x v
eS C)
s . BYRAM at
PT. &
2 * @ 6
>
o
os Q
ecALE OF PERT
. t00
Figure 9. Port Chester Harbor, New York
19
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.
20
Vi
\ \ / ° =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
21
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.
22
[RED SPRING PT.
SCALE OF FEET
Figure 11. Glen Cove Harbor, New York
23
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.
24
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
25
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.
26
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
28
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.
30
BLOCK 1/SLANDB SOUND
LAKE MONTAUK
HARBOR
SCALE OF FEET
300
Figure 16. Lake Montauk Harbor, New York
31
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)
32
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
33
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
|
Y|
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
34
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.
35
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.
36
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
S/
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.
38
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
39
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
40
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.
44
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
42
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.
43
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
4y
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
45
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
46
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
47
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
48
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.
49
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
0"
EL+80 | £
wh as
WALES 8x10"
10"
WALES 8 xI2"
TYPICAL CROSS SECTION
5000 ie) 5000
Figure 28. Mantua Creek, New Jersey
50
€961 ‘satqqef yooug enqueW Jo uOTIeITTIGQeYysy “62 ouNdTyY
NOILVA3 13
NOILD3S 3YOHSIIO
ay
>
MIN
SY31LN39 0-2
NO 31d GOOM’, 2!
51
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
ry
GLOUCESTER COUNTY
Figure 30. Racoon Creek, New Jersey
52
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)
53
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
54
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.
aD
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
56
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
57
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)
58
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)
59
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
60
& | @ 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
Gaar|
@ FILL TO EL+5.5 mac
EL +5.5 CHANNEL SIDE |
PILI —_-—-—~
EXISTING TIMBER PILING neReceONE |
52 | N 40
Seiad pop Le CAPA AM Wen &
EXISTING GROUND
Ae be |
|
EXISTING STONE FILL is
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.
62
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
63
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
64
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 )
65
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.
66
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 (