm.

--

(Miscellaneous

paper;

CERC-93-6)

Includes

bibliographical

references.

1.

Tidal

currents

--

Mathematical

models

2. Scour

at

bridges

--

Math-

ematical

models.

3.

Hydrodynamics

--

Mathematical

models.

4.

Ocean

currents

--

Mathematical

models.

I. Butler,

H.

Lee.

I1.

Amein,

Michael,

1926-

II1.

United

States.

Federal

Highway

Administration.

IV.

Coastal

Engineering

Research

Centcr

(U.S.)

V.U.S.

Army

Frnginper

Woterways

Experiment

Station.

VI.

Coastal

Research

Program

(Coastal

Engineer-

ing

Research

Center

(U.S.))

VII.

Title,

VIII.

Series:

Miscellaneous

paper

(U.S.

Army

Engineer

Waterways

Experiment

Station)

,

CERC-93-6.

TA7

W34m

no.CERC-93-6

Contents

Preface

............................................

vii

Conversion Factors,

Non-SI To

SI

Units

Of

Measurement

..................................

viii

1-Introduction

....................................... I

2-Tide

Simulation

..................................... 3

Background

........................................ 3

Data

Requirements

................................... 3

Calibration

... .. ................................. 4

3-Storm

Simulation

.................................... 7

Background

........................................ 7

Storm

Selection

..................................... 7

Data

Requirements

.. ................................ 10

Model

Validation

for

Storms

. .......................... 10

4-Statistical

Analysis

..................................

22

Program

SSEL

.....................................

22

Analysis

of

Velocity

Data

..............................

23

Program

VANAL

...................................

23

5-Brunswick

Harbor

Application ..........................

26

Grid

Network

.....................................

26

Tidal

Calibration

.. .................................

28

Storm

Selection

and

Simulation

. ........................

28

Velocity-Frequency

Analysis

. ..........................

36

6-Charleston

Harbor

Application

.......................... 39

Grid

Network

.. ................................... 39

Tidal

Calibration

.. ................................. 39

Storm

Selection

and

Simulation

. ........................

41

iii

7-Analysis

for

Multi-Inlet

Systems

........................

44

8-SSur .......................................

46

References

..........................................

47

Appendix

A:

FORTRAN

Listing

for

Program SSEL

..............

Al

Appendix

B:

FORTRAN

Listing

for

Program

VANAL

...........

BI

Appendix

C:

Miscellaneous

Brunswick

Harbor

Results

...........

C1

Appendix D:

DYNLETI

Input

Data

Files

for

Brunswick

Harbor

.....

D1

SF

298

List

of

Figures

Figure

1.

Predicted currents

in

Charleston

Harbor for

September and

October,

1987

(U.S.

Department

of

Commerce

1986)

...... 5

Figure

2.

Schematic

of

hurricane

parameters

................... 8

Figure

3.

Location

of

reference

and

comparative

tide

stations: Atlantic,

Gulf,

and

Pacific

coasts

.. ............................ 1

Figure

4.

Areal

extent

of

tidal types

and

locations

of

stations

with

illustrated

tidal

curves

.. ................................ 12

Figure

5.

Paths

of

North

Atlantic tropical

storms

(1886-1980)

for

June

13

Figure

6.

Paths

of

North

Atlantic

tropical

storms

(1886-1980)

for

July

14

Figure

7.

Paths

of

North

Atlantic

tropical

storms

(1886-1980)

for

August

.................................. 15

Figure

8.

Paths

of

North Atlantic

tropical

storms

(1886-1980)

for

September

............................... 16

Figure

9.

Paths

of

North

Atlantic

tropical storms

(1886-1980)

for

October

................................... 17

iv

Figure

10.

Probability

distribution

of

radius

of

maximum

winds

of

hurricanes,

Gulf

and

east

coasts

(1900-73).

Numbered

lines

denote

the

percent

of

storms

with

R

equal

to

or

less

than the value indicated

along

the

ordinate.

Plotted

points

(A)

are

taken

from

frequency

analyses

at

50-n.m.

intervals

for

the

16-2/3

percentile

.....

18

Figure

11.

Probability

distribution

of

forward

speed

for

landfalling

hurricanes,

1886-1973.

Numbered

lines

denote

the percent

of

storms

with

forward

speed

equal

to

or less

than

the

value

indicated

along

the

ordinate.

Plotted points

(A)

are

taken

from

frequency

analyses

at

50-n.m.

intervals

for the

80th

percentile

....... 19

Figure

12.

Probability

distribution

of

forward

speed

for

alongshore

hurricanes,

1886-1973.

Numbered

lines

denote the

percent

of

storms

with

forward

speed

equal

to

or

less

than the

value indicated

along

the

ordinate.

Plotted points

(A)

are

taken

from

frequency

analyses

for the

80th

percentile ....................

20

Figure

13.

Surge hydrographs

superimposed

on

a

semidiurnal

tide (Figure

includes

both

pre-adjusted

and

adjusted

surge

values

as

well

as

the

final

surge plus

tide

graph)

.......................

24

Figure

14.

DYNLET1

grid

network for

Brunswick

Harbor,

Georgia

...

27

Figure

15.

Measured

water

elevation

at

Sidney

Lanier

Bridge

and

adjusted

values

used

for

the

ocean

boundary condition ..........

29

Figure

16.

Comparison

of

calibrated model

surface elevation

results

with

measured data at Brunswick

Harbor

.................

30

Figure

17.

Comparison

of

calibrated

model

velocity results

with

measured

data

at

Brunswick

Harbor

........................

31

Figure

18.

Probability

distribution

of

radius

of

maximum winds

of

hurricanes,

Gulf

and

east

coasts

(1900-73).

Numbered

lines

denote

the

percent

of

storms with

R

equal

to

or

less

than

the value

indicated

along

the

ordinate.

Plotted

points

(A)

are

taken

from

frequency

analyses

at

50-n.m.

intervals

for the

16-2/3

percentile

.....

32

Figure

19.

Probability distribution

of

forward

speed

for hurricanes,

1886-1973.

Numbered lines

denote

the

percent

of

storms with

forward

speed

equal

to

or

less

than the

value

indicated along

the

ordinate.

Plotted

points

(A)

are

taken

from

frequency

analyses

for

the

80th

percentile

.............................

33

V

Figure

20.

Storm-plus-tide

stage-frequency

curves

on

the

open

coast

at

Florida/Georgia

border,

Brunswick,

Sapelo

Island,

and

Savannah,

Georgia

.................................... .34

Figure

21.

Predicted

tide

at

Brunswick, Georgia

................. 35

Figure

22.

Graphical

presentation

of

results

from

Table

I............

38

Figure

23.

DYNLET1

grid

network

for

Charleston

Harbor,

South

Carolina

40

Figure

24. Predicted

tide

at

Charleston

Harbor,

South

Carolina

......

42

Figure

25.

Storm-plus-tide

stage-frequency

curves

on

the open

coast

for

South

Carolina

(Myers

1975)

.........................

43

List

of

Tables

Table

1.

Peak Flood

and

Ebb

Velocities

Near

Bridge

Pier

and

Exceedance

Probabilities

at

Four

Stages

at

Brunswick

Harbor,

Georgia...

37

vi

Preface

The

DYNLETI

numerical

model was

originally

developed

by

Dr.

Michael

Amein,

Civil

Analysis

Group,

Inc., Raleigh,

North

Carolina, under

contract

to

the

U.S.

Army

Engineer

Waterways

Experiment

Station

(WES)

Coastal

Engineering

Research

Center

(CERC).

The

model

is

capable

of

simulating

one-dimensional

(1-D)

fluid flow

from

the

ocean

through

a

tidal

inlet,

to

back-

bay

regions,

and

up

tributaries.

An

important

feature

of

the

model

is

the

ability

to accurately

represent

flow

distribution

across

any

cross

section,

given

the

inherent

limitations

of

a

1-D

model.

The

purpose

of

this

study,

sponsored workshop. Limited

documentation

of

the

second

application

is

also

presented

in

this

report.

Model

theory

and

a

user's

guide were described

in

a

companion

report

(Cialone

and

Amein

1993).

The

process

of

model

application involves several

steps

including

data

acquisition,

grid

development,

model

validation,

and

storm

application.

In

this

report,

data

requirements

for

model

validation

as

well

as

for

storm

simulations

are

presented.

The

details

of

grid

development

are

given

in

a

companion

report

(Cialone

and

Amein

1993).

Typically,

DYNLETI

is

tidally-calibrated with field data

to

a

specific

project

site. However,

if

historical

storm surge

data are

available,

a

storm

calibration

is

performed.

Once

calibrated,

DYNLETI

is

used to

simulate

the

hydrodynamic

response

of

the

system

to storm

events.

Storm

hydrographs

are

used

as

input

to

DYNLETI

and model

results are

saved

at

critical locations

(i.e.,

near

a

bridge

pier).

Velocities

produced

by

the

model

are thus used

to

construct velocity-

frequency curves

for

a

specific

area.

This report

covers

the

entire

application

process.

A

primary

DOT

goal

is

to

develop methodology

for

estimating

frequency-

indexed

currents

impacting

bridges.

DYNLETI

is an

excellent

model

for

computing

storm currents

precisely

at

bridge

piers,

however,

a

statistical

procedure

is

needed

to

select

what

events

to

simulate

and

how

the

results

should

be

analyzed

to

yield

frequency

of

occurrence

of

storm-induced

velocities.

Chapter

2

of

the

report

discusses

the

process

of

tidal

simulation

and

model

calibration.

A

simplified statistical

procedure

for

storm

selection

is

presented

in

Chapter

3

and

analysis methods

for the

resulting data

are

reported

in

Chapter

4.

Chapters

5

and

6

cover

application

of

DYNLETI

and

statistical

1

Chapter

1

Introduction

procedures

to

Brunswick

and

Charleston

Harbors,

respectively.

Chapter

7

discusses

an

analysis

for

multi-inlet

systems.

Appendices

A

through

D

present

auxiliary

codes,

data

files,

and

model

results.

2

Chapter

1

Introduction

2

Tide

Simulation

Background

Before

using

a

numerical

model

as

a

project

design

tool,

it

must

be

cali-

brated

with

field

data

to

ensure that

the

model

variables

are

properly

*tuned"

to

a

specific

project

site.

A

model

that

can

properly

simulate

hydrodynamics

at

a given site

during

one time

period (preferably

two

time

periods

with

varying

conditions)

can

then

be

confidently

used to

predict

flow conditions

during other

time

periods. The major steps

in

a

hydrodynamic

model

simula-

tion

of

a

tidal inlet

are:

a.

Acquiring

data

for

use

in

model

calibration

and

validation.

b.

Developing

a

grid

network

which

represents the

inlet

system.

c.

Digitizing

cross-section bathymetry,

and

obtaining

boundary condition

time

series

and

other

required

model

input

data.

d.

Calibrating the

model

to

measured data by

adjusting parameters

such

as

local

friction

or

channel

transition

loss

cuficients.

e.

Validating

the

model

by

assessing

model

performance

against other

known

data

sets.

f.

Applying

the

model

to

assist project

engineering.

This

section briefly

discusses

seme

of

the

elements

in

this process.

Data

Requirements

The primary

data

required for

model

application

are

bathymetric

data

and

boundary forcing

data.

In

addition,

velocity and/or

water

level

data

at

sites

within the inlet/back

bay

system

are needed

for comparison to

model

results.

Bathymetry

data

(on

bathymetric

charts)

can

be

obtained

from the

National

Oceanic

and

Atmospheric Administration

(NOAA),

the

U.S.

Geological

Survey

(USGS),

or

from

a

local

U.S.

Army

Corps

of

Engineers (COE)

3

Chapter

2

Tide

Simulation

District.

Boundary condition

specifications

are

an

integral

part

of

the

input

data

set.

Generally,

they

consist

of

tidal

elevation

forcing

just

outside

the

inlet

entrance

and

river

discharge

information

for other

external

(river)

boundaries

of

the

system.

These

data

may

be

available from

the

same

three

agencies

mentioned

above.

Field

data

collection

efforts

to

obtain

tide

and

current

response

in

various

inlet/back

bay

systems

have

been conducted

from

time

to

time

by

state

and

Federal

agencies.

Inquiries

should be made

to

determine

the

existence

of

data

sets

pertinent

to

a

study site.

Current

data are

extremely

useful

in

validating

a

model

application. Data

for

examples

given

in

this

report

were

obtained

from the

Federal

Highway

Administration

and

COE

studies.

Similar

data may

be

obtained

from

the

local

COE

District,

NOAA, USGS,

or

from

the

U.S.

Army

Engineer Waterways

Experiment

Station

(WES)

which has conducted

a

large number

of

physical

and numerical

model

studies,

publishing

useful

data

in

project technical

reports.

In

lieu

of

specific

data

for

a

project

site,

NOAA

Current

Tables

(U.S.

Department

of

Commerce

1986)

may

provide

useful

information

on

peak

current

speeds. As

a

example,

Figure

1

gives

current predictions

for

Charleston

Harbor

during

September

and

October

1987.

Calibration

The

process

of

model

calibration

involves

applying the

model

for

a

period

of

time

when measured

data are

available

to

assess

how

well

the results are

replicating

flow

characteristics

of

the

system.

At

a

minimum,

it

is

important

to accurately

represent

the

head loss

which

occurs

across

a

typical inlet.

This

requires

time

series data

for

water elevation

on the

open

coast

and

in

the

back

bay.

Synoptic measurements

of

time

series

of

current

data at

specific

locations

in

the

inlet

or

back-bay

channels,

especially

at

locations

near

the

bridge

site

of

interest,

are extremely

useful

in

obtaining a

good

model

calibration.

For

a

typical

tidal

calibration

simulation,

the

model

is

driven

with

measured

tide

or

velocity

data at

the

ocean

boundary

and

the water

surface

fluctuation

and/or

velocity

model

response

is

compared

to

measured data

at

one

or

more

locations

in

the

system. Certain parameters

can

then

be

adjusted,

over

a

realistic range,

until

a

satisfactory

comparison

is

reached.

Key

parameters

which

the

engineer

must

select are

friction

(represented

by

a

Manning's

n)

and

transition

loss

coefficients (given by K,,

an

empirical

form-drag

coefficient).

Of

course,

it is

very

important

to

have

the

inlet and back bay

geometries

accurately represented

with

a

grid

ne•work

and

cross-section

data. Assuming

the

system

geometry

is

correct,

initiu

values

for

n

range

between

0.02

and

0.04

and

0.4

to

0.6

for

K..

Increasing

n

represents

higher

friction

due

to

coarser

bottom

sand,

vegetation,

or other

flow

restriction,

and

increasing

K,

represents

a

greater

rate

of

energy

loss due

to

flow

expansion

or

contraction.

This

coefficient,

as

well

as

Manning's

n,

may

be

needed

to fine

tune

the

velocity

calibration

for

flow

through

sharp

channel

constrictions,

past

bridge

4

Chapter

2

Tide

Simulation

86

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Figure

1.

Predicted

currents

in

Charleston

Harbor

for

September

and

October,

1987

(U.S.

Department

of

Commerce

1986)

Chapter

2

Tide

Simulation5

piers,

through

culverts,

and

so

forth.

However,

it requires high-quality

field

data

for

elevations

and

currents

to

achieve

a

well-calibrated

model.

6

Chapter

2

Tide

Simulation

3

Storm

Simulation

Background

As

discussed in

the

DYNLET1 documentation

(Cialone

and

Amein

1993),

it

is

important

to

validate

the

models

for

tidal

dynamics

prior

to

project

application.

It

is

equally

as

important

to

check

model

representation

of

extreme

events

(if

data

are

available).

In

most

cases,

the

model

domain

will

be

small enough

to

ignore

wind

effects

from a storm

and

simply

drive

the

model

at

the

ocean

boundary

with

a

time

series

of

water elevation.

However,

if

wind

data

are

available

and

used,

the

model

solution

will

be

more

accurate.

The

key data required

to

run

storms on

inlet

grids

or

small

inlet-bay

systems

are

time

series

of

water elevation.

Historical

storm

surge

data

for

a

project

site

should

be

researched,

acquired

if

available,

and

tested

in the

model for

the

purpose

of

model

validation

for

surge

events.

Hurricane

wind

and

pressure

fields

can

be

represented

and

simulated

by

use

of

an

empirical

model

which

represents

the

storm

with

five

parameters

(Figure

2):

(a)

central

pressure,

(b)

radius

to

maximum

winds

(R),

(c)

for-

ward

speed (t),

and

(d)

track

(described

by

travelling direction

and

landfall

point).

Central

pressure

is

closely associated

with

the

storm

intensity

whereas

R

andf

are

associated

with

extent

and

duration

of

impact

at

the

shore.

This

concept

leads

to

a simple

way

to estimate

the

probability

of

exceedance

of

a

water

level

or

velocity at

any

particular

point

in

the

model

domain.

A

more

rigorous

statistical

method

could

be

developed

if

a

comprehensive

frequency-indexed database

of

storm

response

was

available

at

all

coastal

locations.

This

database

is

currently being

develop

by

WES

and

the

methodology

for

using it

to estimate frequency-index

storm response

may

replace

the

method

described

in

this

report.

Storm

Selection

Storm

data at

most

coastal

locations

are difficult

to obtain.

Three

agencies

are

the

best

source

for

data:

NOAA,

the Federal Emergency

Management

Administration

(FEMA),

and

the

COE. FEMA

has

established

flood

fre-

quency

lines

for the

purpose

of

creating

insurance

guidelines.

However,

the

7

Chapter

3

Storm

Simulation

CENTRAL

PRESSURE

-T-

DEFICIT

a.

/•. -•

IRADIUS

OF

LMAXIMUM

WINOS

a

DISTANCE

FROM

CENTER OF

HURRICANE

."'•4•' I

/'•---ANGLE

OF

MOTION

HOURLY

LCTO

OF

HURRICANE

LANDFALL

POINT

"/A

DISTANCE/TIME

R

FORWARD

SPEED

Figure

2.

Schematic

of

hurricane

parameters

open

ocean stage-frequency curve

or

even

stages

for

specific

return

periods

may

not

be

available.

NOAA

has

conducted several

site

specific

studies

at

various

coastal

locations

but

there

is

no

general coverage

of

all

U.S.

coastlines.

The

local

COE

District

or

WES

may

be

a

source

of

data for DOT

studies.

The

following procedures

require

a

minimum

amount

of

data.

Selection

of

storms

to

simulate for the

purpose

of

estimating

frequency-indexed

velocities

is

based

on

knowing only surge-plus-tide

stage

at

specific

return

periods.

A

given

stage

can

be

achieved

by

varying

storm

intensities, size

(R),

forward

speed

(f),

track,

and

its

combination with the

tide.

The

objective

is

to

develop

a

set

of

storm

parameters

(R,

f)

which,

when combined with tidal

possibil-

ities,

form

a

total set

of

storm-tide

events

approximating

the

full

spectrum

of

8

Chapter

3

Storm

Simulation

conditions

that

may

occur

at

a given site.

Exceedance

probabilities

can

then

be

attached

to

the

computed

velocities

through

a

rank-order process. The

initial step

is

to

select values

for

R

and

f

which

represent

maximum

and

minimum

storm

duration

(D)

by

dividing

estimates

of

maximum

and

minimum

R

by

the

minimum

and

maximum

f,

respectively.

D=

2,l

(1)

Central

pressure

variation

is

accounted

for

in

the

way

a

particular

surge

hydrograph

is

convolved

with

tide. Let

S,=

S,

+

Hg

(2)

where

S.

is

the

peak total water

elevation

which

is

known

from

NOAA

or

FEMA

data,

S,

is

the

peak

storm surge,

and

H,

is

the

known

mean

tide

at

one

of

four

locations

in

the

tidal

cycle:

mid-tide

rising,

high

tide, mid-tide

falling,

and

low

tide.

Rather

than

use

a

mixed

tide,

a single

constituent

is selected

to

represent

tidal

behavior

at

the

inlet

entrance.

An auxiliary

program

(Chapter

4)

uses

a

cosine

function

to

simulate

tidal

elevation

with

the

amplitude

and

period

of

a

diurnal

(24.84

hr)

or

semidiurnal

(12.42

hr)

constituent,

depending

on

whether

there

is

one

or

two

high/low

tides

per

day.

The

pressure

at

a

distance

r

from

the

storm

center

can

be

expressed

as:

p,

=

p.

+ (p. -

p,,)e-(4)

(3)

Since

surge

intensity varies with

central

pressure

deficit,

Equation

3

can

be

used

to

show

the

time evolution

of

surge height,

represented

by

s()

=

S,(i

-

e

W)

(4)

where

S(t)

is

surge

level

at time

t.

Two

surge

hydrographs

for

maximum and

minimum

durations are

developed

using

Equation

4.

Surge plus tide

can

be

obtained

by

adding

H,

and

S(t)

at

a

specified

phase

of

the

tide,

noting

the

peak

value.

The

is

to

adjust

Sp

such

that

the

maximum

water

elevation

for

a

given

combination

is equal

to

the

specified

value

S,.

This procedure

is

equivalent

to

backing

out

a

surge-only

hydrograph

which, when

combined

with

a

particular

position

in the

tide,

gives

the

known

stage

specified by

NOAA/FEMA.

By

running

DYNLETI

for

the

two

surge

hydrographs

combined

with

four

tide positions

gives eight

storm-plus-tide

events which

produce the

specified

stage

at

a

given

return

period.

For

each

storm-tide combination, velocity

at

specified locations in

the

model

are

recorded

for later

statistical

analysis.

The

range

of

velocities covers

the

range

of

possible

storm-tide

events.

Exceedance

probabilities

can

then

be

attached

to

the

velocities

through

a

rank-order

process.

9

Chapter

3

Storm

Simulation

Data

Requirements

To

use

the

procedures

discussed above,

certain

tide

and

storm

data

are

required.

Most

of

these

data

are

readily

available

and,

to

a

great

extent,

are

presented

in

this

report.

Tide

data

Tide

data

on the

open

coast

for

all

U.S.

coastal

locations

are

available

in

NOAA

Tide

Tables (U.S. Department

of

Commerce

1982).

A

1982

publica-

tion

is

referenced,

however

these tables

are

published

annually.

The

key

data

required are

estimates

of

mean

tide

ranges

which

are

given

in

U.S.

Department

of

Commerce

(1982) and

rarely

change

from

year

to

year.

Figure

3

displays

locations

of

primary

reference stations

where

daily

predictions

of

high

and

low water

are

available.

Figure

4

shows

the

areal

extent

of

tidal

types

for the

east

coast

and

Gulf

of

Mexico.

For

use

with

the

above

procedure,

a

mixed

tide

condition

can

be

considered

as

a

semidiurnal

tide.

Storm

data

NOAA

has

compiled

data

on

nearly

1000

tropical storms

covering

a

period

of

over

100

years.

Figures

5-9

show storm

tracks

for

tropical

cyclones

from

1886-1980.

These

curves

give

information

on the

frequency

of

landfalling

or

alongshore

hurricanes

and frequency

of

occurrence

for

given

months

and

regions.

The

most

important

data

required

in

the

procedure

outlined

above

are

estimates

for

characteristic parameters,

R

andf,

which are associated with

storm

duration

and

extent

of

impact. NOAA

published a comprehensive

analysis (U.S.

Department

of

Commerce

1975)

of

available

storm

data

in

1975.

Figures

10-12

display

probability distributions

of

radius

of

maximum

winds

and

forward

speed

Oandfalling

and

alongshore). Results

are

identified

with

a

given percentile

of

occurrence.

These

data

can

be

used

to

develop

the

precise

input

for

developing

storm-tide

combinations

required

by the

storm

model.

Model

Validation

for

Storms

Data

for

model

validation

(elevations

and/or

currents)

may

be

available

from

the

local

COE

district,

WES,

FEMA.

or

NOAA.

Prior

to

estimating

frequency-indexed velocities,

it

is

recommended

to

research

and

acquire

any

available

data

taken

during

a

storm

event.

The

same model

parameters

and

coefficients

used

for

tidal calibration

are

the starting

values

for storm

10

Chapter

3

Storm

Simulation

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Chapter

3

Storm

Simulation

t

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POR

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-BILOXL MSS 00

-LA0

CCAaLES.

L3 Strimlto

validation.

Generally,

these

values are

appropriate

for

extreme events

as

well

as

typical

tides.

Wind may

play

an

important

part

in the simulation

of

storm

impacts

and

should be used

if

available.

It

is

wise

to

test

the

sensitivity

of

the

results

by

running the

model

with

and

without

wind forcing.

In

most

cases

(because

the

model

domain

is

usually

small in area

and/or

fetch

lengths

over

open

water

are short), forcing the

model

at

the

ocean

boundary with

a

measured

storm

hydrograph

(which

inherently

contains wind

effects)

is

sufficient to

compute

a

valid

elevation

and

velocity

response

in the

model

interior

due

to

the

storm.

T,.is,

however,

neglects

local

wind

effects

and

their

impact

should

be

investi-

gated

during

sensitivity testing.

Validation

of

the

model

for

storm

events

follows

the

same

procedure

as for

tidal

validation.

Measured

elevations

are used to

check model

representation

of

head

loss

and/or

measured

velocities in

the

inlet

or

back-bay

channels

are

compared

to

model

currents.

The

usual

model

parameters

adjusted

to

obtain

the

best

agreement

are friction

and

transition

loss

coefficients.

If

results

show

a

poor

comparison,

it

is

advisable to

carefully

check

the

bathymetric

cross-

sections

for

accuracy.

If

any

coefficients

or

depths

are

changed,

the

tidal

validation

computations

should

be

rechecked

with

the

new

parameter

values.

Chapter

3

Storm

Simulation

21

4

Statistical

Analysis

Program

SSEL

A

Storm

SELection

(SSEL)

program

is

run

to

create

a

set

of

elevation

time

series

to

use

as

an

ocean

forcing

(external)

boundary

condition

in

DYNLETL.

SSEL

is

a FORTRAN

PC-based

program

(see

Appendix

A

for the

FORTRAN

program listing)

which

accepts

as

input,

values

for

R,

f,

stage,

and

mean

tidal

amplitude.

The

program

develops

eight hypothetical

storm-plus-tide

events

(according

to

the

procedures

discussed

in

Chapter

3)

and

eight

associated

time

series

for

input

to DYNLET1. SSEL

prompts the user

for

six

inputs:

a.

Two values

of

radius

of

maximum

winds in nautical miles.

b.

Two

values

of

forward

speed

in

knots.

c.

Stage

of

surge

plus

tide

for

a

specified

return period.

d.

Mean

tide

range

from

NOAA

Tide

Tables

in feet.

e.

Tide

type

(enter

a

1.0

for

a

diurnal

tide;

2.0

for

semidiurnal).

f.

Output

time

interval

in

hours

(enter

a

time

interval

for

computing

the

time

series).

SSEL

is

run

for

each

stage at a

specified

return

period

and

the

time-series'

created

(SSEL.OUT)

are

saved

for

input

to

DYNLETI.

File

SSEL.OUT

must

be

manipulated

using

program

FIXEXTER

to create eight

individual

storm

EXTER.DAT

files

for

DYNLET1

and

program

FIXSTART

to

create

eight

individual

storm START.DAT

files

for

DYNLETI

(Cialone

and Amein

1993).

Velocities

at

specific

model

locations

for

each

DYNLETI

simulation

are

saved

on

file

(VELOCITY.DAT)

for

later

analysis.

These

values

of

velocity give

an

estimate

of

velocity range

for

storms

that

can

produce

a

given

stage.

Usually, the

user

wants to compute velocity

ranges

for

several

return

period

stages,

e.g.,

the

10-,

20-,

50-,

100-,

and

500-year

stage.

22

Chapter

4

Statistical

Analysis

Figure

13

displays

several

SSEL surge hydrographs

superimposed

on

a

mean

tide

at

the

specified

four

phases

of

the

tide

for

a

stage

of

7

ft.'

The

graph

shows

both

the

pre-adjusted

and

adjusted

time

series.

For

the

adjusted

time

series,

the

duration

of

high

water

above

4

ft

msl

varies

from

about

18

hr

(only one

of

the

events)

to

3

hr.

Analysis

of

Velocity

Data

For

each

known stage

and

interior

gage

where

currents

are

to

be

analyzed,

the

eight

peak

flood

and ebb

velocities

obtained

from

DYNLETI

are

ranked

from

one

to eight, with

the

smallest

flood

(ebb)

velocity

ranked

as

one.

The

cumulative

probability,

P,

for

a

particular

velocity

from

one

of

the

eight

events

is given

by

P

=M/(

+

N)

(5)

where

M

is

the

order

number

of

the

event and

N

is

the

number

of

events,

namely,

N

=

8.

Thus

P

=

M19

is

the

probability

associated

with

the

appro-

priate

ranked

velocity.

This

range

of

velocity

gives

an

estimate

of

the

strength

of

current

expected

for

a given stage

return

period,

covering the

range

of

storm durations

and

possible

tide

combinations associated

with that

stage.

This

approach

is

limited

in

that

a

very

small

number

of

possible

combinations

are

used

to

minimize

the

number

of

DYNLETI

simulations

required.

A

more

conservative

estimate

could

be

made

by

selecting

more

extreme values

for

R

andf.

Estimates

for

extreme values

may

be

obtained

from U.S.

Department

of

Commerce

(1979).

Program

VANAL

Program

VANAL

is

a

PC-based

FORTRAN

program

for

analyzing

frequency-indexed

velocity

data produced

by

this

procedure.

It

accepts

as

input

the

compilation

of

VELOCITY.DAT

files created

by

DYNLETI's

velo-

city

program

VPLOT

(Cialone

and

Amein

1993)

and

prompts

the

user for

the

following information:

a.

The

number

of

velocity gage

points.

b.

The

length

of

time series

saved

(number

of

entries

in

the

time-series).

c.

The

number

of

stages

run

in

DYNLET1

and

considered

in

the

analysis.

d.

Values

of

these

stages

(ft).

A

table

of

factors

for converting

non-SI

units

of

measurement

to

SI

units

is

presented

on

page

viii.

Chapter

4

Statistical

Analysis

23

V)

to

h " " ". ....

4)0

CL

4-

0

!

--R

~0

i"-

06

;)

80

49

D C

00

S, zi

2C tei

24

Chapter

4

Statistical

Analysis

The

program

computes

velocity

exceedance

probabilities

for

flood

and

ebb

conditions

and

produces tables

of

velocity

and

probability for

each

gage

point

and

stage.

For

both

SSEL

and

VANAL,

Sl

units

can

be used

as

long

as

all

units are

consistent.

25

Chapter

4

Stamtiutial

Analysis

5

Brunswick

Harbor

Application

This

section

documents

the

application

of

the DYNLETI

model

to

Brunswick

Harbor,

Georgia

with

the

objectives

of:

(a)

calibrating

the

model

to

velocity

measurements

collected

at

the

Sidney

Lanier Bridge

by

the

Georgia

Department

of

Transportation

(GDOT)

Geotechnical

Engineering

Bureau,

and

(b)

performing

storm

simulations

to

determine a

velocity

exceedance

curve

at

the

Sidney

Lanier

Bridge.

Grid

Network

Brunswick

Harbor

is

represented

in

the

model

by

43

cross

sections

or

nodes

in

three

channels

(Figure

14).

The

channels

are

joined

at

a

junction

inside

St.

Simon

Sound.

Nodes

13,

14,

and

25

are

"junction

nodes"

for

Channels

1,

2,

and

3,

respectively,

and

therefore

have

identical

geometric characteristics.

Channel

1

runs

from the

ocean

side

of

St.

Simon Sound

to

the

junction

inside

St.

Simon Sound

(Node

13),

Channel

2

runs from

the

junction

(Node

14)

north through

the

Mackay

River,

and Channel

3

runs from

the

junction

(Node 25)

west through

the Brunswick River,

under

the

Sidney

Lanier Bridge

and

north

through

Turtle

Creek.

Cross-sectional

data

were taken

from

NOAA

Chart

11506

(Scale

1:40,000)

with

the

reference

datum being

mean

lower

low

water

(mllw).

Values

of

Manning's

coefficient

of

friction

were

specified

at

every

point

on

every

cross-

section.

An

initial

value

of

0.02

was

used everywhere,

which

is

reasonable

for

a

sandy

bottom.

Friction

values

for

marshy

areas can

be revised

to obtain

a

better representation

of

hydrodynamics

in

these

areas. Because

there

are

no

severe constrictions

at

Brunswick

Harbor, transition

losses

were

eliminated

by

setting

the

transition

loss

coefficient

to

zero

at

every

cross section.

No

adjustments

to

this value

were

needed

in

the

calibration

procedure.

26

Chapter

S

Brunswick

Harbor

Application

UN

-j 00

LJ (n

o

zSii

4

Z4

Z

0

P

-Z(N

*1D

"r" m

Iz

Q:n

CDJ

• .

C. -

N ~Go

(NII

1/

(NI.

00

>- I *S. 6

ii

I.._

Chapter

5

Brunswick

Harbor Application

27

Tidal

Calibration

At the

ocean

boundary,

Node

1,

a

Type

1

boundary

was specified

indicat-

ing

values

of

water

surface

elevation

as

a

function

of

time

were

used

as

the

boundary forcing function.

Water surface

elevation

data obtained near

the

Sidney

Lanier Bridge during

the

GDOT

velocity

study

(27

October

1992)

(Figure

15)

were shifted

in

phase

to

approximate conditions

occurring

at

the

ocean

boundary

node.

At

the

end

nodes in

the

Mackay

River

and

Turtle

Creek

(Nodes

24

and

43),

a

Type

2

(discharge) boundary

condition

was

specified. No

information

was

available

for

stream

discharge

nor

for

surface

elevations

upstream. Discharge

was assumed

negligible

and

set

equal

to

zero

at

these

boundaries.

Channels

and

cross

sections

were

sketched

onto a

NOAA

chart,

cross-

section

elevations

were

read

from the

NOAA

chart,

time-dependent water

surface elevation

data

were

read

from

a

GDOT

plot,

and

all

data

were

entered

into

the

appropriate

input

files

using

EDINLET. The

model

was

run

several

times,

output

results plotted,

and

after

some adjustments

the

model

accurately

calculated

velocity

at

the

Sidney

Lanier

Bridge.

A

constant

friction

value

of

0.025

and

transition

loss

coefficient

of

0.0

was

used

to

obtain

the

best

comparison with

measured

data.

Figures

16

and

17

show

water

surface fluctuation

and

velocity model

results

near

the

Sidney

Lanier

Bridge.

As

previously

stated,

the

water surface

fluct-

uation

at

the

bridge

was

shifted in

phase

and

used

as

the

ocean

boundary

forc-

ing

function.

Figure

16

shows

that the

model

reproduces

the

actual

water

surface

levels

at

the

bridge.

In

addition,

velocity

data

near

the bridge

are

represented

by the

model.

Graphics

for

all

results are given

in

Appendix

C.

Storm

Selection

and

Simulation

For

Brunswick,

most

of

the storms occurring

in

the

area

are alongshore

storms.

However, it

is

recommended

that

the most

conservative estimate

(lowest

value)

of

forward

speed

be

used

in

the

simulations.

Values

of

R

and

f

chosen

for

Brunswick

are

shown

in

Figures

18

and

19.

Landfalling

and

alongshore

data

for

f have been

combined

to

produce

a

single

forward

speed

probability distribution

diagram.

The

GDOT

provided

NOAA data

(Ho

1974)

for

stage

frequency

at

the

Florida/Georgia border

(Figure

20).

For

example

computations, stages

at

return

periods

of

10,

50,

100,

and

500

years,

namely,

7.1,

12.0, 14.5,

and

20.0

ft,

respectively,

were

chosen

as

input to

SSEL

and

DYNLETI

was

run

to

estimate

velocity behavior.

For

tidal

input,

NOAA

Tide

Tables

(U.S.

Department

of

Commerce

1982)

provide

information

on

the

mean

tide

range.

Figure

21

displays a

page

from

the

1983

Tide

Tables

for the Brunswick,

28

Chapter

5

Brunswick

Harbor

Application

N 0

8

ty C

W

ot

CVC

I

8.

0 >

0

• -.

000

o

.a

C;1

Z ii

I~l I

0!

Z=

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4 0D

00 C

40

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(IA-) N01YA33 'IOU W

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Chate 5Brnsic

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m

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U

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30

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apte

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runs

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i

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II

MCC

Ac

z 9

9-44

-J

OZ

v

00

o

0

"E

* S

0"!-n i-

b._

0

Chapter

5

Brunswick

Harbor Application

31

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ME.

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I

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I ' I'

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r,,

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C.

32

Chapter

5

Brunswick

Harbor Application

0 cm

S0

Cu

00

WI NJSOUCL

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10U1-AVN

DIAV

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22

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21

STAGE

4

20

FT

__, _

19

'

SSTAGE

3

14.5

FT

"

14

17

/

r/

T/

STAGE

2

12

FT

14

11

9

-

2

STAGE

2T

7-

11

7.1

FT

GEORGIA

6

5

___

I I

IL

ItI I

t

L L

II I

10

50

100

500

RETURN

PERIOD

(years)

Figure

20.

Storm-plus-tide

stage-frequency

curves

on

the

open

coast

at

Florida/Georgia

border,

Brunswick,

Sapelo

Island,

and

Savannah,

Georgia

34

Chapter

5

Brunswick

Harbor

Application

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034

leokottle

Clas...... 1 33 2 a

81

19 .0

47

.0 43 *0.5

0.0

2.4 5.2 3.1

enbiy a4d

AItamaha

Ssouds

21:2

biackboard

Cre.k.

S01ckboard

island.....

31 2i 63 13 -0 23 .0

44

-0.4 0.0

5.S

1.5

3.3

Z 3

'"i

Is27:la ?.da...........................33

23 i* .0

5 00 00 02 I.0.

0.0

5.6

3.0

3.4

2760

Nudson

Creek

ntrac

...................

33

271

3 Z O

390

09

.0.3 0.0

2

9.4

3.4

2781

Throe.ll

Cut

otroec..

Darien

R r.., 33 03 83 3 .0 46 .0 52

.0.2

0.0

7.1

3.3

3:.

22..

O.riom*

Dart.,

91..r..................... 31 22 41 ?6 1 10 .1

12

*0.4

0.0

7.3 8.6 3.4

2111 dolf I O0Nsld*.

......................... .

3

30 83 30 .0 O .0 36

.03

.0 O .4 7.I 3.3

2713

Cbamphey

uInad.

South

AltaPRAa

River

33

SI 20 .1 12 .2 30

-1.7

0.0

0.0 5.1 2.4

I776 Meptse

liver ltrasce

.................. 3 13 83 1 .0 IO .0 03

-0.3

0.0 5.8 7.8 3.3

127

.o.as

Crook

oatri.Q o.

Hampton fvter

...

1

30

D|

20

.1

0

as

to0

*O.3

0.0

1.'

8.6

3.4

St.

SismaD

Sound

2779

St.

SlaORs

SOaud

Sir

.................... 31 05 83 I3 .0 01

-0

0s

.0.4

0.0 #.I

1.5

3.2

2781

St.

SIont

Light

........................

31

08 81

24

.0

24

.0

28

-0.3

0.0 .5 7.

1 3.3

21383 Fdertc Ic

e

r, 1......................... 31 13 81

24

.0 S0 .0 53 .0.3 0.0

1.2

0.4

3.8

2786

Iroap

Creek

entrance,.

Mckay

liv

er

...... 31 13 1

26

.0

S4

-0

49

.0.3 0.0 7.2

3.4

3.N

2781

orgasmcl%.

East

*Iver................... 31

09

81

30

.0 65 .0

40

.0.4

0.0 7.3 8.S 3.5

Turtle

River

2789

Allied

Chemical Corp.

docks

.........

31

it 81 31 -

05

.0 IS

.0.7

0.0

7.5

8.1

3.3

?111

Dillard

Cr8k

A.......................33 34 34 .1

34

.0 S9 .1.1

0.0

8.0 5.A 4.0

2793

siffala

IVETr

*4trace....

...........

31

33 83 3IS -1 39 0 SI

.1.3

0.0

8.0

8.4 4.0

20

H'iseNway

bridge.

Soutk

lracovick

liver... 31 09 81

34

-1

02

.0

46

.0.1

0.0

7.8 8.9 3.8

2797

.3ekyl Po1 t 6............................

01

Ol

28 .9

28

.0 2l

-0.3

0.0

8.9

7.2 3.3

2189

JO83.1IP

Island.

Joistor

Creek

.............

31

05 83

30

.3 02 .0 49

.0.3

0.0 7.2 8.4 3.5

3.t13. 1Stlnl

81,1r

2303

2.0

tle, .b 1.6. .............

31

04

$1 30 .0 47 .0 49

-0.1

0.0

6.8

8.0

3.4

2603

I m1 et Aboe, mouth

.................

31

06 31134 .1 IS .1 go

*0.4

0.0 7.3

8.5

3.6

2o80 l.3.s Sprins

sleff

.................. 31

1131

t0 :0 1.

49

*.0.

0.0

1.6 :.3 3.1

2801

bver.

Sl.ft. DOveR

Creok

................ 01 30 32 ,0 S1 .0 49 O.0

0.0

1.0 8.2 3.6

1.t111l

lyier

2809

T144

Creok

entroc

..................

30

SO 81 31 .0

43

.0 S9 .0.2 0.0 5.1

1.8

3.3

23ll

hlmy

Cet.

0.8

sill

vea

ot.........30 59

81

34 0 57 .1

*20

0.0 .- '.9

l.1

3.4

2813

2511o

..............................

30

SS

11

3)

.1 26 .1 53

.3

0.S

1.5 7.a 3.3

2616

Dorat

Fort

..........................

30

s?

83 S4 .4

46

*s

23

0.46

-0.46 3.2

3.1

1.6

?11

Ca

eITI0d

Wharf,

Cimsbrland

83, ...

30

S8 83 07 .0

40

# 0 40

-0.1

0.0

8.6

1 .0 3.4

2831 $ 1$

od

Creek.

2.8 m1ile above

ontriace

30

S9 81 30 .0 6O .0 39 .0.3

0.0

1.3 6.3 3.S

6EORG1A

and

FLORIDA

Cauertlad

Sound

2921

St.

Naryt Estreeco.

north

jetty..........30

43

83 28 .0 36 .0 36 .1

0.0

6.8 8.9

2.9

23

Crooked

mvir

eatra

n...................30 61 61 09 .1

23

S3

12 40.3

0.0

6

8.0 3.4

326

i

ilrriett:

51hff.

CrOOked

*iver

..........

30

62 81 3S .2 09 .2 32 .0.5

0.0

5.4

1.5 3.2

2827 It.

NaryS

St.

erys live.,..............3

0

43

$1 33 .1 21 .3 33 -.0

0.0

6.0

7.0

3.0

2829

Creodall.

St.

Nina

flyer

...............

30

43

81

37

.2 30 :' 69 -.3.

0.0

5.1 4.0 2.6

a. NlAYPOeIT

p.106

2831

Flrea:dlea

leach

(eeter

coast)

..........

3038

$1, 2 0 -0 Is

0

..2 0.0 7

4.7

2.6

2833

Fernedin&

leach, AeelIa

liver

..........

30

40

81 24 .0 32 .0 18

.1:.

S .0 8.0 I

.0

3.0

283S

Chester.

81031

liver...................

30

41 $1

32

.0 49 .0 41 -1.3

0.0

6.4 7.6 3.2

2837

S.C.L.

It. bridge.

Kingsley

Crook

.......

3o

38 81 29

+0

59

*0

43 .1.S

0.0

5.0

7.0

3.0

...... S...d end

. o.

t

George

*Ivor

2639

1IS:1

SO3Sd............................

30

31

1 2

-.0

03

.0 04 .0.9

0.0

S.4

8.3 2.7

2843 Al: Cit 3

8.31. iver .........

35

313 .0 64 . 03 ,.3

0.0

6.6

5.5

2.8

2843

Ma sl oavIllo

.114164 Rivl r ...............

30

34 81 31 .3

04

.1 37

-0.3

0.0

4.8

5.5

2.4

2846 N1ok Crook

entreace.

Nasauc Ile ....... 3

0

32 81

34

.3 S8 +3 30 .0.5 0.0

3.0

4.1

3.9

2847

Nalf1oo

3,304.

61So047 2r

d2 0...........30

4 83 34 .3

00

.3

23 *.. 0.0 3.6 4.3 1.7

2849

Saeptt Creek ectralic....................

30

11 8 2 1

-0

*0

.0 .0 .0.6 0o0 S3O :.6 1.:

2631

Fort

eer .

..

lat.d.

FIl t On, rge I e ro 30

26

81 21 .0 29

:0

39 40.3

0.0

4.8 S6.

2.4

FLORIDA.

St.

Jokes River

2853

Soutk

jetty

.............................

30

24 83 23

-0

33

-0

17

.0.4 0.0 4.9

S.2 Z.4

2855

8ATPOT

.................................

30

24

81

26

Daily predictions

4.S

S.3

0.3

[Ednotes

CAR

be

found

at

the

end

of

table

2.

Figure

21.

Predicted

tide

at

Brunswick,

Georgia

Chapter

5

Brunswick Harbor

Application

35

Georgia,

area. The

mean

range

for the

ocean

gage

(St.

Simons

Sound

Bar)

is

6.5

ft

giving

an

amplitude

of

3.25 ft.

SSEL

is

run

for

each

stage

and

a

set

of

eight files

of

surge-plus-tide

time

series

is

saved

for

later

processing

in

DYNLET1.

For

Brunswick,

the

data

used

in

SSEL

are

summarized

as

follows:

R

=

33.1

and

14.5

n.m.

f

=

13.4

and

6.8

knots

S-

=

7.1, 12.0,

14.5,

and

20.0

ft

(four

SSEL runs)

M2

=

3.25

ft

(mean

amplitude)

2.

=

Entered

to

indicate

semidiurnal

tide

0.5

=

Entered

time

interval

for

DYNLETI

time series

These

four

SSEL

runs produced eight

time

series

hydrographs

for

each

stage.

For

this

example,

32

DYNLETI

simulations were

made

and

velocities at

one

selected

bridge

pier

location

were

saved

for

later

analysis.

Velocity-Frequency

Analysis

Program

VANAL

was

run

for

the

Brunswick

data

produced

by

the

32

DYNLETI

simulations. Data required

included

1

velocity

gage

point,

a

time

series

length

of

41

(1

hr

entries

from hour

30

to

70),

4

stages,

and

stage

values

of

7.1,

12.0, 14.5,

and

20.0 ft.

Probability

tables

created by

VANAL

are given in

Table

1.

These

tables

show

the

percent

of

surge-plus-tide

events

with

velocities

at

the

bridge

pier

which

are

equal

to

or

less

than

the value

of

velocity

indicated

(for

flood

and ebb

conditions).

This

same

information

can

be

expressed in graphical

form

(Figure

22).

As

discussed

previously,

any

given

stage

for

a

particular

return

period

could

be

produced

by

combinations

of

varying storm

intensities,

durations,

and

tidal

phase. While

only

eight

events

at a

particular

stage were

run,

Figure

22

shows

a

linear-with-time

estimate

of

probability

exceedance

seems

appropriate.

An

example

interpretation

of

these results

might

be:

in

designing

a

project

for

a

200

year stage

of

16.9

ft,

the

range

of

flood

velocities

expected

are

from

6.5

to

16.9

ft/sec

with

the

expectation

that

a

current

exceeding

16.9

ft/sec

for

a 200

year

stage

would

occur

less than

11

percent

of

the

time

(see

Figure

22).

36

Chapter

5

Brunswick

Harbor Application

Table

1

Peak

Flood

and

Ebb

Velocities

Near

Bridge

Pier

and

Exceedance

Probabilities

at

Four

Stages

at

Brunswick

Harbor,

Georgia

Stage

1:

7.1

ft

Stage

2:

12.0

ft

Flood Velocity

Ebb

Velocity Cumulative

Flood

Velocity

Ebb

Velocity Cumulative

Rank

Iftv/

see)c

J

IftMso

Probability

Ift/sec

j

It/sc)

Probability

S5.55

-5.21

11

7.67

-5.25

11

2

6.45

-5.38

22

7.67

-6.20

22

3

6.55 -5.47

33

8.52

-6.69

33

4

6.56

-5.69

44

8.80

-7.06

44

5

6.79

-5.77

56

9.67

-7.99

56

6

6.82

-5.95

67

9.84

-8.18

67

7

7.04

-6.15

78

11.02

-8.57

78

8

8.80 -7.28

89 13.33

-10.36

89

Stage

3:14.5

ft

Stage

4:

20.0

ft

Flood

Velocity

Ebb

Velocity Cumulative

Rood

Velocity

Ebb

Velocity Cumulative

Rank

(f/osc)

(ft/sect

Probability

Iftleeo0

(ft/sec)

Probability

1

8.25

-6.40

11

9.20

-6.99

11

2

8.83 -6.45

22

9,36

-7.57

22

3

9.50 -6.84

33 10.67

-7.59

33

4

9.73

-7.39

44

12.04

-9.68

44

5

10.80

-8.82

56

14.39

-10.95

56

6

11.00 -9.63

67

15.54 -13.12

67

7

13.14

-10.04

73

18.11

-13.36

78

8

15.41

-12.10

89 18.98

-16.41 89

Chapter

5

Brunswick

Harbor

Application

(1I)

30V.LS

to

04

I I I

04

0

Io

I0

Im

-0

N.__

C-4

X

0-

(O3S/J._-:)

AJIr'IA

a-

z

UI-

LU 0

UJI.

0

75

C*4-

00

0

W

00o

I CU

I(U:

38a

Chpe

50.nwc

abo

plcto

6

Charleston

Harbor

Application

Grid

Network

Charleston

Harbor

is

represented

in

the

model

by

65

cross sections

or

nodes

in

11

channels

(Figure

23).

The

channels

are

joined

at

flow

conver-

gence

points,

and

for

Charleston

Harbor,

six

such

junctions

are

used

to

represent these

convergence

points.

Nodes 6, 7,

and

11

are

junction

nodes

for

Channels

1,

2,

and 3; Nodes

14,

18,

and

26

are

junction

nodes

for

Channels

3,

4,

and

6; and

so

forth.

Channel

I

runs

from

the

ocean

side

of

the

inlet

to

the

junction

inside

the inlet

(Node

6),

Channels

2

and

5

cover

Ashley

River,

Channels

3

and

4

traverse

around

Shutes

Folley

Island, Channel

6

is

a

short

reach extending

from

Shutes

Folley

Island

to

Drum

Island,

Channels

7

and

10

traverse

Wando

River,

Channels

8

and

11

traverse

Cooper

River,

and

Channel

9

negotiates

around

the

north

side

of

Drum

bland.

Cross-sectional

data

were

taken

from

NOAA

chart

11524

(scale

1:20,000)

with

the

reference datum being

mllw.

Values

of

Manning's

coefficient

of

friction

were

specified

at

every

point

on

every

cross section.

An initial

value

of

0.02

was

used

everywhere,

which

is

reasonable

for

a

sandy

bottom.

Friction

values

for

marshy

areas

can

be

revised

to

obtain

a

better representa-

tion

of

hydrodynamics

in

these

areas.

Because

there

are

no

severe constric-

tions

at

Charleston

Harbor,

transition

losses

were

eliminated

by

setting

the

transition

loss

coefficient

to

zero

at

every

cross section.

Tidal

Calibration

At the

ocean

boundary,

Node

1,

a

Type

1

boundary

was specified

indicat-

ing

values

of

water

surface

elevation

as

a

function

of

time were used

as

the

boundary forcing

function. Water

surface

elevation

data

were

obtained

from

WES

Report

H-76-9

(Benson

1976),

which

describes

a

physical

model

study

of

Charleston

Harbor.

At

the

end

nodes

in

the

Ashley,

Wando,

and

Cooper Rivers

(Nodes 25, 58,

and

65,

respectively), a

Type

2

(discharge) boundary

condition

was

specified.

Chapter

6

Charleston

Harbor

Application

39

I'z

II)

Tr-)

NI'

ir- 0

LLI X

Z (D

St-

w0

U')U

wC

0

LL))

z LU

w 2

z0

Q0

L)C

0)

aL

40~~~ Chpe hrlso abr plcto

Information

on

stream discharge

was

obtained

from

the

WES

report

by

Benson

(1976).

Current

data

are

also

available

for

comparison

to

model

results.

Channels

and

cross

sections

were

sketched onto

a

NOAA

chart,

cross-

section

elevations

were

read

from

the

NOAA

chart,

time-dependent water

surface elevation

data

were

read

from

Benson

(1976),

and

all

data

were

entered into

the

appropriate

input

files

using

EDINLET.

Storm

Selection and

Simulation

Charleston is similar

to

Brunswick

in

that most

of

the storms occurring in

the

area

are

alongshore storms.

Again,

it

is

recommended

that

conservative

estimates

of

R

andfbe

used

in

the

simulations.

Values

chosen

for

Charleston

are

shown

in

Figures

18

and

19.

For

tidal

input,

NOAA

Tide

Tables

(U.S.

Department

of

Commerce

1982)

provide

information

on

the

mean

tide

range.

Figure 24

displays a

page from

the

1983

Tide

Tables

for

the

Charleston,

South

Carolina,

area.

The

mean

range for

the

ocean

gage (entrance

-

North

Jetty)

is

5.2

ft

giving

an amplitude

of

2.6

ft. The

stage-frequency

curve

(Myers

1975)

for

Charleston

(Figure

25)

can

be

used

for

determining

stage

at

specific

return

periods

for

Charleston.

Results

from

this

application

are

not

included

in

the

report

and

the

reader is

encouraged

to

use

this

case

as

a

training

example.

41

Chapter

6

Chuileston

Harbor

Application

TA6L0 2. - TIDAL

DI7FFRENCES

AND OTHER CONSTANTS. 1983 Z23

POSITION DIFFERENCES RANGES

Fila

84lht

0*eR.

No. PLACE

Let.

Long. "".e Sorin

Tid.

High I..

High

LOt.ee

mater

wate, Diter

.. n*

.h. .

ft

it

ft

8 4

Sevtk

Caroll.

N|njl

Slay nI

o

C5H48.ST0N. p.96

TI..

Xerlleo.

21*N

25Z3

Frlzter

Point

........

33

19 is 22 .1 20 *2

03

1.79

0.0

3.5

4.1

1:.

2525

Georietown.

Selt~ Rioer.......... ..

33

22 ) 17 22 .2 2 7 .2 21

0.63

-0.65 3.3 3.0 1.4

2522

lerestoes.

Pie

Pee loer 1ride..+.....

33

22 7; 11 .1 34 .2 3S .0.:3 10.3

3.3

3.9

2.4

3.CCllma

Niver

2 52 0 S ch

o

n er C

re

e

k

s

e

t rv er .l. ... ...... 3 3

2

2 2 I "3 2 8 0 . 6 2 *. 6 2 3 .2

I. 8 2. 6

2532

Rthew

7.G*.

I

nle

frth

an ...... 33 33 2 0

00

15

46

*4

00

0.: O2

.56

2.0

3.4 1.4

2S33

aeTi

Creek

entrance..

.... 34 20 U0 :3

38

*4 11

-0.4

0.44

2.3

2.2 1.2

213

S

tlrprise

L .e.d.ng ... ....

3

40

74 .4 .4 14 .5 32

*0.30

*o.3R

2.0

2.4

3.0

2537

T400.11

o........33

45

70

04

.7

10

.207

0.23

*0.25

1.3

1.5 0.6

23

CO .......................

33

so

70

02

-7 67 *7 S1

-0.23

O.23

1.2

2.4

0.4

SOUTH CAROLINA. ODte,

Coost-Co..

25421

Nort.h

lint

Gioer

Ian0et....

............

33

OR 20 35 -0 18 0 94 .0.2 0.0 4.5 5.3 2.2

2643 1 ete

Creek

eNt..

North

Sent.e

eer..

33

12 20 24 .0

02

31 02 ..

0.0

3.8

4.1

1.9

2644

Cede.. ..

l.d

point.

South

Sntee

lIve'..

33

07

20

16 -0

Z3 .0

04

:1.1

4.0

0.1 4.8 2.0

2545

gross I0026d.

So0th

0

Sntee

liver

........

33

09

20 20 *0 20 21 27 1.2.

0.0

4.1

4.8

2.0

2047

Cape aONsts .............................

33

01 79 21

-0

29

-0

21 -..

0.0

4.: 5.1 2.3

IS49 C4PN R::;IN. 48 allil itt

Of.

.......

33

S 78

26

-1 12 12 13 .1

0.0

4.1

4.8

2.0

Hell

Ray

2551

five

Fathom

Creek

entree

.........

33

00 72 30 ;0 13 .0 11

.0.3

0.0

4.9

S.8

2.4

2553 1cCle..e ..

lII.

,erily

Creek

........ "33 01 29

28

80 20 .0 21 :.0:

0.0

.1

0.0

2.1

25 If

Nt1h.r

li.er c !trant.......o.*.......33

02

70 32 .0 a4 .0

32

.0.3 0.0 6.0 5.8 2.4

2552

Jack

Creek

eNtr#Nt

..................

32

56 79

30

-0 21

.0 18

.0.2

0.0

5.0

5.9

2.5

2550 Vkorf Crenk entreec# ................

32

55 79 32 .0 05 -02

-0.2

0.0

5.1

6.0

2.1

2541 Sewee 114.Y ......................... 32 58 20 38 . 0D .0 427

-0.2

0.0

Z.0 5S. 2.5

2563

Capers

IMlet............................

32

6 79 42 .0

16 -0

14

0.0 0.0

S.2

6.1

2.6

2860 weoe$ Islet............................

32

So 79

44

.0

09

.0

1

-0.2

0.0

5.0 5.8 2.5

2S67

Isle of Palms

(Roter

coast)

............. 32 47 29

47

-0 16

.0 13 0.0

0.0

5. 60.1 Z.6

2569

SollVass

I8la8d (ovt0r

coast) ..........

32

46

79

So

-0

Is

-0

16

0.0

S.2

6.1

2.6

ChlrlestoN

Harbor

2322 [ntrie1 (1erth Jetty)..................

32

44

72 48 .0 24

-0

-. 01 2 0.4 5.2 6.1 2.6

2123

fort

Seltor.............................32 45 29 52

-0

40

-0

13

.0.2

0.0

S.0 0.6 2.1

252

The

Coel..................... 3 ...........

32

46 25 5 .0

08

.0

06

.8

0.0

6.2

6.0

2.8

2522 CRARLESTO.

(Cvstoshons.

8hcrf).........

32 4

7

265

Daily

pr4dltIces

5.2 6.1 2.1

2529

Shtpylrd

Crook. 4.3

oile

.1.4.

entranc.

32

So

79

57 S 4 22 .0

16

.0.1

0.0

5.3 8.3 2.6

Cooper

liver

2082

North

CtlrleSt1 ....................

3

2 52 3 .8 30 44 .0 360

.0

0.0

5.2

6.1

2.6

2583 Boos.

Creek

etrle .................

32

64 23 52 .0 50 *0 60 4.0

0.0

5.2 6.1 2.8

2585 Te1l Hell, Roos.

Creek

.............

32

54 29 5o *2

36

.2

03

-0.2 0.0

5.0

5.8 2.5

2587

Sno

foint,

north

of

.................

32

-2 29 50 .0 22 *2 24

.0.3

0.0

4.9

5.8 2.4

2818 DeeU

Hall

.......... .................

33 03

28 56 .2

46

.2 22 .1 8.4

4.1

4.8

2.0

2501

QDebby Croak. EL21 $reech ...........

33

06

28 49 *4

08

*3 42 O.0. 0.9

4.3

6.5 2.2

2883 88.

,brIdj*.

lst

OIt..e...............33 04 29 5? 03

18

.305

-1.0

0.0

4.2

%.a 2.1

Rend.

Glyer

2582 Cesahoy

........ •.....................32 55 29 50 .0 57 .4 39 O.4. 4.0 4.0 2.1 1.0

2

S 9 0 61 S ,O11

.. .. ... ..... ... ... .... .... .3 5 5 2 9

4 4 .2 0 2 .2

2

2 .1 .2

0

.

0

6 . 3 2 .4 3 . 2

Ashley

liver

2601

He36 lO

Creek

(highway

bridge)

.......

32

44 11 5: 04

22

:0 22 4.4

0.0 5.2

I.1 2.:

2103

NIgh.

1

;Grile.......................32

42 4

0

S. *0 22 ,

0

15

1.4

0.0

5.2

, .1 2.4

2648 8130.17 hr5084 (2 02140 iNeo. 32 50 23 SN

.0

22 .0 22 .0.,

0.0

6.5 8.S 2.6

2607

Imet

Ferry

brdog

....................

32

1 l:0

03

.1

14 41 0? **:1

0.0

5.1

6.4 2.5

2609

Magnelie

Gorde

" .. .....

32

1

80

0S ., 16 ., 06

.004

0.0

S.6

6.6

2.8

2812

Greggo

Lndlen..

...................

32

S6

80

0 +1

47

.1

35

.0.9

0.0

6.1

7.2

3.0

SOUTH CAROLINA.

Outer

Coost-Con.

2613

Folly

I1slod

(ertor

coest I.............32 39 20 S1 .0 15

-0

1: 9.0

0.0

5.1 4.2 2.4

615

Folly

3lyer

(b.410.

r1ea 3).............32 34 29 S1 .0 13 :0 48

.0.2

0.0

1.1

6.4

2.1

2612

Ltsarovloe.

1 .114 ebe:;,

Stneo

RS.er

22 4)

80

00

.0 13 .0 04

0.0

S.2 6.2 2.6

2619

l1tott C $C. S*o0e .ONr....... ..........

32

46

30

00

.0

43

.0

49

0.0

8.2

6.1

2.6

2622

Cherc.

Flats.

83.

b.rdge,

Stan. liver...

1

2

45

80

0 .06 O 1 42

.0.5

0.0

0.6

6.2

2.4

04o01.

EdlIOo

Eloer

2123

tockville.

SohIcket

Creek

.......... .2 38 88 22

.0 20 .0

01

.0.8

0.0

5.0

6.8

2.0

24 PonOel

f

PNot

. ..... ... 12

35

30 24 00 16 .0 II

.0.4

0.0

Z.8 6.1 2.4

2625

OseIe tler tre . .. ..... 32

33

80

26 . 48 *0 22

.0.0

0.0

6.2

2.2 3.0

O262 045he

Ferry.

gawk*

Ive r ........s.... 32 30 s0

20

1 i8 .1

00

.1.3 0.4 6.5

7.7

3.2

2129

TOOG'Odao

Creek.

2

fIles

above aeec 32

40

a 8 sI

.*I

.1

0

3I S 2.2 ,

.0

6.4

2.6 3.2

2431 lesge$

Isleed.

Ha,

l|e

sler. 32 01

80

14 .2 29 .0 34 .0.4

0.0

6.6

7.3

3.3

2833

iaI

lne

Point.

Ckurch Creek

.. .3. 2 0o 09 .

43

.0 489 1.2

0.0

7.0

8.3

3.5

a. SA1A063H 82V03 E8T., p.100

2435

Edlito

tCec,

[d2st0

ISland

............ 32

30

30 28

-0

35

-0

41

-1.0

0.0

6.9 6. 2.9

Sects 002.0. RI~er

24327 Son :

y

Creek

oetratN..

...

32

30 0

20 0

0. 6.1 '

.2

3.0

2429

Fetors

Foist. St. Pi0rr1

Creek.

32 32 00 22 . 0 .

2 .0 .

0

.2 . 3 .

2842 fl1 t

Cot

ont..

0.8

Sou1 sth ot ... 31 38 80 23 40 38 .0 SS -0.6

0.0 6.3

7.4 3.1

2443 O

ier

* ntra.

e

................ 32 29

so

23 .1

28

.2

42

-0.6

0.0

6.3

7.4

3.2

2044

J5cksonro

......................... 37 446 s04 1k421 0.2

0.2*

1.9

2.2 0.9

[ndnotel

aen

be

fouod

at 05. VA4

of

table

2.

Figure

24.

Predicted

tide

at

Charleston

Harbor,

South

Carolina

42

Chapter

6

Charleston

Harbor

Application

~z

ZZ

D

BEAUFORT

CHARLESTON

GEORGETOWN

HORRY

7j:

six

COUNTY

a0

COUNTY

~'COUNTY

ab'COUNTY

OwI~

<z 0>

-(

<1<

0I(

x

0,0

>500-YEAR

RECURRENCE

INTERVAL

1.

z 1.

03

~~100-YEAR

13.1130

z

w

00

20

40

60

80

100

120

140

160

180

DISTANCE

FROM

GEORC.IA-SOUTIt

CAROLINA

STATE

LINE

IN

NAUTICAL

MILES

Figure

25.

Storm-plus-tide

stage-frequency

curves

on

the

open

coast

for

South Carolina

(Myers

1975)

Chapter

6

Charleston

Harbor

Application

4

7

Analysis

for

Multi-Inlet

Systems

If

a

particular project

can

be

significantly

affected

by

storm-induced

currents

through

multiple

inlets,

a

variation

in

the

procedure

presented

in

be

applied.

In

most

cases,

one inlet

will

dominate

the

hydraulics

of

a

given

system

and

the storm

analysis

procedure

can

be

carried

out

as

if

the

dominant

inlet were an independent system.

If

insufficient

knowledge

is

known about

a

given

system,

the

following

technique could

be

used

to

evaluate

how

to

apply

the

present

procedure.

As

stated

previously,

two

storm durations

are

determined

from

NOAA data

and

two

surge hydrographs

Pire

developed

for

each

known stage frequency.

These

hydrographs

are

convolved

with

tide at

each

of

four

specified

phases

to

produce

eight surge-plus-tide

time

series

for

running

DYNLETI. The

same

boundary

condition

cannot

be

used

to

force

two

inlet

entrances

unless

they

are

close

together (for

guidance,

separated by

a

distance

less

than

1/2 R).

The

reason

for

this

is

that

there

is

a

phase

lag

between

the

inlet

entrances

if

the

storm

is

passing

alongshore

(the

lag

being

a

function

of

the forward

speed of

the

storm).

If

the storm

landfalls,

the

surge

at

one

inlet

entrance

will

domi-

nate because

it

is

closer

to

the

storm

center.

One

way

to

overcome

this

pro-

blem

is

to

perform

a

preliminary

analysis

to

determine what

boundary

condi-

tions

are

best

suited

for

conducting

the

velocity-frequency analysis

procedure.

Using

a

similar

analogy

for

the

development

of

Equation

4

for

surge

as

a

function

of

time,

Equation

3

can

be

used

to

show

surge

at

a distance

r

from

the

storm's

peak

surge

(usually at

r

=

R)

S,

=

s.[1

-

(6)

For

example,

if

R

is

33

n.m.

and

the

inlets

are

16.5

n.m.

apart,

an

estimate of

the

peak

surge,

S,,

at

the

second

inlet

would

be

S=

So(l

-

e-2)

=

o.S6So

(7)

or

86

percent

of

the

peak

surge,

S.,

at

inlet

so".

Program

SSEL

can

be

used

to

generate data

for

a

given stage

as

described

previously.

SSEL

can

be

run

again

to

calculate

a

second

set

of

data

for

a

44

Chapter

7

Analysis

for

Multi-Inlet

Systems

stage

which

is

14

percent

less

(for

the

example

above).

The first

of

eight

data

sets

in

each

of

these

two SSEL runs

can be

used

as

boundary conditions

to

DYNLETI for

a

preliminary

test.

For

notation,

call

these

two time

series

B.

and

B,

(the peak

of

B,

is

86

percent

of

that

for

B.).

Here

we

assume

the

grid

network provides

for the

complete

representation

of

both

adjacent

inlets

and

how

they connect

to the

project

site.

The

objective

is

to determine

which

inlet,

if

any,

dominates

the

hydro-

dynamic

regime

at

the project

site. This

can be

done

by

running

DYNLETI

twice,

alternative

use

of

B,

and

B,

at

the

two

inlets.

A

third

run

can

be

made

where one

assumes

the peak stage

occurs

at

the midpoint

between

the

two

inlets.

In

this

case,

Equation

6

can

be

used

with

r

=

8.25

n.m.

(following

the

same

example

above).

Here

we

find

that

the

peak

surge

at

both

inlets

is

98

percent

of

the

surge

at

the

midpoint.

In

fact,

as

stated

in

the

guidance

given

previously,

simply

run

the

same stage

time

series

at

both

inlets.

This

preliminary

test should

be run for

a

reasonable

size

storm

(say

a

50-

or

100-

year

return

period

stage).

The

result-

from

the three runs

can

be

analyzed

to

reveal

which case

pro-

duces

the

largest

flood

and ebb

current

at

the project

site.

Then the

analysis

procedure

described

in

be

carried

out for the

multiple

inlet

case

by

applying

the

same

time

series

at

both

inlets

or

by

applying the

time

series

at

one inlet

or

the

other

(decided

from the

above

analysis) and

reducing the

peak

surge

at

the

other

inlet

according

to Equation

6.

The

procedure

described

above

is

probably

conservative.

However,

another

test

could

be

run

to

look

at

a project site

where

storm

passage

along-

shore

dominates

storm

occurrence.

In

this

case,

the time

series

used

at

the

first

inlet

(if

on

the

east

coast

that

would

always be

the

southern-most

inlet)

would

be

lagged in

phase

for

the

second

inlet

by

the

distance between

the

inlets

divided by

the

forward

speed

of

the storm.

Results

from this test

could

be

compared

to

the

tests

above

to

check

the

most

conservative approach.

45

Chapter

7

Analysis

for

Multi-Inlet

Systems

8

Summary

This

report

describes

the process

of

applying

DYNLETI

to

a

tidal

inlet,

specifically

to

Brunswick

Harbor,

Georgia,

for the

purpose

of

estimating

tide

and

storm

response

at

DOT

project

sites.

A

primary DOT

goal

is

to develop methodology

for

estimating

frequency-

indexed

currents

impacting

bridges.

DYNLETI

is

an excellent model

for

computing

storm

currents

precisely

at

bridge piers,

however, a

statistical

procedure

is

needed

to select

what

events

to simulate and

how

the

results

should

be

analyzed

to

yield frequency

of

occurrence

of

storm-induced

velocities.

The

process

of

model

application

involves

several steps

including

data

acquisition,

grid

development,

model

validation,

and

storm

application.

In

this

report,

data

requirements

for

model

validation

as

well

as

for

storm

simulations

are presented. Typically,

DYNLETI

is

tidally-calibrated

with

field

data

to

a

specific

project

site. However,

if

historical

storm

surge

data

are

available,

a

storm

calibration

is

performed.

Once calibrated,

DYNLETI

is

used

to

simulate the hydrodynamic

response

of

the

system

to

storm

events.

Storm hydrographs

are

used

as

input

to

DYNLETI

and

model

results

are

saved

at

critical locations

(i.e.,

near a

bridge

pier).

Velocities

produced

by

the

model

are

thus

used to

construct

velocity-frequency

curves

for

a specific

area.

This

report

covers

the entire

application

process.

46

Chapter

8

Summary

References

Amein,

M.,

and

Kraus,

N.

C.

(1991).

"DYNLETI:

dynamic

implicit

numerical

model

of

one-dimensional

tidal

flow

through

inlets,"

Technical

Report

CERC

91-10,

U.S.

Army

Engineer

Waterways

Experiment

Station,

Coastal

Engineering

Research

Center,

Vicksburg,

MS.

Amein,

M.,

and

Kraus,

N. C.

(1992).

"DYNLETI:

network

model

for

tidal

inlet

dynamics,"

Proceedings

2nd

Eswarine

and

Coastal

Modeling

Conference,

American

Society

of

Coastal

Engineers,

644-656.

Benson,

Howard

A.

(1976).

"Effects

of

40-foot

Charleston

Harbor project

on

tides,

currents,

and

salinity,"

Miscellaneous

Paper

H-76-9,

U.S.

Army

Engineer

Waterways

Experiment

Station, Hydraulics

Laboratory,

Vicksburg,

MS.

Cialone,

M.

A.,

and

Amein, M.

(1993).

"DYNLETI:

model

formulation

and

user

guide,"

U.S.

Army

Engineer

Waterways

Experiment

Station,

Coastal

Engineering

Research

Center,

Vicksburg,

MS.

Ho,

Francis

P.

(1974).

"Storm tide

frequency analysis

for

the

coast

of

Georgia,"

U.S.

Department

of

Commerce, National

Oceanic

and

Atmospheric

Administration,

National

Weather Service,

NOAA

Technical

Manual

NWS

HYDRO-19, Silver

Spring,

MD.

Myers,

V.

A.

(1975).

"Storm tide

frequencies on

the

South

Carolina

coast,"

U.S.

Department

of

Commerce,

National

Oceanic

and

Atmospheric

Administration,

National

Weather

Service,

NOAA Technical

Report

NWS

16,

Washington,

DC.

U.S.

Department

of

Commerce.

(1986).

"Tidal

current

tables

1987,

Atlantic

Coast

of

North

America,"

National

Oceanic

and

Atmospheric

Administration,

National

Ocean

Survey, Washington,

DC.

U.S.

Department

of

Commerce.

(1982).

"Tide

tables

1983,

high

and

low

water predictions,

East

Coast

of

North

and

South

America

including

Greenland,"

National

Oceanic

and

Atmospheric

Administration, National

Ocean

Survey,

Washington,

DC.

47

References

U.S.

Department

of

Commerce.

(1975).

*Some

climatological

characteristics

of

hurricanes

and

tropical

storms,

Gulf

and

East

Coasts

of

the

United

States,"

National

Oceanic and

Atmospheric

Administration,

National

Weather Service,

NOAA

Technical

Report

NWS

15,

Washington,

DC.

U.S.

Department

of

Commerce.

(1979).

"Meteorological

criteria

for

standard

project

hurricane

and

probable

maximum

hurricane

wind-fields,

Gulf

and

East

Coasts

of

the

United

States,"

National Oceanic

and

Atmospheric Administration,

National

Weather

Service, NOAA

Technical

Report

NWS

23,

Washington,

DC.

48

References

Appendix

A

FORTRAN

Listing

for

Program

SSEL

C PROGRAM

SSEL

C

PROGRAM

TO

DEVELOP

STORM

HYDROGRAPHS

FOR

INPUT

TO

C

DYNLETI

TO

DETERMINE FREQUENCY-INDEXED CURRENTS

DIMENSION

T

0ME(81),TIDE(4,801),SURGE(2,801)

1

,RAD(2),SPD(2),YY1(801),YY2(801),YY3(801),DUR(2),

1

TIDMID(4)

C

READ

IN

MAJOR

DATA FOR

SPECIFIC SITE

C

RAD

=

RADIUS TO

MAX

WINDS

C

SPD

-

FORWARD

SPEED

C

DURATION

IS

COMPUTE

AS

A

FUNCTION

OF

RAD

AND

SPD

C

C STOT

=

TOTAL

WATER

ELEVATION

FOR

A

SPECIFIC RETURN

C

PERIOD

(OBTAINED

FROM FEMA)

C

AMP

=

TIDAL

AMPLITUDE

FOR

MEAN

TIDE

AT

THE

SITE

C

SEMID

=

1

FOR

A

DIURNAL

TIDE

AND 2

FOR

A

SEMI-DIURNAL

C

DELT

=

DELTA

T

FOR

TABULAR

INPUT

OF

SURGE

HYDROGRAPH

C

INTO

DYNLETI

C

***********************************4m***********

C

C READ

DATA

WRrTE(*,*) 'ENTER

2

VALUES

FOR

STORM

RADIUS

TO

MAXIMUM

#

WINDS

IN

NAUTICAL

MILES:'

READ(*,*)

RAD(l),RAD(2)

WRITE(*,*) 'ENTER

2 VALUES

FOR

STORM

FORWARD SPEED

IN

#

KNOTS:'

READ(*,*)

SPD(1),SPD(2)

WRITE(*,*) 'ENTER

THE

SURGE

+

TIDE

STAGE

AT

THE

OCEAN

# BOUNDARY

IN FEET:'

READ(*,*)

STOT

WRITE(*,*) 'ENTER

THE

AMPLITUDE

OF

THE

MEAN

TID

AT

THE

# OCEAN BOUNDARY

IN

FEET:'

READ(*,*)

AMP

WRITE(*,*)

'ENTER

1

FOR

A DIURNAL

TIDE

AND 2

FOR A

#

SEMI-DIURNAL:'

READ(*,*)

SEMID

Appendix

A:

FORTRAN

Listing

for

Programrn

SSEL

Al

WRITE(*,*) 'ENTER

THE

TIME INTERVAL

IN

HOURS

FOR

CREATING

MH

INPUT

STAGE

TIME

SERIES

TO

DYNLETI

(USUALLY

.25

OR

.5

#HRS):"

READ(*,*)

DELT

C

NEND=

100./DELT+

1.01

NEND2=NEND/2

+ 1

NEND21-=NEND2+

1

K=0

CC

J1

AND

J2

DEFINE

THAT

PORTION

OF THE

COMBINED

CC

SURGE

PLUS

TIDE

FILE

CREATED

BY

THIS

PROGRAM.

CC

THIS PROGRAM DEVELOPS

100

HOURS

OF SURGE

PLUS

CC

TIDE-YOU

NEED

ONLY

SIMULATE

FROM HOUR

30

TO

CC

70

TO

CAPTURE

PEAK

FLOOD

AND

EBB

CONDITIONS.

CC

THUS

Ji

AND

J2

ARE SET

THE

APPROPRIATE TIME

CC

DIVIDED

BY

DELT

+ 1

JI=30./DELT

+

1.01

J2=70./DELT

+

1.01

PER

-

12.42

IF(SEMID

.EQ.

1.0)

PER

=

24.84

DUR(1)-RAD(1)/SPD(2)

DUR(2)

-RAD(2)/SPD(1)

PI=3.141592654

SHFT50=

100*PI/PER

CC COMPUTE

TIDE

AND

SHIFT 50

HOURS

DO

30

N=-1,4

DO

20

NN-

1,NEND

XN=NN-1

PHASE=(PI/180.)*(N-1)*90.

TIME(NN)=DELT*XN

20

TIDE(NNN)=

AMP*COS(2.*PI*TIME(NN)/PER+PHASE-SHFTSO)

30

T-I•MD(N)=TIDE(N,NEND2)

CC

CC COMPUTE

SURGE

TABLES

FOR DYNLETI

INPUT

STORM

CC

HYDROGRAPHS

CC

THERE

ARE

8

TABLES:

COMBINATION

OF

4

TIDE

AND

2 STORMS

CC

YY3

=

TOTAL

ELEVATION -

INPUT

FOR

DYNLETI

CC

YY1

-

TIDE;

YY2

=

SURGE

-

AVAILABLE

FOR

PRINT/PLOT

CC

OPEN(UN1T=

10,

FILE=-'SSEL.OUT')

ISTM

=1

DO

9000

NTIDE=

1,4

CC

COMPUTE

STORM

SURGE

DO

1000

N-1,2

DUMT

=0.

SURGE(N,NEND2)=

1.

A2

Appendix

A:

FORTRAN

Listing

for

Program

SSEL

DO 1000

NN-NEND21,NEND

DUMT=DUMT+DELT

SURGE(N,NN)=(1.-EXP(-DUR(N)IDUMT))

1000

SURGE(N,NEND

+

-NN)m

SUROE(N,NN)

cc

SRGMLTrnSTOT-TlDMID(NTlDE)

DO

9000

NSTRM=

1,2

DO

2000

NN=

1,NEND

SURGE(NSTRMNN)=

SURGE(NSTRM,NN)*SRGMLT

YY3(NN)=ITDE(NTIDE,NN)+SURGE(NSTRM,NN)

2000

CONTINUE

YMAX-0.

DO

3000

NN-

1,NEND

I[F(YY3(NN)LT.YMAX)

GO

TO

3000

YMAX=YY3004)

NMAX=NN

3000

CONTINUE

3001

SURMUL=

(STOT-TIDE(NTIDE,NMAX))ISURGE(NSTRM,NMAX)

DO

4000

NN=

I,NEND

YYI(NN)=TIDE(NTIDE,NN)

YY2(NN)-SURGE(NSTRM,NN)*'SURMUL

YY3(NN)=YY1(NN)

+YY2(NN)

CC

INCLUDE

AN OUTPUT

STATEMENT

IF

NEEDED

CC

WRITE

( )

NN,TIME(NN),Yy1(NN),YY2(NN),YY3(NN)

CC

OR

INCLUDE A

PLOT

OF

THE

CURVES

LATER

4000

CONTINUE

YMAX=0.0

DO

5000

NN=

,NEND

IF

(YY3(NN).LT.YMAX)

0O

TO

5000

YMAX=YY3(NN

NMAX=NN

5000

CONTINUE

.IEF

(YMAX

.GT.

(STOT+0.001))

GO

TO

3001

CC

WRITE

AN

EXTER.DAT FILE

FOR

DYNLET1

WRITE

(10,*)

'OUTPUT

FILE

FROM

SSEL

MODEL'

WRITE

(10,*)

'NUMBER

OF

TIMESTEPS'

IDUM=J2-J1

+ 1

WRITE

(10,*)

IDUM

WRITE

(10,4001)

(TMEQJ),YY3QJ),J=J142)

4001

FORMAT(8F10.5)

CC

JI

AND

J2

ARE

THAT

PORTION

OF

THE

CURVE

TO

MODEL

cc

CC

CALL

A

PLOT

ROUTINE

TO INSPECT

RESULTS

cc

WRnTE(*,*)

ISTM,'

*STORM

TIME

SERIES

HAS

BEEN

WRrI7IEN TO

FILE**

ISTM

=ISTM+

1

Appendix

A:

FORTRAN

Listing

for

Program

SSEL

A

9000 CONTINUE

CC

CALL

ADDITIONAL PRINT

OR

PLOT

ROUTINE

STOP

END

A4

Appendix

A:

FORTRAN

Liting

for

Program

SSEL

Appendix

B

FORTRAN

Listing

for

Program

VANAL

C

PROGRAM VANAL

C

CODE

TO

ANALYZE

STORM-INDUCED VELOCITIES

C

ASSUMES

EQUAL

PROBABILITY

FOR

ALL

STORM-TIDE

C

EVENTS

SIMULATED

AND

APPLIES STANDARD WEIBULL

C

FORMULA

TO

GIVE

PROBABILITY

DISTRIBUTION

C

VANAL

READS

FILES

PRODUCED BY

DYNLETI

VIA

VPLOT

C

ROUTINE-NAMELY,

FILES

OF

VELOCITY

TIME

SERIES

C AT

POINTS

WHERE

FREQUENCY INDEXED

VELOCITIES

ARE

C

NEEDED.

C

DIMENSION

VELFLD(8,20),VELEBB(8,20)PROB(8)

DIMENSION

STAGE

(10)

C

HANDLES

A

LIMIT

OF

20

GAGES

FOR

VELOCITY

OUTPUT

DIMENSION V(200,20)

OPEN

(UNIT=

10,

FILE='VTOTAL.DAT')

OPEN

(UNIT=

11,

FILE='VANAL.OUT')

CC

READ DATA FROM SCREEN

WRITE

(*,*)

'ENTER

NUMBER

OF

VELOCITY

GAGE POINTS:

READ

(*,*)

NVELPTS

WRITE (*,*)

'ENTER

LENGTH

OF

VELOCITY

TIME

SERIES:

READ (*,*)

NVL

WRITE

(*,*)

'

ENTER

NUMBER

OF

STAGES

TO

ANALYZE:

III

READ

(*,)

NSTAGE

IF(NSTAGE.GT.

10)

THEN

WRITE(**)

'MAXIMUM

NUMBER

OF

STAGES

TO

#ANALYZE

IS

10'

GO

TO

10I

END

IF

WRITE

(ND)

'ENTER

VALUES

FOR

EACH

STAGE:

READ(*,*)

(STAGE(),I=

1,NSTAGE)

Bl

Appendix

0:

FORTRAN

Listing

tar'

Progremn

VANAL

CC

SET

INVARIANTS-PROGRAM

SET

FOR

8

EVENTS

(2

STORMS

cc

X

4

TIDES)

NEVENT=8

XNEVENT=

8.

C

SET

PROBABILITY

ACCORDING

TO

WEIBULL

FOR

8

EVENTS

C

(M19)

DO

2

N=

1,NEVENT

XN=N

2

PROB(N)=XN/(1.+XNEVENT)*100.

CC

C

MAJOR

LOOP

OVER

THE

NUMBER

OF

STAGES

TO

READ

AND

C

ANALYZE

8

STORM

TIDE

EVENTS FOR

EACH

STAGE

DO

100

NS=

1,NSTAGE

CC

READ VELOCITY

FILES

FROM

DYNLET1-ASSUME

FILES

CC

HAVE BEEN CREATED

BY

RUNNING

8

DYNLETI

CC

SIMULATIONS

FOR

EACH

STAGE

DO

1000

N

=1,NEVENT

CC

READ VELOCITY TIME

SERIES

FOR EACH

GAGE

POINT

READ(10,*)

DO

101

I

- 1,NVL

READ

(10,99)

(IDUMI,IDUG2,V(I,NV),NV-I,NVELPTS)

98

FORMAT

(15,17,II1,4X,FI0.2)

99

FORMAT (10X,17,I11,4X,F10.2)

101

CONTINUE

C

CC

DETERMINE

MAX

AND

MIN

IN VELOCITY

FOR EACH

EVENT

CC

(N)

AND EACH

VELOCITY

GAGE

POINT

(NV)

DO

1001

NV

=

1,NVELPTS

VELFLD(N,NV)

=0.

VELEBB(N,NV)=0.

DO

1002

1

=

1,NVL

IF

(VELFLD(N,NV)

.LT.

V(INV))

VELFLD(N,NV)=V(INV)

IF

(V(INV)

.LT.

VELEBB(N,NV))

VELEBB(N,NV)=V(I,NV)

1002

CONTINUE

1001

CONTINUE

1000

CONTINUE

C

DETERMINE

RANK

FOR

POINT

FOR

8

EVENTS

DO

500

NV

=

1,NVELPTS

B2

Appendix

8:

FORTRAN

Listing

for

Program

VANAL

CALL

INSSORT

(VELFLD,NEVENT)

CALL

INSSORT (VELEBB,NEVENT)

WRITE

(11,4)

NS,STAGE(NS),NV

4

FORMAT

(' STAGE

',12,'

=

',F1O.5,'

FT

#FOR

GAGE

POINT NO.',12/

#

'RANK

VEL FLD

VEL

EBB

PROB')

DO

1005

N=

1,NEVENT

WRITE

(11,3)

N,

VELFLD(N,NV),

VELEBB(NEVENT-N+

1,NV),

#

PROB(N)

1005

CONTINUE

3

FORMAT

(3X,I2,3X,2(F7.2,2X),FS.0)

500

CONTINUE

100

CONTINUE

STOP

END

SUBROUTINE

INSSORT

(X,N)

IMPLICIT NONE

C

SORT

X(N)

IN

ASCENDING ORDER

INTEGER

N

REAL

X(N)

REAL

XX

INTEGER IJ

DO

1

J=2,N

XX=X(J)

DO

2

=-1,1,-i

IF

(X()

.LE.

XX)

GO

TO

3

X(1+1)

=

X(1)

2

CONTINUE

I-0

3

X(+

1)

=

XX

1 CONTINUE

RETURN

END

B3

Appendix

B:

FORTRAN

LUsting

for

Program

VANAL

Appendix

C

Miscellaneous

Brunswick

Harbor

Results

BRUNSWICK

HARBOR

STORM

SURGE

SIMULATION

STAGE

NO.1

-7.1

0

o

0

c0'

x

0

00

a_.

C) X 0

r- J

o

x

0

c;-o

X 0

?g~

CBX

0X o-I

0

FLOOO

X

EBB

0.0

5.0

10.0 15.0

20.0

2;.0

VELOCITY

(FPS)

Appendix

C:

Miscellaneous

Brunswick

Harbor

Results

C1

BRUNSWICK

HARBOR

STORM

SURGE

SIMULRTION

STAGE

NO.

2

-

12.0

ox 0

0

x 0

00

C'. x

•-

o x

SX

0

00

ox

0

0.0

5.0

10.0

15.0

20.0

25.0

VELOC0TY

(FPS)

C2

Appendix

C:

Miscellaneous

Brunswick

Harbor

Results

BRUNSWICK

HARBOR STORM

SURGE

SIMULATION

STRGC

NO.3

-

14.S

0

01

NX

x 0

x

cc

_..d

00

o1:: ,

00

0

FLOOD

X

CBS

I I

0.0

5.0

10.0

15.0

20.0

25.0

VELOCITY

(FPS)

Appendix

C:

Mi-

ellaneous

Brunswick

Harbor

Results

C3

BRUNSWICK

HAIRBOR

STORM

SURGE

SIMIULATION

STRG"

NO.4

-

20.0

o 0

Cx

00

co

CD

Q.

mx

-0

,-J

a-

U--t,

C;

o7

00 0

FLOOD

X

EBB

0.0

5.0

10.0

15.0

20.0

25.0

VELOCITY

(FPS)

C4

,ý%.,Pervd,x

C

miscellaneous

Brunswick

Harbor

Results

Xo

00

T-J

'I

Ir I

oxI,

m0

""

--"

-

zX

(Co

MCDc

0

rnZ

"X L, o,

i.

oo

I-

0T

LW)

--

"

"'"

.. x

Y.1

._-

ini

z

I I I I I I I i

O1

oI

O0

"

alI

0"0

Oll-

o0"- o0"-

o'-

(SdJ)

113013A

Appendix

C:

Misoellaneoqs

Brunswick

Harbor

Results

C5

0

SI

ox

II

0

--

S;

z

m

o!•I -•

(SJ)

III3013

C6

o

Bo

In

"X

I"

0 0

__

_

__

_

__

_

__

_

__

_

__

_

__

_-__

__

_

0

.

C6

..

Appendix

..

C:M.elne

rnw

ck

abr

eut

Appendix

D

DYNLET1

Input

Data

Files

for Brunswick

Harbor

START.DAT

file

* * * * * * * * * *

*

* Brunswick Harbor

* * * * * * * * * * * * *

Georgia

S88*8 8*8*

88*i

S8

8*8

STARTMA

crea•te

on

01/19

at

18:33.

A 2 * * * * 8Uni8*t*

A.

Un

8Sit

of Dstance ••

B

Chanerls

JuncmtionsanExealBudrNos

B.

Channels,# Junctions,

an#tra

Boundary Nodes

3 1 3

Appendix

0:

DYNLET1

input Data

Files

for

Brunswick

Harbor

D

1

B.2

Channel

Descriptions

Channel

No.

Start

End

1 1 13

2

14

24

3

25

43

B.3

Junction Number

Nodes

1

3

13

14

25

BA

Boundary

Point

Node

ID

Parameters

1 1 1

2

24

2

3

43

2

C

Computational

Parameters

C.

1

Computation

time

step

in

seconds

1800.00

C.2

Maximum

Iterations

per

time

step

10

C.3

Number

of

printout

times

16

C.4 Print

times

in

hours

6.00

7.00

8.00

9.00

10.00

11.00

12.00 13.00

14.00

15.00

16.0

17.0

18.0

19.00

20.0

21.0

C.5

Number

of

output

stations

43

C.6

Output

Stations

1

2

3

4

5

6

7

8

9

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

D

Node

Parameters

D.

I

Node

Distances

0.0

7333.0

16166.0

20433.0 25433.0

29933.0

34600.0 39433.0 43933.0

46433.0 48933.0

51933.0

55600.0 55600.0 59933.0

62433.0

64933.0

67433.0

70100.0

72600.0

75600.0

80600.0

85933.0

100000.0

55600.0 60600.0

65767.0 70767.0

73267.0

75767.0

80767.0

83267.0 84533.0 84733.0

84833.0

85033.0

86033.0 88543.0

91043.0 93867.0

101710.0

106700.0

121000.0

D

2

Appendix

D:

DYNLET1

Input

Data

Files

for

Brunswick

Harbor

D.2

X

Coordinates

0.0

0.0 0.0

0.0

0.0 0.0 0.0

0.0

0.0 0.0

0.0 0.0 0.0

0.0

0.0 0.0 0.0

0.0

0.0 0.0

0.0

0.0 0.0

0.0

D.3

Y

Coordinates

0.0

0.0 0.0

0.0

0.0 0.0

0.0

0.0 0.0

0.0

0.0 0.0

0.0

0.0 0.0

0.0

D.4

Lateral

Inflow

0 0 0 0

0

0 0 0 0 0

0

0 0 0 0

0

0 0 0 0

0

0 0 0 0

0

0 0 0 0 0

0

0 0 0 0

0

D.5

Reference

Elevations

0.0 0.0

0.0

0.0 0.0

0.0

0.0 0.0 0.0 0.0

0.0

0.0 0.0

0.0

0.0 0.0

0.0

0.0 0.0

0.0

D.6

Channel

Alignment

Angles

0.0

0.0 0.0 0.0

0.0

0.0 0.0

0.0

0.0 0.0

0.0

0.0 0.0

0.0

0.0 0.0 0.0

0.0

0.0 0.0 0.0 0.0

0.0

0.0 0.0

0.0

D3

Appendix

0:

DYNLET1

Input

Date

Fies

for

Brunswick

Heabor

D.7

Transition

Loss

Coefficients

0.00

0.00 0.00

0.00

0.00 0.00 0.00 0.00

0.00

0.00 0.00

0.00

0.00 0.00 0.00

0.00

0.00 0.00

0.00

D.8

Initial

Water

Level

5.0

5.0 5.0

5.0

D.9

Initial

Discharge

0.0

0.0 0.0

0.0

0.0 0.0

0.0

0.0 0.0 0.0 0.0

0.0

0.0 0.0

0.0

0.0 0.0

0.0

D4

Appendix

D:

DYNLETI

Input

Data

Files

for

Brunswick

Harbor

SECTION.DAT

file

E

Cross

Section

Geometry

and

Friction

Coefficients

E.

I

Node Number

of

Elev

Pts

1 11

E.2

Stations

and

Elevations

0.00

-24.00

3333.30

-25.00

6666.70

-26.00

10000.00

-27.00

13333.30

-29.00

16666.70

-29.00

18333.30

-30.00

20000.00

-32.00

21666.60

-30.00

22500.00

-29.00

23333.30 -30.00

E.3

Mannings

Coefficient

at

each

station

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250

E.1

Node

Number

of

Elev

Pts

2

16

E.2

Stations

and

Elevations

0.00

-22.00

3333.30

-23.00

6666.70

-23.00

10000.00

-29.00

13333.30

-30.00

15333.30

-32.00

16666.70

-32.00

19000.00

-33.00

21333.30 -34.00

23333.30 -33.00

26666.60

-28.00

28666.60

-30.00

31000.00

-31.00

36666.60 -36.00

37333.30

-35.00

39000.00

-30.00

E.3

Mannings Coefficient

at

each

station

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

E.

1

Node Number

of

Elev

Pts

3

17

E.2

Stations

and

Elevations

0.00

-16.00

6666.70

-16.00

10000.00

-15.00

13333.30

-19.00 16666.70

-32.00

17333.30 -18.00

18333.30 -17.00

20000.00

-18.00

23333.30

-26.00

25000.00

-29.00

26333.30

-30.00 27666.60

-32.00

29166.60 -30.00

32166.60

-32.00

34500.00

-30.00

36666.60

-29.00

38333.30

-28.00

E.3

Mannings Coefficient

at each

station

0.0250 0.0250 0.0250 0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250 0.0250

E.

I

Node

Number

of

Elev

Pts

4

19

Appendix

0:

DYNLET1

Input

Data

FiRes

for Brunawick Harbor

D5

E.2

Stations

and

Elevations

0.00

-10.00

4000.00

-10.00

5000.00

-14.00

6666.70

-15.00

9000.00

-12.00

9666.70

-6.00

11666.70

-9.00

13333.30 -12.00

13833.30

-18.00

15000.00

-21.00

16666.70

-32.00

18333.30

-12.00

20000.00

-12.00

22166.60

-18.00

23333.30

-21.00

26666.60

-26.00

28333.30 -29.00

33333.30

-30.00

37666.60

-28.00

E.3

Mannings Coefficient

at

each

station

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250 0.0250 0.0250

0.0250

E. I

Node

Number

of

Elev

Pts

5

24

E.2

Stations

and

Elevations

0.00

-5.00

333.30

-6.00

1666.70

-10.00

4000.00

-12.00

5000.00 -15.00

6666.70

-12.00

9333.30

-14.00

11666.70

-7.00

13500.00

-12.00

14333.30

-14.00

15333.30

-12.00 16666.70

-32.00

17000.00

-18.00

17166.60

-12.00

17400.00

-6.00

17833.30

-3.00

18166.60

-6.00

19333.30

-10.00

21000.00

-12.00

22166.60

-15.00

24000.00

-18.00

25333.30

-21.00

29333.30

-24.00

36666.60

-24.00

E.3

Mannings Coefficient at

each

station

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250

0.0250 0.0250 0.0250 0.0250

E.1

Node

Number

of

Elev

Pts

6

22

E.2

Stations

and

Elevations

0.00

-7.00

1666.70

-12.00

3333.30

-6.00

4666.70

-6.00

5333.30

-7.00

6000.00

-6.00

6666.70

-7.00

8666.70

-12.00 12666.70 -12.00

14000.00

-13.00 15000.00 -15.00 16166.70 -18.00

16666.70

-32.00

17333.30

-18.00 17666.60 -12.00

18833.30

-6.00

20000.00

-6.00

21000.00

-12.00

23666.60

-18.00

27333.30

-20.00

30000.00

-19.00

34666.60

-20.00

E.3

Mannings Coefficient at

each

station

0.0250

0.0250 0.0250 0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

D6

Appendix

D:

DYNLET1

input Data

Files

for

Brunswick

Harbor

E.1 Node

Number

of

Elev

Pts

7

30

E.2

Stations

and

Elevations

0.00

-3.00

3333.30

-6.00

3833.30 -8.00

9333.30

-10.00 12666.70

-8.00

13333.30

-12.00

15333.30

-16.00

16066.70 -18.00 16666.70

-32.00

17000.00

-30.00

17033.30

-24.00

17066.60

-18.00

17100.00 -12.00 17133.30

-6.00

17333.30

-4.00

17833.30

-6.00

18333.30

-8.00

19333.30

-6.00

20000.00

-6.00

21266.60

-8.00

21666.60

-5.00

22166.60

-4.00

22500.00

-4.00

24000.00

-12.00

25000.00

-13.00

26666.60

-16.00

29333.30

-15.00

33333.30

-13.00

35000.00

-13.00

38333.30

-12.00

E.3

Mannings Coefficient

at

each

station

0.0250

0.0250 0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

E.1

Node

Number

of

Elev

Pts

8

26

E.2

Stations

and

Elevations

0.00 -5.00

6666.70

-5.00

7000.00

-6.00

8333.30

-11.00

10000.00

-6.00

10833.30

-5.00

11666.70

-6.00

13666.70 -12.00 16000.00

-18.00

16666.70

-32.00

17066.60

-30.00

17800.00

-24.00

17866.60

-18.00 17933.30

-6.00

18000.00

-1.00

20333.30 -3.00

21333.30

-10.00

21833.30

-3.00

22166.60

-6.00

23000.00

-10.00

24000.00

-6.00

25000.00

-3.00

27000.00

-12.00

28333.30

-15.00

29666.60

-12.00

33333.30

-10.00

E.3

Mannings Coefficient at

each

station

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

E.1

Node Number

of

Elev

Pts

9

37

E.2

Stations

and

Elevations

0.00

4.00

3333.30

0.00

3666.70

-0.50

4666.70 -4.00

7000.00

-7.00

9166.70

-5.00

12000.00

-6.00

13000.00

-6.00

14333.30

-5.00

16000.00

-6.00

17000.00

-10.00

18000.00

-12.00

18333.30

-18.00 19333.30

-29.00

20000.00

-36.00

20833.30

-18.00

21000.00

-12.00

21333.30

-11.00

D7

Appendix

0:

DYNLET1

input

Data

File.

for

B~runhwiok

Harbor

22000.00

-12.00

23333.30

-11.00

24166.60

-6.00

24333.30

0.00

24500.00

1.00

24666.60

0.00

25333.30

-4.00

26166.60

-6.00

27000.00

-11.00

27666.60

-6.00

28000.00

0.00

28333.30

1.00

28666.60

0.00

29333.30

-12.00

30333.30

-6.00

30666.60

-6.00

32000.00

-8.00

33000.00

-6.00

35500.00

-6.00

E.3

Mannings Coefficient at

each

station

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250

0.0250 0.0250 0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

E.1

Node

Number

of

Elev

Pts

10

37

E.2

Stations

and

Elevations

0.00

4.00

2666.70

0.00

3333.30

-0.50

4666.70

-4.00

6666.70

-7.00 9666.70

-5.00

12000.00

-6.00

12666.70 -10.00 13333.30

-6.00

14666.70

-4.00

16000.00

-7.00

17000.00

-6.00

17666.60

-10.00

18000.00

-6.00

18333.30

-1.00

18600.00

-6.00

18666.60 -12.00 18800.00

-18.00

19000.00

-24.00

19333.30

-52.00

20333.30

-40.00

21000.00

-22.00

21333.30

-18.00

21566.60

-12.00

22000.00

-10.00

22666.60

-12.00

23000.00

-16.00

23266.60

-12.00

23333.30

-6.00

23366.60

-0.50

23666.60

-0.50

24333.30

-1.00

25000.00

-6.00

25333.30

-6.00

25666.60

-0.50

27000.00

0.00

28333.30

4.00

E.3

Mannings Coefficient at

each

station

0.1200

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.1200

0.1200 0.0250 0.0250 0.0250

0.

1200

0.0250

E.

1

Node

Number

of

Elev

Pts

11

25

E.2

Stations

and

Elevations

0.00

1166.70

-0.50

3333.30

-5.00

10000.00

-6.00

10333.30

-7.00

10666.70

-6.00

11500.00

-6.00

12000.00

-10.00

12500.00

-6.00

14166.70

-1.00 15333.30

-0.50

15666.70

-6.00

15866.70 -12.00 16066.70

-18.00

16666.70

-43.00

17333.30

-60.00

18333.30

-21.00

18800.00

-18.00

D8

Appendix

D: DYNLETI

Input

Data

Files

for

Brunswick

Harbor

19066.60

-12.00

19200.00

-6.00

19233.30

-0.50

19500.00

-0.50

19666.60

-1.00

20000.00

-0.50

20333.30

0.00

E.3

Mannings Coefficient

at

each

station

0.1200 0.1200 0.0250

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.1200 0.1200

0.0250

0.0250 0.0250 0.0250 0.0250

0.0250 0.0250

0.0250

0.0250 0.1200

0.1200

0.0250

E.1

Node

Number

of

Elev

Pts

12

21

E.2

Stations

and

Elevations

0.00 4.00

1500.00

0.00

2000.00

-0.50

3333.30

-4.00

5333.30

-4.00

6133.30

-0.50

7066.70

-0.50

7666.70

-2.00

8166.70

-6.00

8500.00

-12.00

8666.70

-18.00

9166.70

-20.00

10000.00

-53.00

10666.70

-68.00

12266.70

-24.00

12300.00 -18.00 12333.30 -12.00

12400.00

-6.00

12466.70

-0.50

12600.00

0.00

13000.00

4.00

E.3

Mannings Coefficient

at

each

station

0.0250 0.0250 0.0250 0.0250

0.0250 0.0250

0.0250 0.0250 0.0250 0.0250

0.0250 0.0250

0.0250 0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

E.I

Node

Number

of

Elev

Pts

13

16

E.2

Stations and

Elevations

0.00 4.00

2600.00

0.00

2900.00

-0.50

3100.00

-6.00

3200.00

-12.00

3333.30

-18.00

5000.00

-33.00 6666.70

-42.00

7666.70

-36.00

8000.00

-24.00

8033.30

-18.00

8066.70

-12.00

8100.00

-6.00

8133.30

-0.50

8566.70

0.00

10000.00

4.00

E.3

Mannings Coefficient

at

each

station

0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

E.I

Node Number

of

Elev

Pts

14

16

E.2

Stations

and

Elevations

0.00

4.00

2600.00

0.00

2900.00

-0.50

3100.00

-6.00

3200.00

-12.00

3333.30

-18.00

5000.00 -33.00

6666.70

-42.00

7666.70

-36.00

8000.00

-24.00

8033.30

-18.00

8066.70

-12.00

8100.00

-6.00

8133.30

-0.50

8566.70

0.00

10000.00

4.00

E.3

Mannings Coefficient

at

each

station

0.0250

0.0250 0.0250

Appendix

0:

DYNLETI

Input

Date

Files

for

Brunswick Harbor

D9

0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250

E.1

Node Number

of

Elev

Pts

15

20

E.2

Stations

and

Elevations

0.00

0.50

3333.30

0.50

4666.70

0.00

6266.70

-0.50

6333.30

-1.00

6833.30

-4.00

8333.30

-2.00

8933.30

-6.00

9333.30

-12.00

9900.00

-18.00

10000.00 -19.00 10433.30

-18.00

11066.70 -18.00 11666.70

-22.00

12200.00

-18.00

12400.00

-12.00 12833.30

-6.00

13066.70

-0.50

13333.30

0.00

13666.70

4.00

E.3

Mannings Coefficient at

each

station

0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.050

0.0250

E.

I

Node

Number

of

Elev

•1ts

16

28

E.2

Stations

and

Elevations

0.00 0.50

1733.30

0.00

2166.70

-6.00

2266.70

-12.00

2300.00

-13.00

2333.30

0.00

3000.00

0.50

5666.70

0.00

5766.70

-0.50

6000.00

-22.00

6066.70

-0.50

7333.30

-0.50

8000.00

-2.00

8266.70

-6.00

8466.70

-12

QO0

8666.70

-18.00 10066.70

-18.00 10733.30 -12.00

10800.00

-6.00

10866.70

-0.50

11000.00

-6.00

11666.70 -10.00

12333.32

-6.00

13100.00

-0.50

13233.30

0.00

15000.00

0.50

17833.30

0.00

19666.60

4.00

E.3

Mannings Coefficient

at

each

station

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250

E.I

Node

Number

of

Elev

Pts

17

20

E.2

Stations

and

Elevations

0.00 0.50

6900.00

0.00

7000.00

-0.50

7400.00

-6.00

7833.30

-12.00

8166.70

-18.00

8333.30

-18.00

8733.30

-12.00

9000.00

-7.00

9500.00

-12.00

9766.70

-12.00 10233.30

-6.00

10333.30

-5.00

11000.00

-3.00

11266.70

-6.00

11666.70

-10.00 12600.00

-6.00

13066.70

-0.50

13666.70

0.00

16666.70

2.00

E.3

Mannings Coefficient at

each

station

0.0250 0.0250

0.0250

D10

Appendix

D: DYNLET1

Input

Data

FilRe

for

Brunswick

Harbor

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

E.1

Node Number

of

Elev

Pts

18

33

E.2

Stations

and

Elevations

0.00

0.50

4500.00

0.50

4533.30

0.00

4566.70

-6.00

4600.00

-12.00

5500.00

-18.00

6000.00 -30.00 6500.00

-18.00

6666.70

-12.00

6733.30

-6.00

6833.30

-0.50

7066.70

0.00

7500.00

0.50

8166.70

0.00

8666.70

-0.50

9266.70

-6.00

9333.30

-12.00

9366.70

-18.00

9833.30

-20.00

10266.70

-18.00

10500.00

-12.00

10666.70

-6.00

11000.00

-0.50

11933.30

-0.50

12066.70

-6.00

12333.30 -10.00 12500.00

-12.00

13166.70 -12.00

13733.30

-6.00

14066.70

-0.50

14500.00

0.00

17333.30

0.50

17533.30

4.00

E.3

Mannings Coefficient

at

each

station

0.0250 0.0250 0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

E.I

Node

Number

of

Elev

Pts

19

38

E.2

Stations

and

Elevations

0.00

0.50

2333.30

0.00

2666.70

-3.00

2800M0

-3.00

2866.70

0.00

4000.00

0.50

4066.70

4.00

4133.30

0.50

6000.00

0.00

6200.00

-12.00

6266.70

-18.00

6400.00

-20.00

6533.30

-18.00

6800.00

0.00

7000.00

0.50

7133.30

0.00

7166.70

-6.00

7333.30

-9.00

7666.70

-6.00

7833.30

0.00

8000.00

0.50

9666.70

0.50

9833.30

0.00

10000.00

-18.00

10333.30

-26.00

10733.30

-12.00

11000.00

-0.50

11600.00

0.00

12500.00

0.50

13066.70

0.00

13200.00

-0.50

14000.00

-12.00

14333.30

-14.00

14500.00

-12.00

15066.70

-0.50

15266.70

0.00

23666.60

0.50

25000.00

4.00

E.3

Mannings

Coefficient

at

each

station

0.0250 0.0250

0.0250

0.0?.•

0.0250

0.0250 0.0250

0.0250

0.025v

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250

0.0250 0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250 0.0250 0.0250

0.0250

0.O250

Dl1

Appendix

D: DYNLET1

Input

Data

FRies

for

Brunswick

Harbor

E.

1

Node

Number

of

Elev Pts

20

38

E.2

Stations

and

Elevations

0.00

0.50

1000.00

0.50

1166.70

0.00

1266.70

-6.00

1666.70

-7.00

1933.30

-6.00

2066.70

0.00

3333.30

0.50

6666.70

0.00

7333.30

0.00

7400.00

-6.00

7666.70

0.00

8000.00

-38.00

8266.70

0.00

10000.00

0.50

11000.00

0.50

11200.00

4.00

11600.00

0,50

12166.70

0.00

12333.30

-0.50

12400.00

-6.00

12533.30

-12.00

12733.30

-18.00 13333.30

-23.00

13533.30

-18.00 13733.30

-0.50

13833.30

0.00

15000.00

0.50

16066.70

0.50

16100.00

0.00

16133.30

-6.00

16830.00

-12.00

17066.60

-14.00

17266.60 -12.00 17466.60

-6.00

17833.30

-0.50

20000.00

0.50

23666.60

4.00

E.3

Mannings Coefficient

at

each

station

0.0250 0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250 0.0250

0.0250

0.0250 0.0250

0.0250 0.0250 0.0250

0.0250

E.

1

Node

Number

of

Elev

Pts

21

33

E.2

Stations

and

Elevations

9.00

0.50

666.70

0.50

733.30

0.00

833.30

-6.00

1166.70

-9.00

1466.70

-6.00

1633.30

0.00

1666.70

0.50

8000.00

0.50

8166.70

0.00

8266.70

-6.00

8400.00

-20,00

8533.30

0.00

8666.70

0.50

12400.00

0.50

12433.30

0.00

12600.00

-6.00

12733.30

-12.00

13166.70

-15.00

13333.30

-15.00

13600.00

-6.00

13700.00

0.00

13733.30

0.50

16500.00

0.50

16533.30

0.00

16666.70

-0.50

16866.60

-12.00

17133.30 -18.00

17333.30

-30.00

17666.60

-18.00

17866.60

0.00

17900.00

0.50

19000.00

4.00

E.3

Mannings

Coefficient

at

each

station

0.0250

0.0250 0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250 0.0250

0.0250

E.

1

Node

Number

of

Elev

Pts

22

26

E.2

Stations

and

Elevations

D

12

Appendix

D: DYNLET1

Input

Data

Files

for

Brunswick

Harbor

0.00 0.50

1666.70

0.50

1700.00

0.00

1800.00

-6.00

2166.70

-11.00

2400.00

-6.00

2600.00

0.00

2666.70

0.50

5800.00

0.50

5833.30

0.00

5933.30

-5.00

5966.70

0.00

6000.00

0.50

11600.00

0.50

11633.30

0.00

11733.30

-6.00

12066.70 -12.00 12500.00

-17.00

12900.00 -12.00 13333.30 -10.00 14000.00

-12.00

14266.70

-6.00

14666.70

-0.50

14866.70

0.00

15000.00

0.50

21000.00

4.00

E.3

Mannings Coefficient

at

each

station

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250

E.

I

Node Number

of

Elev Pts

23

31

E.2

Stations

and

Elevations

0.00 0.50

3133.30

0.50

3166.70

0.00

3266.70

-5.00

3333.30

-12.00

4333.30

-12.00

4666.70

0.00

4733.30

0.50

9266.70

0.50

9300.00

0.00

9400.00

-0.50

9600.00

-12.00

9733.30

-18.00

10000.00

-35.00

10333.30

-18.00

10466.70

-12.00

10600.00

0.00

10666.70

0.50

13600.00

0.50

13666.70

0.00

14166.70

-12.00

14933.00

0.00

15000.00

0.50

15500.00

0.50

15533.30

0.00

15666.70

-6.00

15866.70

-13.00

16233.30

-0.50

16333.30

0.00

16400.00

0.50

25166.60

0.50

E.3

Mannings Coefficient

at

each

station

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250 0.0250 0.0250 0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

E.

I

Node

Number

of

Elev

Pts

24

31

E.2

Stations

and

Elevations

0.00

0.50

3133.30

0.50

3166.70

0.00

3266.70

-5.00

3333.30

-12.00

4333.30

-12.00

4666.70

0.00

4733.30

0.50

9266.70

0.50

9300.00

0.00

9400.00

-0.50

9600.00

-12.00

9733.30

-18.00

10000.00

-35.00

10333.30

-18.00

10466.70

-12.00

10600.00

0.00

10666.70

0.50

13600.00

0.50

13666.70

0.00

14166.70

-12.00

14933.00

0.00

15000.00

0.50

15500.00

0.50

15533.30

0.00

15666.70

-6.00

15866.70

-13.00

Appendix

D:

DYNLET1

Input

Data

FRes

for

Brunswick

Harbor

D13

16233.30

-0.50

16333.30

0.00

16400.00

0.50

25166.60

0.50

E.3

Mannings Coefficient

at

each

station

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250 0.0250

0.0250 0.0250 0.0250

0.0250

E. 1

Node Number

of

Elev

Pts

25

16

E.2

Stations

and

Elevations

0.00

4.00

2600.00

0.00

2900.00

-0.50

3100.00

-6.00

3200.00

-12.00

3333.30

-18.00

5000.00

-33.00 6666.70 -42.00

7666.70

-36.00

8000.00

-24.00

8033.30

-18.00

8066.70

-12.00

8100.00

-6.00

8133.30

-0.50

8566.70

0.00

10000.00

4.00

E.3

Mannings Coefficient

at

each

station

0.0250 0.0250

0.0250 0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

E.1

Node Number

of

Elev

Pts

26

28

E.2

Stations

and

Elevations

0.00

4.00

2266.70

0.00

2433.30

-0.50

2600.00

42.00

3333.30

-48.00

4500.00

-27.00

4600.00

-18.00

4666.70

-12.00

4833.30

-6.00

5666.70

-12.00

6000.00

-12.00

6600.00

-6.00

6733.30

-6.00

7000.00 -8.00

7800.00

-12.00

8000.00

-17.00

8333.30

-12.00

8433.30

-6.00

9200.00

-0.50

10400.00

0.00

10500.00

0.50

13833.30

0.50

13866.70

0.00

14000.00

-6.00

14166.70

-7.00

14500.00

-6.00

14666.70

0.00

14733.30

0.50

E.3

Mannings

Coefficient

at

each

station

0.0250

0.0250 0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250

E.

I

Node

Number

of

Elev

Pts

27 26

E.2

Stations

and

Elevations

0.00

4.00

1933.30

0.50

4500.00

0.50

4533.30

0.00

4700.00

-0.50

5166.70

-6.00

5366.70

-12.00

5466.70

-18.00

5666.70

-22.00

6666.70

-30.00

8166.70

-24.00

8666.70

-18.00

D14

Appendix

D:

DYNLETI

Input

Doat

Files

for

Brunswick

Harbor

8800.00

-6.00

9066.70

-0.50

9300.00

-0.50

9333.30

-1.00

10500.00

-6.00

11666.70 -13.00

12066.70

-6.00

12566.70

-0.50

12666.70

0.00

13000.00

0.50

13066.70

-9.00

13133.30

0.00

13333.30

0.50

23333.30

0.50

E.3

Mannings Coefficient

at

each

station

0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250

E.I

Node

Number

of

Elev

Pts

28

26

E.2

Stations and

Elevations

0.00

0.50

6300.00

0.50

6333.30

0.00

6666.70

-20.00

6933.30

0.00

7000.00

0.50

8266.70

0.50

8333.30

0.00

8400.00

-0.50

9166.70

-20.00

10000.00

-20.00

10400.00

-18.00

11733.30

-18.00

12333.30

-21.00

13333.30

-32.00

13933.30 -18.00

14200.00

-12.00 14400.00

-6.00

14666.70

-5.00

14866.70

-6.00

15333.30 -19.00

15866.70

-6.00

16433.30

-0.50

16666.70

0.00

17333.30

0.50

20000.00

0.50

E.3

Mannings

Coefficient at

each

station

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250

E.1 Node

Number

of

Elev

Pts

29

31

E.2

Stations

and

Elevations

0.00

0.50

3866.70

0.50

3933.30

0.00

4166.70

-6.00

4266.70

0.00

4333.30

0.50

5933.30

0.50

6000.00

0.00

7000.00

-0.50

8933.30

-6.00

9600.00

-6.00

10000.00

-12.00

10333.30

-14.00 10933.30 -12.00 11166.70

-10.00

12033.30

-12.00 13000.00

-24.00

13333.30

-32.00

13666.70

-25.00

14600.00

-18.00

14633.00

-12.00

15266.70

-12.00

15666.70

-0.50

15933.30

0.00

16000.00

0.50

16600.00

0.50

16666.70

0.00

18400.00

-9.00

18500.00

0.00

18666.60

0.50

20000.00

0.50

E.3

Mannings Coefficient

at each

station

0.0250 0.0250

0.0250 0.0250 0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

Appendix

D:

DYNLET1

Input

Dats

Ries

for

Brunswick

Hadb

D15

0.0250

0.0250 0.0250 0.0250

0.0250

E.1

Node Number

of

Elev

Pts

30

23

E.2

Stations

and

Elevations

0.00

0.50

2166.70

0.50

2500.00

4.00

2800.00

0.50

7000.00

0.50

7166.70

0.00

7600.00

-0.50

8333.30

-3.00

10000.00

-6.00

10400.00

-12.00

10666.70

-19.00

11733.30 -18.00

12333.30

-25.00

13166.70

-27.00

13333.30

-32.00

13600.00

-23.00

14000.00 -18.00

14166.70

-12.00

14333.30

-6.00

14400.00

-0.50

14833.30

0.00

14933.30

0.50

20000.00

0.50

E.3

Mannings Coefficient

at

each

station

0.0250 0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250 0.0250 0.0250

0,0250 0.0250 0.0250 0.0250

0.0250

E.1

Node

Number

of

Elev

Pts

31

21

E.2

Stations

and

Elevations

0.00 0.50

666.70

4.00

1066.70

0.50

4000.00

0.50

4033.30

0.00

4166.70

-13.00

4400.00 0.00

4433.30

0.50

4933.30

0.50

5000.00 0.00

6133.30

-6.00

6333.30

-12.00

6666.70

-18.00

8133.30

-25.00

8333.30

-32.00

8600.00

-23.00

9200.00

-18.00

9266.70

0.00

9500.00

2.00

9733.30

0.50

16666.70

0.50

E.3

Mannings

Coefficient

at

each

station

0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

E.I

Node

Number

of

Elev

Pts

32 23

E.2

Stations

and

Elevations

0.00

0.50

533.30

4.00

1066.70

0.50

4533.30

0.50

5133.30

-6.00

5200.00

-12.00

5533.30

-18.00

6466.70

-21.00

6666.70

-32.00

6933.30

-22.00

7500.00

-20.00

7866.70

-18.00

8133.30

-6.00

8733.30

-0.50

8833.30

0.00

9166.70

2.00

9400.00

0.50

9666.70

0.50

9700.00

0.00

9733.30

-1.50

9800.00

0.00

9833.30

0.50

16666.70

0.50

E.3

Mannings Coefficient

at

each

station

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

D1

6

Appendix

D:

DYNLETI

Input

Data

Files

for

Brunswick

Harbor

0.0250

0.0250 0.0250

E.

1

Node Number

of

Elev

Pts

33

25

E.2

Stations

and

Elevations

38000.00

0.00

38060.00

-27.00

38072.00

-32.00

38260.00

-29.00

38272.00

-29.00

38361.00

-32.00

38373.00

-32.00

38511.00

-30.00

38523.00

-30.00

38662.00

-33.00

38675.00

-33.00

38956.00

-37.00

38968.00

-37.00

39137.00

-38.00

39149.00

-38.00

39287.00

-35.00

39299.00

-35.00

39439.00

-32.00

39451.00 -32.00 39588.00 -32.00

39600.00

-32.00

39740.00

-23.00

40347.00

-20.00

40562.00

-23.00

40776.00 -2.00

E.3

Mannings Coefficient

at

each

station

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250 0.0250

0.0250

E.I

Node Number

of

Elev

Pts

34

45

E.2

Stations

and

Elevations

38000.00

0.00

38060.00

-27.00

38061.00

20.00

38071.00

20.00

38072.00

-27.00

38260.00

-26.00

38261.00

20.00

38271.00

20.00

38272.00

-26.00

38361.00 -30.00

38362.00

20.00

38372.00

20.00

38373.00

-30.00

38511.00

-28.00

38512.00

20.00

38522.00

20.00

38523.00

-28.00

38662.00

-33.00

38663.00

20.00

38673.00

20.00

38674.00

-33.00

38956.00

-35.00

38957.00

20.00

38967.00

20.00

38968.00

-35.00

39137.00

-35.00

39138.00

20.00

39148.00

20.00

39149.00 -35.00

39287.00

-36.00

39288.00

20.00

39298.00

20.00

39299.00

-36.00

39439.00

-31.00

39440.00

20.00

39450.00

20.00

39451.00

-31.00

39588.00

-30.00

39589.00

20.00

39599.00

20.00

39600.00

-30.00

39740.00

-27.00

40347.00

-22.00

40562.00

-20.00

40776.00

-2.00

E.3

Mannings Coefficient

at

each

station

0.0250

0.0250 0.0250

0.0250

0,0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250

E.

I

Node

Number

of

Elev

Pts

35

45

D17

Appendix

0:

CYNLETi

Input

Data

Filos

for Brunswick Harbor

E.2

Stations

and

Elevations

38000.00

0.00

38060.00

-27.00

38061.00

20.00

38071.00

20.00

38072.00

-32.00

38260.00

-29.00

38261.00

20.00

38271.00

20.00

38272.00

-29.00

38361.00

-32.00

38362.00

20.00

38372.00

20.00

38373.00

-32.00

38511.00 -30.00 38512.00

20.00

38522.00

20.00

38523.00

-30.00

38662.00

-33.00

38663.00

20.00

38673.00

20.00

38675.00

-33.00

38956.00

-37.00

38957.00

20.00

38967.00

20.00

38968.00

-37.00

39137.00

-38.00

39138.00

20.00

39148.00

20.00

39149.00

-38.00

39287.00

-35.00

39288.00

20.00

39298.00

20.00

39299.00

-35.00

39439.00

-32.00

39440.00

20.00

39450.00

20.00

39451.00

-32.00

39588.00

-32.00

39589.00

20.00

39599.00

20.00

39600.00

-32.00

39740.00

-32.00

40347.00

-23.00

40562.00

-20.00

40776.00

-23.00

E.3

Mannings Coefficient

at

each

station

0.0250

0.0250 0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250 0.0250 0.0250 0.0250

0.0250 0.0250 0.0250

0,0250 0.0250

0.0250

E.

1

Node Number

of

Elev

Pts

36

24

E.2

Stations

and

Elevations

38000.00

0.00

38060.00

-30.00

38072.00

-30.00

38260.00

-30.00

38272.00

-30.00

38361.00

-31.00

38373.00

-31.00

38511.00

-33.00

38523.00

-33.00

38662.00

-29.00

38675.00

-29.00

38956.00 -34.00

38968.00

-34.00

39137.00

-35.00

39149.00

-35.00

39287.00

-33.00

39299.00

-33.00

39439.00 -29.00

39451.00

-29.00

39588.00

-28.00

39600.00

-28.00

39740.00

-23.00

40347.00

-22.00

40562.00

-2.0

E.3

Mannings

Coefficient at

each

station

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250 0.0250

0.0250

E.I

Node

Number

of

Elev

Pts

37

16

E.2

Stations

and

Elevations

0.00

4.00

200.00

0.50

2200.00

0.50

2233.30

0.00

3833.30

-6.00

3933.30

-12.00

4066.70

-18.00

4833.30 -21.00

5000.00

-32.00

D18

Appendix

0:

DYNLET1

Input

Dote

Rles

for

Brunswick

Harbor

5400.00

-26.00

6100.00

-18.00

6333.30

-17.00

6666.00

-12.00

7133.30

-6.00

7433.30

0.00

7666.70

4.00

E.3

Mannings

Coefficient

at

each

station

0.0250

0.0250 0.0250 0,0250

0.0250 0.0250

0.0250

0.0250 0.0250

E.I

Node Number

of

Elev

Pts

38

26

E.2

Stations

and

Elevations

0.00

0.50

1000.00

0.50

1233.30

4.00

1333.30

0.50

4966.70

0.50

5000.00

0.00

5066.70

-6.00

5200.00

-12.00

5933.30

-18.00

6466.70

-19.00

6666.70 -32.00 6800.30

-21.00

7466.70

-18.00

7533.30

-12.00

7566.70

-6.00

7733.30

0.00

7933.30

-6.00

7966.70

-12.00

8166.70

-18.00

8333.30

-21.00

8466.70

-18.00

9066.00

-12.00

9333.30

-18.00

9666.70

-27.00

11000.70 -18.00 11033.00

4.00

E.3

Mannings Coefficient

at

each

station

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250 0.0250

0.0250

E.1

Node Number

of

Elev

Pts

39 25

E.2

Stations

and

Elevations

0.00

1.00

600.00

4.00

833.30

0.50

4933.30

0.50

5000.00

0.00

5066.70

-6.00

5133.30

-12.00

5600.00

-18.00

6466.70

-25.00

6666.70

-32.00

6800.00

-29.00

7466.70

-18.00

7666.70

-12.00

7833.30

-6.00

7966.70

-0.50

8533.30

0.00

9000.00

4.00

14333.30

4.00

15333.30

0.00

15366.70 -12.00 15400.00

A8.00

15666.70

-27.00

15700.00 -14.00

15866.70

0.00

17333.30

4.00

E.3

Mannings Coefficient

at

each

station

0.0250

0.0250 0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250

E.

1

Node Number

of

Elev

Pts

40

22

E.2

Stations

and

Elevations

0.00

4.00

1066.70

0.50

6000.00

0.50

6033.30

0.00

6166.70

-6.00

6266.70

-12.00

Appendix

0:

DYNLET1

Input

Data

Fies

fo

Brunswick

Harbor

019

6500.00

-22.00

6666.70

-32.00

6933.30

-31.00

8100.00

-18.00

8300.00

-12.00

8333.30

-6.00

8366.70

-0.50

8433.30

0.00

9000.00

4.00

5166.70

4.00

15900.00

0.00

15933.30

-25.00

16166.70

-27.00

16400.00

-25.00

16633.30

0.00

16666.70

4.00

E.3

Mannings

Coefficient

at

each

station

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

E.I

Node

Number

of

Elev

Pts

41

37

E.2

Stations and

Elevations

0.00

0.50

1000.00

0.50

1666.70

0.00

2166.70 -3.00 2333.30

0.00

2366.70

0.50

4600.00

0.50

4666.70

0.00

5000.00

-2.00

5500.00

-0.50

5866.70

-6.00

5933.30

-12.00

6200.00

-18.00

6266.70

-20.00

6333.30

-18.00

6366.70

0.00

6400.00

0.50

9066.70

0.50

9266.70

-0.50

9333.30

-6.00

9833.30 -20.00

10000.00

-32.00

10233.30

-22.00

11333.30

-18.00

11566.70 -12.00 11666.70

-6.00

11800.00

-0.50

12066.70

-0.50

13000.00

-3.00

13666.70

-1.00

15833.30

0.00

16000.00

0.50

19666.60

0.50

19700.00

0.00

19833.30

-20.00

20166.60

0.00

20333.30

4.00

E.3

Mannings Coefficient at

each

station

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250 0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

E. 1

Node Number

of

Elev

Pts

42

38

D20

Appendix

0:

DYNLETI

Input

Data

Files

for

Brunswick

Harbor

E.2

Stations

and

Elevations

0.00

0.50

2733.30

0.50

2766.70

0.00

3000.00

-9.00

3133.30

0.00

3166.70

0.50

5666.70

0.50

5700.00

0.00

5833.30

-6.00

5933.30

-18.00

6000.00

-6.00

6066.70

0.00

7533.30

0.50

7900.00

4.00

13600.00

0.50

14400.00

-0.50

15000.00

-12.00

15266.70

-16.00

15400.00

-12.00 15733.30

-6.00

15833.30

-2.00

15933.30

-6.00

16266.70

-18.00 16500.00

-21.00

16666.70

-32.00

16833.30

-21.00

17400.00 -18.00

17500.00

0.00

17533.30

0.50

21533.30

0.00

21666.60

-6.00

21900.00

0.00

21933.30

0.50

22866.60

0.00

23200.00

-6.00

23266.60

0.00

23333.30

0.50

23666.60

4.00

E.3

Mannings

Coefficient

at

each

station

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250 0.0250 0.0250

0.0250 0.0250

0.0250

0,0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250 0.0250

0.0250 0.0250

0.0250

E.

I

Node

Number

of

Elev

Pts

43

38

E.2

Stations

and

Elevations

0.00

0.50

2733.30

0.50

2766.70

0.00

3000.00

-9.00

3133.30

0.00

3166.70

0.50

5666.70

0.50

5700.00

0.00

5833.30

-6.00

5933.30

-18.00

6000.00

-6.00

6066.70

0.00

7533.30

0.50

7900.00

4.00

13600.00

0.50

14400.00

-0.50

15000.00

-12.00

15266.70

-16.00

15400.00 -12.00

15733.30

-6.00

15833.30

-2.00

15933.30

-6.00

16266.70

-18.00

16500.00

-21.00

16666.70

-32.00

16833.30

-21.00

17400.00

-18.00

17500.00

0.00

17533.30

0.50

21533.30

0.00

21666.60

-6.00

21900.00

0.00

21933.30

0.50

22866.60

0.00

23200.00

-6.00

23266.60

0.00

23333.3C

0.50

23666.60

4.00

E.3

Mannings

Coefficient at

each

station

0.0250

0.0250 0.0250

0.0250 0.0250 0.0250

0.0250 0.0250 0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250 0.0250

0.0250

0.0250 0.0250

0.0250

0.0250 0.0250

0.0250 0.0250 0.0250 0.0250

0.0250

D21

Appendix

0:

DYNLITI

Input

Deta

Pale

for

Uwnewiok

Harbor

EXTER.DAT

file

F

Time-Dependent Data

F.1

Index

Time

Node 1 Node

25

Node

43

1

5.00

0.00

2

5.50

5.80 0.00

0.00

3

6.00

7.00

0.00

4

6.50 7.50 0.00

0.00

5

7.00

8.00

0.00

6

7.50

8.50

0.00

7

8.00

8.75

0.00 0.00

8

8.50 8.80

0.00

9

9.00 9.00 0.00 0.00

10

9.50

8.75

0.00

11

10.00

8.00

0.00

12

10.50

7.50 0.00

0.00

13

11.00

6.00 0.00

0.00

14

12.50

3.50 0.00

0.00

15

13.50

1.50

0.00

16

14.00

0.20

0.00

17

14.50

0.15

0.00

18

15.00

0.10

0.00

19

15.50

0.15

0.00

20

16.00

1.50

0.00

21

17.50

4.50

0.00

22

18.00

6.00

0.00

23

18.50

7.00 0.00

0.00

24

19.00

8.00

0.00

25 19.50

8.50

0.00

26

20.00

8.75

0.00

27

20.50

8.80

0.00

28

21.00 9.00 0.00

0.00

29

21.50

8.75

0.00

30

22.00

8.00

0.00

32

22.50

7.50 0.00

0.00

33

23.00

6.00

0.00

34

24.50

3.50 0.00

0.00

35

25.50

1.50

0.00

D22

Appendix

0:

DYNLET1

Input

Data

Files

for

Brunswick

Harbor

PARAM.DAT Input Data

File

for

DYNLET

Graphs

G.

1

Number

of

Nodes at which

velocity

plots

are

desired:

1

G.2

Node

Number

for

Velocity

Plot:

35

G.3 Number

of

Velocity

Stations

at

this

Node

=

4

G.4

The

Velocity

Stations

are:

11

12 13

14

H.

1

Number

of

Nodes

for

Stage

Graphs

=

13

H.2

The

Stage

Graph

Nodes

are:

1

2

3

4

5 6

22 23

33

34

35

36

38

Appendix

D:

DYNLET1

input

Data

Files

for

Brunswick

Harbor

D23

RDTPForm

Approved

REPORT

DOCUMENTATION

PAGE

OMB

No.

0704-0188

Publicreporting

burden

for

this collection

of

information

is

estimated

to

average

I

hour per

response,

including

the

time

tor

reviewing

instructions.

searching

existing

data

sources.

gathering

and

maria,nmg

the data needed, and

completing

and

reviewing

the

collection

of

information.

Send

comments

regarding

this

burden

estimate

or

any

other

aspect

of

this

collection

of inlormation

including

suggestions

for

reducing this burden,

to

Washington

Headquarters Services,

Directorate

for

Information

Operations

and

Reports,

1215

Jefferson

Davis

Highway.

Suite

1204,

ArMington.

VA

22202-4302

and

to

me

Office

of

Management

and

Budget.

Paperwork Reduction Project

(0704-0188).

Washington.

DC

20503

1.

AGENCY

USE

ONLY

(Leave

blank)

12.

REPORT

DATE

3.

REPORT

TYPE

AND

DATES

COVERED

August

1993

Final

report

1j4.

TITLE

AND

SUBTITLE

5.

FUNDING

NUMBERS

DYNLETI

Application

to

Federal

Highway

Administration

Projects

16.

AUTHOR(S)

Mary

A.

Cialone,

H.

Lee

Butler,

Michael

Amein

7.

PERFORMING

ORGANIZATION NAME(S)

AND

ADDRESS(ES)

B8.

PERFORMING

ORGANIZATION

U.S.

Army Engineer Waterways

Experiment

Station, Coastal

Engineering

Research

REPORT

NUMBER

Center,

3909 Halls

Ferry

Road, Vicksburg,

MS

39180-6199 Miscellaneous

Paper CERC-93-6

Civil

Analysis Group,

Inc.,

7424 Chapel

Hill

Rd.,

Raleigh,

NC

27607

9.

SPONSORING/MONITORING

AGENCY NAME(S)

AND

ADDRESS(ES)

10.

SPONSORING/MONITORING

U.S.

Department

of

Transportation,

Federal Highway

Administration

AGENCY

REPORT

NUMBER

1720

Peachtree

Rd.

N.W.,

Suite

200, Atlanta,

GA

30367

I11.

SUPPLEMENTARY

NOTES

Available

from National Technical

Information

Service,

5285 Port

Royal

Road,

Springfield,

VA 22161.

12a.

DISTRIBUTION/AVAILABILITY

STATEMENT

12b.

DISTRIBUTION

CODE

Approved

for public release;

distribution

is

unlimited.

"13.

ABSTRACT

(Maximum

200

words)

This

study

was

DYNLET1 Application to Federal Highway Administration Projects

Abstract and Figures

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