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(Wa w)) | REPAIR, EVALUATION, MAINTENANCE, AND
(3) | REHABILITATION RESEARCH PROGRAM

US Army Corps i] hah eas 81 eats
of Engineers 1 TECHNICAL REPORT REMR-CO-3

CASE HISTORIES OF CORPS BREAKWATER
AND JETTY STRUCTURES

Report 5 &
NORTH ATLANTIC DIVISION
by

Ernest R. Smith
Coastal Engineering Research Center a
DEPARTMENT OF THE ARMY

Waterways Experiment Station, Corps of Engineers
PO Box 631, Vicksburg, Mississippi 39181-0631

November 1988

Report 5 of a Series

Approved For Public Release; Distribution Unlimited |

Prepared for DEPARTMENT OF THE ARMY
US Army Corps of Engineers
Washington, DC 20314-1000

Under Work Unit 32278 and Work Unit 31269

The following two letters used as part of the number designating technical reports of research published under the Repair,
Evaluation, Maintenance, and Rehabilitation (REMR) Research Program identify the problem area under which the report
was prepared:

Problem Area Problem Area
cs Concrete and Steel Structures EM Electrical and Mechanical
GT Geotechnical El Environmental Impacts
HY Hydraulics OM Operations Management

co Coastal

Destroy this report when no longer needed. Do not return
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11. TITLE (Include Security Classification)
Case Histories of Corps Breakwater and Jetty Structures; Report 5: North Atlantic Division

12. PERSONAL AUTHOR(S)
Ernest R. Smith

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Report 5 of a Series | rrom Jun 85 toDec 86 November 1988 vUe

16. SUPPLEMENTARY NOTATION

See reverse.

17. COSATI CODES 18. SUBJECT TERMS (Continue on reverse if necessary and identify by block number)
Breakwater REMR (Repair, Evaluation,
aS | a | RN uecoucketcharmongunuts Maintenance, and Rehabilitation)

Jetty Rubble-mound structures
19. ABSTRACT (Continue on reverse if necessary and identify by block number)

This report is fifth in a series of case histories of US Army Corps of Engineers
(Corps) breakwater and jetty structures at nine Corps divisions. Chronological histories
are presented for 58 breakwater and jetty structures located within the US Army Engineer
Division, North Atlantic (NAD), which includes the New York, Philadelphia, Baltimore, and
Norfolk Districts. Presently, there are approximately 161,500 lin ft of breakwater and
jetty structures managed by NAD. Structure cross sections of rubble-mound or stone-filled
timber crib account for most of this total. Thirty-three of the project structures have
been repaired since construction. Other construction materials that have been used include
steel, dolosse, concrete cap, concrete block, and timber.

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Work Unit 32278 and Work Unit 31269

16. SUPPLEMENTARY NOTATION (Continued).

A report of the Coastal Problem Area of the Repair, Evaluation, Maintenance, and Rehabili-
tation (REMR) Research Program. Available from National Technical Information Service,

5285 Port Royal Road, Springfield, VA 22161.

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PREFACE

This report was prepared as part of the Coastal Problem Area of the
Repair, Evaluation, Maintenance, and Rehabilitation (REMR) Research Program.
The work was carried out jointly under Work Unit 32278, "Rehabilitation of
Rubble-Mound Structure Toes," of the REMR program and Work Unit 31269, "Sta-
bility of Breakwaters," of the Civil Works Coastal Area Program. For the REMR
Program, Coastal Problem Area Monitor is Mr. John H. Lockhart, Jr., Office,
Chief of Engineers (OCE), US Army Corps of Engineers (Corps). REMR Program
Manager is Mr. William F. McCleese of the US Army Engineer Waterways Experi-
ment Station's (WES's) Structures Laboratory, and Coastal Problem Area Leader
is Mr. D. D. Davidson of WES's Coastal Engineering Research Center (CERC).
Messrs. John G. Housley and Lockhart are Technical Monitors of the Civil Works
Coastal Area Program.

This report is fifth in a series of case histories of Corps breakwater
and jetty structures at nine Corps divisions. The case histories were written
from information obtained from several sources (where available), including
inspection correspondence, design memorandums, survey reports, and annual re-
ports to the Chief of Engineers. Unless otherwise noted, any changes in pro-
totype structures subsequent to 1985 are not included.

This work was conducted at WES during the period June 1985 to December
1986 under general direction of Dr. James R. Houston, Chief, CERC, and
Mr. Charles C. Calhoun, Jr., Assistant Chief, CERC; and under direct supervi-
sion of Mr. C. Eugene Chatham, Jr., Chief, Wave Dynamics Division (CW), and
Mr. D. D. Davidson, Chief, Wave Research Branch (CW-R). This report was pre-
pared by Mr. Ernest R. Smith, Hydraulic Engineer, Wave Processes Branch
(CW-P). Messrs. John P. Ahrens, Peter J. Grace, John M. Heggins, and
Cornelius Lewis, CW-R, and Frances E. Sargent, CW-P, visited project sites
and gathered information. Mr. Marvin G. Mize, CW-P, drafted figures, and
Ms. Shirley A. J. Hanshaw, Information Products Division, Information Tech-
nology Laboratory, edited this report.

Commander and Director of WES during publication of this report was

COL Dwayne G. Lee, EN. Technical Director was Dr. Robert W. Whalin.

CONTENTS

PREBACERrieletsve crctareyclelcteketeteratololencroichorsiensMele) iefolaehenot ele eleleorakel on McheNeL el emoued:
CONVERSION FACTORS, NON-SI TO (SI) METRIC UNITS OF MEASUREMENT
PART I: UAH KOU G ooacocqc6G00060000000000000000000000000

Backgrounders crrctercchedarerKererciehehenst et emeitoiel tekelerelel el teu eNoNotel oven cMevomiey
AMINO s6ocooodo0oobUbO doo DOOD OC OODDOODD OOOO OOO OOOODDDON

PART II: SUMMARY OF CORPS BREAKWATER AND JETTY STRUCTURES IN NAD

ecoceoesce ee eee

CONVERSION FACTORS, NON-SI TO SI (METRIC)
UNITS OF MEASUREMENT

Non-SI customary units of measurement used in this report can be converted to

SI (metric) units as follows:

Multiply By
cubic yards 0.76455549
feet 0.3048
inches 2.54
miles (US statute) 1.609347
pounds (force) 4.448222
square feet 0.09290204
tons (2,000 lb force) 8896 . 443353

To obtain
cubic metres
metres
centimetres
kilometres
newtons
square metres

newtons

CASE HISTORIES OF CORPS BREAKWATER AND JETTY STRUCTURES

NORTH ATLANTIC DIVISION

PART I: INTRODUCTION

Background

1. The US Army Corps of Engineers (Corps) is responsible for a wide vari-
ety of coastal structures located on the Atlantic, Pacific, and gulf coasts,
the Great Lakes, the Hawaiian Islands, other islands, and inland waterways.
Coastal improvements such as breakwaters or jetties are necessary where safe
harboring or passage of shipping is required. These structures are contin-
uously subjected to wave and current forces, and they are usually constructed
on top of movable-bed materials. Under these conditions structural deteriora-
tion can occur and, at some point, maintenance is required if the structure
fails to serve the existing needs of the project. Some of these projects have
been maintained for 150 years or more. Methods of construction (and repair)
have varied significantly during this time, due principally to a better under-
standing of coastal processes, availability of construction materials, existing

wave climates, regional construction practices, and economic considerations.

Purpose

2. The purposes of this report are to lend insight into the scope, magni-
tude, and history of coastal breakwaters and jetties under Corps jurisdiction;
determine their maintenance and repair history; determine their methods of
construction; make this information available to Corps personnel; and address
objectives of the Repair, Evaluation, Maintenance, and Rehabilitation (REMR)
research program. To do this, case histories of Corps breakwater and jetty
structures have been developed to quantify past and present problem areas (if
any), to take steps to rectify these problems, and to subsequently evaluate the
remedial measures. General design guidance can be obtained from those solu-
tions that have been most successful. Information in this report should be of
particular value to Corps personnel in the US Army Engineer Division, North
Atlantic (NAD), and its coastal districts and possibly to non-Corps personnel.

Where adequate solutions are lacking or where specific guidance is needed,

further research will be conducted to address these problems (e.g. general
armor stability, toe protection, localized damage, use of dissimilar armor,

wave runup and overtopping).

PART II: SUMMARY OF CORPS BREAKWATER AND JETTY STRUCTURES IN NAD

3. NAD has 58 projects which contain breakwater and/or jetty structures
that are located in four coastal districts as follows: New York (NAN), 21;
Philadelphia (NAP), 17; Baltimore (NAB), 16; and Norfolk (NAO), 4. Case
histories for these structures are included in Tables 1-58 which are ordered
according to the preceding districts and coastal location. Twelve of the
projects are located in an ocean environment, and the remainder are situated
in bays, sounds, or rivers. Overall, there are approximately 161,500 lin ft*
of breakwaters (22.6 percent) and jetties (77.4 percent). Most of the struc-
tures' cross sections are rubble mound (73.1 percent) or stone-filled timber
crib (10.4 percent). Other construction materials that have been used include
steel (Wilmington Harbor and Indian River Inlet), dolosse (Manasquan Inlet),
concrete cap (Manasquan Inlet and Ocean City Inlet), concrete block (Cold
Spring Inlet), and timber (Double Creek, Little Wicomico River, and Urbanna
Creek). Thirty-three of the project structures have been repaired since
construction.

4, Figures 1 through 4 are maps of NAN, NAP, NAB, AND NAO, respectively,
showing project locations. Pertinent summary information on each project is

presented in the following listing.

* & table of factors for converting non-SI units of measurement to SI
(metric) units is presented on page 3.

ri
<
°)
a
in]
2)
3
ar

|
|

ORDONS LANDING

PLATTSBURGH HARBOR

NEW YORK DISTRICT
BOUNDARIES

i 2 y)

MASSACHUSETTS

———_—

YOSYVH :

YOsYVH *
MONLIL LWW <I

— §3183H9 140d
yOauVH
AINNOWHOYV 1

BES NIN] 1S: YL AVAVAIN IA

NESGLEN COVE

“HARBOR BS
pe wa

413 1NI (S83q)
AVMV AION LSV3

Ava VIIVAE

cv OOH AGNVS

43349
J a%vno3as33H9

AN Di

10 20 30

SCALE OF MILES

(fo) = (e)

NAN breakwater and jetty project locations

Figure 1.

MANTUA CREEK

RACCON CREEK

DELAWARE RIVER AN
CHESAPEAKE BAY CANAL &
&

DELAWARE GOSHEN
BAY CREEK

CAPE MAY HARBOR
TO DELAWARE BAY

ROOSEVELT >
\A\INCET
BALTIMORE

DISTRICT
BOUNDARY

Ti :

es g

\; PHILADELPHIA LE \ 4
.. DISTRICT :
)): BOUNDARY
,

MANASQUANY.¢3
INLET

DOUBLE «
CREEK—>

SCALE OF MILES.

Figure 2. NAP breakwater and jetty project locations

BOUNDARY —>\
PENNSYLVANIA

DISTRICT

h
ye

OCEAN CITY
INLET

AQ AYSAIN JYVJONOHL OIG.
a NS ONV 3A09 HOLIMI~ ew

N aawouous usdan

i : RS = ss == tS
= SJPIOQHSILNUN es
y JANIS SHOHSILNYN or

JAKWAIS 1
43AIN SOHOILNWN

7 > 7.
OBYVH 3NNOBIVID-H“7

BACK CREEK— <p
D ROCKHOLD CREEK~Ste

FISHING CREEK~*-S\

DISTRICT BOUNDARY

SCALE OF MILES

NAB breakwater and jetty project locations

Figure 3.

URBANNA CREEK

1 Xo
ee
=.) 1
a ee

a7 Ve 178 el Ld

<: MILFORD Se x
= HAVEN———

Cas

Al
cd

SCALE OF MILES
40 ie} 40

————————

Figure 4.

NAO breakwater and jetty project locations

Structure Armor Length Date of Improve-

Location Table Type & No.* Type** ft Origin mentt

Rouses Point 1 B S 1,835 1892 N
Gordons Landing 2 B S 675 1891 R
Plattsburgh Harbor 3 B X,S 1,565 1836 R
Burlington Harbor 4 B(2) X,S 4,157 1836 R
Port Chester 5 B S 783 1895 R
Larchmont Harbor 6 B Ss 1,440 1906 R
Glen Cove Harbor 7 B S 1,465 1906 N
Port Jefferson 8 J(2) iS} 2,490 1871 R
Mattituck Harbor 9 J(2) S 1,705 1906 R
Greenport Harbor 10 B - oO 1083 N
Sag Harbor 11 B Ss 3,180 1908 R
Lake Montauk Harbor 12 J(2) S 1,962 1926 R
Shinnecock Inlet 13 J(2) S 2,309 1953 R
Moriches Inlet 14 J(2) iS} 2,302 1953 R
Browns Creek 15 J(2) S 1,148 1892 R
Fire Island Inlet 16 3 - 4,950 1941 N
Jones Inlet 17 J S) 5,200 1959 R
East Rockaway

(Debs) Inlet 18 J s 3,750 1934 R
Jamaica Bay 19 J S 8,400 1933 R
Sandy Hook Bay 20 B BS) 4,000 1940 N
Cheesequake Creek 21 J(2) S 1,920 1883 N
Neshaminy State Park 22 J ) 230 1968 N
Mantua Creek 23 J(2) S,X 3,033 1907 R
Raccoon Creek 24 J X 950 1922 N
Wilmington Harbor 25 J(2) Stax 3,440 1936 R
Delaware River and 26 J(2) Ss 4,190 1903 R

Chesapeake Bay Canal
Smyrna River 27 J(2) X 2,803 1939 N
Mispillion River 28 J(2) Six 11,442 1859

(Continued)

* Indicates type and number of structures (i.e. B-breakwater, J-jetty, B(2)-
two breakwaters, J(2)-two jetties, etc.)
** Indicates amor types (i.e. S-stone, X-timber crib, St-steel, C-concrete
cap, D-dolosse, T-timber, CB-concrete block.
+ R-repair, N-none.

Location
Roosevelt Inlet

Delaware Bay Harbor
of Refuge

Manasquan Inlet
Barnegat Inlet
Double Creek
Absecon Inlet
Goshen Creek

Cold Spring Inlet

Cape May Harbor to
Delaware Bay Canal

Indian River Inlet
Rock Hall Harbor
Claiborne Harbor
Back Creek

Herring Bay and
Rockhold Creek

Fishing Creek
Tilghman Island

Nanticoke River at
Bivalve

Nanticoke River at
Nanticoke

Upper Thorofare

Twitch Cove and
Big Thorofare River

Ocean City Inlet
Colonial Beach

Nomini Bay and Creek
Bonum Creek

Herring Creek

Little Wicomico River
Urbanna Creek

Carters Creek

Milford Haven

Tylers Beach

Table
29
30

31
32
33
34
35
36
Shi

38
39
40
44
42

43
yy
45

47
48

49
50
51
52
23
54
Be)
56
57
58

Structure Armor
Type & No. Type

J(2)
B(2)

J(2)
J(2)
J

J(2)
J(2)
J(2)
J(2)

J(2)
B(2)
J

St
S)

Length
ft

3,400
12,500

2,260
7,495

550
4527
2,480
8,958
1,300

3,452

1,000
650
900

2,150
200
2,100

1,600

720
3,870

3,480
1,500
2,410
1, 100
1,450
3,307
2,612

TH2
1,183

740

Date of
Origin

1908-1938
1898-1901

1931
1940
1912
1948
1897
1911
ISR)

1939
1939
1888
1938
1939

1941
1981
1960

1938

1934
1940

1934
1982
1912
1967
1960
USS
1956
1902
1913
1981

Improve-

ment

tq fs) fe) fo)

eo)

te so

Table 1

Rouses Point Breakwater, Rouses Point, New York, New York District

Date(s)

1892

1986

Construction and Rehabilitation Histor

A 1,835-ft-long breakwater was completed for harbor protection (Fig-
ure 5). Construction was of rubble mound, faced with large stones.
Cost of construction was $98,467.

No further repair or maintenance information has been found.

BREAKWATER

Figure 5. Rouses Point, New York

133

Table 2

Gordons Landing Breakwater, Gordons Landing, Vermont
New York District

Date(s) Construction and Rehabilitation History

1891 A 675-ft-long breakwater was constructed to provide dock protection
(Figure 6). The structure was built of rubble and large stone. Cost
of construction was $34,750.

1893 Core rubble and large facing stones were placed on the seaward 135 ft
of the breakwater.

1986 No further repair or maintenance information has been found.

Ff" WiLcox POINT SS
[=]

. CUMBERLAND

runny \.
oocn

oncanwaren~ \ Pied® GORDONS LANDING
[IN

av a
nocKweLl e co

TYPICAL CROSS SECTION

Figure 6. Gordons Landing, Vermont

Table 3

Plattsburgh Harbor Breakwater
Plattsburgh, New York

Date(s) Construction and Rehabilitation History

1836- 1,250 ft of breakwater was constructed of timber cribs filled with

1875 rubblestone and capped with large stone. Slopes were 1:1, and the
timber elevation was at low water level.

1893 The breakwater was extended to 1,565 ft (Figure 7). A total of
$32,500 was spent on renewal of the old timber superstructure by one
composed of large facing stones with rubblestone core.

1949 A survey indicated the breakwater was in good condition except at the
ends.

1971 Repairs were made to the north end of the breakwater at a cost of
$118,000.

1986 No further repair or maintenance information has been found.

RANGE LIGHTS

PLATTSBURGH

LANDING

us.
RESERVATION

PROVIDENCE
ISLAND

STAVE
ISLAND

SCALE OF FEET
°

Figure 7. Plattsburgh Harbor, New York

Date(s)

1890

1948

1960

1962-
1965

1986

Table 4

Burlington Harbor Breakwater

Burlington, Vermont
New York District

Construction and Rehabilitation History

A 4,157-ft breakwater was completed after 54 years of construction
(Figure 8). The breakwater consisted of two segments at lengths of
364 ft (north) and 3,793 ft (south) which were separated by 250 ft.
Construction was of rubble mound resting on rock-filled timber cribs
capped by either concrete (2,457 ft), or rock (1,700 ft). The cribs
rested on a sand and gravel bed and were fastened with dowels and
tenons. Crest elevation was +8.0 ft low lake level (111), and crib
width ranged from 24 to 34 ft.

The breakwater was repaired. Stone was placed on the lakeside at
weakened sections.

A survey indicated the existing structure had settled 1.0 to 3.0 ft
along the entire length. Deterioration of sections of the timber
fasteners left unconnected sections and caused timber displacement
and leaning of the structure lakeward. Deterioration was believed to
be caused by wave action and ice conditions over long periods of
time. Approximately 550 lin ft of the stone superstructure was un-
dermined. Eighty feet of the structure was breached.

The breakwater was rehabilitated using 16,573 tons of stone at a cost
of $381,000.

No further repair or maintenance information has been found.

APPLETREE 8AY

ye.
9 7 Vz

LIGHT

BREAKWATER

BR UPR AERIANEG? ci ON,

=
x
~N
Q
=
x
x
iS)

SCALE OF FEET
°

2000 2000
Se

Figure 8. Burlington Harbor, Vermont

Date(s)

1895

1963

1986

Table 5

Port Chester Breakwater, Port Chester, New York

New York District

Construction and Rehabilitation History

A 783-ft-long rubble-mound breakwater was completed from Byram Point
to Sunken Rock (Figure 9). Crest elevation was +15 ft mlw. The
estimated cost of breakwater construction was $25,000.

The breakwater was repaired using 990 tons of stone. The cost of the
repairs was $25,500.

No further repair or maintenance information has been found. The
project has been deauthorized.

— miLL ST
PORT
CHESTER

east

PORT CHESTER

yo
cM
AW
te

CRORNENE EMCO Tah CHUInT

MO & @
SRR:

Jo
= Ib
cnove Ty Sau

YQ,

YOR K Ke “
\ 4 9
wean )) 1 6 v
“Va C)
9
ny
>
x v
eS C)
s . BYRAM at
PT. &
2 * @ 6
>

o
os Q

ecALE OF PERT
. t00

Figure 9. Port Chester Harbor, New York

Date(s)

1906

1967

1969

1986

Table 6
Larchmont Harbor Breakwater
Larchmont, New York

New York District

Construction and Rehabilitation History

Construction was completed on a 1,440-ft-long stone breakwater, (Fig-
ure 10). Crest elevation was +10.0 ft mlw, crown width was 5.0 ft,
and side slopes were 1:1. Stone sizes 8.0 to 10.0 tons were placed
in random fashion. Initial construction costs were $71,065.

A survey of the breakwater indicated the entire length was below
design elevation and varied from +4.0 to +8.0 ft mlw. A localized
depression of +2.0 ft mlw was located approximately 1,300 ft from the
shoreward end. The breakwater was submerged during high tides, which
created danger areas and was only partially effective as a barrier to
storm waves. The structure had no breaks and was considered stable.

_The entire breakwater was rehabilitated by adding 8.0- to 10.0-ton

stone in pell mell fashion to raise the elevation up to original
design. Crown width remained 5.0 ft, and side slopes were 1V:1.5H.
Cost of rehabilitation was $215,500. A 12.5-ft, 4.9-sec design wave
was used.

No further repair or maintenance information has been found.

\ \ / ° =e 4
\ ¥

pevancey.://
say octancer J

| °F
if FZ (SSNS
hee wo SS ah

V\ woarn ceose
v

= —

‘. s “
F xy eH:
i. MQ EOGE WATER PT.
Oy §sourw Levee

A Oo
HURON ROCK
(REMOVED)
ep mene PT. BREAKWATER
Ligar

Soavaress Rock

eno ear

Figure 10. Larchmont Harbor, New York

Table 7
Glen Cove Breakwater
Glen Cove, New York

New York District

Date(s) Construction and Rehabilitation History

1906 A 1,465-ft-long stone breakwater was completed to provide shelter to
anchorage (Figure 11). Crest elevation was +10.4 ft mlw, crown width
was 5.0 ft, and side slopes were 1:1. Stone sizes of 1,500 lb to
2.0 ton were placed in pell mell fashion. Cost of initial con-
struction was $71,830.

1964 A survey of the breakwater revealed that the offshore portion had
deteriorated and the outer half had settled 3.0 ft. Crest elevation
varied from +5.0 to +10.4 ft mlw, and side slopes varied from 1:1 to
1V:2H. Stones were displaced due to undersized stone. Over 50 per-
cent of the breakwater was submerged at high tide. The breakwater
was considered stable with no breach along the entire length.

1986 No further repair or maintenance information has been found. The
project has been deauthorized.

[RED SPRING PT.

SCALE OF FEET

Figure 11. Glen Cove Harbor, New York

Date(s)

1871

1872

1875

1877

1878

1879
1881
1882
1883

1891
1908
1964
1986

Table 8
Port Jefferson Jetties

Port Jefferson, New York
New York District

Construction and Rehabilitation History

A 600-ft-long riprap jetty was constructed east of the harbor en-
trance to prevent shoaling in the channel. Crest elevation was
+6.5 ft mlw.

The jetty was extended to 1,050 ft, maintaining the same crest
elevation.

A 475-ft-long riprap jetty was built west of the harbor using
3,933 tons of stone (Figure 12). Crest elevation was +11.0 ft mlw.

The east jetty was extended 50 ft seaward, and the entire jetty was
raised to +5.0 ft high water (hw).

The west jetty was extended 450 ft with a crest elevation of +2.0 ft
mlw, except the seaward end was +11.0 ft mlw.

The east jetty was extended 70 ft using 1,437 tons of stone.
Stone was placed on both jetties.
The east jetty was extended 120 ft using 2,020 tons of stone.

The west jetty was extended to 940 ft. Crest elevation of the jetty
was +11.0 ft mlw over the shoreward 550 ft and +2.0 ft mlw seaward.
The middle of the +2.0 ft mlw section was +11.0 ft mlw, and the sea-
ard end was +14.0 ft mlw. Crown width was 4.0 ft at the seaward

250 ft, and side slopes were 1:1. The east jetty was extended to
1,390 ft at +5.0 ft hw, with a 4.0-ft crown width. The total cost of
the jetties since 1871 was $79,000.

The east jetty was repaired over 600 ft with 1,464 tons of stone.
The east jetty was extended to 1,550 ft (Figure 12).
A survey indicated the jetties were in poor condition.

No further repair or maintenance information has been found.

LONG (SLANOD SOUND i

MT_MISERY PT.

Bran,

wEST JETTY

x
oO
Ww
2

omy SELLE TERRE

yy z= R
7) . a4 <2)
<) RY
: =: > \.

fo) Lr,

fo) ro) > Ve
« r a
Le 4
7) ty

PORT JEFFERSON

SCALE OF FEET

Figure 12. Port Jefferson Harbor, New York

Table 9
Mattituck Harbor Jetties
Mattituck, New York

New York District

Date(s) Construction and Rehabilitation History

1906 Two parallel jetties were constructed 400 ft apart at the harbor
entrance. Lengths were 775 ft (east (Figure 13)), and 680 ft (west).
The estimated cost of construction was $40,000.

1910 The landward 680 ft of the east jetty and 485 ft of the west jetty
were repaired and made sand tight at a cost of $6,158. Seaward por-
tions of the jetties were in need of repair and sand tightening.

1938 The west jetty was extended to 930 ft (Figure 13). The jetties were
considered to be in good condition.

1975 Both jetties were repaired using $10,670 tons of stone. The cost of
repairs was $385,000.

1986 No further repair or maintenance information has been found.

SCALE OF FEET

Figure 13. Mattituck Harbor, New York

ail

Table 10

Greenport Harbor Breakwater

Greenport, New York
New York District

Date(s) Construction and Rehabilitation Histor

1883 A 1,570-ft-long breakwater was constructed to provide harbor protec-
tion from east and northeast storms (Figure 14). Crest elevation was
+3.0 ft hw and allowed for 1.0-ft expected settlement. Crown width
was 5.0 ft, and side slopes were 1:1. The estimated cost of con-
struction was $22,000.

1986 No further repair or maintenance information has been found.

Figure 14. Greenport Harbor, New York

Date(s)

1908

1962

1963
1986

Table 11

Sag Harbor Breakwater, Sag Harbor, New York
New York District

Construction and Rehabilitation History

A two-section breakwater was constructed of stone to provide harbor
protection (Figure 15). The total length of the breakwater was

3,180 ft. The inshore section extended 1,330 ft north-northwest from
Conklin Point. The offshore and inshore sections overlapped and were
separated by 100 ft. The offshore section extended 1,850 ft west-
northwest. Crest elevations were +7.5 ft mlw, crown width was

5.0 ft, and side slopes were 1:1. The cost of construction was
$59,800.

Surveys indicated the breakwater had settled 0.5 to 1.0 ft for con-
siderable lengths. The breakwater was considered stable.

Repairs were made using 1,429 tons of stone at a cost of $15,150.

No further repair or maintenance information has been found.

SHELTER /SLAND SOUND

FLOOD
£88 —

NORTH HAVEN
PENINSULA

SAG HARBOR
COVE

Figure 15. Sag Harbor, New York

2s)

Date(s)

1926

1942

1967

1968

1986

Table 12
Lake Montauk Jetties

Star Island, New York
New York District

Construction and Rehabilitation History

Private interests constructed jetties east and west of the lake en-
trance. The east jetty was 750 ft long (Figure 16), and the west
jetty was 981 ft long. Crest elevations were +6.0 ft and +8.0 ft
mean low water (mlw) west and +8.0 ft mlw east. Crown width varied
from 5.0 to 6.0 ft, and the side slopes were 1V:1.5H. One- to
4,0-ton stone was used and placed in random fashion.

The west jetty was extended 231 ft shoreward at the request of the
Department of the Navy using $82,738 of Navy funds (Figure 16).
Crest elevation of the extension was +8.0 ft mlw, crown width was
6.0 ft, and side slopes were 1V:1.5H. Cover stone used was 4.0 to
6.0 tons, and core stone was 8.0 to 6,000 lb.

A survey indicated the jetty was in poor condition. Proposals were
made to repair and extend the jetties using a design wave of WoO) sae
and 5.8 sec.

The jetties were repaired, and the east jetty was extended 350 ft.
The cost of repairs and the extension was $526,600, and 18,400 tons
of stone were used.

No further repair or maintenance information has been found.

BLOCK 1/SLANDB SOUND

LAKE MONTAUK

HARBOR

SCALE OF FEET
300

Figure 16. Lake Montauk Harbor, New York

Date(s)

1953

1954

1956

1982

1985

Table 13

Shinnecock Inlet Jetties

Tiana Beach and Hampton Beach, New York
New York District

Construction and Rehabilitation History

Local interests constructed two jetties for inlet stabilization at
lengths of 1,363 ft east (Figure 17) and 850 ft west. The cost of
construction was $846,210 east and $376,000 west. The design geome-
try of both jetties consisted of +9.0-ft mlw crest elevations, 12.0-
ft crown widths, and 1V:1.5H side slopes. The jetties were con-
structed of one layer capstone, 4.0- to 10-ton stone on the landward
1,163 ft of the east jetty, and 6.0- to 12-ton stone elsewhere.
Core stone used on the east jetty was 5.0 lb to 1.0 ton on the land-
ward 1,163 ft and 5.0 lb to 2.0 tons elsewhere. Core stone used on
the west jetty was 50 lb to 1.0 ton. A 2.0-ft-thick blanket and
apron stone were placed using 5.0- to 500-1b stone.

Local interests extended the west jetty 96 ft (Figure 17) at a cost
of $166,230. The extension was built at the same elevation and width
as the original jetty. Side slopes were 1V:2H. Capstone was 6.0 to
12 tons, covering 10-lb to 2.0-ton core stone resting on a 2.0-ft-
thick blanket and apron, consisting of 50- to 500-1b stone.

A survey revealed that the east jetty had suffered severe damage.
Capstones and slope stones had slipped and were disarranged in nu-
merous spots. Core stones were washed out in several places. Cap-
stones and core stones were washed out in four locations totaling

150 ft. The outer 250 ft of the jetty was partly washed out. Beach
and dunes adjacent to the jetty eroded, and waves rode over the dunes
and flanked the jetty. The west jetty was in fair condition with
minor slips and disarrangement in five spots. The inlet was ina
shoal condition. Most of the damage was due to a hurricane in 1954.

The west jetty was reconstructed by resetting cap stones to original
design geometry over 170 ft. A 1,470-ft-long pile crib revetment on
the north end of the west jetty was replaced by a rubble-mound jetty.
(Figure 18).

A survey revealed that the reconstructed portion of the west jetty
was in good condition. The seaward 200 ft of the west jetty had
unraveled and capstones were scattered. The west jetty head had not
maintained design configuration. Stones on the inlet side of the
east jetty had sloughed in some sections, but stones on the beach
Side had retained their original position. Two areas on the northern
end were completely deteriorated. Erosion of sand caused undermining
of the east jetty with continual loss of sand undermining it further.

(Continued)

DAL B16 2 bts

PROJECT DEPTH

PROJECT OEPTH

DATUM PLANES

(M.L.W) (OCEAN SIDE)°15 FT. BELOW MSL.
(M.L.w) (BAY SIDE) °O2 FT BELOW MSL.

SCALE OF FEET
ie}

800 800
—eEE————E

ES new WORK REMAINING TO BE DONE

Figure 17. Shinnecock Inlet, New York

an NEW JETTY CONSTRUCTED
ORIGINAL CAP STONE 5 TO 9 TONS
PILE CRIB
REVET MENT-

NON- FUNCTIONAL
REVETMENT SECTION

DUNE RO
JETTY RECONSTRUCTED

P STONES
ESET

COMPLETE
WASHOUTS

PARTIAL Af
WASHOUTS Tees GAPS IN STONES
Be NO INTERLOCKING

HW LINE 1953
UNRAVELING
TO JETTY
STONES SLOPED STONE SLOUGHING,
TOP OF JETTY SETTLEMENT
WEST JETTY nner SAND LOSS BEHIND

f: EXISTING CONDITIONS
SHOALING . MEAN HIGH WATER LINE. ...
ADJACENT ft ney
TO JETTY =

STONE SETTLEMENT,
GAPS EVIDENT

ATLANTIC
OCEAN

A S UNRAVELED
Yj Lo}

COMPLETELY

EAST JETTY

NOT TO SCALE

Figure 18. 1982 reconstruction of west jetty and 1985 existing
conditions of east jetty, Shinnecock Inlet

Date(s)

1985
(Cont. )

1986

Table 13 (Concluded)

Construction and Rehabilitation History

There were areas of partial washouts of stone, settlement, and non-
interlocking capstones. The seaward 300 ft was completely unraveled,
with all stones scattered (Figure 18). It was determined that the
jetties had served their function of inlet stabilization and they
were not leaking significant amounts of sand.

Plans call for rehabilitation of the jetties. The east jetty will
need new capstones and core stones where there are complete washouts,
approximately 450 ft. Original stones will be removed and reset
where settlement and sloughing has occurred, approximately 700 ft.
The 300-ft east jetty head section will be completely rebuilt with
new and original stone. A blanket will be placed for scour protec-
tion. A 5.0-ft-thick blanket using 1,000-lb stone will be laid on
the existing bottom to prevent additional scouring of the west jetty
toe. New capstone and core stone are needed to supplement the dis-
placed stones of the west jetty head. The section will be rebuilt
using existing stone but will consist of two layers of armor stone.

Date(s)

1953

1954

1956

1983

1986

Table 14

Moriches Inlet Jetties

Great South Beach and Pikes Beach, New York
New York District

Construction and Rehabilitation History

Construction of two jetties by local interests was completed at
lengths of 750 ft east and 1,420 ft west. Elevations were +9.0 ft
mlw, crown widths were 12.0 ft, and side slopes were 1V:1.5H. One
layer of capstone was placed over core stone, which rested on a
2-ft-thick blanket. Stone sizes used on the east jetty were 4.0- to
10.0-ton capstone and 5.0-lb to 1.0-ton core stone on the shoreward
580 ft, and 6.0- to 12-ton capstone and 5.0-lb to 2.0-ton core stone
on the remainder of the jetty. The west jetty consisted of 2.0- to
6.0-ton capstone and 10-lb to 1,000-lb core stone on the shoreward
1,280 ft and 6.0- to 12-ton capstone and 10-lb to 1.0-ton core stone
elsewhere. Blanket and apron stone was 5.0 to 500 lb and 10 1b to
500 lb on the east and west jetties, respectively. Cost was $327,630
for the east jetty and $420,210 for the west jetty, all non-Federal
funds.

Local interests extended the jetties to 841 ft east and 1,461 ft west
(Figure 19) using 6.0- to 12.0-ton capstone at 1V:2H side slopes.
Core stone used was 15 lb to 5.0 ton, east jetty, and 10 1b to 2.0
tons west jetty. A 2.0-ft-thick blanket and apron was placed using
15- to 500-lb stone. Jetty ends were approximately 800 ft apart.
Cost was $194,290 east and $142,260 west.

An inspection of the jetties was conducted. Stone on the inlet side
of both jetties had slipped at numerous locations. Slope stones and
capstones had unraveled at the outer end of the east jetty. Approxi-
mately 300 ft of the west jetty had settled 2.0 to 3.0 ft. The
jetties had undergone severe wave attack since their construction,
and most of the damage was attributed to the hurricane of August 31,
1954.

A survey indicated the jetties were in a good, stable condition. The
jetties had settled approximately 2.0 ft over 65 ft on the east jetty
and 130 ft on the west jetty. The jetties did not meet Corps of
Engineers standards for armor stone layer thickness, weight, or ele-
vation, and it was determined that it would be more economical to
maintain the jetties on an annual basis than by rehabilitation.
Potential damage was anticipated to increase.

No further repair or maintenance information has been found.

f INLET
_ ISLAND

PROJECT DEPTH

DATUM PLANES

Q4.L.w) (OCEAN SIDE)° 1.7 FT BELOW MS.L.
(M.LW) BAY SOE) °O4 FT. BELOW MSL

= [new work remains To 8 CONE

Figure 19. Moriches Inlet, New York

Date(s)

1892

1927

1935

1962-
1963

1986

Table 15

Browns Creek Jetties

Sayville, New York
New York District

Construction and Rehabilitation History

Two riprap jetties were constructed east and west of the creek en-
trance. The east jetty was 448 ft long, and the west jetty was 492 ft
long (Figure 20). Crest elevations were +1.0 ft hw, crown width

was 3.0 ft, and side slopes were 1:1. The minimum stone used was

500 1b.

The west jetty was repaired and extended 208 ft (Figure 20). Eleva-
tion of the extension was +3.0 ft hw. Nine hundred eighty one cubic
yards of rock was used for repair and extension.

The outer 213 ft of the west jetty was repaired. Minimum capstone
and slope stone was 2.0 tons, and core stone was 15 lb to 1.5 tons.
The crest elevation was raised over the entire jetty to +4.0 ft mlw,
crown width was 4.0 ft, and side slopes were 1V:1.5H.

A survey indicated the jetties were deteriorated. Almost all stones
were displaced on the west jetty, and there were numerous openings in
the structure. Most of the stones were shifted out of place on the
east jetty. Almost half of the jetty was breached and was not visi-
ble at mean low water. The jetties were rehabilitated over the en-
tire lengths in 1963 using 4,000 tons of stone at a cost of $71,000.
Crest elevations were +4.0 ft mlw, crown width was 6.0 ft, and side
slopes were 1V:1.5H (Figure 20). Three-ton cap and slope stone, and
15-1b to 1.5-ton core stone was used. The design wave was 5.0 sec,
0) te.

No further repair or maintenance information has been found. The
project has been deauthorized.

prownd River Road

TOWN DOCK
(new)

RivER ROAD

cI |):
oo ort timit f
oF GFT PRovect? H |b

|
i
|
|

im
©

EAST JETTY

west
—}— 700’

DEPTH

=
SS ace

(SVS
~
=x

PROJECT

SCALE OF FEET
°

400 400
—S—S SSS

Figure 20. Browns Creek, New York

Table 16
Fire Island Jetty
Democrat Point, New York

New York District

Date(s) Construction and Rehabilitation History

1941 A 4,950-ft jetty was constructed to stabilize the inlet (Figure 21).
Crest elevation was +8.0 ft mlw, crown width was 12.0 ft, and side
slopes were 1V:2H. The jetty rested on a 3-ft-thick blanket which
extended 50 ft seaward of the jetty toe.

1950 A survey indicated the sand trapping capacity of the jetty was
reached, and the jetty was in fair condition.

1986 No further repair or maintenance information has been found.

STATE <
804T CHANNEL ——=

1SLANO

DEMOCRAT ROBERT MOSES STATE PARK

DATUM PLANES

MLW, (AT DEMOCRAT PORT - OCEAN G:DE) = 20 FT. BELOW MSL
MLW. (AT DEMOCRAT PONTT-ugT GIDE) = 1.2 FT. BELOW MSL

Figure 21. Fire Island Inlet, New York

Date(s)

Table 17
Jones Inlet Jetty

Jones Beach State Park, New York
New York District

Construction and Rehabilitation History

1959

1962

1985

1986

A 5,200-ft-long jetty was constructed to provide inlet stabilization,
and a sand barrier was constructed to prevent shoaling of the inlet
(Figure 22). The jetty was constructed in four sections. The land-
ward section (Section 1) was 1,150 ft in length and had a crown

width of 6.0 ft and side slopes of 1V:1.5H. Minimum capstone sizes
were 5.0 tons, and core stone was 10 lb to 3.0 tons. Section 2 was
3,650 ft long and had a crown width of 8.0 ft and side slopes of
1V:2H, except the shoreward 1,850 ft on the western side, which was
1V:1.5H. Minimum capstone used was 5.0 tons, and core stone was

15 lb to 4.0 tons. Section 3 was 350 ft long and had a crown width
of 12.0 ft and side slopes of 1V:2H. Capstone used was 8.0 ton mini-
mum, and core stone was 15 lb to 5.0 ton. Section 4, the most sea-
ward section, was 50 ft and had a crown width of 15 ft and side
slopes of 1V:2.5H. Stone sizes were the same as those in Section 3.
All crest elevations were +9.0 ft mlw. The jetty rested on a 2.0-ft-
thick blanket that extended 20 ft west from the base of Sections 1
and 2 and extended 30 ft from both sides of the base of Section 3,
except for 125 ft on the seaward west side. A 2.0-ft-thick apron
extended 100 ft from the toe and curved to intersect the blanket in
Section 3. The useful life of the jetty was expected to be 20 years.

The Middle Atlantic coastal storm of 6-8 March 1962 damaged the
jetty. The outer 200 ft was raveled and broken down to the high
water level. A second layer of capstone was added to the outer

120 ft to restore the original design. The adjacent 1,080 ft shore-
ward was repaired by replacing armor stone and by adding stone.
Armor stone was replaced on the adjacent 900 ft shoreward.

The jetty had nearly reached impoundment. Sand was bypassing the
jetty, mostly through large voids at the jetty-shoreline intersec-
tion. The apron had settled approximately 7.0 ft at the seaward end
due to sand loss through voids in the apron.

No further repair or maintenance information has been found.

MIDDLE BAY

aN
NSS ON- FEDERAL Coane

(Sy

Eu
ya
ADOW
ME yy
cDeRaL Peostct

ISLAND

4
Welkeaet ae
arte et

=H ee
ean bead
uuu

HROINT LOCKOUT,
ee

R
y
S

Figure 22. Jones Inlet, New York

Date(s)

1934

1935

1941

1946

1963

1986

Table 18

East Rockaway (Debs) Inlet Jetty

Long Beach, New York
New York District

Construction and Rehabilitation History

A 3,750-ft-long jetty was constructed on the east side of the inlet
for stabilization (Figure 23). The jetty was constructed in three
sections with lengths of 1,400 ft, 1,400 ft, and 950 ft, landward to
seaward, respectively. The design geometry for each section was:

Section 1: Crest elevation of +8.0 ft mlw, 6.0-ft crown width, 1:1
side slopes, and one layer of cover and capstone.

Section 2: Crest elevation of +8.0 ft mlw, 8.0-ft crown width, 1:1
side slopes, and one layer of cover and capstone.

Section 3: Crest elevation of +10.0 ft mlw, 15.0-ft crown width,
1V:1.5H side slopes, and one layer cover and capstone.

The jetty rested on a 1.0-ft-thick blanket and a 1.0-ft-thick apron
which extended seaward of the toe 500 ft. A jetty was to be built
west of the inlet if necessary.

Repairs were made to the jetty beginning 2,500 ft from the landward
end, and extending seaward 250 ft. The cost of repairs was $14,426,
and 1,926 tons of stone were used.

Repairs were made by rearranging 212 tons of stone on the seaward
610 ft at a cost of $6,000. An additional 375 tons were placed on
the east side of the seaward end at a cost of $1,670.

Twenty-four hundred tons of stone were placed on the jetty at a cost
of $78,000. The jetty was considered to be in good condition.

Repairs were made using 800 tons of stone at a cost of $18,411, and
the structure was in good condition with the exception of minor
repairs.

No further repair or maintenance information is available on the east
jetty. The west jetty has not been built. The project has been
deauthorized.

f° ATLANTIC BEAGH

PROJECT

EAST JETTY

Ae Tee M AN ETE (aC OF Cue Ane

SCALE OF FEET
600

DaTuUM (M4. Ww) = 210 FT. BELOW M.S.

Figure 23. East Rockway (Debs) Inlet, New York

Table 19
Jamaica Bay Jetty, Rockaway Point, New York

New York District

Date(s) Construction and Rehabilitation History

1933 A jetty was constructed east of the bay entrance, 8,400 ft long, for
channel protection (Figure 24). Plans called for construction of a
west jetty.

1949 A survey of the jetty stated it was in fair condition.

1953 Repairs were made to 225 ft of the jetty using 580 tons of stone at a
cost of $14,088.

1963 The jetty was rehabilitated to project dimensions.

1986 No further repair or maintenance information is available on the east

jetty. The west jetty has not been constructed.

BERGEN

BEACH

OS BO © ff Gb %

—
i] - ns at
o i

5,
“C40 y CPt

‘ay,
LJ
went Tan

ROCKAWAY INLET

FORT TILOEN

EAST JETTY

iD geo ATLANTIC OCEAN

CHANBEL

Figure 24. Jamaica Bay, New York

Table 20

Sandy Hook Bay Breakwater
Atlantic Highlands, New Jersey
New York District

Date(s) Construction and Rehabilitation History

1940 A 4,000-ft-long rubble-mound breakwater was completed (Figure 25).
The breakwater extended east from the New Jersey Central Railroad
steamboat dock. The cost of construction for the breakwater was
$239,600, of which $158,334 were federal funds. A total of
93,548 tons of stone was used.

1986 No further repair or maintenance information has been found.

" S\SPERMACETI
cove

ATLANTIC HIGHLANDS

Figure 25. Sandy Hook Bay, New Jersey

Table 21

Cheesequake Creek Jetties, Morgan, New Jersey
New York District

Date(s) Construction and Rehabilitation History

1883 Two parallel jetties were constructed 200 ft apart for channel pro-
tection. Lengths were 925 ft east and 995 ft west (Figure 26).

1986 No further repair or maintenance information is available. The

project has been deauthorized.

ALON
Ep) FEN
le \
y. PROJECT CEPT
Be 3st

0
[Nonovesto Sé5
PILE Diae

FORMER
WHTEREAD DOC.

veoregam iw
PeDERaL prosacT

SCALE OF FEET
\ ° 1000
eon

Figure 26. Cheesequake Creek, New Jersey

Table 22
Neshaminy State Park Jetty
Neshaminy State Park, Pennsylvania
Philadelphia District

Date(s) Construction and Rehabilitation Histor

1968

1986

A 230-ft-long rubble-mound groin was built but has served as a jetty
for channel control (Figure 27).

No further repair or maintenance information has been found.

2
Dr Ses
2 = \
Yee
SSS Sea Se \-
S 32325255
N 2
Sa eS,
BUCKS —— COUNTY
—_
a
=v.
a
op s)
Ayal
™m
z
NESHAMINY STATE
PARK HARBOR
Li eee SUES cauuy
R
ave
DELAWARE
ie

SCALE OF FEET
400 9 800

Figure 27. Neshaminy State Park Harbor, Pennsylvania

Date(s)

1907

1912-
1913

1918
1962

1963

1964

1986

Table 23

Mantua Creek Jetties

Paulsboro, New Jersey
Philadelphia District

Construction and Rehabilitation History

Two jetties were constructed to provide channel protection. Lengths
were 754 ft and 580 ft east and west, respectively. The jetties were
constructed of stone-filled timber cribs, with mat brush placed to
support the stone (Figure 28). Top width and elevation were 12.0 ft
and +8.0 ft mlw, respectively, for each jetty.

The east jetty was extended to 1,577 ft, and the west jetty was
extended to 1,456 ft (Figure 28).

Repairs were made by the addition of stone.

An investigation of the jetties revealed the jetties had settled an
average of 2.0 ft. Approximately 100 ft of the offshore end of the
east jetty had deteriorated, with most of the pilings gone, and stone
had fallen out to below the waterline. Most of the walings had
deteriorated and were missing. Piles were missing at intermediate
locations along the jetties, but there was no significant loss of
stone at those locations. Piles that remained were in good
condition.

The jetties were rehabilitated at a cost of $136,895. A new row of
piles was placed over approximately 100 ft at the offshore ends.
Piles were placed 7.5 ft on either side of the center line of the
jetties. Corestone was dumped between the piles to an elevation of
+8.0 ft mlw (Figure 29). Missing piles were replaced, and new wales
were provided along the remainder of the jetties. One row of cap-
stone was placed on the inner sides of both cribs on top of the
existing stone to +8.0 ft mlw. Core stone was filled between the
capstones in the center of the jetties to +8.0 ft mlw (Figure 29).
Crown width was 16.0 ft at the offshore ends and 12.0 ft on the re-
mainder of the jetty. Design wave height was 4.2 ft.

Repairs were made to the seaward end of the east jetty at a cost of
$4,864. The Corps was reimbursed later for this work.

No further repair or maintenance information has been found.

Grasset;
Chemical Co.

Paulsboro WS

wiGuwary’ 7X
BRIDGE
(ORAM)

Strathmann
Sand @ Grove! Co.

AMIGHWAY

GLOUCESTER COUNTY BRIOGE

Porters Lae

Upstream limit of
Federal Project

‘F.R_BRIOGE
(FIXED)

pA
Mount Royal
(@
é palsies grid? (FIXED)
ul qari Cooks Landing ——Y
me

EL+80 | £
wh as

WALES 8x10"

10"

WALES 8 xI2"

TYPICAL CROSS SECTION

5000 ie) 5000

Figure 28. Mantua Creek, New Jersey

€961 ‘satqqef yooug enqueW Jo uOTIeITTIGQeYysy “62 ouNdTyY

NOILVA3 13

NOILD3S 3YOHSIIO

ay
>

MIN

SY31LN39 0-2

NO 31d GOOM’, 2!

08+ 13
SNO1SdV9
SNO1S 3409

Date(s)

1922

1986

Table 24
Raccoon Creek Jetty
Bridgeport, New Jersey
Philadelphia District

Construction and Rehabilitation History

A 950-ft-long timber pile, brush, and stone jetty was constructed
south of the entrance to provide channel protection (Figure 30). The
cost of construction was $29,159.

No further repair or maintenance information has been found.

Bridgeport

Ae Ia aA yous!
19 mea to Camden —————=>
aE

GLOUCESTER COUNTY

Figure 30. Racoon Creek, New Jersey

Table 25

Wilmington Harbor Jetties
Wilmington, Delaware
Philadelphia District

Date(s) Construction and Rehabilitation History

1883 A 1,740-ft-long curved stone-filled pile and timber crib jetty was
constructed north of the Christina River mouth.

1884 The north jetty was raised 4.0 ft to a height above high water (no
information on exact height).

1900 The north jetty was repaired and extended 313 ft. A terminal crib
was also constructed. The total length of the north jetty was
2,150 ft. Jetties were constructed on the south side of the
Christina River and at the mouth of the Brandywine River. The length
of the south Christina River jetty was 1,515 ft and was built of pile
and stone. A cross dike was built to connect the inner end of the
jetty to the shore at high water. The Brandywine River jetty was
V-shaped and was built of stone-filled pile and timber crib. The
total length of this jetty was 690 ft, 430 ft on the Brandywine River
side and 260 ft on the Christina River side (Figure 31).

1905 Repairs were made to the Brandywine River jetty and the north
Christina River jetty. New wales were put on the Brandywine jetty,
and face timber was replaced on the north Christina jetty. Stone was
replaced where needed on both jetties.

1916 Repairs were made to the north Christina River jetty. Broken timber
and piling was replaced with new material. Fender piles were placed
along the channel face, and the interior of the crib was filled with
stone where settling had occurred along the entire length of the

jetty.

1925 The south jetty was removed, and a new jetty was to be built south of
the Christina River.

1931 Approximately 1,200 ft of the north jetty was removed to improve the
channel regime. The total length of the north jetty was 950 ft (Fig-
ure 31).

1936 A new jetty was completed south of the Christina River mouth. The

jetty was 2,300 ft long (Figure 31) and consisted of 1,352 lin ft of
steel sheet-pile wall, buttressed with 100-ft timber piles 12 ft on
center, a 948-ft outboard section consisting of twelve 25.5-ft-
diameter steel sheet-pile cells, and one 30.5-ft-diameter terminal
cell with twelve 51-ft interconnecting fences. Crest elevation was
+10 ft Corps of Engineers Datum (2.9 ft below mean sea level, 1929).
The landward end of the jetty was connected to shore by a 120-ft
steel sheet-pile anchor wall. The cost of construction was $205,000.

(Continued)

Table 25 (Concluded)

Date(s) Construction and Rehabilitation History

1937- Damages to the Christina south jetty, caused by ships colliding

1939, with it, were repaired each of these years at a total cost

1948 of $90,000.

1961 The landward 500 ft of the Christina south jetty was removed to ac-
commodate marine terminal expansion. The total length of the jetty
was 1,800 ft.

1962 275 ft of buttressed steel sheet-pile wall failed during an extremely

low tide and was eventually repaired.

1985 The Christina south jetty is in good condition.

NEW CASTLE COUNTY

oo (gascune) BS

ot I es

U.S.Gour

Wee

SCALE OF FEET

Figure 31. Wilmington Harbor, Delaware

Table 26

Delaware River and Chesapeake Bay Canal Jetties
Reedy Point, Delaware
Philadelphia District

Date(s) Construction and Rehabilitation History

1903 Construction of two rubble-mound jetties, north and south of the
canal, was completed to provide channel protection. The length of
each jetty was 725 ft, crest elevations were +8.0 ft mlw, crown
widths were 6.0 ft, and side slopes were 1:1 (Figure 32).

1938 Each jetty was extended to 2,095 ft (Figure 32).

1960's The south jetty was removed and replaced by a new jetty to increase
the entrance size to accommodate larger vessels and to improve
navigation safety. The new jetty had a crest elevation of +8.0 ft
mlw and a 14.0-ft crown width (Figure 32). The design wave was
6.3 ft, 4.8 sec.

1985 The north jetty has subsided, lost stone, and the toe has scoured.

Bulkhead

BACON

HEALTH CENTER

HWY. BR.
(FIXED) 2 LANES

South Jett,

SCALE OF FEET
600 2 600 3200

MHW 6.0-4__ r= EL+8.0

CAPSTONE 14.0 CAPSTONE
MLW (aeciesl
CORESTONE, | p= EETBION CORESTONE

XMATSTONE—’
ORIGINAL CROSS SECTION

NEW SOUTH JETTY CROSS SECTION

Figure 32. Delaware River and Chesapeake Bay Canal, Delaware

Table 27

Smyrna River Jetties, Kent County, Delaware
Philadelphia District

Date(s) Construction and Rehabilitation History

1939 Two parallel stone-filled timber crib jetties were constructed to
provide channel protection. The north jetty was 803 ft, and original
plans called for the south jetty to be 2,700 ft; however, project
maps indicate it was approximately 2,000 ft (Figure 33).

1986 There is no records of repairs. The project has been deauthorized.

NEW CASTLE
COUNTY

Landing

KENT COUNTY )

Brick Store
Landing

Upstream limit of
Federal Project

Smyrna Ldg Ris
Prices Ldg. a
\\

SCALE OF FEET

5000 2) 3000
————

Figure 33. Smyrna River, Delaware

Date(s)

Table 28

Mispillion River Jetties
Kent and Sussex Counties, Delaware

Philadelphia District

Construction and Rehabilitation History

1859

1879

1896

1897
1899

1901

1904

1907

1908

1911

A 560-ft-long jetty was constructed by local interests north of the
entrance. The jetty was installed by placing a row of close-fitting
piling and brush.

The jetty had deteriorated considerably, and the Federal government
made repairs.

A 350-ft-long stone-filled timber crib dike was constructed on the
west side of the new channel.

The jetty was extended shoreward 200 ft at a cost of $1,600.

Repairs were made to 141 ft of the 1897 extension at the seaward end
at a cost of $506.

The stone-filled timber crib dike had become a channel obstruction
and was removed.

The jetty was extended 805 ft shoreward by placing stone over brush-
filled pile and timber crib. The extension was 12.0 ft wide with
pile elevations of +11.0 ft mlw and stone elevations of +8.0 ft mlw.
The gap between the extension and the existing jetty ends was filled
with 313 cu yd of stone.

The jetty was extended 85 ft shoreward at a cost of $870, using 1904
construction geometry. The extension was classified as repairs.

Repairs were made to 68 ft of the jetty damaged by a storm on Jan-
uary 11, 1908. A jetty was constructed south of the entrance and
parallel to the north jetty. The south jetty was 3,300 ft long and
was constructed by placing stone over brush-filled pile and timber
erib for 2,200 ft, and over an existing 1,100-ft-long bulkhead. The
jetty was 6.0 ft wide with pile elevations of +7.0 ft mlw and stone
elevations of +5.5 ft mlw. The north and south jetties were separ-
ated by 210 ft. Costs of repairs and new construction were $22,770
and $350,000, respectively. The locations of the jetties are shown
in Figure 34.

The south jetty was extended 1,800 ft at a cost of $18,431 using 1904
construction geometry. Repairs were made to the south jetty by fill-
ing settled sections with 96 cu yd of stone. The cost was $18,431
for extension and $384 for repairs.

(Continued)

Date(s)

Table 28 (Continued)

Construction and Rehabilitation History

1912,
1913,
1914

1915

1920

1939
1944

1948

1963

1964

The north jetty was extended 400 ft seaward in each of these years
(1,200-ft total) at a cost of $4,940, $4,800, and $5,000, respec-
tively. Extensions were 6.0 ft wide with +7.0-ft mlw pile elevations
and +5.5-ft mlw stone elevations.

Both jetties were repaired by adding or replacing broken and decayed
timber or piling, and a preservative was applied to tops of piles.
Stone was placed to fill settled sections. The cost of repairs was

Somsnier

The south jetty was extended 700 ft to a total length of 5,800 ft
using the same type of construction and geometry as the existing
jetty. Both jetties were repaired in the same manner as the 1915
repairs. Costs of repairs and the extension were $2,422 and $26,033,
respectively.

The north jetty was extended 3,500 ft seaward at a cost of $129,140,
using 1912-1914 construction geometry.

Tops of piles were coated with tar on the north jetty near the river
mouth at a cost of $320.

The north jetty was repaired beginning 708 ft from the shoreward end
and extending 942 ft seaward. The original timber crib section was

rehabilitated to a rubble-mound structure (Figure 34). The cost of

repairs was $51,493, and 4,870 tons of stone were used.

A survey of the north jetty indicated there was no visible trace of
the shoreward 708 ft. The total length of the existing jetty was
5,642 ft. The shoreward, rubble-mound, end had an average height of
+6.2 ft mlw. The 1,200-ft-long timber crib structure adjacent to the
rubble-mound section had deteriorated. Upper crib work was virtually
nonexistent, and tops of piles were rotted or broken off. Stone had
settled an average of 2.8 ft from design, was displaced, and had
spilled out between piles. Piles, tie rods, and wales in the most
seaward 3,500 ft appeared to be in good condition. Stone had settled
an average of 1.5 ft in this section.

Minor rehabilitation was done on the north jetty at a cost of
$377,848. The 1,200-ft-long deteriorated timber crib section was
rehabilitated to a rubble-mound structure. The center line of the
rubble-mound structure was placed north of the center line of the
timber crib jetty to prevent failure of the jetty on the channel side
due to lateral forces. The offset was 11.0 ft over a distance of
650 ft and 9.0 ft over a distance of 400 ft, shoreward and seaward
ends of the section, respectively. Transition sections were on
either end of the new structure and between the two offset sections.
Crest elevation was +7.0 ft mlw, crown width was 10.0 ft, and side
slopes were 1V:1.5H. Twenty-five ton minimum capstone was placed
over 1- to 50-lb matstone. A layer of willow matting, compressed in

(Continued)

Table 28 (Concluded)

Date(s) Construction and Rehabilitation History

1964 place to 1.5 ft thick, was provided as a filter. Core stone, 25 to

(Cont.) 500 1b, was placed on the channel side of the existing jetty ata
slope of 1V:1H to 1V:1.5H to ensure stability of the rubble-mound
structure. The 3,500-ft-long timber crib on the seaward end of the
jetty was filled with core stone, 150 to 300 lb, to the original de-
sign elevation of +5.5 ft mlw. Cross sections of the rehabilitation
are shown in Figure 35.

1985 The jetties are in good condition and have been effective in pro-
viding safe navigation and preventing channel shoaling.

9/ autes to Pritodelphra

SUSSEX COUNTY
Mwy. ORIDGE ( FIXED)

DELAWARE

SCALE OF FEET
20000 2 4 6 810000

STONE TO BE PLACED
IN INNER END OF
NORTH JETTY

EXISTING TIMBER PILES
ROTTED OFF AT EL*3.0 <4

SECTION AT STA. I*+50

Figure 34. Mispillion River, Delaware

& | @ EXISTING JETTY
+10F +10
APPROX. +7.0 FEET MLW
15 MecrosriNG TIMBER PILING (BADLY DETERIORATED)
6.0
HA si
Or Beil 0ZZ wey Suede o
CORE STONE
BRUSH MAT MAT STONE
EXISTING GROUND

3 EXISTING TIMBER CRIB JETTY bara wi Lig

10k
SHOREWARD SECTION
£ ISTING JETTY
+o ROAERERIS +0
APPROX. *+7.0 FEET MLW
60 EXISTING TIMBER PILING (BADLY DETERIORATED)
CHANNEL SIDE
Oj— 30 Z— MAT STONE -—--— : CORE STONE mic
| MAT STONE
_- EXISTING GROUND
ey aN
EXISTING TIMBER CRIB JETTY

“a “10

SEAWARD SECTION

SCALE _IN FEET

10 5 (0) 10 20
a

TYPICAL SECTION
__TIMBER CRIB

SCALE _IN FEET
10 : Q 19 20
Figure 35. Cross sections of 1964 rehabilitation
of Mispillion River jetties

Date(s)

1908

1911-
1914
1917,
1920,
1923

1937

1939
1944

1985

Table 29

Roosevelt Inlet Jetty
Lewes, Delaware

Philadelphia District

Construction and Rehabilitation History

A 1,263-ft-long stone-filled timber crib jetty was constructed on the
west side of the inlet.

Stone replacement repairs were made each of these years. Cause
of damage was due to inadequate jetty design; waves easily damaged
the timber cribs. The cribs were also permeable to sand.

The timber crib jetty was replaced by two steel sheet-pile jetties,
constructed 500 ft apart, on the east and west sides of the inlet.
Both jetties were 1,700 ft long (Figure 36). Crest elevations were
+8.0 ft mlw, except the shoreward ends which were +10.0 ft mlw.

The jetties had deteriorated due to corrosion.

The jetties were flanked and rubble was placed along the east bank.
The additional rubble extended the east jetty shoreward 400 ft. The
possibility of the west jetty becoming completely flanked was
determined to be remote; therefore, no rubble was placed on the west
bank. Seaward ends of both jetties were repaired due to
deterioration by corrosion.

The jetties are in poor condition and are ineffective. They are
considered a navigation hazard and are to be removed.

4
WEST JETTY LIGHT ©

D SEAST JETTY LIGHT
a

Oc.G. LEWES

yy ‘
LES
OC
SOM ‘

SS
Oy

’
%

SCALE IN FEET
000 ) 1000 _2000
La a wn wn]

Figure 36. Roosevelt Inlet, Delaware

Date(s)

1898

1901

1985

Table 30

Delaware Bay Harbor of Refuge Breakwaters
Fort Miles

, Delaware

Construction and Rehabilitation History

A 5,000-ft-long detached breakwater was completed to offer harbor
protection from east-northeast storms.

The structure was located
2,800 ft west of Cape Henlopen and extended west-northwest (Fig-
ure 37).

The cost of construction was $2,790,000.

Construction was completed on a second detached breakwater to provide
harbor protection from northwest storms (Figure 37).

The structure
began at a point 6,000 ft north of Cape Henlopen and extended north-
west 7,500 ft.

The rubble-mound breakwater was constructed with
1,475,276 tons of stone at a cost of $2,239,000.

The breakwaters have no history of repairs and have survived remark-
ably well. The structures are outdated and would not be repaired if
damaged.

They no longer serve their intended purpose because of
changes in the shipping industry.

(CE PIERS

eee”

ro)
i 2)
2
VS BS N
CZ =)
I Vg aN iA
< Nips:
ee Bb
ies
° ey. & =
a Sx +
=
D
> a carers te coves’ he BREAKWATER
=3 i we Cape Henlopen
par eas Poe hy ¥ e ?
a Ld sarvies ¥ ff
TER 4 be
= Pree S
— — SSS Yy : Fort Miles ™m
a Se >
(@ASCULE) Os =z, Xe P=
~~ /:

Figure 37.

Delaware Bay Harbor of Refuge, Delaware

Date(s)

1882

1883

1886

1922
1924

1930-
1931

1946

1955

1959

1977

IS =
1982

Table 31

Manasquan Inlet Jetties
Manasquan, New Jersey
Philadelphia District

Construction and Rehabilitation History

A 1,515-ft-long timber jetty and dike was constructed north of the
inlet.

A timber jetty was constructed south of the inlet to a length of
approximately 500 ft.

The south jetty was flanked, and use of the inlet was seriously
impaired.

New timber jetties were constructed.
The jetties were in a state of disrepair.

Two rubble-mound jetties were constructed north and south of the
inlet to replace the timber jetties and provide channel protection.
The north jetty was 1,230 ft long, and the south jetty was 1,030 ft
long. The jetties were spaced 400 ft apart and built to an elevation
of +14 ft mlw, with a 12.0-ft crown width and side slopes of 1V:1.5H
on the ocean side, and 1V:1H on the channel side (Figure 38). Cap-
stone was 2.0 ton, and core stone ranged from 100 to 500 lb.

Both jetties were rehabilitated using 5,190 tons of capstone,
2,886 tons of corestone, and 628 cu yd of grout. The cost of
rehabilitation was $56,778.

The north jetty was rehabilitated using 5,400 tons of stone at a cost
of $128,597.

The south jetty was rehabilitated using 12.0-ton capstone at a cost
of $67,048.

The seaward 100 ft and 60 ft of the north and south jetties, respec-
tively, were destroyed through continued displacement of armor stone
and loss of structural integrity. The south jetty was damaged from
the seaward end to 700 ft shoreward. Sand passed from the south
jetty fillet through and over the jetty into the inlet.

Both jetties were rehabilitated using dolosse. Sand and displaced
stone were excavated and reshaped to design configuration before
dolosse placement. Sixteen-ton dolosse were placed along the seaward
400 ft on the north side of the south jetty, around the jetty head,
and along the seaward 50 ft on the south side. The dolosse extended
to -10 ft mlw on the channel side, with side slopes of 1V:2H, and
front slopes of 1V:3H. The seaward 400 ft was concrete capped, 20 ft
wide, and was built at an elevation of +14 ft mlw. Sixteen-ton
dolosse were placed along the seaward 250 ft on the north side of the
north jetty, around the jetty head, and along the seaward 90 ft on

(Continued )

Date(s)

1979-
1982
(Cont. )

1985

Table 31 (Concluded)

Construction and Rehabilitation History

the south side. The seaward 240 ft was concrete capped, 35 ft wide
at the seaward end and 20 ft wide elsewhere. Capstone was placed
shoreward of the dolosse section, 375 ft on the north side and crest,
and 90 ft on the south side. Capstone size decreased in the shore-
ward direction from 12.0 to 3.0 to 5.0 tons. Design wave height was
25.0 ft. An aerial photograph of the rehabilitation is shown in
Figure 39.

The jetties were subjected to several storms after the 1982 rehabili-
tation, including a design level storm in March 1984. Photogram-
metric monitoring of the structures under the Monitoring of Completed
Coastal Projects (MCCP) Program indicated the last rehabilitation of
the jetties has been fully successful to date.

4
N Sx ;
ON a SS pennies =
64 a)
MONMOUTH Vrs rae $ Kk i
p RR BR \> wy
COUNTY Sia Sy bas = Ye Z
§ AA °
c ( <Sancnonace o> cnannec
2 12 FT. OEEP ne 8
4 intet channel
Y y /4 Ft deep to
YY) Zr Yttem ianer end of
EA el ER North ees
=
emt ‘ANCHORAGE Cs [SS
(| 10 FT. DEEP 19 ACRES, 2, oal— >
\ SS
fs 3 >? KR
i i >>. 2
4, Caraaerg ‘S
bo ain x
Sees — ae
INT PLEASANT BEACH acc
re
Sim &
os
n 3
OCEAN ~ COUNTY
VEW JERSEY
/NTRACOASTAL
WATERWAY
(SEE (NOEX WAP a
NO a7) Sy
Upstream limit of
Federal Project
SCALE IN FEET
1000 2000

500_0

POINT PLEASANT CANAL, FORMERLY BAYHEAD-MANASQUAN
CANAL

CAPSTONE
CHANNEL SIDE

CORESTONE

Toe T

ORIGINAL NORTH & SOUTH JETTY SECTION

5 O 5 10 IS FEET
ee Ee

Manasquan River, New Jersey

Figure 38.

SASS

WHA

SSS

a aes

1es

pb
b
oO
2)
b
oO
4
s
Hs
°
Sd
amb
3 0
low)
Qed
a 4
S-d
@ a
= @
a
GH oO
oO &
an
Q. 00
wo
{<4 G>
80
ou
ob ov
ov
awa
ad
lon)
~
1)
=
2
jolt)
pian

Date(s)

1940

1944
1950
1954

1972-
1974

1985

Table 32

Barnegat Inlet Jetties
Barnegat, New Jersey
Philadelphia District

Construction and Rehabilitation History

Two converging stone jetties were constructed north and south of the
inlet for channel protection. The north jetty was 4,675 ft long, and
the south jetty was 2,820 ft long (Figure 40). Design crest eleva-
tion was +2.0 ft mlw.

The shoreward 100 ft of the south jetty was lowered.
Repairs were made to the seaward end of the north jetty.
Repairs were made to the shoreward portion of the south jetty.

To prevent sand passing through and waves overtopping the north
jetty, the shoreward 3,700 ft was raised to +8.0 ft mlw and made
impermeable. The center line of the section repaired was offset 12.0
ft toward the inlet from the existing section (Figure 40).

Due to instability and continuous shoaling of the navigation channel,
proposals are being considered to construct a new south jetty. Por-
tions of the jetties have crest elevations of +10.0 ft mlw. These
sections were probably built as part of repair work conducted in 1950
and 1954. Figure 41 is an aerial photograph of the jetties in 1984.

07 —\
‘Sler ea

OCEAN COUNTY

Woretown 4
—
S le
NI
“, \3
x
S$
8
Ni
ls
=
: i
w
= a
\§ >
w
— >
= Ne
F by
= 2
—~,
= North Jerty S
(Reised to pont
+ 1235 ¢t. from oa
=
—
= ~~
= v
Ge ¢ Altered serty
Existing Jetty ¢
| 16'-O"* /niet_sid@__§—_
| El 8
5-0" — 6'-0O" Cap stone, five tons min

Exist. grade, elevarion varies
MLW E'00

10'- 0"
Excavarion~

— Core stone, (OO ro 1000 =

yy L_ grade or El-/5'
Mar stone 3 #* 10 50 4%

TYPICAL SECTION
RAISED NORTH JETTY

NOT TO SCALE

Figure 40. Barnegat Inlet, New Jersey

Figure 41. Photograph of Barnegat Inlet jetties

Table 33

Double Creek Jetty
Ocean County, New Jersey
Philadelphia District

Date(s) Construction and Rehabilitation Histor

1912 A 550-ft-long timber pile jetty was constructed to provide channel
control (Figure 42).

1986 There is no repair history.

COUNTY

Shad Point

—S 77 mii ry
G
a ’o Barnegat elie ne
e

y 7 We
aes

Figure 42. Double Creek, New Jersey

Table 34

Absecon Inlet Jetties

Atlantic City, New Jersey
Philadelphia District

Date(s) Construction and Rehabilitation History

1948 Construction began on a 3,727-ft-long jetty on the east side of the
harbor for channel control. Crest elevation was +8.0 ft mlw. An
800-ft-long groin served as a jetty on the west side of the harbor
(Figure 43).

1986 No repair or rehabilitation history is available. Figure 44 is an
aerial photograph of the jetties in 1971.

WZ Upstream limit of
/ (Federo Project
/

ATLANTIC

SCALE OF FEET
SEs 4

= —S—S—S

Figure 43. Absecon Inlet, New Jersey

Figure 44. Photograph of Absecon Inlet jetties

Table 35
Goshen Creek Jetties

Cape May County, New Jersey
Philadelphia District

Date(s) Construction and Rehabilitation History

1897 A 600-ft-long sheet-pile jetty was constructed south of the entrance
to provide channel control.

1898 The south jetty was extended shoreward to maintain the dredged
channel.
1899 The south jetty was repaired with brush and stone and extended to

680 ft. A jetty was constructed north of the entrance, parallel to
the south jetty, at a length of 680 ft (Figure 45).

1986 The south jetty is now 1,800 ft long (Figure 45), but the date of the
extension is unknown. No history is available on maintenance in this
century, and the project is specified as inactive.

é CAPE MAY
mS 8
z é
g = COUNTY
Ver
ys J
NE ;
q
g “SN
Sy
Q

ete

Figure 45. Goshen Creek, New Jersey

Date(s)

1911

1915

1916

1917
1922
1923

1927

1946
1948
1949
1964
1979
1986

Table 36

Cold Spring Inlet Jetties
Cape May County, New Jersey
Philadelphia District

Construction and Rehabilitation History

Construction was completed on two parallel jetties 850 ft apart, on
the east and west sides of the inlet. Lengths were approximately
4,548 ft and 4,410 ft east and west, respectively (Figure 46). Crest
elevations were +10 ft mlw, crown widths varied from 6.0 to 15.0 ft,
and side slopes were generally 1V:1.5H. A total of 326,049 tons of
stone was used. Shoreward wing lengths were 750 ft and 297 ft east
and west, respectively. Wings of both jetties and the shoreward
2,000 ft of the west jetty were constructed of stone-filled pile and
timber. The remainder of the west jetty and the entire east jetty
were rubble mound.

Repairs were made by placing 8,497 tons of stone at a cost of
$24,810.

Repairs were made by placing 9,023 tons of stone at a cost of
$31,816.

Repairs were made by placing 1,500 tons of stone.
An unknown quantity of stone was placed at a cost of $5,410.

The seaward 368 ft of the west jetty was repaired with concrete
blocks and stone. The shoreward 1,572 ft of the west jetty was
grout-sealed.

Repairs were made by placing 10,424 tons of stone at a cost of
$63,884.

Repairs were made by placing 519 tons of stone at a cost of $12,072.
Dolphin and jetty repairs were made at a cost of $6,204.

Repairs were made by placing 235 tons of stone at a cost of $3,416.
Jetties were rehabilitated at a cost of $174,879.

Jetties were rehabilitated at a cost of $197,891.

No further repair information is available. Figure 47 is an aerial
photograph of the jetties in 1982.

——— oo
Fix.

£Qvwr ga >

| Yp jee

tes Lg
aRBOR
mo
P CAPE
Scnelienger oa
Se se \\ <

i U.S. COAST &
\ GUARD BASE 3

De \ =

(ale.o} >) = mn a 5000
—

Figure 46. Cold Spring Inlet, New Jersey

Figure 47. Photograph of Cold Spring Inlet jetties

Table 37

Cape May Harbor to Delaware Bay Canal Jetties
Cape May, New Jersey, Philadelphia District

Date(s) Construction and Rehabilitation History

1943 Two parallel jetties were constructed on either side of the entrance
for channel protection (Figure 48).

1986 No jetty repair information was found. Lengths of the jetties are
approximately 600 ft and 700 ft north and south, respectively.

Z ? 2
=.
a SCALE OF FEET
EXTEND 8 STONE GROINS i000 0 1 2 3 4 5 6000
2 or

SCALE OF FEET
2 coo 3000

Figure 48. Cape May Harbor to Delaware Bay Canal, New Jersey

Date(s)

1939

1956
IG

1985

Table 38
Indian River Inlet Jetties

Indian River Inlet, Delaware

Philadelphia District

Construction and Rehabilitation History

Two parallel jetties were completed to provide inlet protection. The
jetties were 1,566 ft long and 500 ft apart. The shoreward 904 ft
and 890 ft of the north and south jetties, respectively, were con-
structed of steel sheet pile, and the seaward portions were con-
structed of stone. The stone jetties had a crest elevation of

+6.0 ft mlw, a crown width of 10.0 ft, and side slopes of 1V:1.5H
(Figure 49).

Storm damages to the south jetty were repaired.

The north jetty was repaired because of storm damages and was ex-
tended shoreward 320 ft because of shoreline recession and
deterioration of the sheet pile (Figure 49).

The jetty heads are in poor condition because of slope failure, sub-
sidence, and toe scour. Repair alternatives have been proposed, and
the use of dolosse has been suggested. Figure 50 is an aerial photo-
graph of the jetties taken in 1985.

CAPSTONE 0
CORESTONE

MATSTONE STEEL SHEET
PILING

TYPICAL SECTION
NTS

CAP STONE

CORESTONE

MATSTONE
PRESENT BOTTOM

HALF SECTION-OUTER 300' OF JETTY
NTS

Figure 49.

oa
Uy

REHOBOTH
BAY

ok
OGEAN

Bolders
Pond ~

BOTTOM HILLS DRAIN

§2Z

: —=— AB

US COAST GUARD STATION

Burton
talond

INDIAN RIVER

—— he INLET
JETTIES
a

RIVER BAY

DELAWARE SEASHORE
STATE PARK

ELEV 35° MHWw

S
| ~
i
: & =
x’ 3 e
S :
: N
Tt

SCALE OF MILES
| 0 |

NEW FILTER MATERIAL
NEW FINISHED GRADE
ELEVATION VARIES

EXISTING CONCRETE WALK

EXISTING HANDRAIL

NEW INTERLOCKING CAPSTONE
INLET SIDE

EXISTING CAPSTONE

EXISTING FILTER MATERIAL
EXISTING SHEET PILING

TYPICAL SECTION OF REHABILITATED BULKHEAD
NTS

Indian River Inlet, Delaware

Figure 50.

|
I

ReMi

Photograph of

Indian River Inlet jetties

Date(s)

1939

1964

1982

1986

Table 39
Rock Hall Harbor Breakwaters

Rock Hall, Maryland
Baltimore District

Construction and Rehabilitation History

Two breakwaters were constructed with 8,400 tons of stone. Lengths
of the breakwaters were 850 ft and 700 ft east and west, respectively
(Figure 51). Elevations of the breakwaters were +4.0 ft mlw, with a
single capstone, crown width of 4.0 ft, and side slopes of 1V:1.5H.

Repairs were made on both breakwaters to restore them to original
design geometry. The east breakwater was in good condition with
crest subsidence of less than 0.5 ft. The majority of the repairs
were made on the west breakwater. The landward 80 ft had subsided up
to 2.0 ft, the seaward 50 ft had subsided to mlw, and the adjacent
380 ft had subsided 1.0 to 2.5 ft. The landward ends of both break-
waters were repaired with 250- to 500-lb stone. A 40-ft extension
was added to the west breakwater (Figure 51), and the outer 220 ft,
including the extension, were repaired with 1,000 to 2,000-lb cover
and core stone. The adjacent 260 ft were raised by filling the
existing section with additional core stone.

Extensive rehabilitation was done to both breakwaters due to wave
transmission and overtopping causing excessive wave heights (greater
than 4.0 ft) in the inner harbor. Estimated cost of the rehabi-
litation was $1,800,000 and required over 27,000 tons of stone.
Crown elevation was raised to +7.0 ft mlw, crown width was widened
to 8.0 ft with three capstones, and side slopes remained 1V:1.5H
requiring 12,400 tons of stone. The west breakwater was extended
to 1,100 ft requiring 14,800 tons of stone. Cover stone used for
rehabilitation ranged from 2,300 lb at the trunk to 2,800 lb at the
head. Cross sections and location of the rehabilitation are shown
in Figure 52.

No further repair or maintenance information has been found.

el
“EY ROCK HALL

COUNT Y

WINOMILL Aw,
POINT
wl y

SCALE OF FEET

100 Oo 500
ee oe ee

Figure 51. Rock Hall Harbor, Maryland

JOQUeY TTPH Yooy ‘uoTAJeAYTTTGeyed 2g, JO SuOTJOaS SSOUD pue MATA UeTq “2G aun3Ty

ee oat ®
———

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§¥3AV7 ONIGGIS

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3NO1S HOMUY

Date(s)

Table 40

Claiborne Harbor Jetty

Claiborne, Maryland
Baltimore District

Construction and Rehabilitation History A

1888

1912

1928

1970's

1978
1981
1986

A 750-ft-long slag jetty was constructed by a railway company at
Claiborne Harbor.

The jetty was extended 250 ft seaward as part of the federal project
and was constructed of timber piles (Figure 53).

The timber pile extension was in poor condition and was missing a
seaward section.

The jetty was repaired, and revetment was placed around the jetty and
wharf area of the harbor by non-Federal interests.

A report recommended removal of deteriorated timber piles.
A survey indicated the jetty was in excellent condition.

Plans are complete for jetty rehabilitation. No details are
available.

Figure 53.

SCALE OF FEET
[Ore y es es es

Claiborne Harbor, Maryland

<
w
eo b \
co .
CRoMaNCcOKE sa
FERRY PIER XK

y Ab =8—@. 1

100 O soo

Le
a TAA

Table 41
Back Creek Jetty, Anne Arundel County, Maryland

Baltimore District
Date(s) Construction and Rehabilitation History

1938- A 650-ft-long jetty was constructed to a crest elevation of +4.0 ft

1939 mlw (Figure 54). Crown width was 4.0 ft with a single capstone, and
Side slopes were 1V:2H.

1981 A survey indicated the jetty was in very good condition.
1986

No further repair or maintenance information has been found.

HORM POINT

EASTPORT
*

SCALE OF FEET
jf Sp hdeg

Figure 54. Back Creek, Maryland

Table 42

Herring Bay and Rockhold Creek Breakwater
Anne Arundel County, Maryland
Baltimore District
Date(s)

Construction and Rehabilitation History
1939-

A 900-ft-long stone breakwater was constructed to a crown elevation
1940 of +4.0 ft mlw (Figure 55). Crown width was 4.0 ft, and side slopes
were 1V:1.5H.
1981 A survey indicated that the structure was in good condition with very
little subsidence.
1986

No further repair or maintenance information has been found.

ANNE

4 6
ses Fly

NUTWELL

g10HH904

2
8
8
8

Figure 55. Herring Bay and Rockhold Creek, Maryland

Table 43

Fishing Creek Jetties, Calvert County, Maryland
Baltimore District

Date(s) Construction and Rehabilitation History

1941- Two converging stone jetties were constructed to lengths of 1,050 and
1942 1,100 ft north and south, respectively (Figure 56). Crown elevation
was +4.0 ft mlw, crown width was 4.0 ft, and side slopes were
UWS teBlals
1981 A survey revealed that both jetties were in good condition with minor

settlement and some displaced stone.

1985 Plans call for sand tightening of the jetties with 2,100 to 3,500 1b
of cover stone, 20 to 100 1b of core stone, and 1.0 to 20 lb of bed-
ding stone.

CHESAPEAKE BEACH
GALVERT COUNTY

SCALE OF FEET
°

Figure 56. Fishing Creek, Maryland

Table 44

Tilghman Island Breakwater
Talbot County, Maryland

Baltimore District

Construction and Rehabilitation History

Date(s)

1981

1986

A 200-ft-long breakwater was constructed at an estimated cost of
$140,000 with 1,750 tons of stone to reduce wave action in the inner
harbor area (Figure 57). Crown elevation was +6.0 ft mlw and allowed
for expected settling to +5.0 ft mlw. Crown width was 6.0 ft, and
side slopes were 1V:1.5H. The structure consisted of two layers of
armor stone, 750 to 1,200 1b and 70 to 130 lb, and a 1- to 50-1b core
and bedding layer. Design wave height and period were 2.3 ft and

4.0 sec.

No further repair or maintenance information has been found.

sl¥uVH

NEEL (o

pueT Arey

Z#NOOVSE
gay

(uojoeg seyemysag punow e1qqny 1891041)

S17 0S-t=M
ONIdG3d ¥ SHOO/ NOILVONNOJ TivdS XOOU

MW 00 ‘A313
4 BNOLS HAAVIWIONN

$81 00Z1-0SZ=M 'SUAAVT Z

MIA 09+ *
YEN) @ 3NOLS HONEY

‘pueTs] uewystt ys

av3aHyine

uojye007 JayeMyHesJIg

"LG aan3ty

e
oo
INZWANOW
31L3Y9NO9

QV3H Ing

€€ eINOY e)2B)5

Date(s)

1960

1985

Table 45

Nanticoke River at Bivalve Jetties

Wicomico County, Maryland
Baltimore District

Construction and Rehabilitation History

Two jetties were constructed at lengths of 1,050 ft each and spaced
400 ft apart (Figure 58). Crown elevation was +4.0 ft mlw, crown
width was 4.0 ft with a single capstone, and side slopes were 1V:2H.
Minimum coverstone weight was 1.5 tons, and corestone ranged from 15
to 500 1b with a 1.0-ft-thick bedding layer. Design wave height was
7.0 ft.

Both jetties are in excellent condition; however, present shoaling in
the channel may be due to sand passing through the jetties.

STONE JETTIES +40'—~

SS
“WIC OMI C O

seoatc,

(WN We

SCALE OF FEET
TO “a 9 = |

Figure 58. Nanticoke River at Bivalve, Maryland

Date(s)

1938

1944
1981
1986

Table 46
Nanticoke River at Nanticoke Jetties

Nanticoke, Maryland
Baltimore District

Construction and Rehabilitation History

Two converging stone jetties were constructed at lengths of 850 ft
and 750 ft north and south, respectively (Figure 59). Crown eleva-
tion was +5.0 ft mlw, crown width was 4.0 ft, with a single capstone,
and side slopes were 1V:1.5H. A post-construction survey showed lit-
tle deviation from the design elevation.

A survey of the jetties indicated little change in crown elevation.
A survey indicated both jetties were in excellent condition.

No further repair or maintenance information has been found.

ves ie
a
| of
6
‘ \
Shaw
ve

ROARING POINT

4
4 4
i vi
4 I \
4 Y)
y
/

Zo mts

SCALE OF FEE?
190.9 300

Figure 59. Nanticoke River at Nanticoke, Maryland

Date(s)

Table 47

Upper Thorofare Breakwaters

Deal Island, Maryland
Baltimore District

Construction and Rehabilitation History

1934

1966

1981

1986

Two stone breakwaters were constructed with 3,650 tons of stone at an
estimated cost of $9,000. The north breakwater was 410 ft long. The
south breakwater was 310 ft long. The seaward ends were 180 ft apart
(Figure 60). Crest elevations were +7.0 ft mlw, except the landward
142 ft of the south breakwater which was from +5.0 to +6.5 mlw.

Crown width was 4.0 ft, and side slopes were 1:1.

Sand had accumulated around one-half to two-thirds of the landward
end of the north breakwater. The south breakwater had an average
subsidence of 2.0 ft and was repaired to raise the elevation to
+7.0 ft mlw. Crown width was 4.0 ft, and side slopes were 1V:1.5H.

A survey indicated the south breakwater was in excellent condition,
although the midsection appeared to have subsided 1.0 ft. The north
breakwater was almost completely surrounded by sand, and future
shoaling of the channel was foreseen. The north breakwater appeared
to have subsided 1.0 ft from the original design elevation.

No further repair or maintenance information has been found.

STONE BREAKWATER

DEAL
PT.

STONE BREAKWATER

COUNTY

&
Wy
S
=
I
K

ISLAND

SCALE OF FEET
te} '

Figure 60. Upper Thorofare, Maryland

Date(s)

1940

1945

1952

1955-
1956

1962

Table 48

Twitch Cove and Big Thorofare River Jetties
Somerset County, Maryland

Baltimore District

Construction and Rehabilitation History

Two converging stone jetties were constructed with 23,000 tons of
stone at a cost of $112,000 (Figure 61). The north jetty was

2,070 ft long, and the south jetty was 1,800 ft long. The design
section included a crown elevation of +4.0 ft mlw, a crown width of
2.0 ft with the exception of the seaward 120 ft of the north jetty
which was 4.0 ft, and side slopes of 1V:2H, except for the bay side
of the north jetty which was designed for 1:1 along the landward
1,950 ft. No stone size details were given; however, a 1981 survey
indicated the side slope stone was approximately 1.5 tons, and the
core was of similar stone. The survey also revealed the single cap-
stone ranged from 2.0 to 3.0 tons. No apron or bedding was placed
during construction or subsequent repairs.

A condition survey was performed which indicated the north jetty was
in a severe state of deterioration. The seaward 1,300 ft of this
jetty had a typical subsidence of 0.5 ft below the original eleva-
tion, and the seaward 300 ft of this section had a range of subsid-
ence of 2.0 to 4.0 ft. The south jetty was flanked, and the seaward
400 ft of the south jetty had subsided 0.5 to 1.5 ft. The seaward
end of this section had subsided below mlw. Toe areas had scoured
from -5.0 to -7.0 ft mlw.

A condition survey was made on the north jetty. The seaward 570 ft
had a range of subsidence from 2.0 to 5.0 ft, and 700 ft landward of
this section had subsided 1.0 to 2.0 ft. Jetty cross sections indi-
cated most of the subsidence occurred on the bay side. Repairs were
made to the seaward 1,030 ft of the north jetty using original design
geometry to raise the crest elevation to +3.0 ft mlw. The cost of
the repairs and dredging was $33,000.

A condition survey performed on the south jetty indicated an aver-
age subsidence of 0.5 ft over the entire length. The seaward 300 ft
had subsided 2.0 to 4.0 ft, and a length of 80 ft had subsided near
the landward end. Areas of subsidence were typically 1.0 to 2.0 ft
below adjacent sections. Repair work began in 1956 to raise the
crest elevation to +3.5 ft mlw using original design geometry. Ap-
proximately 1,000 tons of stone were used at a cost of about $35,000
which included dredging. Toe areas had scoured to -9.0 ft mlw.

Both jetties were surveyed and repaired with 2,200 tons of stone for
approximately $64,500. The north jetty had been flanked on the
landward end, and elevations of the seaward 520 ft ranged from +1.0
to +3.0 ft mlw. The seaward 180 ft of the south jetty had elevations
ranging from 0.0 to +4.0 ft mlw. The above sections were repaired to

(Continued)

CAH ER Se Al PIETAKKOEs

4INIOd
\ TSNNVHS

s3liLiar
3NOLS

:
s
x J

9N0I

HOLIML

0002 OOO!

TANG/ER

Figure 61. Twitch Cove and Big Thorofare River, Maryland

Date(s)

1962
(Cont. )

1981

1986

Table 48 (Concluded)

Construction and Rehabilitation History

a crown elevation of +4.0 ft mlw, with a 2.0-ft crown width, except
the seaward 70 ft of the north jetty was 4.0 ft. The side slopes
were 1V:2H. The landward end of the north jetty was extended 120 ft.
Voids along the remainder of the jetties were repaired by placing and
resetting existing stone at existing section elevations. The depth
at the toes of the jetties ranged from 10.0 to 12.0 ft mlw.

A survey report indicates both jetties are in "poor" condition. The
seaward end of the north jetty and the landward ends of both jetties
were flanked, and there were numerous areas of subsidence along their
lengths. It is believed that scour is the reason for their
deterioration for the following reasons:

-- Existence of a homogeneous cross section (no smaller core placed).

-- No bedding stone or apron stone being placed during original
construction or during repairs.

-- Increase in depth from a range of 5.0 to 6.0 ft to a range of 10.0
to 12.0 ft mlw at the seaward ends.

-- Landward ends of the jetties being flanked at present. Each has
been flanked once and repaired since original construction.

-- General susidence along the entire lengths of the jetties of 0.5
to 1.0 ft.

-- Numerous voids or gaps where capstones were missing.

No further repair or maintenance information has been found.

Date(s)

1934

1935

USES

1956

1963

1984

Table 49

Ocean City Inlet Jetties

Ocean City, Maryland
Baltimore District

Construction and Rehabilitation History

A 1,100-ft-long jetty was constructed on the north side of a newly
formed inlet at Ocean City (Figure 62). Crest elevation was +4.0
mlw, crown width was 12.0 ft, and side slopes were 1V:2H from the
crest to -4.0 mlw and 1V:1.5H from -4.0 mlw to the bottom.

Construction was completed on a jetty on the south side of the inlet.
Crest elevation was +6.0 ft mlw, and crown width was 12.0 ft. The
landward 750 ft of the jetty was 1,100 ft south of the north jetty.
The south jetty angled north 1,100 ft to a point 600 ft from the
north jetty. The final 530 ft of the south jetty was parallel to
that of the north jetty. The crest elevation decreased from +6.0 ft
mlw to the apron elevation beginning 170 ft seaward of this final
section. The apron extended 200 ft farther seaward. The total
length of the jetty was 2,380 ft, including the apron. A total of
39,500 tons of stone was used for core; 17,300 tons were used for
capstone on the south jetty.

Sand on the north side of the north jetty had reached the top of the
jetty and was depositing in the inlet. A concrete superstructure was
built to raise the jetty elevation. The first 100 ft from the
boardwalk was raised to +12.0 ft mlw, the next 254 ft was raised to
+9.0 ft, and the next 170 ft was raised to +7.0 ft mlw.

Repairs were made on the seaward 750 ft of the north jetty because of
slope failures on the channel side from toe scour. The existing con-
crete cap was repaired and raised to +9.0 ft. Armor stone was placed
on the seaward 575 ft. The armor stone section was placed 26 ft
north of the center line to use existing stone as toe protection and
to minimize the stone required. The landward end of the south jetty
was repaired to maintain integrity with the shoreline.

Approximately 720 ft of the south jetty was rehabilitated due to
slope failures caused by a scour hole that had an elevation of -37 ft
mlw. Armor stone was placed 25 ft seaward of the center line for the
same reasons stated above in positioning the north jetty. The land-
ward end of the south jetty was again repaired to maintain integrity
with the shoreline.

The seaward 1,100 ft of the south jetty was rehabilitated due to
slope failures. The section repaired in 1963 had deteriorated. The
scour hole had a maximum depth of -54 ft mlw. Repairs consisted of
filling the scour hole with dredged material to -20 ft mlw, covering
the hole with 18 in. of blanket stone, and placing stone berm quarry
run and armor stone along the toe on the channel side of the

(Continued)

100

Date(s)

1984
(Cont. )

1986

Table 49 (Concluded)

Construction and Rehabilitation History

existing jetty. The landward end of the south jetty was sand tight-
ened to prevent material from passing through the jetty and shoaling
into the channel. Three rubble mound breakwaters were constructed
landward of the jetty to prevent expected erosion from occurring as a
result of sand tightening.

No further repair or maintenance information has been found.

HOR. CL. 70°
VERT. CL. 16"
ORAWARIDGE

STNEPUXENT | /f*

MARYLAND

ORIGINAL CROSS SECTION
T_T
OCEAN SIDE

SCALE OF FEET
1000 300 °

CAP STONE: 6TON
MIN. ABOVE -9.0;
| CORE
15 #TO 2 TON
‘ ae
ORIGINAL
JETTY

FILTER; RUN OF
CRUSHER STONE

1956 NORTH JETTY REPAIR

OCEAN SIDE

CAPSTONE,
9 TON MIN

“ELEVATIONS IN FEET SS

CZ Oe
REFERRED TO MLW Ly tye C,

1963 SOUTH JETTY REPAIR
EXISTING
Y

150"
6&0TO 100 TON STONE
MIN EL FOR TOP OF ARMOR STONE [-3.0) fae

2670 10—> -ho OCEAN SIDE
TON STONE 1+ FILTER FABRIC

1983 SOUTH JETTY REPAIR

Figure 62. Ocean City Inlet, Maryland

101

Date(s)

Table 50
Colonial Beach Breakwaters

Colonial Beach, Virginia
Baltimore District

Construction and Rehabilitation History

1982

1985

Seven offshore breakwaters were constructed as part of a beach
restoration project for approximately $447,000, using over 9,000 tons
of stone (Figure 63). One 300-ft breakwater and two 200-ft break-
waters were placed at Castlewood Beach, and four 200-ft breakwaters
were placed at Central Beach. All were placed parallel to the shore-
line and approximately 100 ft offshore, and they were separated by
150-ft gaps. Crest elevations were +3.0 ft mlw but allowed for set-
tlement to +2.0 ft mlw. Crown widths were 6.0 ft, and side slopes
were 1V:1.5H. One layer of 2,000-lb cover stone was placed over one
layer of 500-1lb underlayer resting on a core and 1 ft bedding layer.
Design wave height was 6.0 ft.

The breakwaters are in excellent condition and serving their intended
function.

102

SIUTSITA ‘yoRag

31v9S OL LON
V3auv HOV3E WYVd GOOMIAILSVD

NOILIIS TWWOIIdAL
QUOJSJOW YJDOUEQ |/0S NyIsUI UO Ped0)d I1NqQ04 J24I14
NEI NIGU 39 GNV_ 3JYOI) JNOLSLYW Ol-----—----**

(Y3Av7 | —pNoss 8 00s
3NOLS us waONN ITS. SNOLS 81 0002 67; WW

S
(43AV7 1) NOLS YONYY og—e=! MIW 140°

31VIS OL LON
v3¥uV HOV38 IWYLN3ZO
NOILISS = WWOIIdAL

(Y3AV1 1) NOLS YOWNY

le 9'9—=] MINIS O72

TeTUOTO)

"€9 aun3tTy

SYSLVMAVING

HOvae YW ee

GOOM3TISVD — 7 =;

SuaLVMV3ua :
Hdv3a9g \\
WYLN3D) —e \ .

\\:.

Table 51

Nomini Bay and Creek Jetty
Westmoreland County, Virginia
Baltimore District

Date(s) Construction and Rehabilitation History

1912 A 2,410-ft-long stone jetty was completed (Figure 64).

1981 A survey indicated the jetty was in good condition.

1986 No further repair or maintenance information has been found.

Elbow Point

‘White Oak Point

Hickory Point

WESTMORELAND

COUNTY

fT HOLLY
/— Draw Bridge

Figure 64. Nomini Bay and Creek, Virginia

104

Date(s)

1968

1981

1986

Table 52
Bonum Creek Jetties

Westmoreland County, Virginia
Baltimore District

Construction and Rehabilitation History

Construction was completed on two stone jetties at an estimated cost
of $221,000 using 8,000 tons of stone. The north jetty was 800 ft
long, and the south jetty was 300 ft long (Figure 65). Crown eleva-
tion was +4.0 ft mlw, crown width was 4.0 ft with a single capstone,
and side slopes were 1V:2H. Cover stone used was 2.5 tons, and core
stone ranged from 25 to 500 lb. Design wave height was 9.0 ft.

A condition survey revealed that the jetties had undergone some set-
tlement but were in good condition.

No further repair or maintenance information has been found.

25LBS TO 5OOLBS
CORE MATERIAL

25 TON MIN. 2
CAP STONES 'C77

VARIABLE BOTTOM FILTER BLANKET

TYPICAL JETTY SECTION ss

SCALE OF FEET : 7)
° 5 10 By
irewere rareere | rn

WESTMORELAND.) (~ <<" COUNTY

SCALE OF FEET
woo + & 3 4 300

Figure 65. Bonum Creek, Virginia

105

Table 53

Herring Creek Jetties

St. Marys County, Maryland
Baltimore District

Date(s) Construction and Rehabilitation Histor
1960- Two jetties were constructed to 750- and 700-ft lengths north and
1961 south, respectively (Figure 66). Crown elevation was +4.5 ft mlw,

crown width was 4.0 ft, and side slopes were 1V:2.5H. A 1.0-ft-thick
bedding layer was placed, and a 1.0-ft-thick by 10.0-ft-wide apron
was placed along both jetty toes.

1981 A survey indicated the jetties were in good condition with only minor
settlement.
1986 No further repair or maintenance information has been found.

. MARYS
COUNTY

Free!

Figure 66. Herring Creek, Maryland

106

Date(s)

1937

1970
1981

1985

Table 54

Little Wicomico River Jetties

Norththumberland County, Virginia
Baltimore District

Construction and Rehabilitation History

Two stone jetties were constructed to lengths of 1,000 and 1,300 ft
north and south, respectively (Figure 67). Timber pile jetties were
also placed at the landward ends of the stone jetties. Lengths of
the timber piles were 357 ft north and 650 ft south.

The north timber pile jetty was repaired at a cost of $51,822.

Survey of the jetties indicated the seaward 300 ft of each jetty had
crown elevations ranging from -2.0 to +6.0 ft and no semblance of a
crown width.

The jetties were to be rehabilitated to minimize shoaling of the fed-
eral channel. The seaward 290 ft of each jetty was to be made sand
tight by placing core stone and cover stone on the outer face at a
1-V:1.5-H slope. Crown elevation was to be +4.0 ft mlw, with a crown
width up to 15.0 ft along the sections with crown elevations below
+4.0 ft mlw. Toe protection was to be provided by a 2.0-ft-thick by
5.0-ft-wide extension of the core stone. A double layer of 1.0-ton
cover stone was to be used. It is not known if the work was done.

107

#.
Td)
wars

TYPICAL SECTION THROUGH JETTIES
ANDO CHANNEL
(NOT TO SCALE)

NORTHUMBERLAND

COUNTY

SCALE OF FEET

Figure 67. Little Wicomico River, Virginia

108

Table 55
Urbanna Creek Jetties

Urbanna, Virginia
Norfolk District

Date(s) Construction and Rehabilitation History

1956 Two jetties were constructed for channel control. The north jetty,
1,895 ft long, was rubble mound. The 717-ft-long south jetty was
built of timber (Figure 68).

1962 The north jetty was rehabilitated.

1986 No further repair or maintenance information has been found.

MIDDLESEX CO>™>

Rosegill Farm

SCALE IN FEET
4 6 8-10 _ 1200

Figure 68. Urbanna Creek, Virginia

109

Table 56

Carters Creek Jetty, Crab Point, Virginia
Norfolk District

Construction and Rehabilitation History

Date(s)

1902-
1906

1986

A 742-ft-long rubble-mound jetty was built to provide channel control
(Figure 69).

No further repair or maintenance information has been found.

ae oe Humphreys
x:, Marine Railway Inc. »

/o\ RV INGTON

Gallyhook Pt\:J
accyene
Branch

ead

Roce Ground Pt

Bulkh

|
Pierhead Xe
Line b-Butkheoa Line

— Pierhead Line

EVAN CHAR SHal Esk co.

4, Pp
7)
P/ Ve,
a

SCALE IN FEET
o 500 1000 1300

Figure 69. Carters Creek, Virginia

110

Table 57

Milford Haven Jetty
Narrows Point, Virginia
Norfolk District

Date(s) Construction and Rehabilitation History

1913 A 1,183-ft-long rubble-mound jetty was constructed to provide channel
control (Figure 70).

1986

No further repair or maintenance information has been found.

GWYNN
ISLAND

calls wrart.\

VE DRAW SPAN ~
\ G cteroene YEE EM

SCALE IN FEET
° t

1000 3000

Figure 70. Milford Haven, Virginia

Date(s)

1981

1986

Table 58

Tylers Beach Jetties

Isle of Wight County, Virginia
Norfolk District

Construction and Rehabilitation History

Two parallel rubble-mound jetties were constructed to provide channel
control. Both jetties were 370 ft in length and spaced 120 ft apart
(Figure 71). Crest elevation was +5.0 ft mlw but allowed for 0.5 to
1.0 settlement; crown width was 5.0 ft; and side slopes were 1V:2H.
One layer of armor stone, 300 to 500 1b, was placed over one layer of
core stone, 3.0 to 40 lb. The jetties rested on a 2.0-ft-thick sand
blanket. The sand was encased by filter fabric. A 5.0-ft-wide,
1.5-ft-thick apron and a 5.0-ft-wide, 3.0-ft-thick apron were placed
on the shore and channel sides, respectively (Figure 71). A 6.0-sec,
4.1-ft design wave was used. Estimated cost of construction was
$245,000.

No further repair or maintenance information has been found.

112

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REVETMENT/JETTY
TYPICAL SECTION

Tylers Beach, Virginia

Figure 71.

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